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Square Footing Calculator CASIIRUCTIONCALC Assumptions: 1. Load is applied to the center of footing. 2. No uplift or moment(bending)loads are applied. 3. Soil over the footing is the only surcharge load applied. 4. Design based on 1999 ACl www.constructioncalc.com Code.5. All rebar is properly spaced and not epoxy-coated Disclaimer:All users of this software shall comply with State Engineering Law;which specifies who may perform engineering,and defines the practice of engineering. Job Name 18325 Hawksview Drive P Footing I.D. Footing under garage beam pt load Other Info Applied Footing Loads Tributary Tributary Reduced Live,psf Dead, sf Length,ft Width,ft. Live Load,Ibs Live Load, Dead Load,Ibs Roof Loads(without snow) 0 lb 0 Ib 0 lb Roof Snow(only) 0 lb 0 lb Floor 3 Loads 0 lb 0 lb 0 lb Floor 2 Loads 0 Ib 0 lb 0 lb Floor Loads 0lb 0lb 0lb Wall Dead Load 0 lb Other'psr load and trib.area.1 1 0 lb 0 lb 0 lb Other point load:all Live,all Dead,or Descrip'n,opl1; 5,096 lb 3,149 lb some of each,lbs. Total service load: Pserv= 8,245 lb Soil and Footing Input W Soil Bearing Capacity Permit Soil Bearing Capacity Yes • No Increase For Size and Depth? I _ _ f=I ItFil Depth to bottom of footing,ft. Dr,r= 3.00 ft du Depth of soil over top of footing,ft. D,r= 0.00 ft DNown i dbr Square Footing Width,ft. b= 2.50 ft ' z Footing Depth,inches z= 8.00 in _ Post or Bearing Plate Narrowest Dimension, inches w= 5.50 in b Concrete and Rebar Input RESULTS Concrete Strength,psi f�= 2,500 psi Footing size based on allowable Footing Size Okay, Steel Yield Strength,psi Fy= 40,000 psi soil pressure: 6%oversized for soil bearing Rebar Cover,inches cov= 3.00 in Temp.&Shrinkage Rebar: Ok Rebar Size #4 1W Rebar check for bending: Ok o No.of Bars(Each Direction) n= 4 291/o extra flexural rebar provided FINAL DESIGN One-Way Shear Check: Footing Thickness Ok Use 2.5 ft.x 2.5 ft.x 8 in.footing,with 2500 psi min.concrete Punching Shear: Footing Thickness Ok strength,3 in.min.concrete cover,and(4)#4 GR 40 rebar Rebar Development Length: Ok each way. Satisfactory Design Miscellaneous Report Detail Maximum applied soil pressure: 1,419 psf Allowable soil pressure used for design: 1,500 psf Weight of footing only: 625 Ib Weight of footing plus surcharge: 625 lb Ultimate applied moment in footing: 2,724 ft-lb Allowable moment in footing(phi'Mn): 10,198 ft-lb Ultimate applied one-way shear in footing: 3,377 lb Allowable one-way shear(phi'Vn): 11,475 lb footing under garge beam pt load i 1 Structural Calculations Lot 14 18325 Hawksview Drive Arlington, WA August 8th, 2018 Page(s) Contents 2-10 Standard Structural Specifications 11-14 Lateral Analysis 15-24 Vertical Analysis C. 8R J Of WASH rr37964 �cr y�G f S I ERr`�Gam? sS/ONAI 4N The engineers seal and signature above indicates that the engineer of record assumes full responsibility for the subject structure. Structural drawings S1 through S4 have been signed and sealed by the engineer of record and represents a required element of the building specifications. No other changes or modifications are required. Notes. Disclaimers: • Bradley Engineering,Inc.takes no responsibility for items not specifically addressed within this report set. • This report is valid only for the specific project shown above and herein. BRADLEY ENGINEERING, INC. OFFICE 811 Yew St.Bellingham,WA 98229 COPY Ph. (360) 752-5795 CITY OF ARLINGTON BUILDING DEPARTMENT APPROVED Received DATE !ZI -2 l le BY o OCT 1 11 7018 NO CHANGES AUTHORIZED UNLESS APPROVED BY THE 2ZZ�1 BUILDINGS INSPECTOR Yh. X(Au G!Sl '1f'1t fA?IV. -MAIia 044 a,s!'y (13vc,"4 i`ih IBJJOIJ SitUT��;�241; r)�11:'J�ut3 2 N STANDARD STRUCTURAL SPECIFICATIONS INTRODUCTION �— The following Standard Structural Specifications are general guidelines and structural requirements for the construction of typical residential and commercial structures. The intent of this document is to provide answers for common structural questions and to hold the builder/contractor accountable to satisfy the minimum structural requirements listed herein. Please familiarize yourself with these documents prior to starting construction. Contact the engineer of record with any questions or concerns. REFERENCE CODES & STANDARDS • International Residential Code, IRC2015 • Washington State Building Code • National Design Specification for Wood Construction,NDS 2015 • Wood Frame Construction Manual, AWC 2015 • Building Code Requirements for Structural Concrete,ACI 318-11, • Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 • Steel Construction Manual, 151h Edition,AISC 2015 TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category DI IBC 1613 Risk Category II IBC Table 1604.5 Wind Exposure Category B IBC 1609.4.3 Basic Wind Speed 110 mph IBC Figure 1609.3(1) Design Wind Load 16.00 psf ASCE 7-16 28.6-1 TABLE 2: VERTICAL DESIGN CRITERIA Load Source Live Load Dead Load Roof Diaphragm 20 psf 15 psf Floor Diaphragm 40 psf 12 psf Decks &Balconies 60 psf 10 psf Ground Snow Load 25 psf - Roof Snow Load 25 psf - Exterior Wall - 12 psf Interior Wall - 10 psf Interior Partition - 8 psf 3 GENERAL REQUIREMENTS Codes: All materials and work shall adhere to the minimum requirements of the Reference Codes & Standards listed above. Contractor shall be responsible to comply with OSHA, State Labor, and Industry Standards. Contractor assumes full responsibility of construction methods used, safety provisions employed, and the finished condition of the structure. Construction Personnel: Only competent personnel familiar with construction and safety practices relevant to the project should be employed to assemble and construct the work. Construction Methods and Project Safety: The project drawings and specifications represent the finished structure and do not indicate methods, procedures, or sequence of construction. The builder must take necessary precautions to maintain and ensure the integrity of the structure during construction. Bradley Engineering,Inc.will not enforce safety measures or regulations,nor will the owner or designer. Therefore, the contractor shall design, construct, and maintain all safety devices and follow all pertinent regulations. Temporary Support: The builder must provide adequate temporary support to all walls, roofs, beams, columns, and floors during construction. Design of these supports are not included unless specifically shown. Contractor shall be responsible for the adequacy of all temporary support systems. Specifications: All notes, call-outs, and details included within this design package are required unless specifically noted otherwise. Verification: Verify all dimensions, elevations, and site conditions before starting work. Notify the owner of any discrepancies. Conflicts: Notes and details on the structural drawings take precedence over the Standard Structural Specifications and typical details. Written dimensions take precedence over scaled drawing dimensions. Structural notes and details on the structural drawings take precedence over the architectural drawings. Errors: The contractor is responsible to check the plans and site conditions and to notify the architect/designer/engineer of record of any errors or omissions prior to the start of construction. Changes:Written approval from the engineer of record is required for any structural changes to the provided drawings. Changes may be made "in the field" with written consent of Bradley Engineering.Please provide a red-lined drawing or sketch of desired change(s)to provide context and applicable information. Substitutions: Provide manufacturer's approved product evaluation reports and a list of all proposed substitutions to the owner for approval before installation. Similar work: Where construction details are not shown or noted for any part of the project, the area shall be constructed in the same manner as similar work shown on the drawings. Modification of Structural Members: Cuts,notches,and holes bored in trusses,structural composite lumber, glue-laminated members, or I joists are prohibited except where permitted by the manufacturer's recommendations or as shown on the attached allowable hole diagrams. Scope of Work: The scope of work of Bradley Engineering,Inc. is limited to the vertical and lateral analysis of the subject structure. Bradley Engineering, Inc. takes no responsibility for items not specifically addressed in the calculations, drawings, or call-outs. Completion of Work: Submittal of these structural drawings to the client completes the present scope of work and budget of Bradley Engineering,Inc. Other consultation,design,calculations, sketches,inspection, etc. after submittal of this report shall be billed on an hourly basis. J I 4 FOUNDATION Allowable Soil Bearing Pressure= 1,500 psf Frost Zone Depth= 12" Code: Cast-in-place concrete sizing,placing, and testing shall conform to IBC chapter 19 and ACI 318-11. Geotechnical Report: Bradley Engineering strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all land-based construction projects. If this information is not supplied to Bradley Engineering, footings are designed for 1,500 psf allowable soil bearing pressure. Earthwork: Locate and protect underground or concealed conduit, plumbing, and other utilities where new work is performed. Footings shall bear on undisturbed native soils and/or clean fill compacted in lifts of one foot or less to 95% of a modified proctor per ASTM D1557. Soils shall be firm and unyielding. All organic and deleterious material beneath the footings, foundations, and slabs to be removed and replaced with 4" min. crushed rock compacted to 95%relative compaction. For sub-grade below slabs, 92%relative compaction is acceptable. Surface Drainaee: Finished grades are to be at least 6" below wood siding. Lots shall be graded to drain surface water away from foundation walls. The grade shall fall a minimum of 6 inches within the first 10 feet. If 6 inches of fall is not possible, impervious surfaces shall be sloped a minimum of 2 percent away from the building. Footings: All footings shall conform to accompanying structural details. Specified footing dimensions are minimums unless noted otherwise. Bottom of footings to be below frost zone. Footing Drains: Footing drains shall be provided at the base of all footings and retaining walls which will have earth placed against them. Washed drain rock must extend to within one foot of finished grade.Footing drains shall be 4"perforated pipe routed down gradient to daylight, unless otherwise specified. Concrete: Mix and 28-day strength unless noted otherwise: Basement walls, interior slabs, and foundations not exposed to weather ............. 