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HomeMy WebLinkAbout7308 HAWKSVIEW DR_BLD2229_2026 NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ ,DO'NOT OCCUPY PfAPPROVED PERMIT#: `L I-) LOT#:( DATE: JOB ADDRESS: TYPE OF INSPECTION: '` ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION 1 THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE/f C> Y � ,RKUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON i l lr D UIJQ�� NOTICE Y. I P r 1l 0 tA-i - TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY 0 APPROVED i PERMIT#: LOT#: DATE: ro-ITLAriq JOB ADDRESS: TYPE OF INSPECTION: yl e ^,oE R ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. Cl CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION .,JIL Ir Gee , rL rem z v - THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE /BUILDING DEPT. o PLANNING DEPT. CITY OF ARLINGTON S NOTICE Ak, TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#:P3 LOT#: DATE: —7 JOB ADDRESS: TYPE OF INSPECTION: (d n ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION POST -7-c) �,V E t lnt THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DAT /--/ GILALDING DEPT. PNNING DEFT CITY OF ARLINGTON i � iJ�•s. F,Hq,,--)t"mN0TlCE /Vl TO PERMITEE AND/OR OWNER 0 PARTIAL APPROVAL �I'CORRECTIONS REQUIRED ❑ DO NOT OCCUPY O APPROVED PERMIT#: 441-"1 LOT#: JOB ADDRESS: r 7 ill DATE: f GI TYPE OF INSPECTION: Cl NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. Cl CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. Cl WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. Cl CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION V f THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN I!� PENALTIES IMPOSED BY LAW MAYAPPLY. DAYS OR I FOR INSPECTION CALL: 360-403-3417 �INSPECTOWR----I/(!� J C DATE /r, UILDING DEPT. LANNING DEPT. CITY OF ARLINGTON I �.: " NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: LOT#: DATE: -f JOB ADDRESS: TYPE OF INSPECTION:T-yIA Vuk i A ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATEDABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 kv y_ INSPECTOR DATE' 04IJILDING DEPT. �� -1 PLANNING DEPT. CITY OF ARLINGTON •r, 1 o � { NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: - OT#: DATE: f JOB ADDRESS: Y TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-013TAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL:,360-403-3417 �� // �41NEORCT DATE ILDING DEPT. ❑PLANNING DEPT. CITY OF ARLINGTON . 5 I NOTICE 'V)N\ TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED 1 PERMIT#: r LOT#: DATE: JOB ADDRESS: a k 1� 1 P t ) TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION '>tt'L - '<�ZZ- ln'Zlr� THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE -1 BUILDING DEPT. -1 PLANNING DEPT. CITY OF ARLINGTON S NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL.APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY APPROVED PERMIT#:0-2-z-q I LOT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: - - ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE r Y U�, f-i BUILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON iti I� k��sTN 0 T I C E TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY XAPPROVED PERMIT#: 7.2-� LOT#: DATE: ) JOB ADDRESS: TYPE OF INSPECTION: J ,LAT01 , ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION -'?-7GLL_ 1 L k 2 i ev-a pow -j THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 9fl llell!7 INSPECTOR DA7I BUILDING DEPT. o PLANNING DEPT. CITY OF ARLINGTON '��!! NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY O APPROVED PERMIT#: LOT#: DATE: 1-2 -1 JOB ADDRESS: TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR T ¢BUILDING DEPT: 'n PLANNING DEPT. 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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. Disclaime):r: • 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. 811 Yew St. Bellingham, WA 98229 Ph. (360) 752-5795 CITY OF AIRLINGTON BUILDING DEPARTMENT Received APP OVED DATE 0 Ry ® �+�G T 17 2018 OFFICENOCHA CHANGES A UTHORI2ED UNLESS APPROVED BY THE BUILDING INSPECTOR F�'� a .., .:,k'�d� t�'i :'�.,,.-. - .� 2 N �1191 P eRNQ STANDARD STRUCTURAL SPECIFICATIONS --►Qj 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 this 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 2018 • Wood Frame Construction Manual, AWC 2018 • Building Code Requirements for Structural Concrete, ACI 318-11, • Minimum Design Loads for Buildings and Other Structures, ASCE 7-16 • Steel Construction Manual, 15th Edition,AISC 2017 TABLE 1: LATERAL DESIGN CRITERIA Design Parameter Value Source Seismic Design Category D1 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 Y 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. l 4 FOUNDATION Allowable Soil Bearing Pressure = 1,500 psf Frost Zone Depth = 18" (12" allowable in City of Bellingham) 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 Drainage: 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"x10" long wet-set or expansion anchor bolts @ 4' O.C. and within 6-12" of corners with 3"x3"x 1/4" 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 I IO'F or is less than 0°F, use Simpson Set-3 G. 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. 1 g 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. Garage Slabs: Unless noted otherwise, garage slab shall be 4" concrete slab with#3 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) #4 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 roil 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 42 unless noted otherwise • Sawn Joists .................................................. Douglas Fir#2 (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. 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. Bearing: 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 I-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. l 1 " 7 Prescriptive Exterior Wall Sheathing: 7/16" OSB or 15/32" CD ply, 8d nails at 6 712" 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 6 712" O.C., glued& nailed. Panel Adhesive: Per APA Spec AFG-01 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) 2X 12 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. S ALLOWABLE HOLES - TJI Joists & Rafters Min distance from Table A OF hole may be cut in web out-side of hatched zone fir 6" L1 2 x Dr Dr Closelygrouped round La 2 x L? �D2- 6" f" Nohoirs in minimum holes are permitted 6 minimum ` hatehedrones the group perimeter meets requirements for round or square holes. Table A-Minimum Hole Distance From Support JOIST ROUND HOLE SIZE RECTANGULAR HOLE SIZE DEPTH TJIm 2" 3" 4" 2" 3" 4" 210 1'4" 11-6" 2'-6" 1'.0 2'-0" 21-6' 9�t° 230 1'-6" 2'-0' 2'-6" 2'A" 360 1'-0" 2'-0" 3'A" 1'd 2'.6• T-6" 210 1'-0" 1'6" 2'-0' 11-0" 1'-6" 2'-6" 11$$' 230 1'-a" 11.6" 2'-0' 1'-0" 2'A" 2'.6" 360 1'-6" 2'-0^ 3'-0" 11A" 2'-6' 3'-8" 210 1'-0" 1'-0" 1'.0" 1'-0" 11-0" 2'.0- 14" 230 1-.0' 1'-0' 1'-0" 1'-0" 1'-0" 2'-0" 360 1'-0" 1'-0" 1'-0' 1'-0" 1'-6" 2'-6" General Notes • DO NOT,under any circurrslances�cud or notchjoW flanges • Leave X"of web(minimum)at top and bottom of hole • Round or rectangular holes allowed according to Table A • 1-1r2'max hole size in cantilever • For sirrple span(5'minimum),uniformly loaded joists used in residential applications,one maximum size round hole may be located ad 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 —ex a 1 on I I D14 I Dr2 D 1— Dl2 1_ D/4 U+1 Lit— - Lr4 Hole Size:The hole diameter should not exceed 2" or 1/10 the beam depth,whichever is smaller. N, General Notes e These guidelines are applicable to glued-laminated,solid sawn,and engineered lumber • Allowed hole zone suitable for headers and beams with uniform bads only • Round tales only • No holes in cantilevers 0 00 NOT cut,notch,or drill holes in headers or beams except as indicated in illustration r 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 2x10 or triple 2x8 OK).Not required for non-bearing wall headers. Over-flaming: 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/MIU,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). ' 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 SIZING MEMBER MAX CLEAR SPAN MEMBER MAX CLEAR SPAN WITHOUT GYPSUM D.F.2 (WITH 5/8"GYPSUM) TJI 5'-&' 2X4 D.F.2 14'-2"(15'-5") 9-1/2"TJI 210 8'-9" - 2X6 D.F.2 1 T-1"(18--5") 11-7/8"TJI 210 11'-6" - - 2X8 D.F.2 18'-6"(19'-8") 11-7/8"TJI 360 14'-9" 2X10 D.F.2 19'-0" (20'-5") -Y 14"TJI 210 17'-6" — 2X12 131.2 20'-5"(21'-7") 14"TJI 360 19'-6" 2X14 D.F.2 20'-10" (22-01 16"TJI 210 11 22-0" 23'-2" f" RF 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. T-6" 2X6 P.T. 10'-0" 2X8 P.T. 12'4" 2X10 P.T. 15'-9" 2X12 P.T. 18'-0" 2X14 P T Loading conditions: Live load=60 psf; dead load= 10 psf; U480;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" - 9-1/2"TJI 210 10'-41" - 2X6 D.F.2 22'-3" 11-7/8"TJI 210 13'-2" 2X8 D.F.2 25'-0" 11-7/8"TJI 360 16'-3" ---- 2X10 D.F.2 24'-3" 14"TJI210 18'-10" 2X12 D.F.2 28'-6" 14"TJI 360 20'-11" 2X14 D.F.2 25%9" - 16"TJI 210 31'-6" 16"TJI 360 Loading conditions: Snow load=25 psf;dead load= 10 psf; U240; Dry-use;24"O_C_spacing 11 Lateral Analysis -c �ti Address: 7308 Hawksview Date: 9/14/2018 6�Po�� G,~FER�HQ Arlington,WA S/W User: Austin Rapp Wind Analysis-Calculation of Wind Loads Inputs Wind Speed,V 110 mph Height,H 24 feet Reference ASCE 7-10,Simplified Directional Procedure (Ch 26) Roof Angle 26.57 degrees Exposure Category B Horizontal Pressure Zone A " ASD Load Comb.Factor, PASP 0.6 f 'Topographic Factor,Kzt 1 Y( Risk Category II Risk Category: I Low risk to human life in event of failure 1 II Most small residential structures III Substantial risk to human life in event of failure ° p IV Crucial to human life (D Horizontal Pressure Zone: A End zone of wall p / B End zone of roof Case C Interior zone of wall1; © t D Interior zone of roof Y /� 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 PZ n = 2*Kzt*PS30A= 23.32 psf Paso= 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 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 categoryfor 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,SS, 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 j 2) Aspect Ratio<2.5? Yes Longitudinal wall distance 39.5 ft Lateral wall distance 50 ft Aspect ratio= 1.27 3) Ground Snow Load is<30 psf YesA Therefore,specific seismic analysis is NOT required. See attached wind analysis for lateral analysis. r 13 Wind Analysis-Calculation of Shear Wall Loads Wall Location: Main Floor Rear Walls Description: Wind blast from right Tributary Projected Area(ft) Calculations Height 19 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 'Width 21 ft Fwind =P*A = 6384 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= 6384 lb Load resisted by shear walls Area, A 399 ft` PLFShear = Fs/Ls 216 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 6.25 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 1.75 ft Case 5:Other sheathing methods required 1400 <PLF< 2435 2.5 ft Case 6:Shear capacity for double sided wall exceeded 2435 <PLF 6 ft 0 Note:Shear nominal capacities taken from SDPWS Table 4.3 and adjusted in Ls =E L x 29.5 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:Main Floor Rear walls are Case 1,adequately braced by conventional sheathing.No special shearwalls or hold-downs required.The lateral resistance provided by conventional cheating 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: Lower Floor Garage Walls Description: Wind Blast from left Tributary Projected Area(ft) Calculations Height 19 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 'Width 10.5 ft Fwind =P*A = 3192 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= 3192 lb Load resisted by shear walls Area A 200 ft PLFshear =Fs/Ls 426 plf Shear Wall Load(pounds per length foot) Resisting Shear Wall(ft) Shear Wall Case 2 Shear Wall, Lx 1.5 ft Case 1:Conventional O.K. PLF< 300 3.25 ft Case 2:SW4&HDU2's 300 <PLF< 685 2.75 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 0 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 7.5 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:Lower Floor Garage walls are case 2,conventional sheathing does not adequately resist lateral loads.SW4 and HDU2's required. 