Loading...
BLD2018-15571111111111 vf% of Eosl MOB n CITY OF EDMONDS 121 5TH AVENUE NORTH - EDMONDS, WA 98020 1 PHONE: (425) 771-0220 - FAX: (425) 771-0221 STATUS: ISSUED 05/17/2019 T Permit #: BLD20181557 Expiration Date: 05/18/ 20 `�\� L __—Project Address: 94TH AVE W, EDMONIK Parcel No: 00371100000402 101'� PROPERINOWNER. APPLICANT CONTRACTOR BRANDON & AMY LONAC PHILLIP "SKIP" DEHENNIS LITTLE GROUP LLC 19243 94TH AVE W 10016 EDMONDS WAY #C229 C/O STANLEY LITTLE EDMONDS, WA 98020-2552 EDMONDS, WA 98020 17006 37TH AVE NE LAKE FOREST PARK, WA 98155 (206)200-6895 (425)599-5381 (206)906-9181 JOB DESCRiFTION' LICENSE #: LITTLGL897BI EXP:02/07/2021 ADDITION OF NEW GARAGE, REBUILD OF A PORTION OF THE EXISTING UPPER LEVEL FLOOR INCLUDING THE KITCHEN, DININIGAND LIVINGROOMS. NEW ROOF DECK ABOVEGARAGEWITH PARTIALROOF COVER. NEW ADDITION OF AND REMODEL OF ENTRY AREA. PLUMBING AND MECHANICAL INCLUDED. VALUATION: $150,000 PERMIT TYPE: Residcntial PERMIT GROUP: 02 - Addition GRADING: N CYDS: 0 TYPE OF CONSTRUCTION: VB RETAINING WALL ROCKERY: OCCUPANT GROUP: IRC SFR OCCUPANT LOAD: FENCE: ( 0 X 0 FT.) CODE: 2015 IEBCARC/UPC/WSEC OTHER: ------- OTHER DESC: ZONE: RS-12 NUMBER OF STORIES: 0 IVESTED DATE: NUMBER OF DWELLING UNITS: 0 ILOT #: F-NISTING AREA BASEMENT: 0 1 ST FLOOR: 964 2ND FLOOR: 1637 ]PROPOS13) AREA 1BASEMENT: 0 1 ST FLOOR: 17 2ND FLOOR: 0 3RD FLOOR: 0 GARAGE: 648 DECK: 314 OTHER: 0 13RD FLOOR: 0 GARAGE: 376 DECK: 376 OTHER: 0 BEDROOMS:4 BATHROOMS:3 IBEDROOMS :0 13ATHROOMS:0 SIDESETBACK REARSEMACK REQUIRED: I O'N PROPOSED: 18. 5'N REQUIRED:10'E PROPOSED:23'E REQUIRED: I O'S PROPOSED:45'S HEIGHT ALLOWE-D:0 PROPOSED:O REQUIRED: 10'W PROPOSED: 33'W SETBACK NOTES: I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27. THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL OR HIS/HER DEPUTY AND ALL FEES ARE PAID. L"1 V QVOWMAW r4l/9 6t),qy,� s/17/19 Signature Date Date ATTENTION ITIS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTIOI.HAS BEEN MADE AND APPROVAL OR A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC] 09/ 1BC 10/ IRCI 10. = FIRE = APPLICANT = ASSESSOR = CrIY STATUS: ISSUED BLD2018155 7" CONDITIONS • Lot line stakes must be in place at the time of foundation/setback inspection. • Installation, use and maintenance of equipment and components shall be per manufacturer's specifications, installation instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector. • Approval of this foundation design is conditional subject to inspection of existing site soil conditions. • Retaining Walls must be designed and constructed to resist the lateral pressure ofthe retained material. • Provisions must be made for the control and drainage of surface water around buildings. • In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per UPC 608. • Obtain Electrical Permit from State Department of Labor & Industries. 425-290-1309 • Gas pipe test must be observed by City Building Inspector, affidavits shall not be accepted. • Final approval on a project or final occupancy approval must be granted by the Building Official prior to use or occupancy of the building or structure. Checkthe job card for all required City inspections including final project approval and final occupancy inspections. • Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable. • Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision of city code or state law does not approve any items not to code specification. • Sound/Noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits ofECC Chapter 5.30 only during the hours of 7:00am to 6:00pm