2,500 psi Garage slabs,porches, steps, and foundations exposed to weather ...................... 3,000 psi Reinforced Concrete: Place all reinforcing per plans, details, and applicable code requirements. Lap all continuous bars 24 X diameter minimum. Reinforcing bars, bolts, anchors, etc. shall be securely tied in position prior to concrete placement. Reinforcing steel shall be free of rust and coatings which may inhibit bonding. Anchor Bolts: Provide 1/2"xl0" long wet-set or expansion anchor bolts @ 4' O.C. and within 6-12" of corners with 3"x3"xl/4" square washers. Adhesive Anchors: Epoxy anchors in concrete shall be Simpson SET-XP or Hilti HIT-HY 200-R or equivalent, installed per MFG's guidelines. For extreme temperature applications, when long-term temperature exceeds 110°F or is less than 0°F, use Simpson Set-3G. Concrete Pier Pads: Pre-cast concrete pier pads are an easily installed and low-cost alternative to sonotube foundations in certain low-load applications. Such pads may be substituted only if specifically called out in structural drawings. Waterproofing: Waterproof all basement walls and crawl space foundations below grade. :, I I I 5 CRAWL SPACE Vapor Barrier: Cover entire crawl space with class I vapor retardant(e.g. 6 mil poly film).Extend minimum 6" up foundation walls. Access: Access shall be provided to all under-floor spaces. Access openings through the floor shall be a minimum of 18" by 24". Openings through a perimeter wall shall be not less than 16" by 24". Foundation Ventilation: Provide a minimum of 1 square foot of crawl space ventilation per 150 square feet of crawl space area. Space vents evenly to provide cross ventilation. Cover with 1/8" corrosion resistant mesh screen. SLAB ON GRADE Slabs on Grade: See foundation plan for concrete slab thickness, reinforcement, and finish requirements. Gara e Slabs: Unless noted otherwise, garage slab shall be 4" concrete slab with 43 rebar at 24" O.C. each way or 6x6x10/10 woven wire mesh, over 6 mil poly vapor barrier over 4" compacted crushed rock. 18" thickened slab with (1) 44 continuous rebar required at garage opening. Interior Slabs: Unless noted otherwise, interior slabs shall be 4" concrete slab with 6x6x10/10 woven wire mesh over 6 mil poly vapor barrier over 2"rigid insulation(where insulation is required)over 4" compacted crushed rock. Reinforcing: Reinforcing bars or woven wire mesh shall be as noted on plans and shall be placed 1-1/2" above the bottom of the slab. Drainage: Slabs that drain (garages,porches) shall be sloped 1/8"-1/4" per 1'. Flatness: Floor slabs shall be level to within 1/4" in any ten-foot length. Flatness shall be checked with a ten-foot straight edge within 24 hours of placement. Concrete Topping: If specified on drawings, concrete topping may be installed over floor joists. The concrete topping on a floor shall be installed per manufacturer's specifications.The topping shall not exceed 1-1/2" in thickness and shall be less than 18 psf(12 psf per inch thick). Connection to Interior Walls: Interior walls shall be connected to concrete slab with 1/2"x10" long anchor bolts @ 6' O.C. or 1/4" split pins @ 32" O.C. WOOD FRAMING Default Wood Types: Unless noted otherwise, the material for a structural member is as shown: • Posts ............................................................ Douglas Fir#2 (D.F.2) • Beams .......................................................... 4X10 Douglas Fir#2 unless noted otherwise • Sawn Joists .................................................. Douglas Fir 42 (D.F.2) Studs, Sills, &Plates ................................... Hem/Fir(H.F.) or Douglas Fir(D.F.) • Rim Joists (2x Joist) .................................... Same as floor joist material • Blocking ...................................................... Hem/Fir(H.F.) or floor joist material • Exposed Structural Members ...................... Pressure Treated (P.T.) or Cedar • Glued-Laminated(dry-use) ......................... 24F-V4 (GLB) • Glued-Laminated(wet-use) ......................... Rosboro Treated 'X-Beam' Moisture Content: The max moisture content shall be 19% at the time of installation of connectors, nails, and bolts for framing members. i 6 Pressure Treated Lumber: All members in contact with earth/concrete or exposed to the elements shall be pressure treated (P.T.). Colorless end sealer shall be applied immediately to the ends of members after fabrication and field trimming. Pressure treatment is not required for members protected by a roof or overhang (12" minimum overhang required). Cedar may be used in lieu of typical pressure treated lumber. Rosboro Treated 'X-Beam' shall be used for all applications requiring P.T. glulam beams. More info: http://www.rosboro.com Blocking:Provide 2X or engineered lumber full depth solid blocking between joists and rafters at beam and bearing wall locations. Trusses, structural composite lumber, glued-laminated members, and I joists shall be supported laterally as required by the manufacturer s recommendations. Bearin : Use a minimum 2-1/2" bearing length for wood framing members unless noted otherwise. Use enough studs to match or exceed beam width unless noted otherwise. Glued Laminated Members: Glulam beams (GLB) shall conform to the following standards U.N.O. Lumber ....................................................... Douglas Fir-Larch combination, 24F-V4 Laminations ................................................ 2"Nominal Conditions of Use ....................................... Dry-Use Adhesives ................................................... APA approved moisture-resistant Engineered Lumber: Engineered lumber offers certain structural advantages over conventional sawn lumber. All engineered lumber must be APA approved. Install per the aforementioned codes and relevant manufacturer's installation guides for each type: Wood 1-Joists: Used extensively in floor and roof framing (Trus Joist TJI's specified) Laminated Veneer Lumber(LVL): Built up on site to reduce heavy lifting (see note below) Parallel Strand Lumber (PSL): Ideal for long spans and cantilevers Laminated Strand Lumber(LSL): Strong and straight engineered lumber LVL Option to GLB and PSL's: Multi-ply LVL beams may be used in lieu of PSL or GLB, if they are installed according to the following standards: 1-3/4" LVL's shall be fastened according to the usage, connector, and connector spacing guidelines considered in International Beams' Technical Bulletin (TB-LVL-2) Multi-ply LVL's shall be bolted together with min (3) rows 1/4" self-tapping screws @ 18" O.C., 1.5" minimum embedment required in all members. The width and height of the multi-ply LVL beam must be equal or greater than the corresponding dimensions called out on the engineer's structural drawings Solid Sawn Lumber Option to I-Joists: Solid sawn lumber may be preferred over I-Joists due to cost, availability, or other reasons. The following solid sawn lumber options may be used in lieu of engineered I-Joists (TJIs) without approval from the engineer of record. Maintain original spacing (e.g. 12", 16", or 24" O.C.) 2X10 D.F.2's may be used in lieu of 9.5" TJI 210's 2X12 D.F.2's may be used in lieu of 11-7/8" TJI 210's Other options may be acceptable, but require approval from the engineer of record Wood Structural Panels: APA rated sheathing is required for all wood structural panels. Unless noted otherwise, the wood panel for each situation is: Roof Sheathing: 1/2" CDX(recommended)or OSB with ply clips or T&G, 10d nails at 6 712" O.C., no blocking required. 7 Prescriptive Exterior Wall Sheathing: 7/16" OSB or 15/32" CD ply, 8d nails at 6"/12" O.C., no blocking required. Exterior Shear Wall Sheathing: per shear wall plans. Interior Wall Sheathing: 1/2" Drywall, 10d nails at 6"/12" O.C., no blocking required. Floor Sheathing: 3/4" CD or OSB, 8d nails at 6"/12" O.C., glued & nailed. Panel Adhesive: Per APA Spec AFG-0I Shear Walls: 3/8" thick (minimum) APA rated sheathing is required for all exterior walls. See shear wall plans and shear wall table for sheathing grade, thickness, and nail spacing. Stairs: Use (3) 2X12 D.F.2 for stringers Advanced Framing: Advanced framing is encouraged by B.E. as a cost-effective and structurally adequate alternative to conventional framing.Advanced framing shall conform to the construction standards outlined in APA's Advanced Framing Construction Guide (available on www.apawood.org). Studs: For headers from 0-6' long, (2) studs are required(1 trimmer and 1 king stud).For spans over 6', use (3) studs (2 trimmers and 1 king stud). Include additional trimmers as specified. Stud Walls: 2X6 exterior stud walls are typically desirable for insulation/energy code reasons (i.e. not structural reasons).For walls less than 12'tall,it is OK to use 2X4 studs with suitable insulation if preferred by contractor and owner. Stud Holes& Notching: Notch and hole size may not exceed the following max percentage of stud width: Bearing walls: Hole :40% of total stud width,Notch -25% of total stud width Non-bearing walls: Hole - 60%of total stud width,Notch - 40%of total stud width In all cases, hole edges must be at least 5/8" from edge of the stud If these requirements cannot be met,an additional stud may be installed adjacent to the existing stud and flush against the wall sheathing TABLE 3: DEFLECTION LIMITS Structural Member Live Snow Live+ Dead Roof(plaster ceiling) L/360 L/360 L/240 Roof(non-plaster ceiling) L/240 L/240 L/180 Roof(not supporting ceiling) L/180 L/180 L/120 Floor Members L/360 - L/240 Horizontal Deflection (any case) - - L/200 Farm Buildings & Greenhouses - - L/180 Long Spans (>20 feet) - - L/480 Sliding Glass Doors - - L/600 Note: The above minimum deflection limits are based on the 2015 IRC Table 1604.3. These deflection limits may be tightened in certain instances at the engineer's discretion. I 8 ALLOWABLE HOLES - TJI Joists & Rafters Min.distance from Table A 1)2"hole may be cut in web out-side of hatched zone ❑ O ° Q 8" L 2�:D�, D, Closely grouped round L2 _2 x L D, 6' 6" No horn rn minimum are permitted 4 minimum ` hatehadrones the group perimeter +� meets requirements for round orsquare holes, Table A-Minimum Hole Distance From Support JOIST ROUND HOLE SIZE RECTANGULAR HOLE SIZE DEPTH TJ1m 2" 3" 4" 2" 3" 4" 210 1'_0^ 1'-0" 2'-6" 1'-0" 2'-0" 2'-6' 230 1'6" 2'-0" 2'-6" 1'-0" 2'•0' 3'0^ 360 11-6" 2'-0" 3'-0' 1'6" 21-6" 3'-E 210 1'-0" 1-.6' 2..0" 11-0" 1'-0' 2'6" 1174" 230 11_0 1-6 2'0" 1'-0" 2'0- 7-6" 360 1'$' 2'-0" T-W 1%6" 7-6" 3'-0" 210 1'-0" i'-0" 1'-0' 1'-0" t--0" 2'-0" 14" 230 1'-0' 1'-0' 1'-0 1'-0" 1'-0" 2'-0^ 380 1'-0 1'-0- 1'6" 1'd 1'6' 2'-6- General Notes • DO NOT,under arty circumstances,cut or notch joist flanges • Leave rg"of web(minimum)at top and bottom of hole • Round or rectangular holes allowed according to Table A • iA/2'max hole size in cantilever • For single span(6 minimum),uniformly loaded joists used in residential applications,one maximum size round hole may be located at the center of the joist span provided that no other holes occur In the Joist ALLOWABLE HOLES - Headers and Beams 8X diameter of the Hatched areas represent allowable largest hole(min) hole zones for headers and beams !