14 Wind Analysis-Calculation of Shear Wall Loads (continued) Wall Location: Main Floor Front Walls Description: Wind blast from right Tributary Projected Area(ft) Calculations Height 19 ft P = 16.00 psf Wind Pressure from Wind Analysis page 1 'Width 21 ft Fwind =P*A= 6384 lb Calculate total wind force acting on wall Height 2(opt.) 0 Fp = Lp*300p1f= 0 lb Load resisted by prescriptive/interior walls Width 2(opt.) 0 FS = Find _Fp= 6384 lb Load resisted by shear walls Area, A 399 ft` I PLFShear = Fs/Ls 297 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 3.75 ft Case 2:SW4&HDU2's 300 <PLF< 685 8.75 ft Case 3:SW5 or SW8&HDU2's 685 <PLF< 980 7 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 21.5 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:Main Floor Front 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. 15 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C--N11fuc TIONCAtc , I�Top and holm"Must he blerally supponel at� antl at 4-h mne intervals nynmrvcloadmg not wnsdered.rampant wlh lots *� • • AN esgns shod be cheded by a wmpelent prat— lAI users shallcomplywth Slate Eng,neenng Law.Floryand 1pr-11,wn-1,Fora improperuse of this prof Job1Wlrle' 7 Fbuldsuew Bean).7- Upper Fbdr Funning Front Header Load and Span Diagram two r.Soak p,lch,tarty.not rlovnt Olhel Ihb1 2,oea t,mo Main Span,L= 10.00h 1,odo Main Span Max.Allowed Live Defl:L I !L— o 4e 1. Poo Main Span Max Allowed Total Defl:L 11 480 •0481n 0 i o s p Cantilever(Overhang)Exisls?No Bsw 1,0oo Pilch a Sloped: 00:2 1 sGo Load Duration uw.dp� spwlfd Loads From Continuous Member? Add Self WI-? yes 04o For Wood antl press Treated? Wet Cord? Temp Cord. Sawn Member Repetitive Use?�wv L#!Lams Cory:Iwn.•.r4w4'• Inti—.44Na •7 Uniform Loads Over Full Length of Member Tributary Uniform Uw Reduced Uw Isas"OW Al.Low Load Redd?O Llrn 4I Oaad It 1VMlh O Loaq pa Load,p4. LGaq pll. Roof Loads(not including 4ner4 15041 16 1 2A011 - we lbin Roof SnowlaMyy 25 aq 200aa 50 aluft 50,011bor Geck loads 60049 10 al 0.00h Floor 2 Loads Floor Loads 40 1 10 1 0.00 If Wall Dead Load 12 pit 8.00R 108,0 V11 Olher'psl'load and b+b.1119, Addi J.nal'p0'Unit.LNe Loads, Addaional'plf'Unif.Dead Load., T Roof pitch for LL Redn Beam type for LL lead SObWlah, 5001buft SQOlblft im.olm Redn Total Adjusted Uniform Loads WL• SOOlblft Wr= 1O8.0 min 0A:12 Combined Total Uniform Load wv• IMOEm Concentrated(Point)Loads 11$L140AfL 1 T LWe As Q 7Locsftn It Point Lead Al 15 psf 10 psf xA• Point Load O Tm Point Load Desp11—dolld' 1,4061b 1,0301b k. 550h Point Load Descript-bolos ma- Point Lead E .—fiction.owior zs• Point Load Descupinll,dolnn Point Load G pesaddipn.opbn Point Load oeu,ipipn.upon xr= Note loca6oa Me—od F,om Leh. t PafSal Uagelrin Loads On Main Span Only Live Lord.- Dead Load.0 Tn1 b� Li End Point VAd" ve Loral nd (lend Load.lie Con Vd Lost. SW Posts. Partial LOedA 40[lel 10 el 425 Ft 170.OUR 4251buft 2125 bun 4.SOh 14.fAh Partial LoadO 25ps1 15 4I 16.5oh 46256/a =abm 7400 bm 250111 14008 Partial Load C - PartialLoadO Oasynw - Partial Load E Note:Start and End Points Measured From Leh S 4x And Signaller tLumbeA 8x And Laronr(Tlmbepl Lumber Material sus,--d.—d "Imbed Maigdal o.wl- Lumber Grade 1k 1I I Tlmbe,Grede Ina I Aeennlahk lithilligU Acc80tabk Solutimb, 13.111 f Y24 14.12 Uat prperee.W what IxIN /fYp Wooer? 4,.4• . _ a.76 SVNe=15.5 LM WV. Fb=7020 Fv=180 Frp.87S E•7630000 Sa W1=812 t4dMW1ne9 '.,d1• Fb=1300 Fv=170 FIP•1175 E=1E000W Olued Laminated Members(GLOI 2.2E PeraWN PSL Glulam Grade ta.v.:r Ltd, 7".to Accaetabk 54x1utionf 7b/-.14' fi4"x N' SIIWh 185 Dst propeNes Ual propeNes I.,what 311Y'.24" a314"x 19112" 41r W,Mneelf 1•.IM10— Fa2900 Fv=290 Fcp=750 E=2000000 ep�dhdnT 6 116"x 21" a 314"x It" 1-L—L TJI s t':•II!,4'• . Web Fb=2400 Fv=265 Fco=550 E=180000D Fb1=1650 Se741A=3fi4 Stiffeners? OE RfI No L L-Mutt rjy ur proprl4s rod v41at W LK4 y 14I4"x 111" c,,rn•,n T.a-•77WI Fb=2600 Fv=28.5 Icp•770 E=2000000 S0 WY-7.4 L Ud pr4pefn for whzl lJst properties nip MAIN 7'.If" fore/Ial,2e? i,R',•r-TA•• Fb=2600•F1-215 Fcp=750 E=2DOODDO SIf WP7.4 U1I-3a•.da•• Hr2a25 Fv510 Fgpaeit C•155moo IN-A Final Member �,,.,;,mt.,,,rd inal Member Results Final Member:5 112"x 21",Glued BeFnding Overdeaign:7z.1.4 Material Library�rf..rrr.a,s,wau.•la. .� Laminated,24F-V4(DFIDF) Shear overdesign:152.3x Final Site: ILO•2r Deflection Overdesign:20.6°b Mi.a-1,Lengths:=ZO b,(L4e1 .•2,77 m.Ig"I 11-Co,W10om-1-1M: Bearing l Budding Overdsgn:NIA -A.=tN .W "Go T—Leegml.ppwc Final member OK by: 20.91A At4W Wa4rr w.:f lf7".71" n,pa C"4obn0"team is Waecfsm Reaotions Finuat Almonds,A ti I t Location IJ1�saa aramMola(a I� R,-Left K,-Rw fv.Positive Llrlrl4 46.00J IFb 9,8Bft Na1a5p4a Live Loatl: 3,934E 5,441b _hYc ti�xbe Abvvt 0&IN 94=4 4Y418Van larxal Dead Load: 33�Ib 434�11b MN Bar 0.a14b MAILtiLln� Totel Load: 7.426 lb 0,762 lb A11b,SPIN,AIR 022I'f0 se, s;,s,50' Malnf Math Live Case Causing Max WA WA Deneclon(Live 1 Taa0 ""a SPIN m' 0.ODO'/0000' 16.00/1900' Main I Win Mnlmwm RRLeft F-W-4 D fi fion(LIw111W1 Uw Laad Old ON, Ca,l QM 041(LW,TM10 WA WA 1pA 06or1.ODead: 2'10 2.5921b Cm Aax 001 ARNoIV :WA WA WA g Net Reaction 2,225 to 2.428In Req'd El,Not ln[l 6M Nl.'0.146E.09 Actual El: 7.64E*09 ReO Live Case Causing Mn WA WA Appo.SW%Y Wt 20.Te PI Appror.Tat- WL:547E AA.rr11r..4 Mn.Gb'd L •7.04N M •ZAm f46W n-b Upper Floor Freeing Front Fkader.ri,In • C3N61RLKTIONCAILC ,o ° 16 Bradley Engineering,Inc.811 Yew St.BellipghamT WA 98229 e II IS nynam,cloadinB netwnsdered ComnandwN 2m5 BC A A.despns sl,oubnbebrheGad by zemampelenl praless,onal A. sM1all cpmpty wlM1 Sale EnBi—Io—hjuryandl.1—h ranrewb lrwn improperuu.11M1isprod Job fi■7110' 770a1pN.ulw•rs Beam LD.TI GrW 0+r.0.0.a.R4a.r Load and Span Dog—(MA T.Sak P,Ich deny npd shpvn) otbH lewt 1,o00 ew Main Span,L= 80011 a. Main Span Max.Allowed Live Deft L 1 400 e30w Poe Main Span Max.Allowed Tcla Dell:L! �•p3vw fees Cantle—(Overhang)Ed31*7�A� 1 7 a 4 8 e ] Pitch if Sloped: 0-012 200 raa Load Duration u.. w spas00 Loads From Continuous Member?Ne Add Sell WL?1 Ww Q For Wcad and Press Trealed4 Wel Cord? Terry Cond Sawn Member Refeetilive Use? pnu-Only:runv.Wr I'w (100MI6bp •) Unlorm Loads Over Full Length Of Mounter Tributary uniform Uve R.a.tN111e tkal—Owd ANe LAe Load Redn7 F,�,, Live s1 Mad, f W1401,ft 1-cod.plf Load,plf. Load,plf. Roof Leads(notincluding a now) f0 laid 15 pat 5aT—1 30011,111 Roof Snow tontyl 2500 zoo SOolwft 50011,111 Deckloads 00 B 10 0.0011 - - Floor 2Lo■da - FloorLoed. 40 1 1 of 0.0011 - Wall Dead Lead 10.at Q000 Other'psf'load and bib.W.WO - Additional'plP Unif,Live Lelai Additional'pll'Unif.Dead lAWl OeeMe aNl Roof pitch for LL Redn Beam type for LL Load Subtotals 5001b11, saolblA 300 kVh Redn Total Adjusted Uniform Loads wow 50Alb1A wo= 300 b1R 0-O:12 As4f'�.r►r I� Combined Total Uniform Load m OIbIA Concentrated(Point)Loads Ink Lem■f Lbia J mf Trdb Wndlh h. it Lh's_L] Nod an, Point Load 15 psf 10 pat - - L• Point LoadB xf Point Load oes=npmp wm 1,013Ib 1,000 Ile re• 4,60a Point Lead De�.ddkn,oplpn b• Point Load 0e:edpkr,.opld, Point Load F D,,AN n,oplk. L Point Load DrApI ,Ancn xc: Point Lead D—riq'er,OmnAll 1 NON',Lxoton N.aaW.d From Left$ d Partial Uniform Loads On Main Span Only U,ft LOW pal MM Loed OffMMII a Comb'd Load. SlAnPlll Fed P401 L1480.p_ R8e1108ER Partial to" A 25 d 1$ 0 t700n 3oo.0 Will, 1600b m m 4500m 4.6Of1 t$40 Partial Load I. Partial Load C - Panid Load D _ Partial Load E - H.W.SurttM End Poodle Ueefued Frain Lsll S 4x And Smaller ILumbe 0x And Lame,(Tmberst Lumber Material pnty.r,•+4,n..-r l Umber Material p.s—.�.,..,. Lumber Grade It6,1/.e.z Trmbnr Grodn Acceptable Solutions Accoplabb Snlotlem. 1.10 6.10 Ue pOpeN..W WW��, ,(12�111 4.11 a.a ' V:t.\urbri L__J 10■/0 SIf WI=15 51 Fb-1000 W100 Fcp-MF-1F-1(000mr Slf --6 12 ty �7f.4.r1 Fb=1300 Fr=170 Fcp=fi25 E=1fi00000 Gho Lambw:.nrmtad Memben(OLBI 2,2E ParaO■m PSL Glulam Grade .In:.l �� 34111.8•u4• rx0.1tP Acceptable Salellena 1611W.a•1N• 7/g-.r 6V7•a? Iw.ow+nies Sir VA-W5 U4P.a t.ler Me 3 EllV x " 6 311"x 7112" W M .ize? T'.II-nc F129o0 Fr=290 Fcp=750 E-7800000 to 6 1la"z 7 1l2" 9 314"z 9" J it'.k,I& I. Web _- Fb=2400 Fr-255 Fcp=650 E=1@](1000 Fbl=18W Se0NA=364 $NINNIa? 2.29 d.,l-VL uhl-d . DS properties for what 1-w•f 1 Wlr :;I; t-a Dll4- size LVL? taB•.atlr N tom+\•.r-u4• m,rw,n.?Ar rb•.vw rf-2% rcp-7so E-2awlaosew•7.4 udp.r.r bwral 1.vr.fu71t• 6-w•.7.1N• I D9lpropertiee 1•LI•■atar (111.1W.8.117' am lM.f AtrY.0.11T r.7.11V for what sized bYt■F12• a•A'.1tT,a• Fb=2600 Fv=2&5 Po X*E=2000000 SIf Wr-7.4 IV I... IV Fb=2325 F1310 fc►800 E=1550000 EWA Final Member Results Final Member sW.n wn4 Bendin Overdesi 33.9% Final Member:6 x 10,Douglas Fir g g^� Material Library Larch(North),No.1 Shear overdesign:142.81A Final Size:14,0 Deflection Overdesign:99.0% fan Nalp\.pon:•1.6066(1.4" .•L10n(fbOwl Uw condition.Sol—dr, Beading l BucHing Overdsgn:NIA —Dff(apprax): O.00R True Lenelh(upp—) Final member OK by: 33,9% Atfpr WrrO..wu:L60-.Ala' L00a Controlling criteria is:Bending Reactions Final U..b,l 1 th nNrmallm Lamm IMil CANKIEW lLe Maw- R.-L.9 R.•fog N Mazp-1Am.rt 0347 nob 4.80R aYhBW. "Able f4 Live Load: 873 h 1.590 m IrA r.Iwwa Aulrla 0" Me aba ap■n lMwnl Dead Load: ]46Ib 1.226 1b mo fgrr:2,s74If 7708 AA.n�n TOUT Load: 1,619 lb 2,816lb Win alaftUL 10 110.1081 4,24'14.24' Made f Man Live Case Causing Max WA WA wanaor.(uM ltat.DW~p Whin Sp.nfAnitgtst Dex1 1000T 0.0110.00 Win I Main Mnidrudm RiLeR 8,.Jo WBrtamftf lvdwI U.Load: 01, 0 01 CpL ORAL OM(t"I T.uO WA WA WA 06 or 1-0 Dead: 503No ]35b C.K MR Lfs) -WA WA WAQ Nel Reaction 4721h 7051b Req'd El.Not Incl Se7 HL'OWBF-.o0 A.W EL e40F.08 Live C.se Causing Mn WA WA APWox 21d f1'`I01•127s ph Approx.Tal Wt:102b Mn co"Own LW -047■I LMI -082N p Smed Gnrage Door Header 4— 17 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CI1NS(RtJCTIlJ1VCAlt aao� 4 O Imeonanc 7•a•b eemma.a+w swrhwoea.d.+suppedz eM•i 4a r,ar.imeran oy,.,.