on weekdays and 10:00am and 6:00pm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120. • Applicant, on behalf ofhis or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of whatever nature, arising directly or indirectly from the issuance for this permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any City ordinance nor limit in any way the City's ability to enforce any ordinance provision. • Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, .nonconforming or unpermitted building, structure or site condition which is outside the scope of the permit application, regardless ofwhether such building, stricture or condition is shown on the site plan or drawing. Such building, structure or condition may be the subject of a separate enforcement action. THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION. PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6) BUILDING ENGINEERING (425) 771-0220 EXT. 1326 1. Go to: www.edmondswa.gov Building Department Inspections 2. Then: Services are now scheduled online. If you FIRE (425) 775-7720 3. Then: Pe-mits/Development have difficulties, please call the 4. Then: Online Permit Info Building Department front desk for PUBLIC WORKS (425) 771-0235 5: If you don't have one already, create a assistance during office hours. login (upper right hand corner) (425) 771-0220 RECYCLING (425) 275-4801 6: Schedule your inspection E When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection !, being requested, Contact Name and Phone Number, Date Preferred, and whether you prefer morning or afternoon. • B-Preconstruction meeting • B-Footings • B-Foundation Wall • B-Foundation Drainage • B-Isolated Footings/Piers • B-Plumb Rough In • B-Gas Test/Pipe • B-Mechanical Rough In • B-E)d Wall-Sheathing/Nailing • B-Roof Sheathing • B-Epoxy Adhesive -HD Anchorage • B-Framing-Smoke/CO Alarms • B-Wall Insulation/Caulk • B-SheetrockNail • B-Building Final • B-Other Revisions to Building Permit drawings for Project # BLD20181557 July 10, 2019 There is no change to the proposed footprint of the structure on the property. 2. The new upper level living area was extended 4 feet to the west over the new garage addition below. This also results in a smaller new roof deck area over the garage. 3. The ridge of the new roof over the upper level living area was rotated 90 degrees to run from east to west. (The original drawings had the ridge running from north to south.) 4. The building height calculations changed slightly after feedback from city staff on the definition of structure that needed to be included in the building rectangle. The new stairs to the roof deck and existing stairs and deck under 30" on the east side of the house are no longer included in the building footprint. The drawings have been revised to show all of the changes listed above. All revisions from the issued building permit set have been shown as Revision #2 on the drawing set. Structural calculations related to the revisions have also been included. RE00K JUL 10 201g BuCITTYNO ®EDMONDS City of Edmonds Critical Area Notice of Decision Applicant: Pt11ac, y pEr/ENNr Property Owner: et'ANt)v�! a Critical Area File #: Chil Z o 1 S v t s 3 Permit Number: p ZO It 15S7 Site Location: IIZ4-� 90of Ava W Parcel Number: Project Description: flD,yrx,_, Q� we, C,4icrtUE AIJn At7D 7Jr [(Conditio al Waiver. No critical area report is required for the project described above. 1. 'There will be no alteration of a Critical Area or its required buffer. 