—(—L/8—i 8X U — F� D/4 D2 D/2 D/4 f L/4 -- L/2 -+ —L/A Hole Size:The hole diameter should not exceed 2" or 1/10 the beam depth,whichever is smaller. General Notes • These guidelines are applicable to glued-laminated,sold sawn,and engineered lumber • Allowed hole zone suitable for headers and beans with uniform bads only • Round holes only • Alo holes in canukvers • DO NOT cut,notch,or drill holes in headers or beams except as indicated in illustration i 9 DECKS & BALCONIES Railings: Guardrails must be 42" high min with max opening size so that a 4" sphere cannot pass through. Guardrails shall be designed to withstand a 200 lb point load applied in any direction and at any location on the top rail and shall be designed to withstand a uniform load of 50 lb/ft applied horizontally to the top rail. Attachment to House: For decks over 30" above grade, a 1,500-lb deck tension tie is required at each end of the deck: Typically, Simpson DTT2Z's are specified. ROOFS Manufactured Trusses: Unless stick framing is specified on structural drawings, wood trusses are to be engineered by a truss manufacturer (MFG'R). If truss layout is not provided by truss MFG'R, the engineer assumes that trusses all bear on exterior walls and do not bear on interior walls. Girder Trusses: Truss MFG'R to be responsible for placement of girder trusses.Install triple studs(min)directly below all girder trusses. Lateral Bracing: Contractor to install lateral bracing in roof as specified by truss MFG'R. Headers: Bearing wall headers to be 4X10 or 6X8 D.F.2 min (double 2xl0 or triple 2x8 OK).Not required for non-bearing wall headers. Over-framing: Use 2X6 @ 24" O.C. for all non-structural over-framing U.N.O. Access: Attic access shall be provided for attics with an area greater than 30 sq. ft and height greater than 30". The minimum opening size is 22"X30". FRAMING CONNECTORS Manufacturer: Simpson Strong-Tie construction connectors are specified, however, any nationally recognized brand (Silver, KC, etc.) may be used if they are equivalent in their ability to carry all applied loads in all orientations. Installation: All prefabricated items shall be installed in strict accordance with the manufacturer's recommendations and requirements (locations, exposure, end and edge distances, fasteners, etc.). Simpson Connectors: Unless noted otherwise, the following Simpson Strong-Tie construction connectors shall be used: Post Caps: CBTZ,PCZ/EPCZ, BC/BCS Post Bases: CPTZ,PB/PBS, ABA/ABU/ABW Joist Hangers: LUC/LU/U/HU/HUC, HUTF/HUSTF (top-flange) I-Joist Hangers: IUS/1VIIU,ITS/MIT/HIT(top-flange) Beam Hangers: HU/HUC/HUCQ/HGUS, LEG/MEG/EG (top-flange) Rafter Hangers: LSU/LSSU, LRUZ Truss and Rafter Connection: H1,H2.5A, or SDWC15600 at each heel to double plate Shear wall Hold-downs: HDU/DTT with SSTB/PAB. STHD14 or STHD14RJ strap-type hold-downs may be used in lieu of aforementioned hold-downs Floor-to-floor Strap-Ties: HDU2, MST48 Deck Tension Ties: DTTZ Fastener Requirements: The number and size of fasteners connecting wood members shall not be less than that set forth in IBC Table 2304.9.1. Staples: For roofs,floors and walls,the IRC permits 16 gage wire staples with a min 7/16"dia. crown(per Table R602.3(1) footnote b). :<: I 10 SPAN TABLES The following joist and rafter span charts may be used to specify member sizes, provided that the relevant loading conditions (below) are met. For questions on interpreting the charts, or for members which do not satisfy the charts' loading conditions,contact the engineer of record.A member's'clear span' is the distance between the two inside surfaces of the span supports (i.e. the distance that is unsupported). FLOOR JOIST OR BEAM BEARING WALL BEARING WALL OR BEAM OR BEAM CLEAR SPAN DEFINITION OF CLEAR SPAN:DISTANCE FROM INSIDE OF BEARING POINT TO INSIDE OF OPPOSITE BEARING POINT(i.e.UNSUPPORTED DISTANCE) FLOOR JOIST SIZING MEMBER MAX CLEAR SPAN MEMBER MAX CLEAR SPAN WITHOUT GYPSUM LID D.F'2 (WITH 518"GYPSUM LID) TJI 2X4 D.F.2 14"-2"(15'-5") 9-1/2"TJI 210 8'-9" ;-•- 2X6 D_F2 IT-1"(18'-5") 11-7/8"TJI 210 1 T-6" 2X8 D.F.2 18'-6"09'-8") —+- 11-718"TJI 360 14'-9" 2X10 D.F_2 19`4"(20'-5") 14"TJI 210 17'-6" '} 2X12 D_F.2 20'5"(21'-7") 14"TJI 360 19'-67 't 20'-10" 22'-0") 16"Til 210 Loading conditions:Live load=40 psf,dead load =10 psf, U480;TJ Pro Rating =42, Dry-use; 16"O.C.spacing DECK JOIST SIZING MAX CLEAR SPAN MEMBER 5'-0" 2X4 P.T. 7'-6" 2X6 P_T_ 10'-0" 1 2X8 P-T. 12'-9" 2X10 P.T. 15'-9" 2X12 P.T. 2X14 P.T. Loading conditions: Live load=60 psf, dead load=10 psf; L/480;Wet-use; 16"O_C.spacing ROOF RAFTER SIZING MAX CLEAR SPAN MEMBER MAX CLEAR SPAN MEMBER D.F.2 D_F.2 TJI TJI 6'-10" 2X4 D.F.2 19'-0" 9-112"TJI 210 10'41, 2X6 D.F.2 22'-3" t 11-7/8"TJI 210 13'2" —; 2X8 D.F. 25'-0" 11-718"TJI 360 16'-3" 2X10 D.F.2 24'-3" 14"TJI 210 18'-10" 2X12 D.F.2 28'-6" 14"TJI 360 26-1 � TJ1 210 " Loading conditions: Snow load=25 psf;dead load=10 psf; U240; Dry-use;24"O.C.spacing 1 11 Lateral Analysis �N Address: 18325 Hawksview Drive Date: 8/6/2018 O�PO�� eeR'AyQ Arlington,WA S/W User: L.Schweigert Wind Analysis-Calculation of Wind Loads Inputs - Wind Speed,V 110 mph Height,H 25 feet Reference ASCE 7-10,Simplified Directional Procedure (Ch 26) Roof Angle 26.56 degrees Exposure Category B Horizontal Pressure Zone A r{([} ASD Load Comb.Factor, PAsn 0.6 c Topographic Factor,Kzt 1 Risk Category II 0 Risk Category: I Low risk to human life in event of failure II Most small residential structures III Substantial risk to human life in event of failure ` " p IV Crucial to human life 0 Horizontal Pressure Zone: '�" \A End zone of wall p B End zone of roof Case C Interior zone of wall 4f Y v D Interior zone of roof Exposure Category: Case B B Areas closely surrounded by obstructions C Open terrain and scattered obstructions D Flat unobstructed areas or close to large body of water Calculate A(ASCE 7-10 Figure 27.3.1) Calculate Ps30(ASCE 7-10 Figure 28.6-1,V=110 mph) Height(ft) Exposure B Exposure C Exposure D Roof Angle Zone A Zone B Zone C Zone D 0 1.00 1.21 1.47 0 19.2 -10 12.7 -5.9 15 1.00 1.21 1.47 5 19.2 -10 12.7 -5.9 20 1.00 1.29 1.55 10 21.6 -9 14.4 -5.2 25 1.00 1.35 1.61 15 24.1 -8 16 -4.6 30 1.00 1.40 1.66 20 26.6 -7 1 17.7 1 -3.9 35 1.05 1.45 1.70 25 24.1 3.9 17.4 4.0 40 1.09 1.49 1.74 30 21.6 14.8 17.2 11.8 45 1.12 1.53 1.78 60 21.6 14.8 17.2 11.8 50 1.16 1.56 1.81 55 1.19 1.59 1.84 Ps30A= 23.32 psf 60 1.22 1.62 1.87 Use ASD Load Combination 7 7. 0.6D+0.6W Calculate simplified design wind pressure Apply ASD Load Combination Factor f'Desi n = d*Kzt*PS30A= 23.32 psf PASp= 0.6 P=PASo *Poesign= 13.99 psf Design wind pressure shall not be less than 16 psf.(2015 IBC 1609.6.3) P= 16.00 psf �i 12 IBC SECTION 1613 SEISMIC/EARTHQUAKE LOADS 1613.1 Scope. Every structure, and portion thereof, including nonstructural components that are permanently attached to structures and their supports and attachments,shall be designed and constructed to resist the effects of earthquake motions in accordance with ASCE 7, excluding Chapter 14 and Appendix 11A.The seismic design category for a structure is permitted to be determined in accordance with Section 1613 or ASCE 7. Exceptions: 1. Detached one-and two-family dwellings, assigned to Seismic Design Category A, B or C, or located where the mapped short-period spectral response acceleration,S., is less than 0.4 g. 2.The seismic force-resisting system of wood-frame buildings that conform to the provisions of Section 2308 are not required to be analyzed as specified in this section. 3. Agricultural storage structures intended only for incidental human occupancy. 4. Structures that require special consideration of their response characteristics and environment that are not addressed by this code or ASCE 7 and for which other regulations provide seismic criteria,such as vehicular bridges, electrical transmission towers, hydraulic structures, buried utility lines and their appurtenances and nuclear reactors. Generally speaking,the lateral structural engineering for residential homes in Washington State is governed by wind rather than seismic. In other words the lateral wind loads exceed the lateral loads generated by seismic forces.Therefore the wind loads are used in the specific lateral analysis in lieu of the seismic loads. This is largely due to the fact that conventionally framed wood structures are relatively light and generate relatively small seismic loads compared to the wind loads. In rare instances when the geometry of the building is such that the aspect ratio (longitudinal length divided by lateral length) exceeds 2.5 then a seismic analysis is warranted. The other exceptions are when the roof or walls are constructed of concrete or other heavy materials or the ground snow load exceed 30 psf. Seismic analysis not required if the following conditions are true: 1) Conventionally framed wood walls and roof? Yes 2) Aspect Ratio<2.5? Yes Longitudinal wall distance 43 ft Lateral wall distance 39.5 ft Aspect ratio= 1.09 3) Ground Snow Load is<30 psf Yes Therefore,specific seismic analysis is NOT required. See attached wind analysis for lateral analysis. 