+awdro muowb..a,e.m.w.wnam s ec -� N d.sxra r.eJdb.Jnfxadbl•ocnpY..ydblf Wl N uNn 1!N comply pith Stale E�gineeri�g Law.Fyury ant I ar deatl�wn resJl lromlmproper we of IHs pmdirl Job Natlle: 7308 Hawksview Beam 1.0.:Cantilever Floor Joist Beam Load and Span Diagram(Nei Tosrak.Pncn,f.ny,mi:hovnt 200 other lnl0.1 too Main Span,L• 13,50 ft 100 Main Span Max Allowed Live Dell:L/ 480 o.ab in a 5o Main Span Max Allowed Total Dell:L/ .o,34 in D B So 2 4 e a 10 12 14 to Cantilever(Overhang)Exists?r.,n 10o Pilch if Sloped: 0.0:12 150 Load Duration l--, Spa,(ft) Loads From Continuous Member? No Add Self WL? yes O rvo I'm Mood and Press TMnedi Wet Cond? Temp Cord, Sawn Member Repetitive Use? ir. • GluLenn Orlyr Wmov.Ao c�bwoypa,lnn Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Abw Live Load Red'n? jrn L6/ey Dead.pof Width.n Load,plf Lead.plf. Load,plf. Roof Loads(not including 511oi1' 16 sf 15 psf 0.00 a - - RoofSnow(p11iy) 25 sf 000it - D ark Loods 60 sf to sf 0.00 ft - - Floor2 Loodi Floor Loads 40 10 D51 1.33 it 53.2 lb/ft 53.2 Ib/h 13 3 lb/ft Wall Dead Load 12 Dsf 0.00 it - Olher'psr load and trib.wilt - Additional'ptr Unit Live Loads, D Addilional'plr Unif.Deatl Loads, Oho Roof pitch for LL Red'n Beam typo for LL Load Sublolals 53.2 Wit 53.2 Iblh 13.3 lb11t Total Adjusted Uniform Loads wr• 53.2 Wit wo= 13-3 Wit 0.0:12 Bgolha b- Combined Total Uniform Load wu• 66.5 Wit Partial Uniform Loads On Main Span Only Live Lood.Dsf Dead Load,vs l TdW4ry vMth Live Load.nx Dead Load,oil Contb'd Lood.nl(S[nd Poln_e.Hd Point_R Partial La ad Al ��51 10 sr 2J10 t 80 D Wit 20 0 Wit 100 D lb/ft 000 0 0.25 R Padial Load B - - - Partial Load Cl - Partial Load D ,epnar.l Partial Load E p. - Note:Sleft and no Po Ws Measured From Left Suppad Ott And Smaller(Lumbed Sx And Lamar(Timbaml Lumber Material oagin fu wnch(rvo+ro/ Timbor Material xp.lure ar.rxC Lumber Grade ra IiA@7 Timber Grade ear Acceptable Solutions Acceptable Solutions 2 xid 42x8 2 2x 10 3xlo List properties For what L31 2 x 10 4 x to - - size lumber? 14,12 •. - Slf Wi=15.51 List properties Fb=1020 Fv-180 Fcp=625 E=1600000 SIf Wt=8.12 lyt atroi '.s.tt Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members 1GLB1 2.2E Parallam PSL Glulam Grade ZON41er/pl 3.112"x 9.114" T"x"W Acceptable Solutions 5.1f4"a 2.114- 3 11a"x 9" 5 112"x 7 1/2" SIf Wt=16.5 List properties far what Lis[properties 3 112"x 9" 6 314"x 7 112" for what size? Fb=2900 Fr290 Fcp=750 E=2000000 _ size glulam? 5 118"x 7 1/2" a 3/4"x 9" I-Lmd.Till (31q-r 11 rx - Web 11-7)8"TJII L65 Fb=2400 Fr-265 Fcp=650 E=1800000 Fb1=1850 Self Wt=36.4 Stiffeners? 16"TJI I L65 11-718"TJI 210 2.0E Mierollam LVL-Multi- 1 IMF 16"TJI)190 li-7/8"TJI 230 List properties for what 1�14"x 11-7/a" (JI 1.7'4"x 7.114" 14"TJI H90 11-7)8"TJI 360 fr7d I,VLi (2)1�/4"x 9-112'. (4J 1"".x 7-114" 11-718"TJI 560 :z•+3•r',r1w,re' Fb=2600 Fw2B5 Fcp=750 E=2000000 SIf Wt=7.4 2.0E Mlcrollent LVL 1 6E ThritherStrand LSL List properties for what 1J/4"x 11-7/8" 5-114"x 7-1/4" List properties iJ/4"x 11-718^ (3)taf4"x 9.112" See LVL? 3-1/2"x 9-112" 7"x 7-1/4" for what size? 3-112"x 0.112" 1.1/7'xl+•I Fb=2600 Fv=285 Fcp=750 E=2000000 SIf Wl=7.4 M1.ur.u' Fb-232$ FW310 Fcp-900 E=1550000 VIVA Final Member mocumzerwL Final Member Results Final Member:1-3/4" x 11-7/8", Bending Overdesign:227.3% Material Library Chmunom•a Simaarun Type V Microllam 2.0E LVL Shear Ovetdesign:393.8% Final Size: 1-Lr'x1r7/s' Deflection OveNesign:88,6% Min.Bearing Lengths:=1.50 In.(Left) .=1.50 in.(Right) Use Cerldltlors aerated: Beating/Buckling Overdsgn:N/A Vert DIff(approx); 0.00 ft True Length(approx): Final member OK by: 68.6% A e+u xl llam1Nr91xo:1.73"x11.e8" 13.50ft Controlling criteria is: Deflection Reactions Final Member Additional I iformation Location Live Cas I'm Idifion 2.Dn RiLeft R_8(aM Max Po.nno rt-4 2.727 ft-lb 5.54 it Main Span Fi SM,,k Live Load: 743 lb 4751b me.Nel lM IA6-4.0 e•4 O.oc ft Main Span #N/A Dead Load: 227 lb 16016 Max Design Shear,970lb o_oo it Mains an Total Load: 970 He 635 lb Main Span Max. 0,136"/0.179" 6.48'/6 48' Main/Main Live Case Causing Max NIA NIA Deflection(Live f T91411 _ Main Span Max Upward Darke"M o,000"/o.000" o.00'/o,0o' Main)Main Minimums R,"Left j-Poea (Live I Twall Live Load: 0 lb 0Ib Cant-OEM,0 0(LM1/Tetah'WA WA 0.6 or 1.D Dead: 136 lb 96 lb Ca".Lot,Do%.(LAV)Tdta WA WA WA eend,,g R.dn: Net Reaction 112 lb 71 Ile Req'd El,Not Incl SeIFtM.-2.4536•oe Actual El: 4.88E+08 #N/A Live Case Causing Min N/A WA Approx See We'.0.10 plf Approx.Tot,VA.:82 lb nllo.ed Moment: M.n CWd B-haa Lm u a OL74 w Loa (10 N Iffiahrl VN/A Short Cantilever Floor Joist Beam.xlsm • 18 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C glJCTl0NCM �mc ©P�o`` `'••<<,N larimmisim:Tap and bottom mA be an fly wppoded at suppor6 and al 4fi rrez Inlerak mi Dynac b con loading iwl sidered Compliant wiN C.20151B Al desgns sMuld d by a be checke competent professional All users shag campy Win Slate Engineering Law.Inlu y and/or dealh can rewf rrom Improper use of on.pr"ducl Job Name: 7308 Hawksview Beam I.D.: Main Upper Floor Framing Beam Load and Span Diagram o4ol To Scale.Pitch,it any,not aho ) eoo Other lnfo.: sop Main Span,Lza 16.00 R 400 Main Span Max.Allowed Live Deft:L/r 180 D40in a 200 Main Span Max Allowed Total Defl:L/ 480 •04e In v o Cantilever(Overhang)Extsls9 No -200 2 4 6 e 10 12 14 1e 4o0 Pitch iF Sloped: 0.0:12 Load Duration I_ewe:t an E00 Span ft)) Loads From Continuous Member? Np Add Self WL? yes to r4o For Wood and Press Treated? Wet Cord? Temp Cond, Sawn Member Repetitive Use?� Glul-ams Only: tvx pnw a•ued '� lw deg F&let, Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead AbW Live Load Red'n? res • Live,pal Dead,psi Width,ft Load,pa Load,plf. Load,pit. Roof Loads(not including snow) 16 sf 15 sf 0.00 ft _ Roof Snow(only) 25 psf 0.00 R - Deck Loads 60 Psf 10 sf 0.00 it - Floor 2 Loads Floor Loads 40 psf 10 sf 13.10ft 524.0 Ib/fl 524.0 lb/ft 131.0 off. Wall Dead Load 10 sf 0.00 ft - Other'psr load and trib.wldlh - - Additional'plr Unif.Live Loads. Descri'n Additional'plr Unif.Dead Loads, Descr"n Roof pitch for LL Red'n Beam type for LL Load Subtotals 524.0 lb/ft 524.0 Ib/fl 131.0 lb/fl Red%-� Total Adjusted Uniform Loads WL= 524,0 lb/fl wD= 131.0 lb/h 0.0:12 A4 ooh"beams f 1l Combined Total Uniform Load w'u= 655.0 lbtfl 4x And Smaller(Lumber) Sx And Larger(Timbers) Lumber Material lbasitill Fir-Lvant4c,"q Timber Material tbuo.Fir-1-h tnnth) Lumber Grade No i/N,a Timber Grade 1w 1 Acceptable Solutions Acceptable Solutions 12 x 14 6x16 14x14 - List properties for what 8 x 16 16 x 16 size lumber? 4 x 12• :- 10 x 14 Slf WI=15.51 List properties Fb=1020 Fv=160 Fcp=625 E=1600000 Slf Wl=8.12 fprwha[size7 6x t2• Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members(GLBI 2.2E Parallam PSL Glulam Grade 114P V440(,1x) 3.1/2"x 16" Y"x14" Acceptable Solutions SAW'x 16" J 1/a,-x l6" I s fir x Ili Slf W=18.5 List properties List properlies for what 31/2"x 1a.. 6 314"x 14" for what size? 7-x 11-IX I Fb=2900 F-290 Fcp=750 E=2000000 size glulam. 5 118"x IS" 6 314"x 13 1/2" I-Lovel,TJI Web ---- Ist/2^xu v/s•' �� - Fb=2400 F-265 Fcp=650 E=1B00000 Fbt=1850 Self Wt=36,4 Stiffeners? - 2.0E Microllam LVL.Multi-ply List properties for what I - size LVL? 4211-3/4"x 18" 1 (4)ia14"x 14" M 11-3X x 11-7/9• Fb=2600 Fv=285 Fcp-750 E=2000000 Slf W1=7.4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties for what 5-114"x 16" List properties (3)1.V4 x is -- size LVL? 3-1/2"x 18" 1 7"x 14" for what size? 3412"x 18" 3-fur x 11gT• Fb=2600 Fv=285 Fcp=750 E=2000000 Slf Wt=7.4 tai 1-3/4-x te- -1 Fb•2325 Fv=310 Fep=600 E=1550000 aN/A Final Member I11-dI urared Final Member Results Final Member:5 1/2"x 15",Glued Bending Overdesign:90.8% Material Library 14ia if .Avw ofiii Laminated,24F-V4(DF/DF) Shear Overdesign:219.6% Final Size: l ve-,iv • Deflection Overdesign:11.8% Min.Bearing Lengths:=1.51 in.(Left) .=1.51 in.(Riphl) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Dlff(approx): 0.00 It True Length(approx): Final member OK by: 11.8% Actual Member Size:5 112"x 16" 16.00 h Controlling criteria is: Deflection Reactions Final Member Additional Information Location Live Case il,r,MalwM is Maximums R,-Rioht Max Positive Moment:l21,618 fl-lb 8.00fl Main Span F%*SmmM Live Load: 4,192 to 4,192 He Ms.Negative Moment 0 n•Ib 0.00 f1 Mair g Lateral bracing Dead Load: 1 212 to 1 212 to Max De'nShear.4.560 lb 0.00 f1 Main8pan Total Load: 5,404 to 5,404 to Main Span Max.Downhill 0.358" 8.00'/8.00, Main/Main Live Case Causing Max N/A N/A Deflection(Live/TotaQ Mdn Span Max Upward Deflection 0.000"10,000" 0.001/0,00, Main/Main MinimumsRa-Right (Live/TotaQ Live Load: 0 to 0 to Card.QM Deft(Live/Tolal):NIA N/A NIA yllp µ981fy2nat 0.6 or 1.0 Dead: 727 lb 727 Id. _ Cara.UD,Dan Live I Tota:NIA NIA NIA sandrng Rad'n: Net Reaction 6291b 6291b Req'd El,Not Incl.Self NA:2.415E+09 Actual El: 2.78E*09 0% Live Case Causing Min N/A NIA Approx Self Weight:20.56 plf Approx Tof.WI.:3291b Almwad Momant Min.Caktl Boar Lg lhs. = 1.51 in = 1.51 in 'M 188,036 ft-Ib Main Upper Floor Framing Beam.xlsm - Bindley Engineering,Inc.811 Yew St.Bellingham 19,WA 98229 CJNS RU[TIONCALC �o� "re�� c�s#ammun>�1 ta• r„ ILUMOKMt Top aM b.tl.n,mustbe 6leralysuppoRed al suppods a,q at4-R nex.iMore6.Dyxnrc batlirg wl wnsldered.C.np6anl W N 2015 BC. All desig shoJd be checked by.wmpeleM p,l i..L AN rsshalwmply Wlhelab E,glme,i,g Law.Lyuyand la,deatlr wnrasdl lr.mi r.peruseon.isprodud- Job Name: 1-ti NawksNew Wall Beam Beam LD.: Main Floor Framing Left End Load and Span Diagram(Not To snare,pRcn,ira,y,rot:now,( DIRRfRIfQ: 1,000000 B00 Main Span,L= 18.00R so0 400 Main Span Max Allowed Live Defl:L/ 480 o,4,in _e 200 Main Span Max Allowed Total Defl:L/ 480 =o,4s in - 0 8-200 2 4 a a to 12 14 1a 1 20 Cantilever(Overhang)Exists?NO J� Pitch if Sloped: 0.0:12 _800 1,0o0 Load Duration L+xam � span(rt) Loads From Continuous Member?I No Add Self WA.? ye: 0 No For Wood and Press Treated? Wet Cond? Temp Cond � Sawn Member Repetitive Use?t+ry Glul-ams Only: 6.t re.a a,re ory Imooy Ab. Uniform Loads Over Full Length of Member Tributary uniform Live Reduced Live Uniform Dead All Live Load Red.? ivrs J Live Bf Do" oaf W� Load,plf Load,plf. Load,plf. Roof Loads(no(including saii 16 sf 15,)sf fi,00 fl - - 90.0 Ih/ft Roof Snow(oall 25 PS1 6.0oft 150.0 Wit 150.0 Wit - DeckLoaft 60 PZf low Q=11 - - Floor 2Lneds - - - FloorLoaa6 40 psf 10 sf 9.SO ft 110-01b/ft 380.0 Wit 95.0 Wit Wall Dead Load t2 as, 9.00 it 108.01b/ft Other'p,l load and Inb,vMllh Addilional'pir Unif.Live Add ilional'plf Unif.Dead Loads, D..cd Roof pitch for LL Red'n Beam type for LL Load Subtotals 530.0 Ib/b 530.0 Wit 293.0 Wit Total Adjusted Uniform Loads Vtya 530.O lb)ft We 293.0 Wit 0.0:12 ALtW br►a Combined Total Uniform Load Wv- 8230lb/ft Partial Uniform Loads On Main Span Only Live Load.as Dcao Load_DO 7dhulnry v6dll, Live load.MI Dead Load.Of Comtid Load.dl SInA Point.0.End Paint.R Parllal LoadA 40 DO 10 sf 2-00n 80.0 lb/ft 20016/ft 1000lb/fl 8,75It 14.0011 PaAial Load B - - Partial Load C - Partial Load D D.ac hnn ophnnal Partial Load E D...-�op.-I - Note:S1ad and End Points Menstred Ffam Left Suppod 4x And Smaller(Lumborl Ste And Laratir(Timbers! Lumber Material Do,*n 1,l.Mn ptaml Timber Material o0-#.n taaprlN Lumber Grade Mn IIN.2 Timber Grade JNa, Acceptable Solutions Acceptable Solutions 12 x 16 M,� - 14x16 List properties for what --- 16 sae lumber? grt2• I• SIfWt=15.51 Fb=1020 Fv=180 Fco=626 E=1600000 SIfVJt=812 LLB Wo Fb=1300 Fv=170 iepe825 E=1600000 Of ad Laminated Members(01.91 2.2E Para am PSL Glulam Grade r...v4 to nw, 71a 16" Acceptable Solutlode s.v4"x 111" 3 1/8"x 22 1/2" 5 1/2"x 18" SIf Wt=18.5 List properties List properties for what 3 1/2"x 21" 6 3/4"x 18" for what size? .••rt',Ar Fh=2900 Fv=290 Fcp=750 E=2000000 size glulam? 