2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.020, and/or 23.80.040. The proposal is exempt pursuant to ECDC 23.40.230. ❑ Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and sediment control plan in compliance with ECDC 18.30. ❑ Critical Area Report Required. The proposed project is within a critical area and/or a critical area buffer and a critical area report is required. A critical area report has been submitted and evaluated for compliance with the following criteria pursuant to ECDC 23.40.1.60: 1. The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120, Mitigation sequencing; 2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare on or off the development proposal site; 3. The proposal is consistent with the general purposes of this title and the public interest; 4. Any alterations permitted to the critical area are mitigated in accordance with ECDC 23.40.110, Mitigation requirements. 5. The proposal protects the critical area functions and values consistent with the best available science and results in no net loss of critical functions and values; and 6. The proposal is consistent with other applicable regulations and standards. ❑ Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and the provisions of the City of Edmonds critical area regulations. See attached findings of noncompliance. Favorable Critical Area Decision. The proposed project as described above and as shown on the attached site plan meets or is exempt from the criteria in ECDC 23.40.160, Review Criteria, and complies with the applicable provisions of the City of Edmonds critical area regulations. Any subsequent changes to the proposal shall void this decision pending re -review of the proposal. ❑ Conditions. Critical Area specific condition(s) have been applied to the permit number referenced above. See referenced permit number for specific condition(s). ❑ Notice on Title. Critical area notice on title recorded under AFN p SN iPcc� Reviewer Signa re 9//z iJ Date Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any, for the permit or approval involved. Revised 1112912016 '/1C. 1 Sys BUILDING PERMIT APPLICATION Development Services Building Division 121 5th Ave N / Edmonds, WA 98020 425.771.0220 For handouts, submittal requirements, permit status and inspection scheduling information go to: http://www.edmondswa.gov/ JOB SITE INFORMATION/LOCATION: (Where the work is taking place) Job Site Address: 19243 94th Ave W Parcel: 00371100000402 Lot /Unit/Suite #: 4 Subdivision: ADMIRALTY VIEW PROPERTY OWNER: Name: BRANDON & AMY LONAC Mailing Address: 19243 94TH AVE W City/State/Zip: EDMONDS WA 98020 Phone #: 206 200-6895 Email: alpduhuez@gmail.com OWNER INSTALLATION: "If yes, read and sign* Will work be performed by the property owner? X Yes ❑ No I own, reside in, or will reside in the completed structure. This installation is being made on property that I own which is not intended for sale, -xchange according to RCW 18.27.090. Owner Signature: APPLICANT / CONTACT INFORMATION: Name of Applicant: PHILLIP "SKIP" DEHENNIS Mailing Address: 10016 EDMONDS WAY #C229 City/State/Zip: EDMONDS WA 98020 Phone #: 425 599-5381 E-mail: PHILLIP@WALLSANDWEEDS.COM GENERAL CONTRACTOR: (If different from applicant) General Contractor: Mailing Address: City/State/Zip: _ Phone #: E-mail: WA STATE CONTRACTOR L & 1 # (CCB) & EXPIRATION DATE: CITY OF EDMONDS BUSINESS LICENSE #: 3:5ce Aso Vr TYPE OF PERMIT (Provide Details on ..