13 Wind Analysis-Calculation of Shear Wall Loads Wall Location: Front elevation lower floor Description: Wind Blast from right Tributary Projected Area(ft) Calculations Height 24 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 11.5 ft Fwind =P*A = 4416 lb Calculate total wind force acting on wall Height 2(opt.) 0 Fp = Lp*300plf= 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 Fs = Find -Fp= 4416 Ib Load resisted by shear walls Area, A 276 ft PLFShear =Fs/La 345 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case 2 Shear Wall, Lx 1.8 ft Case 1:Conventional O.K. PLF< 300 2.5 ft Case 2:SW4&HDU2's 300 <PLF< 685 4 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 4.5 ft Case 4:SW5&HDU8's 980 <PLF< 1400 0 Case 5:Other sheathing methods required 1400 <PLF< 2435 0 Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 0 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in LS =E Lx 12.8 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. Pres.Wall, LP 0 If requirements are not met portal framing methods can be used. Summary:Front elevation lower floor walls are case 2,conventional sheathing does not adequately resist lateral loads.SW4 and HDU2's required. Wall Location: Front elevation main floor Description: Wind blast from left Tributary Projected Area(ft) Calculations Height 14.5 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 21 ft Fwind =P*A = 4872 lb Calculate total wind force acting on wall Height 2(opt.) 0 Fp = Lp*300plf= 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 FS = Fwind-FP= 4872 lb Load resisted by shear walls Area A 305 ft` PLFShear =Fs/Ls 260 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case 1 Shear Wall, Lx 2 ft Case 1:Conventional O.K. PLF< 300 4 ft Case 2:SW4&HDU2's 300 <PLF< 685 2.5 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 4.75 ft Case 4:SW5&HDU8's 980 <PLF< 1400 5.5 ft Case 5:Other sheathing methods required 1400 <PLF< 2435 0 Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 0 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in LS = E Lx 18.8 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. Pres.Wall, Lp0 If requirements are not met portal framing methods can be used. Summary:Front elevation main floor walls are Case 1,adequately braced by conventional sheathing.No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. :�4 14 Wind Analysis-Calculation of Shear Wall Loads(continued) Wall Location: Rear elevation main floor Description: Wind blast form right Tributary Projected Area(ft) Calculations Height 14 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 Width 21 ft Fwind =P*A = 4704 lb Calculate total wind force acting on wall Height 2(opt.) 0 Fp = Lp*3OOplf= 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 Fs = Find -FP= 4704 lb Load resisted by shear walls Area, A 4 ft PLFshear 29 =Fs/Ls 248 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case 1 Shear Wall, Lx 4 ft Case 1:Conventional O.K. PLF< 300 6 ft Case 2:SW4&HDU2's 300 <PLF< 685 6 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 3 ft Case 4:SW5&HDU8's 980 <PLF< 1400 0 Case 5:Other sheathing methods required 1400 <PLF< 2435 0 Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 0 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in LS =E L x 19 ft accordance with SPDWS Section 4.3. Shear wall aspect ration shall not exceed 3.5:1. Pres.Wall, LP 1 0 If requirements are not met portal framing methods can be used. Summary:Reat elevation main floor walls are Case 1,adequately braced by conventional sheathing.No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. Wall Location: Remaining Walls Summary:Remaining walls are adequately braced by conventional sheathing(not necessarily prescriptive") by inspection.No special shearwalls or hold-downs required.The lateral resistance provided by conventional sheating is structurally adequate to resist the tributary lateral loads imposed on them without additional lateral resistance provided by shearwalls and hold-downs/strap-ties,etc. Y i� MEMBER REPORT Level,floorjoistovergarage PASSED .I F® R T E 1 piece(s) 11 7/8" T]I® 360 @ 16" oc 15 Overall Length:19'7" 0 0 18,8" 0 All locations are measured from the outside face of left support(or left cantilever end).AII dimensions are horizontal. Design Results Actual®Location Allowed Result LDF Load:Combination(Pattern) System:Floor Member Reaction(Ibs) 672 @ 4 1/2" 1505(3.50") Passed(45%) 1.00 1.0 D+1.0 L(All Spans) Member Type:Joist Shear(Ibs) 647 @ 5 1/2" 1705 Passed(38%) 1.00 1.0 D+1.0 L(All Spans) Building Use:Residential Moment(Ft-Ibs) 3074 @ 9'9 1/2" 6180 Passed(50%) 1.00 1.0 D+1.0 L(All Spans) Building code:IBC 2015 Live Load Defl.(in) 0.346 @ 9'9 1/2" 0.471 Passed(L/652) — 1.0 D+1.0 L(All Spans) Design Methodology:ASD Total Load Defl.(in) 0.450 @ 9'9 1/2" 0.942 Passed(L/502) — 1.0 D+1.0 L(All Spans) TJ-ProT`°Rating 46 45 Passed -- - • Deflection criteria:LL(L/480)and TL(L/240). Top Edge Bracing(Lu):Top compression edge must be braced at 5'4"o/c unless detailed otherwise. • Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 19'5"o/c unless detailed otherwise. A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of 23/32"Weyerhaeuser Edger"Panel(24"Span Rating)that is glued and nailed down. •Additional considerations for the TJ-Pro•"Rating include:5/8"Gypsum ceiling. Bearing Length Loads to Supports(Ibs) Supports Total Available Required Dead Love or Total Accessories 1-Stud wall-DF 5.50" 4.25" 1.75" 157 522 679 1 1/4"Rim Board 2-Stud wall-DF 5.50" 4.25" 1.75" 157 522 679 1 114"Rim Board • Rim Board is assumed to carry all loads applied directly above it,bypassing the member being designed. Dead Floor Live Loads Location(Side) Spacing (0.90) (L00) Comments 1-Uniform(PSF) 0 to 19'7" 16" 12.0 40.0 Residential-Living Areas /� Weyerhaeuser Notes 4 SUSTAINABLE FORESTRY INITIATIVE Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is compatible with the overall project.Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application,input design loads,dimensions and support information have been provided by Forte Software Operator Forte Software operator Job Notes 8/7/2018 8:50:09 AM Luke Schweigert Forte v5.4,Design Engine:V7.1.1.3 Bradley Engineering (360)510-9514 I u k e@ b ra d l ey e n g i n ee ri n g i n a c o m Page 1 of 1 16 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CC*WiRLICTIQNCALC 0 j :Top and bolbmm st be bNrally pported al suppo a dolt-fl max inlmrels Dynamicbadingnolconsidered CorrylanlWh WI51BC All tlesigns shoukl be checked by a coirye@nl professional.NI users shall comply x5N Stale Ergineed.g law.Injury aiM/or deaN can result from improper use of Nis r1MXL Job Name.• 18325 HawksvieW Drive Beam I.D.: Bounus Room Beam Load and Span Diagram(Nat To scale,Pith,ifany,not shorn) B00 Other Info.' soo Main Span,La 18.00fl 400 Main Span Max.Allowed Live Dell:L 11 480 -040in a 200 Main Span Max,Allowed Total Dell:L/ 380 =053 in 0 -200 2 4 6 8 10 12 14 Cantilever(Overhang)Exists?rao � i 400 Pitch if Sloped: 0.0.12 -soo Load Duration 11.1 tee V Span(ft) Loads From Continuous Member?�No • Add Self WI.? yes Np Press Troatdd? Wet Cord? Tmnp Cord roT Wood aM Sawn Member Repetitive Use? Ght.ams ONy. Nrt peaty ud Dn ,.,• Inn dry-r,Lr, �. Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead v:cw Lnm Load Red'n? Live.pal Dead,pal Width,ft Load,plf Load,plf. Load,plf. Roof Loads(not including anOW) 16 psi 15 Sf Roof Snow(Only) 25 psf 0 00 it - - Deck Loads 60 psf 10 Psf - - Floor 2 Loads - - Floor Loads 40 psf 10 Psf 13,00 ft 520.0 lb/ft 520.0 befit 130,0 Iblft Wall Dead Load 12 Psf - Other'psf'load and[rib.width - - Additional'loll"Unif.Live Loads. Descr'n.o 0.' _ Addilional'plf'Unif,Dead Loads.1 Descr''n o ril C Roof pitch for LL Red'n Beam type for LL Load Sublolals 520.0 Ib/ft 520.0 Ib/fl 130.0 Ib/f Ran Total Adjusted Uniform Loads WI.' 520.01b/ft W'D= 130.0 Iblf 0.0:12 JAIIIIha beams Combined Total Uniform Load W'u= 650.01b/ft 4x And Smaller(Lumber) 5x And Lamer Mmboml Lumber Material loan4a n4amh Timber Material Doug*fir-Lncn Lumber Grade IN.2 Timber Grade WCN8-Not Acceptable Solutions Aceeolable Solutions 12 x 12 6x16 14x 14 List properties for what 8 x 14 16 x 16 size lumber? �x11. '� 10x14 S8 Wt=158 List properties Fh=1080 Fv=180 Fcp=625 E-1600000 Sff W1=828 forvAmseo? 6 x12- '� Fb=1350 Fv=170 Fcp=625 E=1600000 Glued Laminated Members fGLBI 2.2E Parallam PSL Glulam Grade 12.4F.V4 M,01 3dR"■16" 7"x11.718" Acceptable Solutions 5,14"x'14" 3 118"x 16" 1 5 1/2"x 13 1/2" S8 Wl= 18.5 Lis[properties List properties for what 31/2"x 16" 6 314"x 131/2" for what size? r+It•1/V• Fb=2900 Fv-290 Fcp=750 E=2000000 size ghtefn7 5 1113"x 14" 8 3/4"x 11 718" 1-Levol TJI 1IWO lW- .1 Web Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Self Wt=36.4 Stiffeners? - 2.0E Microllam LVL-MUlti-nly - - List properties forwhat 1 (3)1.3/4"x 14" - - Wro LVL? (2)133 4"x 16" 1 (4)1-314"x 11-7/B" (21 i•1!4°x 11 7/8" i� Fb=2600 Fv=285 Fcp=750 E=2000000 S0 WI-7 4 ,OE Mlcrollam LVaagrggaaaa 1.55E TimberStrand LSL List properties for what 5-114"x 14" List properties (3)1,314'x 16" size LVL? 3-112,x 16" 7"x 11.7/8" for what size? 3-112"x 18" b lt2'xv-T/8" Fb-2600 Fv=285 Fcp=750 E=2000000 Stf Wt=7.4 tOt W'+lr �� Fb=2325 Fv=310 Fcp=800 E=1550000 BN! Final Member Results Final Member owed tamlraredV Bending Overdesign:56.2% Final Member:5 112"x 13 112",Glued Material Library ChmseFrom All skesOflleamTple ., Laminated,24F-V4(DF/DF) Shear Overdesign:185.4/ Final Size: 51a'ah1112. -Deflection Overdesign:5.9% Min-Bearing Lengths:=1.50 in.(Left) .=1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Dlff(approx): 0.00 ft True Length(approx): Final member OK by: 5.9 Actual Member size:5 112"x 13 1/2" 16.