5 116"x 19 1/2" 8 3/4"x 16" I-Level TA Isyr.,iIw- - Web Fb=2400 F-265 Fcp=650 E=1800000 Fb1=1850 Self W1=36.4 Stiffeners7 20E M icrol am LVL-Mu If - List Dro➢orllo.for what 11 _ tlto VL7 1 "x 16" fb 1•L4-,r>'tb•- Fb=2600 F1285 Fcp'750 E=2000000 SIf Wt=7.4 2.0E Microllam LVL 1.55E TimberStrand,LSL List V List properties A. T i 16^ far what s¢e7 Fb=2600 Fr-285 Fcp=750 E=2000000 SIf Wt=74 Inr/N'•ra'• Fb=2375 Fw310 F➢=600 E=1550000 .VA r rbg.4 Laminae Final Member RsultsFinal Member:5 1I2"x 18",Glued ending OVrdasign:64.6% croe,.rr Ajer.,ofa.,,.Typ. Laminated,24F-V4(DFIDF) Shear overdesign:l6t.s%: 's t/Yrte Deflection Overdesign:3.2% Min.Bearing Lengths:=2.19 in.(Left( .=2.23 in.(Right) Use Candltlarts 111e11aetodl Bearing/Buckling Overdsgn:NIA Vert Dlff(approx): 0.00 ft True Length(approx): Final member OK by: 3.2% ACWNUerab.131N:61/2".16" 1B.00a Controlling criteria is: Deflection Reaclions Final Member Additional Information Location Live Case §%a,,•.m'trN, Mammu RiLeft R,-Right Max. .na ax.Pt Monter0.36.0_81 Ill 9.18ft Main Span 6415- m Live Loads 4,925 lb 5,035 lb Mat Nation.Motn.d 0 e4b _ e00 ft Man a,. LM.Nil hrK.ap Dead Load: jggg,lp 2925 Ih Met Oaatpnfibaor 6,682 IN, 18.00o main Soon Total Load: 7,822 lb 7,961 lb Main Span Max.aumew Live Case Causing Max WA WA Deflection(Live IT4tnq 0.276"/0.436" 9.00'/9 00' Main Main Main Span Max Upward Divillaction 0.000"I O.OoO" 18.00'/18.00' Main/Main Minimums RiLeft Rn-RMI. (Live I Tatil) Live Load: 0 lb 0 lb Cant,CMMS Deft.(LAV/Total!WA NIA WA 0.6 or 1.0 Dead: 1 739 Ib 1 755 Ib Carr,yffi-anLM/Tot.l FUA NA NIA Bendrnyaad•n: Net Reaction 1,605 IN, 1,622 lb Req'd El,Not Incl Self Wt.:4,534E-09 Actual El: 4.81E+09 014 Live Case Causing Min WA NIA Approx.Self Weight:2447 pa Approx.Tot,VVL:444 lb Min-Cakd H-ung Le ha -2.19 n 11.111 223 Ln iRlahlb.600 a-O Main Floor Framing Left End Wall Beam xlsm 20 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CO&S-11LICTiO�CAL� 'Tap aM bottom rtu5 be bleraSy wppaRed al suppor6 acid al4R�mx intervals Dynamic batling rwl considered.Compliant uiN 201510G 0 Al desgns shouB be ch,,ked by a compelenl professional AH users shall comply v46 Slate Engineering Law Injury aM/or tleaN can recur Irom improper use of Nis pnA,u L Job Name: 7308 Hawksview Beam"0.: Large Garage Door Header Load and Span Diagram(wt To scale,pitch,ifany,not mown) 200 Other lydo.: 150 Main Span,L- 16.00 ft 100 Main Span Max.Allowed Live Deft:L/I 480 040tn a so Main Span Max.Allowed Total Defl:L/ 4t10 0400, 0 Cantilever(Overhang)Exists? SO 2 4 a 8 10 12 14 18 -100 Pitch if Sloped: 0.0'12 Load Duration Il2+.tm + -150 Span(ft)I Loads From Continuous Member? No + Add Self Wt.? yes O hn Press Treated? Wel Cond? Temp Cord, For Wood and _ Sawn Member Repetitive Use? Nn :. Glul-ams Only: Notrbn/NNM IOry ,m deg IN km •�� Unlform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead AlbW Live Load Radio? Yee Lf f Dead,psf Width,ft Load,plf Load,off. Load,pit. Roof Loads(not including snow) 16 sf 15 psf 4.00 ft - - 60.0 Ibttt Roof Snow(only) 25 sF 4.00 it 100.01b/fl 100.0 lb/ft Deck Loads 60 sF 10 psf 0.00 it - Floor 2 Loads - Floor Loads 40 sF 10 psf 0.00 ft - Wall Dead Load 10 psf 0.00 ft Olher'psf load and trib.width Additional'plf Unif.Live Loads.I Des 'n wril Additional'plf Unit Dead Loads-[ oes a Roof pitch for LL Red'n Beam type for LL Load Subtotals 100.0 Wit 100.0 Iblfl 60 0 in Red91 Total Adjusted Uniform Loads WL= 100.0 Ib/it w'o= 60.0 W 0.0:12 art aherbeame --] Combined Total Uniform Load Wu= 160.01b/ft 4x And Smaller(Lumberl 5x And LaraerMmbors) Lumber Material IOeuglas FirAwh(Nwth) i. Tmlbier Material Oevglns F4-tmcn tl4Mh1 -� Lumber Grade lP4o-11 F,oz limber Grade IN.,I �l Acceptable Solutions Acceptable Solutions (4)2z 12 (3)2x14 3x16 6x12 List properties for what (3)2 x 12 4 x 12 size lumber? 4,11 SIF Wl=15.51 List properties - Fb=1020 Fv=180 Fcp=625 E=1600000 SR Wl=8.12 forwhat size? 6x12 �I Fb=1300 Fv=170 Fcp=625 E=1800000 Glued Laminated Menlbors(GLBI 2.2E Parallam PSL Glulam Grade z4-f-v4 prmn I. 3.112"x 11.1/4" 7"x 9.114- Acceptable Solutions 5-114"x 9-114- 3 118"x 11 718" 5 112"x 9 112" S0 VA= 18.5 Lis[properties List properties for what 3 112"x 11 718" 6 3/4"x 9" for what size? T'11 41 J Fb=2900 F-290 Fcp=750 E=2000000 size glulam? I 51/11"x 9112" 8 3/4"x 9" 1-LevoL TJI rC5 Ifr.11 71W '�I Web 114W'TJI I L65 - Fb=2400 F--265 Fcp=650 E=1800000 Fb1=1850 Self Wt=36.4 Stiffeners? 16"TJI I L65 - 2.OE Microllam LVL-Mult1.& I 16"TJI I L90 List properties for what iJ14"x 14" (3)1-314"x 9.112" 1 14"TJI H90 size LVL? (2)1-W4"x 11-718" (4)1�14"x 9-112" 01.3/4'xll-lAr Fb=2fi00 F-285 Fcpn7W E=2000000 Slf W1=7.4 2.0E Micrallam LVL 1.55E TimberStrand LSL List properties for what 1-3/4"x 14" 5-114"x 9-112" List properties 1J4 x 14" (3)1a14"x 11-718" size LVL? 3.112"x 11-718" 1 7"x 9-1/2" forwhat size? 3.1/2"x 11.718" i yr r t raw Fb=2600 Fv=285 Fcp=750 E=2000000 Sff VA=7.4 Im 1-3/4,.io, �I FW232S Fvx110 Fcpx800 E-1650,00 aN/ Final Member'sm„,wvnd + Final Member Results Final Member:4 x 12,Douglas Fir- Bending Overdesign:5.8% Material Library )o.00earrom m wn of tlwm Pi" Larch(North),No.1 I No.2 Shear Overdesign:293.9% Final Size: 14.12 Deflection Overdesign:6.1% Min.Bearing Lengths:=1.50 in.(Len) :=1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Dlff(approx): 0.00 ft True Length(approx): Final member OK by: 5.8% Actual Member Size:3.50"x 11.25" 16.00 ft I Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Maximums R,-Rohl Max Positive Momenl:15,436 ft-lb 8.00 ft Main Span f3 Live Load: 800 Ib 80011, Max Negalive Moment:0114D 0.00 it Main Span 'Lateral bracing Dead Load: 559 to 559b MaxOoNn Sheaf.1.20,01 to 0.00 it Main Span Total Load: 1,359 lb 1,3591b Main Span Max Live Case Causing Max N/A N/A Deflection(Live/ToLa 0,222 /0,377" 8.00'/8.00' Main/Main l) Main Span Max Uoward Oelkctbm 0.000"/0-000" 0.00'/0.00, Main/Main Minimums R.-Riam (Live ITolao Live Load: 0 to 0 to Can[Qom,Dell.(Live I Toloo:WA N/A N/A 0.6 or 1.0 Dead: �Ib, 3351h Cant.U&Don, ve/Tot WA WA N/A aendiN Red'n: Net Reaction 288 Ib 288 Ib Req'd El.Not Incl.Self IAII,:S.B98E.08 Actual El: 6.84E+08 0% Live Case Causing Min NIA NIA Approx Sel Weight:9.87 plf Approx Tot Wt.:150 b glowed Momanl: Min.Caldd Beadnii LoWhi =0.62 in(Left) =0.62 in 4,242 If-] Large Garage Door Header.Asm 21 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 VSIRRUCTIONCA 101112111441:TOP and bottom must be laterally supported at wppo r,l al 4-a nex intervah Dynamc b.ding mt c...ldered.Compliant vAlh 2015113G, 0 -� All designs should bs checked by a conpetent professional All users sha0 conpy vilh Slate Engineering taw.Injury and I or death can result from improper use of this producL Job Name: 7300 Hawksview Beam I.D.: Front Porch Roof Beam Load and Span Diagram(Not To stele,ritoh,irony,wl al om) z00 Otherinfa. 150 Main Span,L= 12.50 ft 100 Main Span Max Allowed Live Dell:L/ 360 0426, a 50 Main Span Max Allowed Total Dell:L/ 240 •063. 1. 0 S0 2 4 6 a 10 12 14 Cantilever(Overhang)Exists?rats '� Pitch if Sloped: 0A:12 a 00 -150 Load Duration ltivei ion Span(0) Loads From Continuous Member? No Add Self Wt.? yes Q rap Press Trealed? Wet Cond? Temp Cord. Far Wood and _ Sawn Member Repetitive Use? Glul-ams Only: issf Vad.e .Lxy . twdegs&less .1 Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live UniformOesd A2oWLbe Load Red'n? Yes .- Live,psf Dead,psf Width,It Load,plf Load,pg. Load,pIL Roof Loads(not including Snow) 16 sf 15 sf 4.50 ft - - 67.5 lb/fl Roof Snow(only) 25 sf 4.50 it 112.5 Wit 112.5lb/ft Deck Loads 60 sf 10 sf 0.00 ft - Floor 2 Loads Floor Loads 40 sf 10 sf 0.00 ft - - Wall Dead Load 10 pst 0.00 It Other'psF load and Crib.width - - Additional'pIF Unif.Live Loads. Additional'plf Unif.Dead Loads. D-crtpinj opill IC Roof pitch for LL Red'n Beam type for LL Load Subtotals 112.5 Iblfl 112.5 Ib/ft 67.5 lb RaOn Total Adjusted Uniform Loads wL= 112.5 lb81 wo= 67.51bP 0.0:12 An other bearns Combined Total Uniform Load wu= 180.0 lb/ft 4x And Smaller(Lumberl 5x And Larger(Timbers) Lumber Material OcaJ+s r..f.nn lNwml TifebiV Material Joko.in,.t.rrh til -.1 Lumber Grade N..IIW Timber Grade 'No.1 Acceptable Solutions Acceptable Solutions p12z6 12)2x12 3x12 ax8 List properties for what (3)2 x 10 4 x 10 size lumber? 4.V � S9 Wt=15.51 List properties Fb=1020 F-180 Fcp=625 E=1600000 Sif Vvl=6.12 for what size? 6x1] wl Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members(QLB) 2.2E Parallarn PSL Glulam Grade to_vZom, 3.1f2"x 9.1/4'. 7"x 9.114" Acceptablo Solutions 5-114"x 9.114" 3 118"x 7 112" 5 1/2"x 6" Slf W1=18.5 List properties List properties for what 3 1l2"x 7112" 6 3/4"x 71/2" forwhal size? T.ITa/1 Fb=2900 Fv=290 Fcp=750 E=2000000 size glulam? 5 118"x 6" 8 314"x 9" I-Level TJI rt/I Nl7A• f� Web 11-7I8"TJIIL65 Fb=2400 Fv=265 Fcp=650 E=1800000 Fb1=1850 Self W4=36.4 Stiffeners? 16"TA/L65 2.0E Mlcrollam LVL-Multi-ply 16"TJI/L90 List properties forwhal 1-3/4"x 9-1/2" (3)1-3/4"x 7-114" 14"TJI H90 size LVL? (2)iJ14"x 7-114" (4)1.3/4"x 5-112" 11-716"TJ1560 M 1•!H'<11•TAr Fb=2600 Fv=285 Fcp=750 E=2000000 SR Nd=TA 2.OE M fcrollam LVL 1.55E TrnlberStrand LSL List properties for what 1-314"x 9-112" 5-1114"r List properties 1414"x 9-1/2" (3)1-314"x 9-tt2" 6f2o LVL? 3.112"x 7-114" 7"x 5-112" Forwhal size? 3.112"x 9-NM' pl/I.u 7p' Fb=2600 Fv-285 Fcp=750 E=2000000 Slf W1=7.4 !m 1-314-x W -1 Fb-2325 Fv-310 Fop=800 E-IS50M *N/A Final Member Results Final Member I S.-woody Bending Overdesign:38.7% _ Final Member:6 x 6,Douglas Fir- Material Library (ChmMrhanNSimsOleenniypa Larch(North),No.1 Shear Overdesign:336.7% Final Size: s.a . Deflection Overdesign:84.9% Min-Bearing Lengths:=1.601r1.(Leff) .=1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:N/A Vert DiH(approx): 0.00 It True Length(approx): Final member OK by: 38.7% Actual Member Size:5.50"x 7.50" 12.50 R Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case Maximums R,-Left R.-RialIY Max Positive Moment:13,717 R-lb 6.25 ft Main Span Live Load: 703 Ib 7031b Mex Nagathat Momenl:0 fl-lb 0.00 it Main Span Lateral bracing Dead Load: 48616 4881b Max Desi nShear:1,071 lb 0.00 it Main Span Total Load: 1,190 lb 1,190 1b Main Span Max Do 1wa 0.200"10.338" 6,25'/6.25' Main/Main Live Case Causing Max NIA N/A Deflection(Live/Total) iMain Span Max Upward Deflection 0 000"I0.000" 0.00'/0.00' Main Main Minimums f -R'h (Live/Total) Live Load: 0lb OIb CanLDown-Dell.