- ❑ Accessory Structure] XAddition Detached Garage ❑ Demolition ❑ Mechanical ❑ New Single Family / Duplex ❑ Plumbing ❑ Fire Sprinkler ❑ Remodel ❑ New Commercial/ Mixed Use ❑ Re -Roof ❑ Signs ❑ Tank ❑ Tenant Improvement ❑ Other Remodel Permit fees are based on: The value of the work performed. Indicate the value (rounded to the nearest dollar) of all equipment, materials, labor, overhead, and the profit for the work indicated on this application. Valuation: 150.000 PROPOSED NEW SQUAREs• •• THIS APPLICATION Basement sq ft: Finished ❑ Unfinished V 1st Floor, sq ft:�. 2nd Floor, sq ft:� ^t Garage/Carport", sq ft: � 3-7 C Deck/Covered Porch/Patio: Other sq ft: PROJECT DESCRIPTION ADDITION OF NEW GARAGE EXTENSION AND REBUILD OF A PORTION OF THE EXISTING UPPER LEVEL FLOOR INCLUDING THE KITCHEN, DINING, AND LIVING ROOMS. NEW ROOF DECK ABOVE GARAGE ADDITION WITH PARTIAL ROOF COVER. NEW ADDITION AND REMODEL OF MAIN ENTRY AREA. I certify that the information I have provided on this form/application is true, correct and complete, and that I am the property owner or duly authorized agent of the property owner to submit a permit application to the City of Edmonds. Print Name: Signature: Date �%! l GENERAL• DATA Occupancy Group(s): Occupant Load(s): Type(s) of Construction: Fire Sprinklers: Yes ❑ No ❑ WA STATE ENERGY CODE: If your project affects the building envelope, mechanical systems, and/or lighting, you must complete the appropriate WSEC forms. DEFERRED SUBMITTALS: All commercial building permits that will require associated plumbing, mechanical, fire sprinkler, and/or fire alarm permits are applied for separately. TI / CHANGE OF USE / NEW BLDG: Include TRAFFIC IMPACT worksheet EQUIPMENTMECHANICAL • BTUs Gas / Elec / Other Qty A/C Unit /Compressor Air Handler /VAV Boiler Dryer Duct 1 r Exhaust Fans 2 Fireplace GAS i 1 Furnace Heat Pump Unit Hydronic Heating Roof Top Unit (Provide;eleva- tions if a Commercial Bldg) ' Other: COUNTSPLUMBING FIXTURE .. .. Qty Qty Clothes Washer 11� Tub/Showers Dishwasher 1 Backflow Device (RPBA, DCDA, AVB) Drinking Fountain Pressure Reduction/ Regulator Valve r� Floor Drain/Sink Refrigerator Water Supply 1 Hose Bibs Water Heater - Tankless? Y or N Hydronic Heat J Water Service Line Sinks Other: Toilets Other: CONNECTION COUNTS.. ... BTUs Qty BTUs Qty A/C Unit Outdoor BBQ / Fire pit Boiler Stove/Range/Oven 1'' Dryer t / Water Heater Fireplace/ Insert i Other: Furnace Other: COUNTSMEDICAL GAS, AIR VACUUM Relocated o-.. . Qty Qty Carbon Dioxide Nitrous Oxide Helium Oxygen Medical Air Other: Medical - Surgical Vacuum Other: DEMOLITION Type of structure to be demolished: Square footage of structure to be demolished: AHERA Survey done? Y/ N PSCAA Case #: Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ Fill in Place ❑ Fill Material: Removal ❑ Size of Tank (Gallons) Critical Areas Determination: Study Required ❑ Conditional Waiver ❑ Waiver ❑ •.D Grading: Cut 30 cubic yards Fill 5 cubic yards Cut / Fill in Critical Area: Yes ❑ No GENERALPROVISIONS APPLICATIONS: Applications are valid for a maximum of 1 year. ESLHA Applications, 2 years. LICENSING: All contractors and subcontractors are required to be licensed with Washington State Department of Labor & Industries and have a current City of Edmonds Business License. 