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Locaio Live Case 1efS Maximums RiLeft Wo Yt Max,Positive Moment:21.392 ft-lb 8.00 ft Main Span r'e atandc Live Load: 4,16011b 4,160 lb Max-N eMomenh Oft-lb 0.00 it Mai,SpM Lateral bracing Dead Load: 1_188 It; 1-1861 Max D"Ilin Sfwnr.4.59611, 0.00 ft MainSpan Total Load: 5,34E lb 5,348 It, Main Span Max:Downwald Live Case Causing Max N/A N/A Deflection(Live/Total) 0 378"/0 486" 8.00'/8.00' Main/Main Mall)Span Max.Upward Deflection0 000"/0.000" 0-00'/0.00' Main/Main Minimums R-Left Ry-R� (Live/Total Live Load: 0 lb 0 h Cant,fir,Deft(Uwe I TOIan;N/A NIA NIA ygg,6{¢gp�yt 0.6 or 1.0 Dead: 7131h 7131h Calf. Doff, al Total):N/A WA NIA Bandirg Red'n: Net Reaction 6241b 6241b Req d El,Not Incl.Sell WI.'L917E•09 Actual El: 2,03E+09 0% Live Case Causing Min N/A NIA Approx.Sell Weight'18.50 pB Approx.Tel.WL:296 lb crowed eaoment: Min-Ca"Bean Le itt: = 1.50 in(Laft) = 1.50 in 153,750 ft-I Bonus Room Beam 17 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 S RUCTIONCALC a Topand bolbm usl be krally support dalsu pw adal4l!ex inlertals Dna cbadigmlco sidned Compfantx N20151BC, Nldesignsshoud be checketl by aconpelenl prolesslonal All users shall comply with 6�ale Engineeri,g Law.Injury a,d/or deah can result lrominproper use of this product Job Name: 11111 HaWxsview Drive Beam LD.: Deck Beam Load and Span Diagram(Not To scale Pikh,ifany,ml shown) 0 Other Info.: 23050 200 Main Span,L 13.00 ft 150 s 100 Main Span Max.Allowed Live Deft:L/r 480 oa3b a 50 Main Span Max.Allowed Total Deft:L/ 360 •043111 0 Cantilever(Overhang)Exists?No -50 2 4 6 8 10 12 14 -100 Pitch if Sloped: 0.0:12 -150 211 Load Duration Ow.100 span(fl) Loads From Continuous Member? No I� Add Self Wt.? vas Q Nn For Wood ar d Press Troaled? Wet Cord? Temp Cond. Sawn Member Repetitive Use? No + CALoms Wdjt rh.0 ir:arrd '+ pry ,� too deaf&lass Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Allow Llve Load Win? res 1+ Live, Isf Dead, of Width,ft Load,plf Load,pit. Load,pit. Roof Loads(not including snow) 16 Psf 15 Psf - - - Roof Snow(only) 25 pat 0.00 it Deck Loads 60 Pat 10 Psf 3-50 ft 210.0 lb/ft 210.0 Wit 35.0 lb/ft Floor 2 Loads Floor Loads 40 psf 10 paf Wall Dead Load 12 psf - Other'psf'load and[rib.width - Additional'pit'Unit.Live Loads. 'Descr ' o t'I: Additional'pir Unit.Dead Loads, Descr 'n o t'I: Roof pitch for LL Red'n Beam type for LL Load Subtotals 210.0 lb/ft 210.0lblfl 35.0lb/fl Redfi Total Adjusted Uniform Loads WL= 210.0 lb/ft we= 35 0lb/fl 0,0:12 1 All other beams I'J Combined Total UnAorm Load wu= 24501b/ft 4x And Smaller(Lumber) Sx And Larger(Timbers) Lumber Material I H-.Fir Timber Material Hem-rk Lumber Grade Lis 7 +) Timber Grade No 1 -+ Acceptable Solutions Acceptable Solutions (4)2x12 6x10 List properties for what (3)2 x 14 4 x 14 8 x 10 size lumber? q x17• +. 10 x 10 Sit Wt=13 61 List properties Fb=816 Fv=120 Fcp-405 E=1235000 Slf Wl=7.12 for,halt elm? 5xt7 Fb=840 Fv=112 Fcp=405 E=1235000 Glued Laminated Members IGLB) 2.2E Parallam PSL Glulam Grade 24F-v4(DFm) 3.11T x 9.114" r1liAl4" Acceptable Solutions 5.1/4"z 9414" 3118"x 101/2" 51/2"x9" Sit Wt-- 18.5 List properties List properties For what 3112"x 91/2" 63/4"x 71/2" for what size? Ir•Il-0//' '+ Fb=O Fv=O Fcp=O E=0 size to rrl7 51/8"x 9" 8 3/4"x 9" I-Level.TJI IS1/r.is Nit- . Web Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Self Wt=36.4 Slifferiefs? - - 2.0E Microllam LVL-Multi-ply No List properties for what 1-3/4"x 11.718" (3)1-314"x 9-112" - - ii a LVL? (2)1-3/4"x 9-112" (4)1-314"x 7.114" - W1-MW xll-7/r 'a' Fb=O Fv=O Fcp=0 E-0 Slf W1=74 2.0E Microllam LVL 1.55E TlmberStrand LSL List properties forwhat 1,V4"x/1.718" 5.114"x9-1/2" Lislproperties 1-314"x14" (3)1.11P x9-112" size LVL? 3.112"x 9-112" 7"x 711. for what size? 3.112"x 11.71r 1 21'.11-sir l+ Fb=O Fv=O Fcp=O E=O Slf Wt=7.4 11i t 3/T xtS l+� Fb=0 Fv-0 Fcp-0 E=0 61W, Final Member Results Final Member sawm woad Bending Overdesign:1.4/ Material Library Final Member:6 x 10,Hem-Fir,No.1 Shear Overdesign:158.8% Final Size: 16.10 1-1 Deflection Overdesign:7.9% Min.Bearing Lengths:=1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Dlff(approx): 0.00 it True Length(approx): Press Trtd. Final member OK by: 1.4% Controlling criteria is: Bending Actual MmlDor Site:5.5a"z 9.25" 13.00 ft Reactions Final Member Additional Information Location a Cas IkKimAmV rw Maximums %, RION Max Positive Moment:)5,412 ft-lb 6.50 f1 Main Span Fula r Live Load: 1,365 lb 1.365 lb Max N09AWA Momonl:Ofl-lb 0.00 it Main Spain Lateral bracing Dead Load: 30011, 3001 Max Design Shear 1A68lb 0.00 ft Ma!nLw Total Load: 1,665111, 1,6651b Main Span Max. Live Case Causing Max N/A N/A Deflection(Live/Total) I0.367" 6.50'16.50' Main Main/ Main Span Max Upward Deflection0.000"I0.000" 0.00'/0.00' Main Main Minimums R,-Left R.-RkIM (Live ITotaQ Live Load: 0lb 0 lb _ Cant Jhi rl,Defl."a/Total):NIA N/A N/A WM Material. 0.6 or 1.0 Dead: _180 lb 180 Ib Cat.UIL Deft W 1 Taint NIA WA N/A n352 Net Reaction 137ib 137Ib Req'd El,Not Incl.Self WL:4.152E+08 Actual El: 4.48E+OBLive Case Causing Min N/A N/A Appox.SelfWeight:11.19 pit Approx.Tot WL:1451b Min.Calo'd Berri Lengths: =0.75 in =0.75 in deck beam 18 • • Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 fro ee.a a.gi. cpmw�anl w.11 zeta iec g ,T.P eb.11 nPoms:w mpn�a�s.a1e q e ,ry arora..mmnr..1120 p �eeol p Job lfeme: t163251Hw1(s1 wDri.esha Beam l.D.: tlNrg.gd hat Laad and Span DI.,- To scale.FilM.itany.not sown) Other Info.: 1,200 1,000 Main Span,L Main Span Max Allowed Live Den:L/ 600 �•AM. 24m Main Span Max.Allowed Total Del:L/L_460J.on. azoo Cantilever(Overhaag)Exists?fy :� -91. 1 1 S 4 6 a 7 • Pilch if Sloped: 0.0:12 am -coo s/Na pit. Load Duration ly.•✓I15 • Loads From Continuous Mtmboll mr Add Self Wt? 0yg ON. Fa Woad and Press Treated? Wel Coe�d d? Tem,Con ^1 Savm Member Repetitive Use? �] Clulans Only:nc�+1'laal.r.ft py 1.�J IfOrpl6Vu Vndorm Load.Over Full Length of Member Tributary Uniform U•o Rduced Live Unif«mOla• Am1r Ur.l,old WdnT�� Llvo, 6f Ovad p.f WIOayR Load,ptl Load,or Lead,pH Roof Loads(not including.r•o'w) 16,Iry 15 P.f Roof Socia(octy) 25 plif aeon Deck L.W. e0 pid 10.0 - Fluor 2 Load. Floor Loan 40 mit 10.0 - WallDeadLoad 121.1 AOthcOUh.-I'la lead and e L mid, 'pNf'l Unit LiveL-111ll---o..a. Additiunal'pir UnH.Deatl{.gads O�v.m yn Roof pitch for ILL Rd'n f1,1wiIIII l LL Lead SubblMf - Total Adjusted Uniform Loads wa. OX:12 4•s•'�•^• Combined Total Uniform Load Concentrated(Point)Loads Tnh I.epgg% anif Dod Load.andTI d,1 1•LQLi lead.b. Paint Lae, 25 psf 15 psf - - xA Point Load Locate.4 Point Load C Descdion,"we 3.173 Ib 1.703 Ib a;• 5.001t Point Load Omcdpran,qw' xe• Point Load Descnpwa,opu A Point Load F oescnoron.pwi ar Paint Load G Descnqun,opti b Point Load R oesndpoon,epu a., No1w Locrroon Lr-c!From toff Seppm PYWI Uniform Loads On Main Span Only Llm Load.us l Tn� ikmb•d Load, $j-m-?_syL EMPw a - Qnal-LaAl.e.l 1 LlyslarJ.ntt Urxtlatd.aN u9 fL Partial Load y 1 d 13.00 t1 32501wil 1950bH1 520011 0-00 f1 S,OOA Partial Load S Pa Niel Load C - Perlis l Load 0 a Partial Load E gee - Nole:Slartand End Points Measured From Left 4A And Smaller(Lambed 51l And Larger fTknbenl Lumber Matenal 0wewrc vw rndaa Material Lumber Grade MT Tinbot Grade lr-sU:Mt Acceptable Solulton. Adce0leblo Solutions 4 z.a lz,tz a.11 List properties tar OciL 4x16 size lueber? e.1T• •- t0.o SHWI-1562 Fb=1242 Fr-207 Fcp=625 E=16000W SHWI-626 1. 1-- �/•1: Fb=1553 Fv=196 rcp•et] E=1600000 Gkred Lernlnal.d Mwllbef.(JQkQ) .2.2E Panllam PSL Glulam Grade ,. .•. 7 }tM•.11•iN• r 1,V4' '•Acca ution.ptablc Sol 0-5 11•ur RED, 1la'a II TI•' e1Q'xr SHWI=165 Us l{trae.rties, Usl properties fa xhal 3112"x10112" fi3/4"x9" for NlM.Ize?>T•11.1ra• V Fb=3335 Fr-3335 Fcp=]50 E=2000000 size Ubm7 51/B"x 9 1/2' B 314"x B" I-LCVeI.T.f l 11TS'lt11,1 1• Web Fir-2760 Fr-30Q]5 Fcp=74B E=1.00000 Fb1-2127,5 SeHWI-364 s�o��llorA�n? p.• 7 Usl properties for wfial 1-3/4"xW' (1)1-314"x9-1/2"' size af?_ 1 1•>M'x 11a/e" (Q 1-3/a"x 9.1/z'• 191L1-11,10 Fb-2990 Fv=327.75 Fc M E=2000000 SHWr7-4 i Ilu 1+Wa'b.6 Mal 1•VR•aK }1N•R1F91' Ddpra t•LI'x 14' fA t•Y4'.11-wr slze LVL? }OT.14 for Mal7w 7'.}YJ' t d rip?? }u2'x t1-TT 3-U:•1t-ir.' Fb-2990 Fv=327.75 Fcp=7W E=2000 M Slf W1-7-4 Ib7-W•1•' 1`1n25N f,1%5 ri-p•Eg1 E•ISWX Final Member 'S- LM Final Member Results a-ar•a Final Member:5 1/2"x 9",Glued Bending oveNesign:aa3% Material Library((rq,a4ar.Yba•pMNM 1. Laminated,24F-V4(DF/DF) Shear Ovemesign:1e1A Final Size:lit--I•v '.� Deflection Overdesign:3.a% mi.Bearing Lengths:-11.501e.ILd" ..Imle.0twiq uee Cendlllan. Bearing/Buckling Ovemsgn:NIA Vea oln(appraxl: 000n r•ee L.noth Vpi,.•t Final member OK by:3.0% IYWr Wnra..lu-.S1w.r Lao it Controlling caters is:Deaecil- Reactions Final Member Additional lnlalnLeada Location tbeGale Meximu RiLefl RR,-Rohl Max PWsv ht-IL6r3Vale 5.Ooh MelasimI �a>� U.Load: 2.3071b 2.491b OKb QObb 111 J Dead Loatl: 1 3�Ib JA" _M.._.pe. s_Shav SOQD 5,06fif MNa Sim Total Load: 3,6951b 3,9091b Mrin seen Mu 0124"/0194" 4AV14 ae.16' M /Man Live Cass Caudtg Max WA WA Deflection(Lire l toee M1bin Sw Aba Vgwit 0000"10 owl 0.00/0.00' Ma's/Main Mninurm RiLefl K-Rath l Deflection(Live/tohe Lisa Load: 0lb 0Ib Cad f8aat O.a�M f V.1it WA WA HA 0 6 ax 1 0 Dead: 1 0701b 451 Ib C.. M / wA N NA eiaq Ree'n: Net Reaction 1,041 lb 6211b IbaV EL fb 1.Set Wl'.SNIE•01 MWA Ell: BOtE•0B 0'A Ule Case C..Na,Ma WA VA Approx see Wetpe.Qzpff Approx T.WL:996 a•.•.•r Mn CM:V t p •10310 L!l) 16111.0illiftill111140 dining sA hdr i 19 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CC& ' UCTI�ONCAl PnWgnNfd*Top and'09c,must be h-Hy sup,wW al suppatc and al 4llnex Intervals Dyn m,Wdirxlrwlconsidered Coep1,r1vAN2m51BC -� All designs should N checked by a conpelenl prolessimal NI users shall cwrply W h Slate Ergineering Law.Injury and I c,d 11,can result from inprg,er use of Nis product Job Nam@: 18325 Hawksview Drive ` Beam LD.; entry porch heam Load and Span Diagram(Nor To scale,Pilch,irany,rwl shorn) 250 Other Info,' 2ou T Main Span,L 12.50 ft 150 Flo Main Span Max.Allowed Live Deft:L/ 366 042In 2 50 Main Span Max.Allowed Total Deft:L/ 240 .oesM c o Cantilever(Overhang)Exists?me • J-10 2 4 6 B 10 12 14 Pitch if Sloped: 0.0:12 -, 50 Load Duration '$_t 11 • span(ft) Loads From Continuous Member? No • Add Self Wt.? yes (]No For Wood and Press Treated? Wet Cond? I'd"Corti. Sawn Member Repetitive Use? Glul-ams Only: Netpmve.Nd '• my I• 11olidnialm Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live UniformD4W All Live Load Red'n7 I yes �, Live,psf Dead,i Width,ft Load,pit Load,plf. Load,pit. Roof Loads(not including snow) 16 sf 15 of 5.00 fl - - 75.0 lb/ft Roof Snow(only) 25 lost iW II 125.0 Ib/ft 125.0 Ib/ft - Deck Loads 60 psf 10 sf - Floor 2 Loads Floor Loads 40 sf 10 sf - Wall Dead Load 12 DSF Other'psf'load and Irib,width - -- Additional'plf'Unit.Live Loads. Additional'plf'Unit.Dead Loads. Descr" t'i: Roof pitch for LL Red'n Beam type for LL Load Subtotals 125.0 Ih/fl 125.0 lb/ft 75.0 Wit Rofrn Total Adjusted Uniform Loads wL= 125.0 lb/ft wo= 75.0 lb/ft 0.0:12 AH cam,l2eems • Combined Total Uniform Load w'u= 200.0Ib/ft 4x And Smaller ILumberl 5x And Lerner ITlmbers) Lumber Material caugim rh-Larch Timber Material Dw4w Fir-Umch Lumber Grade INn.2 Timber Grade WCUB-Na 1 � Acceptable Solutions Acceptable Solutions (4)2x8 (2)2x10 3x12 axe List properties for what (3)2 x 6 4 x 10 size lumber? gx12 !