(Live I Tolal):iN/A N/A N/A ytig lnttnAs;m 0.6 or 1.0 Dead: 292 Ib 29211, Cam 111L Deft 6jve/Tola:N/A WA N/A esndl,Raab: Net Reaction 253lb 2531h Req'd El,Not Intl,Self NA,:1.582E+08 Actual El: 3.09E+08 0% Live Case Causing Min N/A NIA Approx Seg Weight:10.34 plf Approx Tat,WI.:129 lb Allov dM-1: Min.Caldd Bearing Len ths: =0.35 in eft =0.35 in(Right) 2,773 rr-Ib Front Porch Roof Beam.xlsm 22 �� 4p Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 CI`alJCTIONCALC InVo rt 1.Tap aM bosom must be laterally wpr,M at wpp-and at Oft max intervals,Dymm,boding not conddered.Compliant with M151 BC. Al designs should M checked by a competent profes4ona1,AN users shall comply Wh Slate Engineering Law.Injury aW I or deaf can resin from Improper use of fis producL Job Nanlo: 7308 HawkWew Beam I.D.: Entry Door Header Load and Span Diagram(Not To scale•Pitch,ifany,mi-lawn) 1,400 Other into.: 1,200 1,000 Main Span,Let 6.00 fl 800 r 600 Main Span Max.Allowed Live Deft:L/ 480 =015in a 400 Main Span Max.Allowed Total Defl:L/ 4W =0ts1 A 200 Cantilever(Overhang)uau" rm . J 0 200 ,,1 2 3 4 7 Pitch if Sloped: 0.0:12 -400 f00 Load Duration ,pxa:lao span(n) Loads From Continuous Member?1 Na w Add Self WL? ,,yes IQ No Press Treated? Wel Cond7 Temp Cord. Far Wood and � Sawn Member Repetitive Use? No '.. Glul-ams Only: Noldm+uaWO lot,Ogf*kni, Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live uniform Dead AAaw Live Load Red'n? te1 -V Live.psf Dead, sf Width,ft Load,plf Load,pg. Load,pit. Roof Loads(not including snow) 16 sf 15 sf 23 00 ft - - 345.0 lbift Roof Snow(only) 25 sf 23.00 a 575.0 Ib/ft 575.0 Will - Deck Loads 60 sf 10 sf 0.00 ft - Floor 2 Loads - - - Floor Loads 40 sf 10 psf 4.00 ft 160.0 lb/ft 160.0 Wit 40.0 I1b/f1 Wall Dead Load 12 psf 9-00 ft 108.0 lb/11 Other'psf load and trib.width - Additional'plf Unif.Live Loads. Descr o rf. Additional'plf Unit.Dead Loads. Descri o PI'. Roof pitch for LL Red'n Beam type for LL Load Subtotals 735.0 Wit 735.0 Wit 493.011,11t Rq(r Total Adjusted Uniform Loads WL= 735.0 lb/ft wD= 403.0 lb1h 0.0:12 a4.m.Morn Combined Total Uniform Load wu= 1,228.0 Iblfl 4x And Smaller(Lumberl bx And Larger(Timbers) Lumber Material Joaqbq#k4AKh4Woq4 1- timber Material pgfglwW•larrn d+:.r -•�t Lumber Grade 114.11 Noz h� limber Grade Acceptable Solutions Acceptable SolutioPis -1 (4)2 x 10 (2)2x14 3x16 6.10 List properties for what (3)2 x 12 4.12 size lumber? 4.it - Sit VJ1=15.51 List properties Fb=1020 Fv=180 Fcp=625 E=1600000 Ss1M=8.12 forwhatsize? 6x12 Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members fGL61 2,2E Parallam PSL Glulam Grade z4f-v4(0r/Dr) 3.112"x 94/4" 7"z9-1114" Acceptable Solutions 31/e"x9" 51/2"x 71/2" SIl1M=18,5 List properties List properties for what 31/2"x9" 6314"x 71/2" for what size? Fb=2900 Fv=290 Fcp=750 E=2000000 size glul 7-a lt4?4-am. 5 1/8"x 7112" 8 3/4"x 9" 1-Level,TJI s 17d"x 171W . Web Fb=2400 Fw265 Fcp=650 E=1800000 Fbt=1850 Sell YM=36.4 Stiffeners? - 2.DEMicrollam LVL-Multi-plv List properties for what x 11-718" (3)1-3/4"x 7-1/4" - size LVL? (211-3/4"x 9-1/2" (4)1JI4"x7-v4" (2)1-3/4'x I1-7/8' Fb=2600 Fv=285 Fcpa750 E=2000000 S8 0=7.4 2.0E Microllam LVL 1.55E TinlborStrand LSL List properties for what 1-3/4"x 11-7/8" I5-1/4"x 7-114" List properties 1.314"it 11.718" (1)1-314"x 9.112- sizeLVL? 3-1/2"x9-1/2" 1 7"x7-1/4" forwhatsize? 3.In"x9.112" l-IR'x1b7T • Fb=2600 Fv=285 Fcp=750 E=2000000 Sff W1=7.4 a-,1-3M.ta• . Fb=2325 Fw310 Fcp=800 E=1550000 #N.h: Final Member wmmd . Final Member Results Final Member:6 x 10,Douglas Fir- Bending Overdesign:52.2% Material Libra o-h-AnSiros0115-I Shear Overdesign:108.5% n- _ Larch(North),No.1 Final Size: 6x w Deflection Overdesign:140.6 Min.Bearing Lengths:=1.50 in.(Left) .=1.50 in.(Right) Use Conditions Selected: Bearing I Buckling Overdsgn:N/A Vert Dlff(approx): 0.00 ft True Length(approx): Final member OK by: 52.2% Actual Member Size:5.50"x 9.25" 6.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case this mnenorw Maxmums @o-Right Max Positive Moment:5,583 fl-lb 3.00 it Main Span ru s^'mW' Live Load: 2,205 lb 2,205 lb Max N ttve Momonll 0 341b 0.00 ft Main Span Lateral bracing Dead Load: 1517 to 15171b Max Desk Shear.2.786 lb 0.00 it Main Spmt Total Load: 3,722 lb 3.722 lb Main Span Max 0givievatid0.037"/0.082" 3.00'/3.00' Mein/Main Live Case Causing Max N/A N/A Deflection(Live/Totnq Main Span Max Upward Delleclion 0 000"10.0001, 0,00'/0.00' Main/Main Minimums $.-Rich (Live/Tolsh Live Load: 0lb 0lb Can[.Down.Deft.(Live/Tolaq:NIA N/A N/A wloun.m.cy'a 0.6 or 1.0 Dead: 910 lb 910 11b rReq'd Don I To NIA WA NIA eendmg aadm: Net Reaction 8871b 887Ih El,Not Incl,Self Vd-:2.387E-0s Actual EI: 5.80E+06 0% Live Case Causing Min N/A N/AApprox Self 4VRisW:12.75 p8 Approx Tot.VA.:76 Ib slowed M-1 Gated Bearing Le hs: = 1.08 in e =1.08 in 5.156 ft-lb Entry Door Header.)dsm 23 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C&kli RUCTIONCALC a�o� eM1 IrnbOnAnE Top aM bottom=,e be kleraRy supported at suppor5 ar,d al4fl nax inlervdk.Oyranic boding rwt considered Canplianl uiN 2n151BC. Ar designs should be checked by a campelent palessioml Al users slat cor,ply vAlh Slate Engineering law.Injury and l or&A can r-r from inproper use of this prcducL Job Name: 7308 Hawksview + Beam I.D.: Deck Roof Framing Beam Load and Span Diagram(Not To scale.aituh,eny,not shown) zso Otherinfo.: 200 Main Span,L= 13,00 ft 100 1ao so Main Span Max.Allowed Live Dell:L/ 360 a=0 4p in _ Main Span Max.Allowed Total Dell:L/ 240 =oss In o 0 a S0 2 4 6 a 10 12 14 Cantilever(Overhang)E*Sts?Nu . -100 Pitch if Sloped: 0.0:12 -150 200 Load Duration � span(ft) Loads From Continuous Member? No Add Self WL? yes p No For Wood and Press Treated? Wet Cond? Temp Cond Sawn Member Repetitive Use?FNci-' Glui-ams Only: Wpom lnafle '•m�y� 100d141aka 'mil Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform C. A99W Live Load Red'n? rn ;. Live,psf Dead,psf Width,ft Load,plf Load,pa. Load,pit Roof Loads(not including snow) 16 psf 15 psf 5.50 ft - 82.5 lolfl Roof Snow(only) 25 psf 5.50 ft 137.5 Ib/f[ 137.5 lb/ft Deck Loads 60 psf 10 psf 0.00 ft - - Floor 2 Loads - Floor Loads 40 psf 10 sf 0.00 ft Wall Dead Load 10 psf 0.00 ft Other'psf load and trib.vAdlh Additional'plf Unit Live LOW.1 Descri'n a rl: Additional'plf Unif.Dead Loads. Deacr''n Roof pitch for LL Red'n Beam type for U. Load Subtotals 137.5 lb/ft 137 5 to/[( 82 5 lb„ Rem Total Adjusted Uniform Loads WL 137.5 Ib/f[ wo 82.5 Iblf 0.0:12 An othw I- Combined Total Uniform Load wu= 220.0 lb/ft 4x And Smaller(Lumberl fix And Latest ITImbersl Lumber Material g11qUlKrl.wch ltblM r. Timber Material Iticogen Fu-tworloodN Lumber Grade INo.t/No z I. Timber Grade Acceptable Solutions Acceptable Solutions (4J2x10 (2)2 x 14 3x16 6.8 Lis[properties for what (3)2 x 10 4 x 12 size lumber? 4.0 Sir W=15 L List pro perlies � A Fb=1020 Fw180 Fcp=625 E=1600000 Slf Wt=8.12 forwhatsize? 6" Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Mcmhers(GLBI 2.2E Parallam PSL Glulam Grade zo-wmr/l30 3.1/2•x94u" 7"x9.114" i Acceptable Solutions 6-1/4"x 9-114" 3 ve-x 9" 51/r x 7112" Slf Inn= 18 5 List properties Lis[propedies for what 31/2"x 9" 6314"x 71/2" for what size? 7-xtt-y4' _!Fb=2900 Fw290 Fcp=750 E=2000000 size glulam. 5 118"x 71/2" 8 3/4"x 9" 1-Level,TJI �s112•.117111' 1. Web - Fb=2400 Fw265 Fcp=650 E=1800000 Fbt=1850 Self W[=36.4 Stiffeners? - 2.OE Microllam LVL-Multi-ply List properties for what 13/4"x 9-1/2" (3)13/4"x 7-1/4" - size LVL? (211314"x 9.1/2" (4)13/4"x 7-1/4" - (2)1-3/4'x11-7/6 v Fb=2600 Fw265 Fcp•750 E=2000000 Sir VA=7.4 2.0E Microllam LVL 1.55E TinlberStrand LSL List properties for what 1.3N"x 9.112" rmw,x i-vv List properties f314"x 11-718'. 13)1-0/4"x 9.1/2" size LVL? 3-1/2"x9.1/2" 7"x7-0N" for whatsize? 3.t/2•'x 9.112" 3-1/t x 1111ir Fb=2600 Fw285 Fcp=750 E=2000000 Slf Wt=7.4 of t-L4"x te- Fb=2325 Fw310 Fcp=800 E-1550000 aN�A Final Member Results Final Member s.."n Wwd Bending Overdesign:6.0% Final Member:6 x 8,Douglas Fir- Material Library io,m a.."Ae w.ae.,tn. �, Larch(North),No.1 Shear Overdesign:245.5% Final Size: 14.s . Deflection Overdesign:35.9% Min.Bearing Lengths'=1.50 in.(Left) .=1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Ovefdsgn:N/A Vert Dlff epprox): 0.00 ft True Length(approx): Final member OK by: 6.0% Actual Member Size:5.50"x 7.50" 13.00 It Controlling criteria is: Bending Reactions Final Member Additional Information LocaHon Jive Case Or<,no waarn Maximums R,Left R.•Right Max Positive Moment:4,866 ft-lb 6.50 ft Main Span Live Load: 894 Ib 894 Ib Max N ahve Moment 0 it-lb 0.00 ft Main Span Lateral bracing Dead Load: J3031h 60316 Max Des 1Shear 1,353 to 0.00 ft Main Span Total Load: 1,497 lb 1.497 lb Main Span Max Dovievii0.2B6"10.478" 6.50,16.50, Main/Main Live Case Causing Max N/A N/A Deflection(Live/Tolao Main Span Max Upward Deflection 0,000"10,000" 0.00'10.00' Main I Main MinimumsR,-Left (Live I'rota9 Live Load: 0 lb 0 lb Carl.D.QM&Defl.(Live/Totalf N/A N/A NIA Epp 0.6 or 1.0 Dead: 362 Ib 382 Ih cant.wi Dart.guys/Tol :N!A WA NIA Bending RW Net Reaction 322 1b 322 1b Req'd El,Not Incl.Se9 Na. 2.175E+08 Actual El. 3.09E+08 0% Live Case Causing Min N/A N/A Approx Self Weight 10.34 plf Approx Tot.VM.:134 lb MI-nd Menem: MhL Calc'd Ba Le Ihi =0.44 in(Coln =0.44 in N 2,773 fl-I Deck Roof Framing Bearri a ■ y FF� ■ �� F NEED. ■ � ■ M soF41- FF M My M M. 24 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 vr17V6(RUCTIONCALIC p'oIAr Invert am:Top aw bottom mug be laterally wpp a d n wppor6 and at 4h r,ex interve6.Dynan.boding mtconsldered.ComOwl with 2015 I BC, Al designs should be checked by a competent prores...I All users shall coepy vAth stale Engineering Law Injury and I or death can revel rrom improper use of This paducl. Job Name: 7308 Hawksview Beam I.D.: Deck Beam Load and Span Diagram(Not To soa6 piton,bony,not shown) 250 Otherinfo.:1 200 Main Span,L= 13.00 Ft 150 100 y Main Span Max-Allowed Live DeFI:L/ 360 aba in 50 _ Main Span Max,Allowed Total Defl:L/ 240 =ass In SO 2 4 6 8 10 12 Cantilever(Overhang)Exists?No `. -100 Pitch if Sloped: 0.0:12 -150. - Load Duration 11+e:190 200 � Span(ft) Loads From Continuous Member? Na • Add Self Wt.? yes Q m Press Treated? We[Cond? Temp Card- Far Wood and 1� Sawn Member Repetitive Use? Glul-ams Only: rw„rr.A1.a Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead 414?w Live Load Red'n? V. i• LM.Psf Dead,psf Width,ft Load,plf Load,pg. Load,plL Roof Loads(not including Snow) 16 sf 15 psf 0-00 ft Roof Snow(onl y) 25 sf 0.0011 Deck Loads 60 sf 10 Psf 3.25 ft 195.0 lb/ft 195.0 lb/ft 32.51b/ft Floor 2 Loads - -Floor Loads 40 sf 10 psf 0,00 ft - - - Wall Dead Load 10 sf 0.00 ft - Other'psP load and trib.width - Additional'plf Unit Live Loads. Descri Additional'plf Unit.Dead Loads. Descr' o t'I Roof pitch for LL Red'n Beam type for LL Load Subtotals 195.0 lb/ft 195.0 lb/ft 32.5 IbRI (fir Total Adjusted Uniform Loads WL= 195.0 IbM wo= 32.5 Ib/fi 0.0:12 as mnrr thane Combined Total Uniform Load wu= 227.51b/fl 4x And Smaller(Lumber) 5x And Larger(Timbers) Lumber Material Timber Material lycwfL 14 lan,ht/kxrel Lumber Grade I No 1/No d Timber Grade N.,l - f Acceptable Solutions Acceptable Solutions (4)2x10 6x10 Lis[properties forwhat (3)2 x 12 4 x 14 8 x 8 size lumber? 4x 12• + 10 x 10 SK W1=15.51 List properties Fb=816 Fv=144 Fcp=625 E=1520000 S01M=8-12 forwhatsize? 6x 12 1 Fb=1040 Fr--136 Fcp=625 E=1520000 Glued Laminatod Member&(GLBI 2.2E Parallam PSL Glulam Grade z4F-ve(Of pi) 3-1@"x 9.1/1" 7"it 9.114" Acceptable Solutions 5-114"x 9-1/4" 31/5"x 9" 51W-x71/2" Siff Wi= 18.5 List properties List properties forwhat 3 1/2"x 9" 6 3/4"x 7 1/2" forwhat size? I7"x 11 V4' �Fb=O Fv=O Fcp=O E=0 size glulam. 5 118"x 7 1/2" 8 314"x 9" I-LOVOI,Till �S Yr.II yAr V Web - Fb=2400 F-265 Fcp=650 E=1800000 Fh1=1850 Self Via=36.4 Stiffeners? - 2.OE Micrallanl LVL-Multt-plv (List properties forwhat 1-3/4"x 11-718" (3)1-314"x 7-1/4" -- - - size LVL7 (211414"x 9-1/2" (4)1-314"x 7-114" (211-3/1'x 11-7/6 • Fb=O Fv=O Fcp--O E=0 Ss W1=7 4 2.0E Microllam LVL 1.55E TimberStrand LSL List properties forwhat 1-314"x 11-7/8" 5-114"x 7-114" List properties 1.314"x 11.715" (3)1.39"x 9.112" size LVL? 3-1/2"x9-112" 7"x7-il4" forwhatsize? 3.1/2"x 9-112" 44r x I1q/s' + Fb=O Fv=O Fcp=O E=0 SN VVL=7.4 tf1h t-3/4'x 18' • Fb=0 Fv-0 FCp-0 E-0 #N+A Final Member sawn wow • Final Member Results _ Final Member:6 x 10,DOUy18S Fir- Bending Overdesign:33.9% Material Library �crom.nwoly wx.ae..ntn4. •I Larch(North),No.1 Shear Overdesign:235.1% Final Size: 16.,o -• Deflection Overdesign:90.7% Min.Bearing Lengths;=1.50 in.