2015 WASHINGTON STATE ENERGY CODE AND 2015 INTERNATIONAL RESIDENTIAL CODE RESIDENTIAL ENERGY AND VENTILATION SUBMITTAL FORM Applicant: Phillip "Skip" DeHennis Application #: Job Type: ❑ New X Addition Occupancy: X Single Family / Duplex ❑ Remodel Conditioned Square Feet: 716 ❑ Residential Care / Assisted Living / Adult Family Home Date:Nov. 30, 2018 MINIMUM INSULATION REQUIREMENTS - These may need to be increased based on ENERGY CREDITS selected below. Rafter/Joist All Walls Walls Floors Over Slab Glazing U-Factor Door Vaulted Other Above Below Unheated On Vertical Overhead U-Factor Ceilings Ceilings Grade Grade Space Grade R-10 Cl Exterior OR 0.30 0.50 0.30 R-38 R-49 or R-21 R-15 CI Interior OR R-30 R-10 R-38 ADV INT R-5 CI + R-13 Batt OR R-21 Batt w/TB g Slab Equivalent 0.30 0.50 0.30 0.026 0.026 0.056 0.042 0.029 N/A rU-FactorROPOSED 0.30 0.50 1 0.30 1 N/A I R-49 JR-21 I N/A I R-30 I N/A ADV = Uncompressed R-38 Over Top Plates & Entire Ceiling Area INT = 2x6 at 16" o.c. w/ R-10 Headers Cl = Continuous Rigid Insulation TB = Thermal Break ENERGY CREDITS - See the Energy Credits descriptions on the back of this form and indicate which options will be used. Small Addition 0.5 pts required (Additions < 500 s.f.) Small Dwelling Unit / Medium Addition 1.5 pts required (Dwellings < 1,500 s.f. w/ glazing < 300 s.f.; or Additions < 1,500 s.f.) Medium Dwelling Unit / Large Addition 3.5 pts required (All Dwellings not Small or Large, or Additions > 1,500 s.£) Large Dwelling Unit 4.5 pts required (Dwellings > 5,000 s.f.) TOTAL POINTS = ❑ la (0.5 pts) ❑ lc (2.0 pts) ❑ 2a (0.5 pts) ❑ 2c (1.5 pts) ❑ 3b (1.0 pts) ❑ 3d (1.0 pts) 1K 5a (0.5 pts) ❑ 5c (1.5 pts) ❑ 6 (0.5 pts) ❑ lb (1.0 pts) ❑ 1 d (0.5 pts) ❑ 2b (1.0 pts) (( 3 a (1.0 pts) ❑ 3c (1.5 pts) ❑ 4 (1.0 pts) ❑ 5b (1.0 pts) ❑ 5d (0.5 pts) VAPOR RETARDERS - Select the Vapor Retarder to be used at each location. CRAWLSPACE ❑ 6-mil Black Poly ❑ 3%" Concrete Slab X N/A o Crawl Space) FLOORS 4-mil Poly ❑ Face Stapled Backed Batts ❑ Ext. T&G Plywood ❑ 6-mil Poly (Slab On Grade Floor) WALLS ❑ 4-mil Poly ❑ Face Stapled Backed Batts Va or Barrier Primer* ❑ N/A > R-3.75 Rigid On Wall Exterior CEILINGS ❑ 4-mil Poly ❑ Face Stapled Backed Batts * Perm Rating <_ 1.0 j$ Vapor Barrier Primer* N/A (11150 Ventilation) ❑ N/A (>_ R-10 Rigid Above Roof Deck) ❑ N/A >_ R-10 Spray Below Roof Deck) VENTILATION SYSTEM - Select a System Type and complete the Ventilation Rate calculation on the back of this form. Not Applicable (Additions less than 500 s.f.) VENTILATATION RATE = 75 CFM ❑ Whole -House Exhaust Fan with fresh air port (net 4 sq. in. minimum opening) at each habitable room. A timer operates an exhaust fan which pulls outside air through air inlets located in each habitable room. ❑ Integrated System with fresh air duct connected to return air duct of forced -air heating system. A timer operates the furnace blower and a motorized outside air inlet damper to distribute outside air through the heating ducts. ❑ Supply Fan with fresh air duct connected to supply air duct or return air duct of forced -air heating system, or other ducts. A timer operates a supply fan connected to an outside air inlet to distribute outside air through the heating ducts or other ducts. ❑ Heat Recovery System. A timer operates a heat recovery ventilator (HRV) to distribute outside air to habitable rooms through dedicated ducts. X Designed System per IMC with calculations and/or performance testing. Includes: ❑ Whole -house fan ❑ Fresh air ports Typically such systems must be designed, installed, tested, and balanced by a mechanical engineer or other HVAC professional. Continuously operating ventilation systems shall provide the minimum flow rates specified in Table M1507.3.3(1). Intermittently operating ventilation systems shall provide flow rates per Table M1507.3.3(1) as modified by Table M1507.3.3(2). AIR TESTING - These tests must be performed on -site with specialized equipment. ® Duct Leakage Test Required when space -conditioning equipment is installed, altered, or replaced (including rep