� SIF Wt=15.82 Lis[properties 41�] Fb=1242 Fv=207 Fcp=625 E=1600000 SIF W[=820 for NlW auA7 6x12 I� Fb=1553 Fv=196 Fcp=625 E=1600000 Glued Laminated Mombers(GLBI 2.2E Parallam PSL Glulam Grade 24F-v4(oF/UF) ', 3-112"x 9.114" 7"x9.114" Acceptable Solutions 5-1/4"x2.114" 31/8"x 7112" 5112"x 7112" Sit WI= 18.5 List properties List properties for what 3 112"x 7112" 6 314"x 7 1/2" for what size? t.II Vt' • Fb=3335 Fv=333.5 Fcp=750 E=2000000 size gh4tm? 5 118"x 7112" 8 3/4"x 9" I-Level TJI �)I/J'e II IM1" Web 11-7/B"TJII L65 Fb=2760 Fv=304.75 Fcp=748 E=1800000 Fbl=2127 5 Sea Wt=36.4 Stiffeners, 16"TJI I L65 - 2.0EMicrollam LVL-Mulli•ply :• 16"TJI IL90 List properties for what 1-3/4"x 9-112" (3)1-314"x 7-1/4" 14"TJI H90 - size LVL? (2)1J14"x 74/4" (4)1-314"x 5-112" Rlbb'4'A14»r' Fb=2990 Fv=327.75 Fcp=750 E=2000000 Sit W1=7.4 1 W& 1. 5E T7mberStrand LS List properties for what x 9-112" 5-114"x 7-1/4" List properties 1.314"x 9.1/2" (3)1314"x 9-1f2" slzu LVL? 3.112"x 7-114" 7"x 5-1/2" for what size? 3.1/2"x 9412" .11 ur -1 Fb=2990 F-327.75 Fcp=750 E=2000000 Sit Wt=7A (311.3/4-.18' •I F1--2674 Fv3565 Fcp"600 E-1550000 Final Member sawn Wood ,• Final Member Results Final Member:6 x 8,Douglas Fir- Bending Overdesign:44.2% Material Library Chao.From Ail 5-ofB.-Type ?• -arch,WCUB-No.1 Shear Overdesign:354.0% Final Size: axe Deflection Overdesign:67.2% Min Bearing Lengths:=1.50 in.(Left) .=1.50 in.(Right) Us,Condition,Spioctod: Bearing/Buckling Overdsgn:NIA Vert Dfff(approx): 0.00 it True Length(approx): Final member OK by: 44.2% Actual Member Size:5.50"x T50" 12 50 ft Controlling criteria Is: Bending Reactions Final Member Additional Information Location Live Case e41m Paddror Maximums -Rol't Max Positive Moment:l4,112 IN 6.25 it Main Span f AS7maR Live Load: 781 lb 781 lb Max-Nap"Moment:04ab (100 ft Main Span Lateral bracing 5351h 535lb MaxDexignShear 1.184lb 0.00it Mon Spent Total Load: 1,316 lb 1,316 lb Main Span Max.Doymurd 0.374" fi.25'16.25' Main I Main Live Case Causing Max N/A N/A Deflection(Live/Total) Main Span Max.Upward DefNc6on o_goo"/0.000" 0.00110.00, Main/Main Minimums R.-R ght (Live l Total) Live Load: 0 h 0 b Can(2M Deft,"a/Tobd).N/A N/A N/A wxl Maer.ra 0.6 or 1.0 Dead: 321 Ib 321 Ib Card.gii,Dolt vo/Tel N/A WA NIA Banm're Red'n: Net Reac(ton 281 lb 281 lb Req'd El.Not Ind Self VA:1.75BE+08 Actual El: 3.09E+08 0% Live Case Causing Min N/A NIA Approx.Sea Woigt4:10.55 pitApprox.Tot.WL:132 lb crowed Tot. Min Caldd BeatingLo =0.38 in Il =0.38 in 3.189 ft-I entry porch beam i 20 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 4IS RUCTIONCALC Top and bolbm pest be plaraly supported al supports and al411 nez intervals Dy..An Wdiigmtcrosidered Carrplanlxilh20151BC All designs d auld be checked by a corryelenl proles w.l All users shall coney w4h Slate Engineering U.Injury aM I a deab can-Al-inprapar use of Nis prodmL Job Now" 18325 Hawksview Drive `- Beam 1.0� Garage Beam Load and Span Diagram(Fmt To scale RLh,gany,mi shwm) Otherinfo: 250 zoo 150 Main Span,L 16.50 it 100 s 50 Main Span Max.Allowed Live Dell:L/ 480 046in a o Main Span Max.Allowed Total Dell:L/ 360 =aU in A-50 1 2 4 6 a 10 12 14 16 18 70 Cantilever(Overhang)Exists?No t �-100 50 Pitch if Sloped: 1 0.0:12 -201) 250 Load Duration IlMtao W span(fry Loads From Continuous Member?I No IVI Add Self Wt.? yes a Na For Wood and Press Treated? Wet Cond? Temp Cond. Sawn Member Repetitive Use? No • Glul-ams Ony: ;; ,• too deg Fgiess Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Abw Live Load Red'n? yes Live,PSI Dead,lipsif VWdth,N Load,plf Load,pit. Load,plf. Roof Loads(not including snow) 16 paf 15 Pat 1.00 ft - - 15.0 Ib/ft Roof Snow(only) 25 psf 1.00 it 25-0lhlft 25.0 IbBt Deck Loads 60 sf 10 Pat - Floor 2 Loads - - Floor Loads 40 sf 10 sf 1.33 It 53.2 lbtft 53.2 Ib/ft 13.3 lb/ft Wall Dead Load 12 psf 9-00 If 108.0 Wit Other'psr load and[rib.width Additional'plf'Unif,Live Loads. oesn Additional'plf'Unit.Dead Loads. Descr" o t'l: Roof pitch for LL Red'n Beam type for LL Load Subtotals 78.211,111 78.2 Wit 136.311,/11 Redtn Total Adjusted Uniform Loads wL= 78 2 Wit wo= 136.3 Iblft 0.0:12 All other beams 1-1 Combined Total Uniform Load w'u= 214.5lb/ft 4x And Smaller(Lumber) Sx And Lamer(Timbers) Lumber Material baagta1-11 to Timber Material D&4.1v I.dt Lumber Grade Itta 2 I Timber Grade Was ".t Acceptable Solutions J Acceptable Solutions (4)2 x14 12x12 6x12 List properties for what 4 x 16 8 se 12 size lumber? gx1z. • 10 x12 - Sff Wl=15.82 List properties Fb=1080 Fv=180 Fcp=625 E=1600000 Sif Wt=8.28 fefldtat/1d07 6x13 Fb=1350 Fv=170 Fcp=625 E=1600000 (clued Laminated Members lglM 2.2E Parallam PSL Glulam Grade 271E-v4 toFp,)) •I3-V2"x 11.718" T"x 11.114" Acceptable Solutions 5.114"x 11.114' 31/8"x131/2" 5112"x 117I8" SB Wt= 18.5 List properties List properties for what 3112"x 13112" 6 3/4"x 101/2" for what size? r 11-114' I•'Fb=2900 Fv=290 Fcp-750 E=2000000 size glslam? 5 1l8"x 11 7I8" 8 314"x 9 1/2" -I-Leval TJI "I1:.1 If& • Web Fb-2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Se8 Wt=36.4 Stiffeners? 2.0E Microllam LVL-MuTtT•ply List properties for what (3)1-3/4"x 11-7/8" - - size LVL? (2)1-314"x 11.7/8"1 (4)1.3/4"x 9-1/2" - 011.Jd1'�)1.7/f • Fb=2600 F-285 Fcp=750 E=2000000 St OE icrollam LV 1.55E Timber Strand LSL List properties for what 5-1/4"x 11-7/8" List properties (3)1.314"x 11.7/8" size LVL? 3-112"x 11-7/8" 7"x 9-1/2" for what size? 341T'x 14" 1-1 .n-ut' • Fb=2600 Fv=285 Fcp=750 E=2000000 Sif Wt=7.4 (3)13/4•.ir I•� Fbv2325 Fr-310 Fcp=SW E=15500W #MIA Final Member Results Final Member Mkra1am2gr LVt(Mut1l-Ny7 Bending Overdesign:04.0/ Final Member:(2)1-3/4" x 11-7/8", Material Library Chcose From All Sire10f8eam Type '• Microllam 2.0E LVL Shear Overdesign:321.7/ Final Size: R11d/4•,n 2yr Deflection Overdesign:0.7% Min.Bearing Lengths:=1.50 in.(Left) .= 1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Din(approx): 0.00 It True Length(approx): Final member OK by: 0.7% Actual Mambo 8tn:3.80"X 11.88" 18.50ft Controlling criteria is: Deflection Reactions Final Member Additional Information Locatio Live Case 6.rin.rbs.L/• Maximums R -Rich Max Positive Moment:l 9,699 ft-lb 9.25 It Main Span FIA ItIM Live Load: 72311, 72311, Max Negative MoF rx.0 f-b 0.0011 Main Lateral bracing Dead Load: 13741In 13741b Max Deslnan Shear:2.097 lb 0.00It Main Span Total Load: 2,097 lb 2,097 lb Main Span Max Downmard Live Case Causing Max N/A N/A Defleclion(Live/ToUil) 0.612" 9.25'/9.25' Main Main Main Span Max.Upward Dallectior 0.000"/0.000" 0.00110.00, Main/Main Minimums 1 R2-Rh (Live/TOIall Live Load: 0 lb 0 lb _ Cant.IWM Dell."S/Toter NIA N/A N/A W10 Md•arsbn 0.6 or 1.0 Dead: 824 Ib 1 ih Cart UL Dell IVe/Tots%N!A NIA NIA Ban&W Redo: Net Reaction 756lb 75611, Req'd El,Not Ind Se8 Wt:9,167E+08 Actual El: 9.76E+08 0/ Live Case Causing Min N/A N/A Approx Self Weight:12-20 pif Approx.Tot.Wt.:22611, Allayed M-aef Min Calc'd Beanng Lang0w =0,80 in(Left) "CAD In.ORW 1 ft-tb garage beam 21 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 S�RLICTIONCALC ea*oI.A -*%% Im/gLIEQIi Top and bolbm must be blendly s,pwtd at supports and.1441-infervdls Dy,,M,Wdug rat considered Complanl vilh 20151 BC. All designs should be checked by a ca isnt professional Al users shall conpty Wth slate Ergineering Law.Injury a,M I a d,.b can result from improper use of Nis product Job Name: 18325 HaWxsview Drive Beam I.D.: Garage HDR Load and Span Diagram(Not To scale Pith,ifany,rrot shwa,) 50 Other Info.: 100 Main Span,L= 16.00 I1 so Main Span Max.Allowed Live Defl:L/ 480 04o1n a a Main Span Max.Allowed Total Deft:L/ 360 p ss vt1 2 4 6 8 10 12 14 1 1 18 -50 Cantilever(Overhang)Exists?11e -1a0 Pilch if Sloped: 0.0:12 -150 Span(it) Load Duration snwa:115 Loads From Continuous Member? No 1, Add Self Wt.? yes Q No For Wood and Press Treated? Wet Corti? Temp Cond- Sawn Member Repetitive Use?`�1 GIDLams Only: Mllp hash A d iv Dly SW deg€&less Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Atow Live Load Red'n? Live,Qef Dead,psf Width.ft Load,pif Load,pit. Load,pif. Roof Loads(not including Snow) 16 psf 15 sf 3.00 ft _ - - 45 0lb/fl Roof Snow(only) 25 sf 3,00 It 75,0 lb/ft 75.0 Ibtft Deck Loads 60 sF 10 sf - Floor 2 Loads - Floor Loads 40 sf 10 psf - - Wall Dead Load 12 psf Other'psf'load and Irib.width - Additional'plf'Unif.Live Loads, Descr' E i'L Additional'plf'Unit,Dead Loads. Descr'ho 1'L Roof pitch for LL Red'n Beam type for LL Load Subtotals 7501b/ft 75.0 Ib/ft 45-0 Ib/fL Re en Total Adjusted Uniform Loads wL= 75.0 Wit we= 45 0 lbff 0.0:12 All olW beams I,� Combined Total Uniform Load wu= 12001blft 4x And Smaller(Lumber? 5x And Larger(Timbers) Lumber Material 004Ml4 Lech Timber Material Dm4as Fir-Inch Lumber Grade INa2 . limber Grade wrue-N..I Acceptable Solutions Accoptable Solutions (4)2x10 (2)2 x 12 3x12 6x10 List properties for what (3)2 x 10 4 x 10 size lumber? 4x1J i� Slf Wt=15,82 List properties Fb-1242 Fv=207 Fcp=625 E=1600000 S0Wt=8.28 for what size? 6x 12 Fb=1553 F-196 Fcp=625 E=1600000 Clued Laminated Illembors IGLSI 2.2E Parallam PSL Glulam Grade W.g4,1yA;q 2.112"x 9.114" 7"x9.114" Acceptable Solutions 5-IN"x 9-114" 3118"x 91/2"' 51/2"x9" Slf W1=18.5 List properties List properties for what 3 112"x 9" 6 314"x 7 112" for what size? T.IVIW W,Fb=3335 Fv=333 5 Fcp=750 E=2000000 size glulam. 5118"x 9" 8 3/4"x 9" I-Level TJI 11/r.11 no Web 11-7/8"TJI/L65 - Fb=2760 Fv=304.75 Fcp-748 E=1800000 Fbl=2127.5 Self Wt=36.4 Stiffeners? 16"TJI I L65 - 2.0E Microllam l-Multi-ply No - 16"TJI I L90 11-7/8"TJI 230 List properties for what 11-7/8" (3)1.3/4"x 9-112" 14"TJI H90 11.7/8"TJI 360 elta LVL7 (2)1.3/4"x 9-112" (4)1-3/4"x 7.1/4"' 11-7/8"TJI 560 fro i-Mr a 1--mr ..V Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf W1=7.4 2.EMI r Ilam LVL 1.55E TimberStran L L List properties for what x 11-7/8" 5-114"x 9-112" List properties 1.3I4"x 11.7/s" (3)1.114"x 9.112" size LVL7 3-112•'x 9-112" 7"x 7-114•' for what size? Y1M"x 9.112" .11 b.