(Left) .=1.50 in.(Right) Use Ceedltteee Selected: Bearing/Buckling Overdsgn:N/A Vert Dlff(approx): 0.00 ft True Length(approx): Press Trtd. Final member OK by: 33.9% Actual Member Size:5.50"x 9.25" 13.00 ft Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case d.a4teaaer« Maximums @:_Syl!t Max Positive Moment:5,075 ft-lb 6.50 it Main Span Live Load: 1,268 lb 1,268 lb Max Negative Moment.0 ft-lb 0.0011 Mains an Lateral bracing Dead Load: 294 lb 294 Ib Max De sin Stwar,1.376 lb 0.00 f1 Main Span Total Load: 1,562 lb 1,562 lb Main Span Max DavIng i 0227"/0.280" 6.50'/6.50' Main/Main Live Case Causing Max N/A N/A Deflection(Live/Totafj Male Span Max Upward Calikc 1o, 0.00 01,/0.000" 0.00'/0.00, Main/Main Minimums R,_Lef R,-Rkill (Live I TOM Live Load: 0In 0lb Cant.QM Defl.(Live/TotaQ:N/A N/A N/A Wxl rayet.eyn 0.6 or 1.0 Dead: 176 1b 176 In Capt.UL DollOva ITWA:WA WA NIA eendirtg aee�n: Net Reaction 127 Ib 127 Ib Req'd El,Not Incl.Self Wt.:2.592E,01) Actual El: 5.51 E+08 0% Live Case Causing Min N/A N/A Approx Self Weight:12.76 plf Appoax Tot.W.:166 lb swe lod Maneoc MIA Calc'd Bea Le tfA; = 0.45 in e =0.45 in 4.125 ft-I Deck Beam.Asm 25 Rindley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C13w_ SIRUCTIQN knnonam:Top aM bonom must be lalcaey auppoded at euppode and al 4e max.W-h.oy-badnlp not eonaNerad.Comment win 201510C. O �� NI dagns-W be cM1e-by a competent pmresab,al.M users shag compN wid,Stale Enb-ng Law.h1.,and I or deadl cen result 1..improper use of IM1is protlucl. Job Na1M: 730E HavAcsview Beam I.D.: Cantlevered Floor System Beams Load and Span D lag ram pn(To seek.Pneh,6a nor.born,) 350 .dlaffa}O.: 300 250 Main Span,L a 4.50 ft 2oo Main Span Max.Allowed Live Defl:L/ 480 ail h [Im Main Span Max.Allowed Total Defl:L/ 4D0 •oil h g 50 Cantilever(Overhang)Usla? 0 J.5 1 2 a 4 5 a ] Right Cantilever,CRa 2.00 it -1 oft Cantilever Max Allowed Live Defl:Cn o.o�F -15o span(e) Cantilever Max Allowed Total Defl:Cn 240 •c.1on Pilch if Sloped: Load Duration u.eI00 Loads From Continuous Member? Na t� Add Self Wl.? Yet Q tr press Treated? Wet Cord? Temp Cond. For Wcod and P Sawn Member Repetitive Use?� Glul-ams Only: no aeg ra r.. Uniform Loads Over1 YF�ull Length of Member Tributary Uriform Live Reduced Live Uniform Dead AIMUN Load Red'n? l� Live a} dmdd .1 WWWIM-M , Load,pit Load,plf. Load,pit. Roof Loads(not including xatow) �Of OAO1 - RoofSnow(= MooitDeckloeds 10 sf 0.000Floor2Load.Floor Load 10 psl_ 1.33 ft 53 31b/ft 53 3 Ib/Ft 1131b/ft Wall Dead Load 12 psi 9A0 it 106.0 lb/Ft Olher'psr load and trib,v4do, - • Additional'plr Unif,Live Lords, Desc.;pn.yrl Additional'pir Unit Dead loads L�rsc. n�a v'1 Roof pitch for LL Red'n Beam type for LL Load Subtotals 53.3 Ib#t 533 Ib/ft 121,3 Ibflt Total Adjusted Uniform Loads wL= 53.3 Ib/ft wp= 121.31bAT 0.0:12 alPmarueaml Combined Total Uniform Load VA,- 174.7lb/ft Partial Uniform Loads On Main Span Only Lh i Load,aJ Dead load.m Tnhulary vAdd1. I.-Load.ax pcad Load.M CorWd Load.all Start Point.ft End Point.1L Partial Losd 40 n.f 10 Pat 2.360 95.0lb#t 238 Wit 118.E Ib#t 0.00it 4,50ft Partial LoadB - - Partial LpadC Partial Load D Descri Partial Load E Nato:Start and End Points Meaty ed FoamLaO 4x And SmaOar tLumharl 5x And Lareer(Tirnberel Lumber Material a>qur r,.t•ornn TI1Mxr Material Im r.-um.rno,mi Lumber Grade wa tJi a 7 .� Tint-Grade Ise I Acceptable Solutions Accoptable Solutions Ixd 1412.4 2Y4 3x5 List properties forwhat 32x4 4x4 size lumber? ar It Slf Wt=15.51 List properties for Fb=1020 Fv=180 Fcp=625 E=1600000 SIf Wt=8.12 111to? 4•V Fb=1300 F,a170 Fcp=625 E=1600000 Glued Laminated Mombara(6L61 2.2E Paraliam PSL Glulam Grade i.v,,cr,rv, 3.1R'.94N" T-.9.114" Aecaotablo Sotutlona 5.114'x 9414" 31W.x6" 5112"x6" Sir Ww 18,5 3 112"x 8" 6 3141 x 7112" Lis[properties for 7.11 List properties f-,4mt Mat size? I V4' Fb=2900 Fv=290 Fcp=750 E=2000000 fiaa r7 5 1/8"x 6" 1 6 314"x 9" kunLu 1 w..it .1 Web 11-718"TJI I L65 9-112"TJI Ito Fb=2400 Fv=265 Fcp-650 E=1800000 Fbt=1850 Self Wt=36,4 Stiffeners? 16"TJI I L65 9-112"TJI 210 2.0E Microllam LVL-Mulll-tily Mf .1 16"TJI IL90 9-112"TJI 230 U.tprO ft forwhat 1J/4"x 5-1/2" (3)1-314"x 5-1/2" 1 14"TJI H90 11-718"TJI 360 7 (2)1J14"Y5.1Q'- 1 (4)11a14"x5-1/2" 1/11-3/e•naa' Fb=2600 Fv=285 Fcp=750 E=2000000 SIf Wt=7 4 n1 LVL h r trand S Lis[grope reestorMat I "..x 5-112" 5-1/4"x 5.112" Lietprop., lot 1JN":9.1/7" R11.314"Y9-112" aue LVL1 3•1/2"x 5.112" 1 7"x5-112" wfialsize7 3.112'x 9.112" 1-4P.1,.1a' -2600 Fv=285 Fcp=750 E=2000000 SI(W=T4 In rl`4'.a' • Fla-2325 Fv=310 Fcp=600 E415SON #WA Final Member Results Member l4wer10.sK l� Bending Overdesign:1303.3% Final Member:1-314" x 11-718", Material Library Microllam 2.0E LVL Shear Overdesign:762.4% Final Size: fI.1/4-40.7/a- .• Deflection Overdesign:2385.3% Mr.Bearing Lengths:=1.501n.(Left) .=1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Ven DiB(appro.): O.00ft True Lergth(approx): Final member OK by:762.61A Actual Member She:1.75".11.88" 6.50It Controlling criteria is: Shear ReactionsLocation Live Case maximums RiLeft R,-Rioh1 ateY Poaleva Memos 036 n4b 2W0 6119,Spec Live Load: 334lb 4641h Max Nogaom 1.wmon-ml ft4b 4MIt On Cant #WA Dead Load: 82 4Ib 65211, AYr D.WilirwSMa 75/M 4.500 ge! Total Load: 6171h 1,116 DatNceen 0,003"/0.005" 2.25'/2.16' Main/Main 1h 1AW Spon Max t?fld!6SYy Live Case Causing Max Main Span Both (Uva rToWI Main Span Max-Upward Deflection0.000"/0.000" 2.61'/0 00' Cant-/Main (y�'Imums R. � (Live/T Live Load: 24Ib 130lb Coat amail Nit ILK./Toiafr 600Y 10,001" 65Plaw QV&1Cmt 06or1.ODead: 149lb 3201b Crd- Dell /To111 do04"1o.00,S 0.50/650' Main/Main I v„apy a_ Net Reaction 1661b 433Ib Req'd El,Not Incl.Self V&1.937EW AMel El: 4.88E-08 I #N/A Live Case Causing Mn On Cant. On CanL Approx.S401,*4 t&10 pIf Approx Tot VA:40 lb aloxaaaornanl: MR Caled attannii L000ft- a 047.n oft •045.fa #N% Cantilevered Floor System Beams,xlsm � . .y r `• )• 26 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C 31V5 RUCT1 NCALC oP�o�'" `�wq"+n Tnpand bosomm 164 IN•sb.MMaMr.rsr =n1014Anv..Irhma.0,Ie'r1.1.ar M�1.C.,"Wwo.role Be -� AI aesigre-W be P.,kMbrawae•YrapWNWaI Nrw•n rMrr•nalrrle,:LY[rq:e•nq taw tnry.M nmde.wunr.•Mnnmmw.n•r w••IN•nwwzl Job Name: 1308 Hawksview Beam I.D.: Cantilever Deck Joist Support 250 Load and Span Diagram(Not To swla.Pncn AaM.ml snoxn) Other ado.: 200 Main Span,Lm 16,75 f[ 150 0100 Main Span Max Allowed Live Defl:L I 480 04rIn a so Main Span Max Allowed Total Defl:L I -4l0 .oArw o 0 Cantilever(Overhang)Exists?"o 1 -50 2 4 a e 10 12 14 16 t9 20 00 Pilch'Ski Sloped: 0,0:12 150 Load Duration fAelDll Span(a) Loads From Continuous Member? µe Add Self WI.? yes No For Woad and Press Treated? Wet Cond? Temp Cond- Sawn Member Repetitive Use? Glul-ams Only: Aelrywlll.alra q Dry ;3 Ilbodpl ai- �I Uniform Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead Atcr Live Load Redo? I`_ Lkm sf Oead f "11 III Load,plf Load,plf. Load,pit. Roof Loads(not including sri 16 sf 15 sf 0.00 fl _ - - Reof Snow(onty) 25 psf am n Deck Lood 00 f 10 P9 0.00 If - - - Floor 2Loads - - - Floor Loads 40 list 10 psf 1,33 fl 53 3lb/ft 53 3 Ib/8 13 3 Ib/ft Wall Dead Load 10 psf 0.00 f1 - Other'psF load and Into th - Addilional'pIP Unif.Live Loods. Addilional'plf'Unit.Dead Loads. n•,s<da 1 Roof pitch for LL Red'n Beam%"for LL Load Subtotals 53.3 Ib/N 53 3 Ib/ft 13 3 OR pAtn Total Adjusted Unifoml Loads 'A= 53.3 Ib/It we= 13 3 Wit 0-0:12 MdharW- _w: Combined Total Uniform Load w„= A,I Wm Partial Uniform Loads On Main Span Only Uw Load.list Dead Load.Ps t T°Uulaft v,Mth. Live Load-oy Dead Load.pit Conlb'd Lood.fdf Stan Point,tL End Point.a- Partial Load A 40 1 10 list 2.50 R 100 0 Path 25 0 b/ft 125.0 it 4.750 14.75 R Partial Lead B - Partial Load C Padial Load D Descd he o bona - Padial Load E o+�e"orol - Note.Start and End Palls MemufCd From Left Smilmd 4x And Smaller(Lumbar) 5x And Larger(Timbers} Lumber Material tim"ra cormf4ea-4 Timber Material tnµ..t.trd,rhrn4 Lumber Grade rx.I/Ae2 Timber Grade not Acceptable Solutions Acceptable Solutions 4)2.12 6z 12 List properties for what 1312.14 4.16 B x 12 sae lumber? 4tl,' '• 10 x 1 2 Sir Wt=1551 List properties Fb=1020 Fv=180 Fcp=625 E=1600000 SIFWI=8.12 forwhatsae? n•12 Fb=1300 Fr-170 Fcp=625 E=1600000 Glued Laminated Members(OLBI 2.2E Parallam PSL Glulam Grade kV.V4Avptf Y712'.14" T";11.1A1" Aoeeotable Solutions s.v4 .11•vb" 31/8"x 131/2" 51/2"x 11 718" Sa tM=18.5 31/2"x 13 1/2" 6 314"x 10 112" List properties r•1+1 List properties for what for what size'+ Fb=2900 Fr290 Fcp=7lf0 E=2000000 size glulam? 5 1/8"x 11 7/8" 8 3/4"x 9 112" Is%1-.ti for - Web Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Self W1=36.4 Stiffeners? 16"TJI I L65 2.0E Microllam LVL-Multi• >ra 16"TJI I L90 List properties for what (3)1-314"■11-718" 14"TJI H90 ills LVL1 (2)1-314"x 14" (4)1-3/4"x 11-718" ',{'1'7ta-.t'-t•3'• Fb=2600 Fr-285 Fcp=750 E=2000000 SIF Wt=7.4 0• ICrollam LVL 1.55E TlmberStrand LSIL Lis[properties for what - 5-1/4"x 11-7/8" List props properties 00 LVL? 3-1/2"x 14" 7"z 11-7/8" for what sae? 7•t/2"a 14" 3.1/2'zll•]A•- Fb=2600 Fv=285 Fcp=750 E=2000000 SIf W1=7.4 lid r y1'r Ia' Fb=2325 Fv-310 Fcp-800 E=/.550000 aW Final Member fvf Final Member Results Final Member:5-1/4" x 11-7/8", Bending Overdesign:233.8% Material Library cl.ao,a rrom ax pr<,oloxm T,xa Microllam 2.0E LVL shear Overdesign:769.5% Final Size: s-rla•rn tie- Deflection Overdesign:38.4% Min.Bearing Lengths:-1.50 In.(Lea) .=1.50 in.(Right) Use Co"Itlons Selected, Bearing/Buckling Overdsgn:N/A Vert pill(approz): O.00 ft True Length(approx): Final member OK by:38.4% Acbld M rnt-s1m:515"a I I.88•' 18.75 It Controlling criteria Is: Deflection Reactions Final Member Additional I iformationLocation Live Case S'�narGdEtl Maximums RiLeft R,-Riahl Me..Pos4ae Monord 8,022.11-11, 9.56It Main Span h'o"� Live Load: 980Ib 1,020 lb Marc b1i Mormon 0h•0 Moo a MaYl Spas #wA Dead Load: 4171b 4271b W"Des nSiwar.1446N 118.76It Use Spas Total Load: 1,396 It, 1.446 lb Main Span Max.l 0 243"/0 339" 9.38'/9.38' Main/Main Live Case Causing Max WA TA Deflection(Live/Total) Main Span Max Jaward Rellecten 0 000"/0.000" 0.00'/0,00' Main/Main Minimums RiLeft R,-Kiehl (Live/Total) Live Load: 0 Ib O in Cant.QM Deft L(M/Tolet)WA N/A N/A C9.1Ly9,i9yl 0•6 or 1.0 Dead: 250Ib 256 Ib CAN.Uli(kM1 t"I Totes WA WA N/A Bending Red',: Net Reaction 147 Ib 153 Ib Req'd El,Not Incl Self VA.9 491E-08 Actual EL 1.46E+09 #N/A Live Case Causing Min WA N)A Approx.Sea NM1gN 18 30 pit Approx Tot.WL:343 Ib All-M.-I: Mar Cali Beal La Bs -0.3.1 it Lea =0.77N #N/A Cantilever Deck Joist Suppod.Asm a 27 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C..NS RLK 1_IOMCALLS 101l16lTTop anbbonomm by.e latemllysup-m al suNa at4M1mae In enalc DynamcloabmB not wnsiazretl.1h-al-3o`1s�BC��m- �V •�• PI4es'gns sM1ouN ba cM1ecketl by a competent prolessional AI users shall wmplywlM1 Sale EnBinzenaB taw Flury antl/or tlealF can recall Irom-op-zed Nis pratl Job lltma' 730E IHVMSNew Beam LG.: Back Deck SC43 Fleatler Load and Span Diagram Iwl Tole P.-zany na stlovnt Olharblf0.: I.- l'oea B Main Span,L= ft40R _eeea0 Main Span Max.Allowed Live Dell:L/1I-� �{ a aro Main Span Max Allowed Total Dell:L/L__J.olsa Bzoo CRelevsrl0. �91Eud1w1 ° -200 t ) 3 4 5 e ) 9 Pitch ff Sloped: 0.09 '100 aaa s Load Duration lw.10) - � paial Loads From Continuous Member?IA. Add Self WL? QYe Qaa F«y Press Tmeled? Wet Cond? Temp Con. Sawn Member Repetitive Use?I G.L.