- Fb=2990 Fv=327.75 Fcp=750 E=2000000 Slf Wt=7.4 4I'1.1/111Ir I nb=2eu Fv-ms Fwao9 Ezilis 0o Ill Final Member Results Final Member Sam Wood Bending Overdesign:138.4% Final Member:6 x 10,Douglas Fir- Material Library choose rrem All 5iz-of learn Type Larch,WCLIB-No.1 Shear Overdesign:509,6% Final Size: 16.to Deflection Overdesign:57.8 Min.Bearing Lengths:=1.501n.(Left) .=1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Dlff(approx): 0.00 It True Length(approx): Final member OK by: 57.8 Actual Member Size:5.50"x 9.25" 16.00 ft Con trolling criteria is: Deflection Reactions Final Member Additional Information Location Live Case a=+hareman. Maximu R,_Left R.-l Max Positive Moment:l4,256 ft-Ib 8.00 ft Main Span "STi'0!i Live Load: 60011, 600 Ib Max NegatIveMomerill:0 ft-Ib 0.00 it Main Span Lateral bracing Dead Load: 4641b 4641b Max Des,nShear.962lb 0.00 ft Main Span Total Load: 1,064 lb 1,064 lb Main Span Max.DownWard Deflection Live/Total) 0 191"/0.338" 6.00'/8.00' Main I Main Live Case Causing Max N/A N/A ( ) Main Span Max.Upward Dalbaction 0.000"10.0001, 0.00'10.00, Main/Main Minimums R,-Left R,•Riohl (Live/Tolaf) Live Load: 0 lb 0 lb Cant.2Q)NJ Dell.(Uve I Total):WA N/A N/A 1 0 6 or 1 0 Dead: 278 1b 278 In Card.Us,Dolt Live I ToW'NIA A N/A aendir Red'n: Net Reaction 216I1, 216 Ib Req'd El,Not Inc?Self Wt 3,31aE40E Actual El: 5,80E+08 0 Live Case Causing Min N/A N/A Approx.Self Wesghl:13-01 p0 Approx.Tol.WL:208 lb allmved Mwnerrl: Mo CtWd Sousing La 1s: =0.31 in WQ =0.31 in 5.930 ft-1 garage header 22 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C,-A1Sl tttJCttotvCnLC 4 3Q�{„o�''r�T l�tlaelirroa„dbaeammaeieaiaie<alysavvonmalaapronaanaalanma.mrenals.prromwwae,yram,�aaraeceadamw,lnsmsiec���� ' �-v ' V Nltlesigrus sbouW be cM1ecketl bVawmpdenlproless,pool Nl users shall camdY wie,stale Erginanrg La«.djury aMlntleaN can result lranlmproper use of N'u protlucl ��� ___ ___ Job laemlt 18325 Hawksview Dri- BeamLD,; Living Roam Floor Beam Loadand Span Diagram inaTosea§.Pucb,gairy,rotsne.,ni Other In10.: 1,200 000 coo Main Span,L 18.50 fl sop 400 Main Span Max.Allowed Live Dail:L I 480 a41e 200 Main Span Max.Allowed Total Dail:L I�' ^ V 0 f JaO , 4 6 B 10 12 14 1fi 1B 10 Cantilever(Overhang)E1delAi -.00 -wg Pilch if Sloped: 0.0:12. -800 -1.000 Span(x) Load Duration (rrd_Boo Loads From Continuous Member?I- �+ Add Self Wl.?^jjTw 01a Fa Wood w M-T-"O Wet Card? Tamp Coed. Sawn Member Repetitive Use?- Welfxns Oren prrMf•^7 vrnn O 1Naol Aires Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead All Lim Load Red'n? Yes LIW.gat Oead trl W Wth R Load,plf Load,plf. Load,pit. Roof Loads(not including'""") 1 ' 15 t - - - Roof Snew(Only 2b 1 O.00R Dock Loads 60 10 f - Floor 2 Loads - FloorLoad3 40 10 1 1.3301 53.21bKt 532Wit 13.3 Wit Wall Dead Load 10 pot Other'par load and Vib,vrl 11 Additional'pir Unif.Live Lem= t,? .tcyfl Additional'plf Unit-Dead Loath Descryr'negm Roof pitch for LL Red'n Beam type for LL Load Subtolals 53.2 Wit 53.2 lbKt 13,3 Ib/ft Total Adjusted Uniform Loads wL• 53.2 Wit woo 13.31bttt 0.0:12 rewwar Combined Total Uniform Load Mb= 66.5 lblft ConeentMiled(Point)Loads Thb LnnWh- Lhat-b6 DamiL lb, Point Load 25 psf 15 sf xa= Point Load xe= Point Load C Descripfim,r,,Ewj 1,084 lb 707 lb xr- 4.50 It Point Load D Descriielion,cp1lonJ 5,735 Ib 3,495 lb xn= 14.00 ft Point Load E oescripem,oru xa x Point Load F Descrip5m•yu xF a Point Load G Descriptim,opum xe x Point Load H Descrioum.arum xa= Note:Locafgn Mnsund From LOD Sup 4x And Snuller fLumbod Sx And Laroar f Timberal Lumber Material lw3.zr. .w 1-1 .. Tirlber Material p.o..r. Inn,n•� Lumber Grade m-1/Ao 3 (! Tin'ber Grade nv 1 Acceptable Solution s &oatablo Solutions 12.16 6x22 14x 14 List properties for what axis 16.16 size lumber? I T.I?-- �. 0116 - SIf Wt=15.51 Fb=1020 Fv=1B0 Fcp=625 E=16000DO SIf WI=8.12 List propertiesfa 6 1it• + Fb=1300 Fv=170 Fcp=625 E=1600000 Nl1Y s M7 01uld Laminated Member!(GLB/ 2.2E Pandlam PSL Glukrm Orkin (;p.0 Rf r„ - A btli":ta' 7"x14- Aeceotable Solutions a•1N•x ta" 31/8"z191/2" 5112"x1P SIf WI=1B.5 List properties/er. 31/2"x 191/2" 63/4"x15" what size? r•111rF'• + Fb=2900 Fv=290 Fcp=750 E=2000000 List properties for what _ alto glJvn9 51/8"x 16" B 314"x 131/2" 1Irz.ilm• --Z1 Web Fb=2400 Fr-265 Fcp=650 E=1800000 Fbt=1850 Self W1=36.4 Sliaonero7 2.0 rollam LVL-Miliftialy List popanms for what (3)1-3/4"x 16" �J _ela0 LVLT (2)13/4"x 18" 1 (4)1.314'x 14" fill V4'rli 113 Fb=2600 Fv--285 FCP050 E=2000000 Sit Wt-74 2.0E Mierollam LVL LSSE TlmborStrand LSL List properties far what '-trt I-' Listprop4rrae frn (3)1414"xta- ize LVL? 3.1R'x" 1"x 1P what size? 1•i✓:•ILT1" Fb=2600 Fr-285 Fcp=750 E=2000000 SIFWt=74 I]i1 S/+'zl4' F11112379 Fv-310 Fcp=600 E-1550DOO aWA Final Member Results Final Member YNertrvx4 +� Bendin garb r si n:t, Final Member:5 1/2"x 16 1/2",Glued 9 g 7-Material Library Uvmf ut;ycz O'6wm lysr Laminated,24F-V4(DFIDF) Shear Overdesign:94% Final Size: uv elxLiz + Deflection Overdesign:181% Mln.Bearing Lengths:=1.50 in.(Leh) .=2.31 in.(Right) Use Conditions Selected: Searing/Buckling Overdsgn:WA Vert Dhi(apple.): 0.00 a True Length approx): Final member OK by: 18.1% Actual Member Ste:51/2"x 16112" 18.50it Controlling criteria is:Deflection Reactions Final Member Ad I 1 I Lp06kw Liye Case OtaKe,0ft Maximums RLett R,-Rinhh[ Maz Positive141-1.36,1"It-W 14,OO ft Main Span bdillimma Live Load: 2,707 lb 5,096 lb A4u. n:AbmM efhb O,OOfill mi.i;W7 Lateral bracing Dead Load: 1717 lb 3149lb Mm DasxnShea.a,/22 lb1rA0 !nR M aA Total Lead: 4,425 lb 8,245 lb mitinspanMaxagwriwoD7130117 0on 0,322"/0.522" 9.99'19.99' Main/Main Live Case Causing Max WA WA (Ln,/T Main Span Max Sir!!DaMC 0,000"/0.000" 0.00,/0100, Main/Main Minimum RiLell Rf_ (tA.tT Live Load: 0lb 0lb Cant,6ffitL oett.pM/Tobl):r1W WA WA 0.6 or 1.0 Dead: 1030 In ,I,Fr6QJg Cre. �Dpll. Mo/TMW 9% WA WA eeaa'ag Re0'n: Net Reaction 905Ib 1,764lb M" EI,Nol Intl Self Vll.:&WE.00 Acual El: 3.71Ef09 22% Live Case Causing Min WA WA Approx,Sea WoWit 22.51 alf Approx.Tot Wt:418 lb awaea rnamam: Mn.CNC,1 Hearing Lwvft. ><1.24 In Lan -2.31 in 771 fWb Living Roam Floor Beam I Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 Cah RUCT 23 CALF hoer " Td3"�77 p•' i Top andbolbm mrsl be laleraly wpporfed al supporLsaM al4-Il naz lnlenels Dynamcbadirg tconsldered Cartpfanlwh2015113C, All designs shaultl be checked by a corryelenl professional.NI users shall comply kiN aNle Enginceriig Law.Inluryand/a deaN can result from liryroper use or Nis product Job Name: 18325 H.wksview Drive Beam LD.: Master Cant,Backspan BM Load and Span Diagram(Not To scale Pill,irany,rwt sho,.n) 300 Other Info.' 250 200 Main Span,L 13.00 ft 150 Main Span Max.Allowed Live Dell:L/ 4B0 033 in it 100a so Main Span Max.Allowed Total Defl:L/{ J-0431n o Cantilever(Overhang)Exists?No - 1 z 4 s e 10 12 -100 Pitch if Sloped: 0.0:12 -1s0 zoo span(it) Load Duration uvr I on �� Loads From Continuous Member?;No 1� Add Self Wt.? yes Q No Press Trealed? Wet Cond? T Cond. For Wood and �D Sawn Member Repetitive Use?� GULams Only: Div - rdogf elm Uniform Loads Over Full Length of Member Tributary uniform Live Reduced Live uniformOead AbW Live Load Red'n? Live,psf Dead,psf tlPldth,ft Load,plf Load,pit. Load,plf. Roof Loads(no(including snow) 16 sf 15-psi - Roof Snow([only) 25 sf 0.00 ft - - Deck Loads 60 sf 10 psf - - Floor 2 Loads - - Floor Loads 40 sf 10 psf 2.50 ft 100.0 lb/ft 100.0 lb/ft 25.0 lb/ft Wall Dead Load 12 psf 9.00 It 108.0 lb/ft Other'psf'load and Crib.width - Additional'plP Unif.Live Loads. Descr v eR Additional'plf'Unit.Dead Loads. Weser' ru Roof pitch for LL Red'n Beam type for LL Load Subtotals 100.0 lb/ft 100.0 lb/ft 133.0 Wit RKM Total Adjusted Uniform Loads wL= 100.0 Wit we= 133.0 Ih/f( 0.0:12 An other badmf W (� Combined Total Uniform Load wu= 233.01b/ft 4xAnd Smaller(Lumberl Sx And Lamer(Tlmbersl Lumber Material juW4I,trh Timber Material Dpagiee Rr-u.,h Lumber Grade INo-7 Timber Grade W(LLB-Net Acceptable Solutions Acceptable Solutions (4)2x11 - (2)2x14 3x1fi 6x10 List properties for what (3)2 x 10 4 x 12 size lumber? 4x12 SIf Wt=15.82 List properties Fb=1080 Fv=180 Fcp=625 E=1600000 Slf WI=8.28 forwhatsize? exR Fb=1350 Fv=170 Fcp=625 E=1600000 Glued Laminated Mombers(GLBI 2.2E Parallam PSL Glulam Grade sv.lq,ur,t=1 3.112"x9-ia' r'x9-u4- Acceptable Solutions 5.114"x 9.114" 3 1/8"x 9 1/2" 5 1/2"x 9" Sff Wl= 18 5 List properties List propedies for what 31/2"x9" 6 114"x 71/2" for what size? rxttdN' - Fb=2900 Fv=290 Fcp-750 E=2000000 size glulam? 1 51/8"x 9" 8 3/4"x 9" LI-evel TJI 11fr.1Lfa• -I Web I - Fb=2400 Fv=265 Fcp=650 E=1800000 Fb1=1850 Self W1=364 SOBoners? - 2.0E Microllam LVL-Multi-plv fb List properties for what 1.3/4"x 11-718" 1 (3)1-3/4"x 9-1121. - site LVL9 (2)1-3/4"x 9-1/2" 1 (4)1.314"x 7-114" - (dl l.w. 11-77s- Fb-2600 Fv=285 Fcp=750 E=2000000 Stt Wt=7.4 1.55E TlmberStrand LSL List propedies for what 1-314 a 11-7/8" 5-111 x 9.112" List propedies 1314 x 11.718" (3)1.14"x 9.1R" size LVL? 3.1/2"x 9-1/2" r'x 7-114" for what size? 3-112"x 9.112" b111-.it U1- Fb=2600 Fv=285 Fcp=750 E=2000000 SW Wt=7.4 m 1 3/4-.18' Fb=2325 N-310 Fcp^aW E-15S0000 IIN1A Final Member Results Final Member Mlora�wm zOr LVL Bending Overdesign:76.7% Final Member:1-3/4" x 11-7/8", Material Library chc-rmm An 5�of Beam Type Microllam 2.0E LVL Shear Overdesign:199.7% Final Size: 1rv4'.u.rq• - Deflection Overdesign:37.6% Min Bearing Lengths:=1.50 in.(Left) :=1.50 In.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert Dlff(approx): 0.00 ft True Length(approx): Final member OK by: 37.6% Actual Member srzv:Ljrx 11.er 13.00 ft Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case srsnro RroV iar Maximums RR-Ri19S Max Positive Moment:15,051 ft-lb 6.50 It Main Span Ed Live Load: 65011, 65011h Max.NQP6VQ Moment.0 ft-lb 0,00 ft Main Span #N/A Dead Load: 9041h 90411b Max Design Shear,t,SS11b 0.00 ft Main Span Total Load: 1,554 lb 1,554 lb Main Span Max.DovrNp Live Case Causing Max N/A NIA Deflection(Live/Tolul) 0.315" fi.50'I fi,50' Main I Main Main Span Max.Upward Dolbdw 0.000"/0.000" 0.00'/0.00' Main Main Minimums R.-Rich (Live/Total) Live Load: 0lb 0lb Cant.pQyiq,Deft-(Lave/Toth)N/A N/A N/A 0 6 or 10 Dead: 54211h LALU Cefd.,Ug,port.