-OnN:w.e•u e.•r • Dika x•.4 s.a Uniform Loads Over Full LenOdl of Member Tributary Lhiform Uve Reduced Lion un aun Dad Ahplh•Load Radn? Live.i d Goad ff %1h R Load,p6 Lead,pR. Lead pll. Roof Loads(notincluding snow) t0 O /5 elf ].00fI 45.0 Ult Roof Snror faNy) j$py ]Ae 4 7501W11 750 Wit Deck LaW 60 W 10 Did 0,00R - Floor 2 Load. Floorload. YO 1 to Did i O.00R - - WallDeadLoae IQ ad 1 0.000 Other'psl'load and 1db.WMd1 _ Addieonal'pll'Unif.Live Lolda a.., Addhional'plf'Unif.Dead Loafs. 1 Roof pitch far LL Redn Beam type to LL ^ Laod Sublelals 75.0161R 75,01b1R 45.0 bIR Red% Total Adjusted Uniform Loads cal= 75016I11 w0= 45.0 Vft 0.0:12 ---sw Combined Total Uniform Load wv' 72o0b1R C4nteellatad(Point)Loads Into Lernlb Tr L".lus Mod, Point LBadA 15 psf 10 psf - xA• Point Load G xB Point Load oebcrigim,a pion 1,38E Ib 1,300lb xc• 300 it Point Load D Deacripl'.n,Vq to. Point Load Descdptiml, ion .B• Point Load Da-pm viw IN Point Load G Doscdpion,odiap Yo= Point Load DaacdplFn,elFn ry• Note:talent M.a.uled From Leh support Partial Uniform Loads On Main Span Only Um Loll psf Dead Load sail Tribute the Load.o0 Dead load dt C.emDd Loaf SpenPe41L EnQPLNIq ,dm It - PanialLoadA 26 al 15 ( 1S50n 4625 b/R =5Ib/R 74o0bm 16ob BOOM Partial Load Partial Load C Partial Load❑ _ose.yo.gpril, Pared Load E pecv 'rn Now:SW Bad End Pant Meaa.ed From LenS n 4x And Smaller 1ltmbarl S.And Lerpar ITindle-I Lumber Material .'.a-' Timber Material �e.�e....•Je Aeeea Lumber Grade 1.•I•F/ Timber Grade al,l Acceptable Solullens �yeplable Solutions fe/) Lis pr pertm.for canal - b.ber7 1,HQ• . to,to 9W1.Is.5) Fb=1020 Fv=780 properties F - c 625 E=1600000 Sdvyl---812 List V- forwhal sizeT "I� •� F6=7300 FK170 Fcp=625 E=7600000 Glued Laminated Mambas 101.81, 2.2E Parapam PSL Glulam Grade .//.iH• Tae"1N' Acceptable Solutions a•w-.t•1R` 11T.1177r o1Q'.f fn• Slf Wh Il4 List properties far what )U7Ys11TW oaN•.1' Iar"ahalpM T.11-IN' 11,=2900 F1290 Fep=75I E-20M Sze gblam? 8ur.suY' I 81W.1- or'll pY• Web Fb=2400 Fv=265 Fcp=650 E=1800000 FM=1B50 S.V Wt=3&4 $MIaMIaT • (, f.- List properties far what 1 '14' ())t il4^:!-LI• 1_� dze LvL? RI 141041".if•711'1(4)tie•.hM' M r;rr,-A Fb=2600 Fr-265 Fcp=7W E=2000000 B6 Wf-7.4 . en1 Us PaNewas far whet 1JI4"x14" 1 6-114"x9-1/2" Usl properties who 14W."drar W.lYl7 )•I/Y i11-7/8" 7•39.1W for whatsbe? YO)`x/1i✓1• Fb=2600 Fv=285 Fcp=750 E=20W000 Stl WP7.4 19"I-XV0111. Fb--MM Fv=310 Fep.800 11=1550000 RYA Final Member s,..�w..x Final Member lMulle _ Final Member:6 x 12,Douglas Fir. Bending Overdesign:31.3% Material Library�naerra.Al/.n aat•.e+ �� Larch(North),No.1 Shear Overdesign:114.3% Final Size: 4,t) Deflection Overdesign:5&9 b Ua,f111V Lkq-t-Lla h.It.tl ,e L0le.W91e1 Use conduit...Selected: Bearing/BucMing Overdsgn:NIA wnonpff-1 coot Tm.L.ngrh PPple.T Final member OK by:01.aU M.a.-pia.a60'.11.24' e.fae Controlling criteria is:Bending Rexllen. Final ae,IYa Locate the Ca Mad se nurra R. R R ,•fe.N MaK P.siehe Abmery 4,670e4 321e MlelBpn films U.Load: I'M No 2.410lb M.. AMns,lt 6Aa awe --4-- Dead Load: 7488b 11,6831b Max 0.90 %E�MI Sh-XMIN, 7.Tee M. - Tolel Load: 3.378 lb 4,094 He Main Span Max pe 0067'l0.101' 4 0013l12 Main/Halo Los Case Causing M a3 WA WA DelkcU.n JLMa/TWIT Main Span WK MWI9 0000"/0.000' 0.00'I0.00' M9nlMbin Minirnlrra RiL. IL.&M Delleceon(Ne/1g1bIl Ule Load: O Ib 0 No eele Wa 0.111.DAe I TWD WA WA WA 06 or 1.0 Dead: 1066D 10101b 5 IT WA WA WA g Net Reaction 1.029 to 913 b Req'd EI,NotD.1 ILM ntl 6.81M.'.64p)8.08 Actual El: I44Erp1 Ba Orb Live Case Causing Mn WA WA Appre.Bar tMrlgH 15.60Ia A ..TOL VIA:124 b aee..u.... Motcakfd BY •0.9se1lerl •I nlanowfi 847R- Back Door SGD Vlmder.ksm 28 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 C; 04S RUCTIONCALC Iny)prlanl:Tcp are eoe+rew Oe Wergr eXpxMO M exppgts ue.14e mn,emrwb�K Ir4q r.xcenWeeea Compliant xiN 20151BC -� AI d,9gns should be checked by a ee.'e{.e4•C pe!eWenel N ram..IY/eurtAr xqr StAt Eigm-V la b"and I w dwn m.A hens engtegef w aft.pnd A Job Namo: 7308 Hawksview Beam I.D.: 6'Wntlow Header Load and Span Diagram(tU To scale.Pitch,Oany,not shown) Other Info.: 8 1,00 - o6 Main Span,L=. O.00R 600 Main Span Max.Allowed Live Defl:L/ 480 0.15 in 3 400 Main Span Max.Allowed Total Defl:L/ 480 =0.15 in v 200 Cantilever(Overhang) ttta7 -200°6d J 1 2 3 4 5 7 Pitch if Sloped: 0.0:12 Load Duration lr-100 Span(ft) Loads From Continuous Member? No + Add Self Wt.? yes Q No press Treated? Wet Cond? Temp Cord, Far Wood and p Sawn Member Repetitive Use? GbLams Only: Net prep 47Yaa +. 1Dry 1bJ dd7f&les ICI Unl(g71t1 Loads Over Full Length of Member Tributary Uniform Live Reduced Live Uniform Dead AbWLive Load Red'n? yes -,+ Live,Pill Dead,ps( Width,ft Load,ptf Load,p8. Load,pit. Roof Loads(not including Snow) 16 sf 15 psf 20.50 ft J - - 307.51h/fl Roof Snow(only)LO 25 sf 20.50n 512.5 lb/ft 512.51b/a - Deck MS 60 sf 10 psf 0.00 ft - Floor 2 Loads - Floor Loads 40 sf 10 psf 0-00 ft - Wall Dead Load 10 Psf 0-00 ft Other'psf load and trib.width - Additional'plf Unif.Live Loads. Descr 0 1v Additional'plf Unif.Dead Loads. Descr' o t'I Roof pitch for LL Red'n Beam type for LL Load Subtotals 512 5 Ib/fl 512.5 lb/ft 307.5 lb/ft Red'e Total Adjusted Uniform Loads wL= 512.5 lb/ft WD= 307.5 Wit 0.0:12 lft otnw beams + Combined Total Uniform Load Wu= 820.01b/ft 4x And Smaller(Lumbers 6x And Larger(Timbers) Lumber Material I Dau*5 FlrLwh(Nerth) 1. Timber Material Weglas for-lurch tNodhi 4� Lumber Grade IWI/ate.2 Timber Grade INn.1 Acceptable Solutions Acceptable Solutions (4)2x6 (2)2x 12 3x12 6xa Lis[properties for what (3)2 x 10 4 z 10 size lumber? 4x it Sit NA=15.51 List properties Fh=1020 Fv=180 Fcp=625 E=1600000 S8 WL=8.12 fortxlYll aize9 bxk Fb=1300 Fv=170 Fcp=625 E=1600000 Glued Laminated Members(GLB1 2.2E Parallam PSL Glulam Grade ear-va 10rn + 3.112"x 9414" 7"x 9.1/4" Acceptable Solutions 5.114"x 9-11V' 3 Will x711P 51/2"x6" S8WL= 18.5 List properties Lis[properties for what 3112"x7112" 63/4"x 71/2" for what size? TxIl�V4' + Fb=2900 Fv-290 Fcp=750 E=2000000 size glulam? 5 118"x 6" 8 3/4"x 9" I-Level.Till s WC is wir Web - - Fb=2400 Fv=265 Fcp=650 E=1800000 Fbt=1850 Self WL=36.4 S1Hloners� - 2.0E Microllam LVL-Multi-p)v List properties for what 1-3/4"x 9.1/2" (3)1-314"x 7-114" - - size LVL? (211-3/4"x 7-1/4" (4)1-3/4"x 5-1/2" - Gl I-AW I0-11'' + Fb=2600 F-285 Fcp=750 E=2000000 Sit NA=7,4 2,0E Microllam LVL 1.55E TimberStraud LSL 1.V4"List properties forwhal List properties x 9-1/2" 8-114"x 7-IN" 1414"x 9.112" (3)1,VV'x 9-ir2" size LVL? 3•i12"x7.114" 7"X&112" forwhal size? 3.1I2"X9-112" 3vT aa7w- + Fb=2600 Fv=285 Fcp=750 E=2000000 Slf NA=7.4 LY t-3/d'x 1� _ Fb=2325 Fv--310 Fcp=800 E=1550000 #N/A Final Member saaemm weal + Final Member Results Final Member:6 x 8,Douglas Fir- Bending Overdesign:36.o Material Library �clmweeaealww..ae.am fn. +I Larch(North),No.1 Shear Overdesign:137.1% Final Size: 16.o Deflection Overdesign:91.7% Min.Bearing Lengths:=1.50 in.(Left) .=1.50 in.(Right) Use Conditions Selected: Bearing/Buckling Overdsgn:NIA Vert Diff(approx): 0,00 R True Length(approx): Final member OK by: 38.0% Actv+l Mareher She:5.600 x 7.5e" 6.00 a Controlling criteria is: Bending Reactions Final Member Additional Information Location Live Case 91K4Fg Maximums R,-RhN Max.Positive MomenL:13,737 ft-lb 3.00 ft Main Span r Live Load: 1,538 lb 1,5381b Max Negative Moment Oft-b 0,0011 Mein Span Lateral bracing Dead Load: 9541b 954 to Max Design Shea[1._72b 0,0011 Mall Span Total Load: 2,491 Ito 2.491 Ib Main Span Max.Downrmird Deflection(Live 0.048"10.078" 3.00'13.00' Main Main Live Case Causing Max NIA NIA 0.� 9 Mahn Span Max Upward Delkchan 0.000"/0.000" 0.00'I0.00' Main Main Minimums R� R,-RrotA (Live/Tola� Live Load: 0h 0lb Cant.C47aL Defl.WvelTotaq:NIA N/A N/A will Md.Bratlfo 0.6 or 1.0 Dead: 572 Ib 572 to Cant. Deft. w 1 TOr-",/A WA N/A aseding Redn: Net Reaction 5541b 5541b Read El,Not Ind,Self Actual El: 3.09E+08 0Live Case Causing Min N/A N/A Approx Self Wbi Approx ToL W[.:fi2 lbMin.Caled Beal La >•0.72 In 2.773 N-lb 6'W irdow Header.Min 29 Bradley Engineering,Inc.811 Yew St.Bellingham,WA 98229 s UCVMCAL Y11 �/v�`'1,� L4gtfyigOwbor.l�uor.rrryarpsUprwrwa.rrl s-nrw rwrw4 byrsb.rroro�asa.,•e compamwu,cols ec �i�" 4«.wwu3wu•ew Mewrw•wrwl.waAfr.rwoagrrne.@r•.ryu.rwrw)ra.w•.nn.ar.wnr.wrY.rxlq 1/ T SI Job Name: 730E HavN¢New Beam LO.: 6 Order W Mow Reader Lead and Span Diagram try To soak.PRch n any not sno.nl 00 pltl.r I.lo,; 1,200 Main Span,L• 6.00 _a.eoo Main Span Max,Allowed Live Dell:L I 60D e.U• <ro Main Span Max.Allowed Total Dell:L I �•e.4'. 200 Cantilever(Overhang)EAM? zan 1 / 3 r / 7 Pitch if Sloped: OA'I2 �00 aae Load Duration )w r.m span 1n1 Loads From Continuous Member?w Add Self Wt? bra Qe. Far W.OdaM Presslf-led? Wet Cenci? Temp CaM Sawn Member Repetitive Use? [*'Lams Only: Uniform Loadt Over Full Length of Member Tributary Uniform U1e Reduced t-a Unirorm OeN A/zr Live Load Redn?O Lire rf DOad,p+T VAd61,R Load,pH Load,fill. Load,fill. Roof Loads(notincludingiune 16 d /S rid ].00N - 450lb1fl Roof 8rlow(01l11t) 25 W 1000 75.0 Wit 75LO'Wft - OeckLaedo 60 Pitt 10 P.1 0,00" _ 1`1eor2 Loads Floor Load,c_0 tOEN 00011 - - Wall Dead Lead 10..1 - 0.0011 - Other'psf'load and trih p1Ab - - Addidonal'pll'Unit Live loeM. o... . 1 Additional'pll'Unif.Dead Lee&. Roof pibh for LL Redn Beam type for LL Load Subtotals 75.OiNR 75.0 b/n 45.0 1111R neon Total Adjusted Uniform Loads w1• 750bit wo= 45.0 11111t 0.0:12 ---- Combined Total Uniform Load wu= 120,a bin ConcenIreland(Paint)Loads ?U§.L9flN4 e T' II Lttg_B1S P_ddad.IOt Point Load Al 15 psf 10 psf - Point Load 6 xe Point Load Dwdpio W-i 1,30Eb 17300 lb xc 2-50 it Point Load D D.-i'tb.,,III.. Point Load E D.r fgon,.pitm Point Load F -6,xion xxiim xF Point Lead Desodpion,opion xc• Point Load H o.a.dpion,owk. Note.Loc~Miurk-A from Left Sideen Partial Uniform Loads On Main Span Only Tdb Sy rLgl'44ga�_ aPas+ FL2Q.CRm1 LMtS,93d.�tl Qt6Gl9Liil radh.nn lM lad.n0 Uo+d Lad ol{ Partial LedA 26�1 {6 16.506 4625 m1n znsmlfl 7400 m1R rL 2.00 600it Partial LoadA - Partial LeadC Partial Load D �O•••yggn_ _ Partial Load E Desc'iAkn, im NOre;Stan at EM Pdrda ArrteweJ Frem ten S 6z Mad 8rpa6er lLumbed Sir And Lerner(Tlmbenl Lumber Material .r0.•.....w..•'v Timber Matenal 1xw."••.-n...•r Lumber Grade N..'l..) Timber Grade Mal Acceptable 89lol{Ont Accontabb Solutions tx f0 rat. bid peptrw+b War 3at2 Iat• 1.4 size lumber? 4x12• lid proprties 10.10 SIIW=1551 e Fb=7020 Fv=1 BO Fcp=625 E=1GOW00 SrW-6.12 rnr Thal wa? 1-_=Fb=7300 F1770 Fcp=625 E=7(3000W Owed Lam ated Merrill/0L61 2.2E PamSanl PSL Glulam Grade )Auwido, -) d•Ir I"1M' 7'a/-tM' Acceptable SOblllpnt 5-11,x 9-114" 77A1";/• /1ra71p' Us l lxoperges Slf Wh 1a5 Lid rrrfrrae law,at 31VRw 8314"x]112" forvbatsl 7s r'I1.IN' .11 Fb=2900 Fr200 Fcp=750 E=20000W eW 1AAnd 51n"x7112" 93u"x9" v.l.TJI - 3 tlr.1'ra- Web Fb=240D Fv-265 Fcp=650 E=1900000 Fbi=i850 S&W=364 Stiffeners? 0 y I- m LVL-Muhl- U.properties for Wbal 1 taro.It-in, (3)tau•x].1I4" size LVL? Ill 1.Jr a/•tQ' feu^x7-114" dl t•LW.11 J.e' - FW4M f.•1/6 rW79a E=2000000 S0Wr7.4 bpi .r r Usip.perrWfer what 11-74- e-114"x7-114" Usl propertles 4.3N'atL7T t3)1.Mr.o.r apelVl9 3.1r S. )'.7-1u^ mrvthalsize? e•1rAe.trr .%TA' Fb=2600 Fw285 fep7lp E=20000D0 SR W=7.4 Jqlo.lkT Or fMzm r'310"Boo 1.155= Aw Final Member Final Member Results. s,,,,vmm Bending Overdesign:33.0'A Final Member:6 x 10,Douglas Fir gm Material Library J� Larch(North),No.1 Shear Overdesign:115.1% Final Size: e••e I Deflection Overdesign:96.3% Mln.eearhg Length.:=1.501n.(Leri) 1.0Iaitilli U..Cond)tle..eelaelad: Bearing/Budding Overdsgn:MIA wnoulapp...): 0.00R True Length lapp-1: Final member OK by:33.0°A Amal Aaaarrla.a: W0 I.W "On Controlling criteria is:Bending Readapts Fund A1•mber Addllbna hallandillark Locate" U.C. Ory�grgfApy MaA-- R,-Left R,-Rah 1 Max Posltite_AAa.rK 6.30 fl-lb 2.5011 Win/pe. f Uve Load: 1.5076 1,950lb Max 11,20,Main*0 R-b am It warrittildr, 111rrrd Dead Load: 1 2155 66 7 4031b Math i,2.000b Sbl It V-SW Total Load: 2.722 to 3.353b alb drain Mat Live Case Causing Max WA WA 0000.(llw/Tern 0.036'/0.1165- 30013.00' MAIn I halt Main Span Max ^r 0.000"/D006 0w IO.W MortMal. Mnlmwm RiLeM1 H•.NeM Deflection ilwa I yebft U.Lead: D No 0 b Cr'r ON&Daft n"r TgldL WA WA WA O 6.r 10 Dead: 842 In M2 it, CeL 1p.0.e naa r MA WA WA rwyw.r• Net Reaction 819 b 811111, Rea'd El Not l.1 Sri wl 3.tORE.0/ Actual EL 560E-06 Live Case Causing Mn WA WA App-SOVitipr 12 75 ptr Am-To[ VA:76 to Ah••I W'W ..'*d l •0.7eM IaA 0.ee 1nM, 5156R- 6 Oroar W Mow Fleader.xknt ' r 4. 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A w oOc F z uoaw, V5 Co. 3 � ❑ ❑ . a a F o ❑ ❑ ❑ ❑ ❑ ❑ z ❑ NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY PtAf�]PROVED PERMIT#: "L27 1 LOT#: DATE: 17 LC - Z( I�_`. JOB ADDRESS: 'j") (, C 1 k u V,- V I ( (o TYPE OF INSPECTION: (, yj ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR ' AT ' � ♦ Y p 9•111)1LDING DEPT. �O PLANNING DEPT. CITY OF ARLINGTON NOTICE 01 �j f p � TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY OAPPROVED PERMIT#: �'_2—Z LOT#: I DATE: JOB ADDRESS: --)? c "� TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION ST/-G- L 1 z - Uode/ c~ ue jf&NJLLS . THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DA ' Y p BUILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON _ C I' i NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED PERMIT#: LOT#: DATE: JOB ADDRESS:`-)E D(6 �� TYPE OF INSPECTION: j-� I--A jipi`l ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE /PlBUILDING DEPT. o PLANNING DEPT. CITY OF ARLINGTON • N 0 T I C E yx,\.►UAi'7u1,cktn a TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ ,DO'NOT OCCUPY APPROVED PERMIT#: Z��C� LOT#: DATE:411 V 1 19 JOB ADDRESS: TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$SO REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3SS1 ❑ CALL FOR REINSPECTION Fain I-I 1,1 1: . N Y�� ►2 �Lir r, ?' bt- THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DA 6 AILDING DEPT. 0 PLANNING DEPT. CITY OF ARLINGTON . H; . s u TO PERMITEE AND/OR OWNER O PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: 41 , I'll LOT#: I DATE: JOB ADDRESS: /j( ) -1 TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND - PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION: $50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION ti ne cis �'STIr s,P4Ce-l"I THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 'INSPECTOR DATEf BUILDING DEPT. M PLANNING DEPT. CITY OF ARLINGTON ,5 (,Ut,�v NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL Cl CORRECTIONS REQUIRED ❑ DO NOT OCCUPY �CY APPROV.ED PERMIT#: LOT#: DATE: JOB ADDRESS: 4 lat"Ok ,Viet u TYPE OF INSPECTION: 11 hk I�a h%`A ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE (PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION �Ie)Lw- V THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 9 `14�1 Av INSPECTOR DATY Q''BUILDING DEPT. //O PLANNING DEPT. CITY OF ARLINGTON t� °lY °^ RESIDENTIAL PERMIT APPLICATION y s Department of Community& Economic Development ® City of Arlington • 18204 59th Ave NE • Arlington, WA 98223 • Phone (360)403-3551 �1 G� 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: 7308 Hawksview Dr. Arlington Wa 98223 Plat: 00898300001100 Single-family ❑ Duplex ❑ Townhouse ❑ Addition ❑ Accessory structure Proposed Area: 1s' Floor: 1228 2nd Floor: 1619 Garage: 662 Total SF: 2847 Describe Proposal (include cross street): New single family construction going in on Hawksview Drive Gleneagle and near intersection of Harrow PL. Valuation: $550,000 Owner: West Edge Development LLC Address: 516 N Oympic 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 Mckinley License Number: WESTEED824D2 Expiration: 3/22/19 Received OCTI `� `�.. Ici 6/16LP Page 1 of 3 ' 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) i' Bath/Shower Combo (4.0) x 2 IJ Sink (1.5) x 1 Shower (2.0) x Lavatory (1.0) x 5 L Clothes Washer(4.0) x Water Closet(2.5) x 1 3 Dishwasher(1.5) x 1 �I' Water Heater x 1 I� 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 Y RESIDENTIAL PERMIT APPLICATION Department of Community& Economic Development '�iI�TG,sO 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: Furnace (80+) Model# GMVC960403BN AFUE 96% ❑ Heat Pump Model# SEER HSPE ❑ AC Unit Model# SEER �—r Type II Hood ❑1 Commercial Cooking Appliance LJ1 Hydronic Piping Boiler Solid-Fuel Appliance ❑ PV System UGI Fireplace Insert ,❑,/ Outdoor BBQ E! Storage Tank �—� Freestanding Stove 1Y1 Gas Piping L1 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 gr/�� Applicant Signature: Date.: 10/10 18 Print Applicants Name: Andrew W. Mckinley 6/16LP Page 3 of 3 I NOTICE -A" TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL 0 CORRECTIONS REQUIRED o DO NOT OCCUPY ❑ APPROVED PERMIT ILOT#: DATE: --7 JOB ADDRESS: TYPE OF INSPECTION: a G ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION AM THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 plo n /z 2 INSPECTOR DAT -1 BUILDING DEPT. DEPT.I PLANNING CITY OF ARLINGTON 0 6�,N 0 T I C E TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#: LOT#: DATE: JOBADDRESS: TYPE OF INSPECTION: kd4.� n ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK: MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. Cl CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE O Y ?11,UILDING DEPT. Cl PLANNING DEPT. CITY OF ARLINGTON ( - -NOTICE TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY : APPROVED PERMIT#: 2 LOT DATE:`i aj 1 JOB ADDRESS: 177 C, tU U . TYPE OF INSPECTION:1�:y(j 'A C) ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. Cl CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE 1141JILDING DEPT. O PLANNING DEPT. CITY OF ARLINGTON N 0 T I C TO PERMITEE AND/OR OWNER 0 PARTIAL APPROVAL CORRECTIONS REQUIRED ❑ DO NOT OCCUPY ❑ APPROVED PERMIT#:FAI - ZLj��( I LOT#: I DATE: . JOB ADDRESS: flA,AL ,\lle0 TYPE OF INSPECTION: gmtnyt +� ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. XCORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 ❑ CALL FOR REINSPECTION Q - THE ACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 1��o -7// Z/!7 - INSPECTOR 0DATE i Y O,p BUILDING DEPT. O PLANNING DEPT. r Y • CITY OF ARLINGTON , ,�, o NOTICE TO PERMITEE AND/OR OWNER Cl PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED ❑ DO NOT OCCUPY APPROVED < , PERMIT#Y 69�1 LOT#: DATE: JOB ADDRESS.-7 �i, TYPE OF INSPECTION: /► v h �- (1 ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION P4 z---�f-r u're m�L'� THE ACTIONS OR CORRECTIONS INDICATED ABOVEARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BYLAW MAYAPPLY. FOR INSPECTION CALL:,360-403-3417 INSPECTOR DATE r"UILDING DEPT. O PLANNING DEPT. '� ,,• CITY OF ARLINGTON /. O NOTICE � c_ ,.true r!lij o to -- TO PERMITEE AND/OR OWNER ❑ PARTIAL APPROVAL ❑ CORRECTIONS REQUIRED Cl DO NOT OCCUPY APPROVED PERMIT#: ' 2 LOT#: DATE: JOB ADDRESS: TYPE OF INSPECTION: ❑ NO PERMIT-STOP WORK-OBTAIN PERMIT:AND MAKE WORK COMPLY WITH CURRENT BUILDING AND/OR PLANNING CODES. ❑ CONSTRUCTION IS NOT IN ACCORDANCE WITH APPROVED PLANS AND PERMIT -STOP WORK:MAKE EXISTING WORK COMPLY WITH APPROVED PLAN AND PERMIT OR REMOVE IT. ❑ STOP WORK UNTIL AUTHORIZED TO CONTINUE BY INSPECTOR. ❑ CORRECTIONS LISTED BELOW MUST BE MADE BEFORE WORK CAN BE APPROVED. ❑ WORK NOT READY FOR INSPECTION:$50 REINSPECTION FEE(PER IBC) MUST BE PAID PRIOR TO NEXT INSPECTION. ❑ CONTACT INSPECTOR 360-403-3551 Cl CALL FOR REINSPECTION �11L)?rL LJAJ 0Cr2- rc,--,� THEACTIONS OR CORRECTIONS INDICATED ABOVE ARE REQUIRED WITHIN DAYS OR PENALTIES IMPOSED BY LAW MAYAPPLY. FOR INSPECTION CALL: 360-403-3417 INSPECTOR DATE /BUILDING DEPT. o PLANNING DEPT. CITY OF ARLINGTON . Permit#: 2229 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 00898300001100 7308 HAWKSVIEW DR VINE STREET 910 Undeveloped INVESTORS LLC (Vacant)Land 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 PM 07/31/2019 BUILDING Completed 07/30/2019 C09.FRAMING AM 07/30/2019 BUILDING Completed 07/17/2019 C09.FRAMING PM 07/17/2019 BUILDING Completed 07/11/2019 C04.PLUMBING AM 07/11/2019 BUILDING Completed GROUNDWORK 05/24/2019 R20.SFR/DUPLEX AM 05/24/2019 BUILDING Completed FINAL Underfloor and Shearwall C 19.PLUMBING AM 04/11/2019 FINAL Rough plumbing under slab 04/11/2019 BUILDING Approved approved 12/20/2018 R20.SFR/DUPLEX 12/20/2018 12/20/2018 BUILDING Approved FINAL 06/28/2019 R20.SFR/DUPLEX Approved FINAL 01/09/2019 R20.SFR/DUPLEX Foundation approved 01/09/2019 BUILDING Approved FINAL Foundation R20.SFR/DUPLEX Steel in place OK to double 01/08/2019 FINAL up panels. 01/08/2019 BUILDING Approved Call for Hold Down Inspection before pour 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 11/27/2018 Building Permit Payments Date Paid By Description Payment Type Accepted By Amount 11/28/2018 J Brent and Connie K Check#121843 Kristin Foster $6,218.54 McKinley Outstanding Balance $0.00 Uploaded Files Date File Name 09/22/2021 9741205-2229 Inspection-rough plumbing.pdf 09/22/2021 9741206-2229 Inspection-underfloor.shearwall.pdf 09/22/2021 9741207-2229 Inspection-framing(2).pdf 09/22/2021 9741208-2229 Inspection-Framing_pdf 09/22/2021 9741209-2229 Inspection-framing,pdf 09/22/2021 9741210-2229 Inspection-rough plumbing and mech.pdf 01/15/2020 6113676-2229 8-7-19IC.pdf 01/15/2020 6113677-2229 8-8-19IC.pdf 01/02/2020 6047216-2229 11-20-19IC(2),pdf 01/02/2020 6047217-2229 11-20-19 IC(3).pdf 01/02/2020 6047218-2229 11-20-19IC.pdf 01/02/2020 6047219-2229 11-25-19 IC.pdf 02/01/2019 4468180-2229 1-9-2019 Ins pection card.pdf 01/11/2019 4399824-2229 1-8-2019 Inspection Card.pdf 01/02/2019 4366853-2229 12-20-2018 Inspection Card.pdf 11/29/2018 4236266-2229 Issued Permit.pdf 10/19/2018 4066324-2229 Application.pdf 1- z" m Q o-0 -oul `jjaddany `9�OZ U lgfiu�(doo a W Z cW.> unisaa awon o�� w9 � OM3 -6Z (CSZ) .auOgd „—NIN.I—V91J -§s.1-11,°„a°Nl3lON, 111. � $am ° d8 :Aq uMeaQ dd c a°V,83 �TM1,,,IM°JpIItl,NI Ntl°NII.a.11ONoJ d�GNV'83OxIY,NINtl13tl 1IlONI°ieli,°sali»N3a 308N°Isa 3211 1 �ld, aw°ea, Ie ll°,3°.3J°°e,°,�.e°a°e,<,aal,°�.,°°°,e°,lld�. ° b/N :a}e4 uoisina� �; -d—...I o rg^ :ao ° sY Q";n` tl;, � �; # qof Q .��ro,sa�°�A,°�LL,��°,°�°Il�dl®�x 3s°3�1a°,d3w°la°3 °.°,s�J 1,„a�. n„9,l 8—L V8 Z :u e l d u IL 0 F� ° 34 Z y$'� .ii J3' O ry w nn 'i g ❑ { J w lu eZ � O 9 E �NN cm �� i � ~wzU S z �n�g og Q_"ma a Q 'mom �� x NuKo p \ ° Ip 3 m f ��0 `o �° Qu E Wg � �� O �a ° --- ❑ ❑ o °N pin Uas U u �Q�� ow EiTE 1Lza�wd w �aa�Qa d 'a)jb yp a\QIo�o U � cE�� E�m W � S v i� m 0-° E °m au4Qu� Qao �� 3_EW�W �ypJ494'11x 3 �o J=°_.po, aoio >u C r ~' �°� 1�- 6'.. /•ylNl y..L 9S i� 3 L�m ��'W4 _ �V m '!Of' `-v �mm � � ' Fp �rni Qz3xcQz � `. 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