&We I Tot N/A WA NIA eandiny Redo: Net Reaction 519 Ib 519 It, Regd El,Not Incl.Sett Wt:3.45W+00 Actual El: 4,88E+08 #N/A Live Case Causing Min N/A N/A Approx Self Weight:Il ptt Appox_T.I.WU 79 In w/w,ed Mwnam: Mm Caled Bowing hw = 1.18 in ill = IA8 in #N/A master cant,backspan bm Y RESIDENTIAL PERMIT APPLICATION ® Department of Community& Economic Development �;G City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 I THIS APPLICATION IS TO BE USED WHEN APPLYING FOR A NEW SINGLE-FAMILY, DUPLEX, TOWNHOUSE, ADDITION, DECK,OR ACCESSORY STRUCTURES. THIS APPLICATION MUST BE ACCOMPANIED BY TWO(2)SETS OF CONSTRUCTION DRAWINGS AND TWO(2)SETS OF STRUCTURAL CALCULATIONS. THE APPLICATION MUST ALSO INCLUDE THE PLUMBING SUBMITTAL AND THE MECHANICAL SUBMITTAL FORMS. THE ZONING VERIFICATION MAY BE SUBMITTED PRIOR. Project Address: 18325 Hawksview Dr. Arlington Wa 98223 Plat: 00898300001400 Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure Proposed Area: 1ST Floor: 1228 2nd Floor: 1619 Garage: 431 Total SF: 2847 Describe Proposal (include cross street): New single family construction going in on Hawksview Drive Gleneagle at the intersection of Hawksview and Harrow PL. Valuation: $550,000 Owner: West Edge Development LLC Address: 516 N Olympic Ave City: Arlington State: Wa Zip Code: 98223 Phone: 3603226257 Email: westedgedevelopment@gmail.com Applicant: West Edge Development LLC Address: 516 N Olympic Ave City: Arlington State: Wa Zip Code: 98223 Phone: 3603226257 Email: westedgedevelopment@gmail.com Contractor: West Edge Development LLC Address: 516 N Olympic Ave City: Arlington State: Wa Zip Code: 98223 Phone: 3603226257 Email: westedgedevelopment@gmail.com Contact Person: Andrew W. Mckinley License Number: WESTEED824D2 Expiration: 3/22/18 6/16LP Page 1 of 3 �`�Y °�' RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 Plumbing Section (continue filling out if plumbing is involved) (Check all that apply and indicate the number of fixtures proposed) f Bath/Shower Combo (4.0) x 2 Sink (1.5) x 1 Shower(2.0) x [ Lavatory (1.0) x 1 ,�/ 5 YX Clothes Washer(4.0) x 1 LY1 Water Closet (2.5) x 3 Dishwasher(1.5) x 1 �yl Water Heater x 1 Hose Bibb (2.5) x 2 Water Heater Model # ❑ Other(list) x Plumbing Section Continued Proposed Water Piping Size: 1 inch Proposed DWV Material: Poly Proposed Piping Material: PEX Proposed DWV Size: 3/4 Inch • All hose bibs required to be equipped with Atmospheric Vacuum Breakers per ASSE 1019 • All water supplies at 80psi or greater shall have Pressure Reducing Valves (PRV) 6/16LP Page 2 of 3 RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development City of Arlington • 18204 59th Ave NE •Arlington, WA 98223 • Phone (360)403-3551 Mechanical Section (continue filling out if mechanical equipment is involved) Select proposed appliances: 4 Furnace (80+) Model# GMVC960403BN AFUE 96% D Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER Ll, Type II Hood 13 Commercial Cooking Appliance ❑ Hydronic Piping LJ Boiler ❑ Solid-Fuel Appliance PV System Q' Fireplace Insert ❑ Outdoor BBQ ❑ Storage Tank ❑ Freestanding Stove Gas Piping ❑ Other Gas Piping Information Not Applicable: ❑ Pipe Material: DI Pipe Size: 3/4 inch Total BTU's of all Appliances: 250,000 Distance from Meter to Furthest Appliance: 75 feet • New gas piping requires a pressure test to hooking to any appliance • Sediment traps (drips) are required on all gas lines • Gas lines are required to be supported/secured every 6 to 8 feet • Proper combustion air and venting required for all appliances • A shut-off is required within 6 feet of all appliances Applicant Signature: Date: 10/11/18 Print Applicants Name: Andrew W. Mckinley 6/16LP Page 3 of 3 i CITY OF ARLINGTON 238 N. OLYMPIC AVE - ARLINGTON, WA. 98223 PHONE; (360) 403-3551 BUILDING PERMIT Address:18325 Hawksview Dr Permit#:2227 Parcel#:00899300001400 Valuation:364377.05 OWNER APPLICANT CONTRACTOR Name:WEST EDGE DEVELOPMENT LLC Name:West Edge Development Name:West Edge Development Address:PO BOX 430 Address:516 N.Olympic Address:516 N Olympic Avenue City,State Zip:ARLINGTON,WA 98223 City,State Zip:Arlington,WA 98223 City,State Zip:Arlington,WA 98223 Phone: Phone:360-322-6257 Phone:360-322-6257 MECHANICAL CONTRACTOR PLUMBING CONTRACTOR Name: Name: Address: Address: City,State,Zip: City,State,Zip: Phone: Phone: LIC#: EXP: LIC#: EXP: JOB DESCRIPTION PERMIT TYPE: Single Family Residence CODE YEAR: 2015 STORIES: 2 CONST.TYPE: VB DWELLING UNITS: I OCC GROUP: R3 BUILDINGS: OCC LOAD: PERMIT APPROVAL I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY; NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. IBC IO/IRCI 10. SALES TAX NOTICE:Sales tax relating to construction and construction materials in the City of Arli n n legneo your sales tax return form and cd City of Arl' ton#310 1/n Signature Print Name Date a By Date CONDITIONS See red lined drawings. Adhere to approved plans. All retaining walls require approved drainage and curtain wall drains on each side wall to the street. Retaining walls 4' and above measured from the bottom of footing shall be permitted with approved drainage. It is the responsibility of the developer to locate the water service tail piece. THIS PERMIT AUTHORIZS ONLY THE WORK NOTED.THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN(CURBS,SIDEWALKS,DRIVEWAYS,MARQUEES,ETC.)WILL REQUIRE SEPARATE PERMISSION. PERMIT FEES Date Description Fee Amount 11/28/2018 Building Permit Fee $3,580.63 11/28/2018 Building Plan Review Fee $2,327.41 11/28/2018 Furnace $25.00 11/28/2018 Mechanical Permit Base Fee $25.00 11/28/2018 Plumbing Permit Base Fee $25.00 11/28/2018 Plumbing Permit Fee(Enter Fixture Fee) $204.00 11/28/2018 Processing/Technology Fee $25.00 11/28/2018 State Building Code Surcharge Fee $6.50 Total Due: $6,218.54 Total Payment: $0.00 Balance Due: $6,218.54 CALL FOR INSPECTIONS BUILDING(360)403-3417 When calling for an inspection please leave the following information: Permit Number,Type of Inspection being requested,and whether you prefer morning or afternoon Permit#: 2227 Permit Date: 10/19/18 Permit Type: RESIDENTIAL SINGLE FAMILY Project Name: West Edge Development Applicant Name: West Edge Development Applicant Address: 516 N. Olympic Applicant, City, State, Zip: Arlington,WA 98223 Contact: Andrew Mckinley Phone: 360-322-6257 Email: westedgedevelopment@gmail.com Scope of Work: New SFR Valuation: 364377.05 Square Feet: 3278 Number of Stories: 2 Construction Type: Occupancy Group: ID Code: Permit Issued: 11/28/2018 Permit Expires: Form Permit Type: Status: LASERFICHE Assigned To: Raelynn Jones Property Parcel# Address Legal Description Owner Name Owner Phone Zoning WEST EDGE 9 1000898300001400 18325 HAWKSVIEW DR DEVELOPMENT (Vacant) Undeveloped cant)Land LLC (Va Contractors Contractor Primary Contact Phone Address Contractor Type License License# West Edge Development Andrew McKinley 360-322-6257 516 N Olympic CONSTRUCTION Labor andWESTEED824D2 Avenue CONTRACTOR Industries Inspections Date Inspection Type Description Scheduled Date Completed Date Inspector Status 08/08/2019 R20.SFR/DUPLEX PM 08/08/2019 BUILDING Completed FINAL Insulation 08/07/2019 R20.SFR/DUPLEX AM 08/07/2019 BUILDING Completed FINAL Insulation 07/31/2019 C09.FRAMING 07/31/2019 BUILDING Completed 07/19/2019 C04.PLUMBING AM 07/19/2019 BUILDING Approved GROUNDWORK 07/17/2019 C04.PLUMBING PM 07/17/2019 BUILDING Completed GROUNDWORK 07/12/2019 C04.PLUMBING PM 07/12/2019 BUILDING Completed GROUNDWORK R15. 07/12/2019 MECHANICAL PM 07/12/2019 BUILDING Completed FINAL 04/29/2019 C04.PLUMBING 04/29/2019 BUILDING Completed GROUNDWORK O1/30/2019 R20.SFR/DUPLEX O1/30/2019 BUILDING Approved FINAL O1/23/2019 R20.SFR/DUPLEX Remove excess water in 01/23/2019 BUILDING Approved FINAL footings Plan Reviews Date Review Type Description Assigned To Review Status 10/19/2018 RESIDENTIAL SINGLE BUILDING FAMILY Fees Fee Description Notes Amount Building Permit Table 4-1 $3,580.63 Building Plan Review Table 4-2 $2,327.41 Forced Air Heat fee per Btu $25.00 Mechanical Base Permit Fee $25.00 Plumbing Base Permit Fee $25.00 Mechanical Commercial Permit Table 4-7;Per Unit $204.00 Processing/Technology $25.00 State Surcharge- 1st DU Residential- 1st Unit $6.50 Total $6,218.54 Attached Letters Date Letter Description 11/26/2018 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 11/28/2018 J Brent and Connie K Check#121844 Kristin Foster $6,218.54 McKinley Outstanding Balance $0.00 Uploaded Files Date File Name 09/22/2021 9741182-2227 Inspection-Framing,pdf 09/22/2021 9741183-2227 Inspection-pllumbing,pdf 09/22/2021 9741184-2227 Inspection-plumbing(2),pdf 09/22/2021 9741185-2227 Inspection-Plumbing,pdf 09/22/2021 9741177-2227 Inspection-rough in HVAC.pdf 09/22/2021 9741178-2227 Inspection-rough in plumbing,pdf 09/22/2021 9741179-2227 Inspection-shearwall.underfloor(2).pdf 09/22/2021 9741180-2227 Inspection-shearwall.Underfloor.pdf 09/22/2021 9741181-2227 Inspection-Framing(2).pdf 01/15/2020 6113673-2227 8-7-19IC.pdf 01/15/2020 6113674-2227 8-8-19IC.pdf 01/02/2020 6047211-2227 11-25-19IC.pdf 01/02/2020 6047212-2227 11-20-19 IC(3),pdf 01/02/2020 6047213-2227 11-20-19IC(2).pdf 01/02/2020 6047214-2227 11-20-19IC.pdf 02/01/2019 4469630-2227 1-30-19 Ins pection card.pdf 02/01/2019 4468835-2227 1-23-19 Inspection card.pdf 11/29/2018 4236276-2227 Issued Permit.pdf 10/19/2018 4065468-2227 Application.pdf z o oW� gW LLJ MLU yyiD ow �z lz -aul `jpddan� `8LOZ � ;y6u�fdoo QO.— �y UDISOU GWOR � — ya,�¢ Uz OV08-Z6Z (CSZ) :auoyd aoxraaaaaxJ,o.x.d,.ao„1NY*r Y.,133xaarv-11113,aarvr3Jorv,ra3-1 ��".� Z�m d8 .Aq uMejC] O Q �arva,xl x�a��Ja3� aJxolaa3orva,xl x3aAaxJrvala,o H,co Y' 63 l y/N :a��a uoisina� Jao+,da,rvo,3xJ xouaxl a Jaaw of axna 3x+aorvourJavo a3n3v,aw eaawo+ama+IaX 3 n3sxv,s elu'aa w i'a se rvvl�xwene 8�/tO/Z :a 1e4 v µqoro ' oean 'Noaao 1 Q 3xJ11111wa3ararvr�,xoorvo,In33xoaox�J�w1—N'3anaxJao,a,wo.aI,3xJOJa3ax3,I,x33a,�rxarvna3a3x+ LV8Z :veld SJ O AL 0cl 0 y. c N ° m aw v ` 115 Fj '� ❑ UNI'2 : -Z a� z °� wrw,,> w` EL 9� N p �¢ ?? 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CD D CD N K f7/ y d y (p fSD Cn GENERAL STRUCTURAL REQUIREMENTS BRADLEY ENGINEERING P� �`� DATE REV REVISIONS r J JR G/ F ENGINEEREDLE BY: VERSION DATE REVISIONS STRUCTURAL ENGINEERING G� HE LOT 14 DAVID BRADLEY, P.E. C� R/H eieno�e o��u TI �i CHECKED BY: 811 Yew St. 18325 HAWKSVIEW DRIVE Bellingham, WA 98zzs K.BRADLEY �yco aoa� Ph.(360)M-5795 APPROVED BY: pFPR Oti*� E-MAIL: BRADLEYENGINEERINOCCOMCASTNET D.BRADLEY / ARLINGTON, WA WWW.BRADLEYENGINEERINGINC.COM SCALE: SIZE z3�g/ca il4"=1'•0" D o,,