handler, outdoor unit of air conditioner/heat pump, cooling or heating coil, or furnace heat exch e ce 'o V1Y 9 Building Leakage Test Required for additions > 500 sf and new construction. VENTILATION SYSTEM SIZING - Complete the Ventilation Rate calculation below. Table M1507.3.3(1) is based on continuous operation. The ventilation rate must be increased by the factors from Table M1507.3.3(2) if the system will operate less than 24 hours per day, as follows: Ventilation System Airflow Rate Requirement from Table M1507.3.3(1) efm Ventilation Rate Factor from Table M1507.3.3(2) x = VENTILATION RATE TART F M4rA7 A 4141 CnNTINI lnl lR W141711 F_NAI ISF ItilFI'_HANIrm CbMT11 ATInN SYSTFM AIRFI nW RATE RFOt11REMENTS DWELLING UNIT NUMBER OF BEDROOMS FLOOR AREA 0-1 2-3 4 5 6-7 >7 (square feet) Airflow in CFM <1,500 30 45 60 75 90 1,501 - 3,000 45 60 75 90 105 3,001 - 4,500 60 75 90 105 120 4,501 - 6,000 75 90 105 120 135 6,001 - 7,500 90 105 120 135 150 >7,500 105 120 135 150 165 TABLE M1507.3.3(2) INTERMITTENT WHOLE -HOUSE MFCWANICAI VFNTII ATIf1N RATF FACTARSLa,b RUN-TIME PERCENTAGEIN EACH 4-HOUR 25% 33% 50% 66% 75% 100% SEGMENT Factora 4 3 2 1.5 1.3 1.0 a. For ventilation system tun time values between those given, the tactors are permitted to be determined by interpolation. b. Extrapolation beyond the table is prohibited. TART F M45117 3 R 2 PRFSCRIPTIVF SIIPPI Y FAN DI1CT S171NG Supply Fan Tested CFM at 0.40" W.G. Specified Volume from Table M1507.3.3 1 Minimum Smooth Duct Diameter Minimum Flexible Duct Diameter 50-90 CFM 4 inch 5 inch 90-150 CFM 5 inch 6 inch 150.250 CFM 6 inch 7 inch 250400 CFM 7 inch 8 inch ENERGY CREDIT DESCRIPTIONS T.. ..N{1, i E6... ... A;- rho h..:Id:o­..df d.- 4 ehull a n:£v +hn nrinnlcl Col­foa and ehall c ilfv ..11 r ntc OPTION DESCRIPTION PTS OPTION DESCRIPTION PTS la EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table 0.5 3C HIGH EFFICIENCY HVAC EQUIPMENT: Closed -loop ground source heat pump; with a 1.5 R402.1.1 with the following modifications: Vertical fenestration U = 0.28, Floor R-38, Slab minimum COP of 3.3 OR Open loop water source heat pump with a maximum pumping on grade R-10 perimeter and under entire slab, Below grade slab R-10 perimeter and under hydraulic bead of 150 feet and minimum COP of 3.6 entire slab OR Compliance based on Section R402.1.4: Reduce the Total UA by 5%. lb EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table 1.0 3db HIGH EFFICIENCY HVAC EQUIPMENT: Ductless Split System Heat Pumps, Zonal 1.0 R402.1.1 with the following modifications: Vertical fenestration U = 0.25, Wall R-21 plus Control: In homes where the primary space heating system is zonal electric heating, a ductless R-4 Cl, Floor R-38, Basement wall R-21 int plus R-5 Cl, Slab on grade R-10 perimeter and heat pump system shall be installed and provide heating to the largest zone of the housing unit. under entire slab, Below grade slab R-10 periater and under entire slab OR Compliance based on Section R402.1.4: Reduce the Total UA by 15%. 1 c EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table 2.0 4 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: All heating and cooling system 1.0 R402.1.1 with the following modifications: Vertical fenestration U = 0.22, Ceiling and components installed inside the conditioned space. All combustion equipment shall be direct single -rafter or joist -vaulted R-49 advanced, Wood frame wall R-21 int plus R-12 Cl, Floor vent or sealed combustion. For forced air ducts: A maximum of 10 linear feet of return ducts R-38, Basement wall R-21 int plus R-12 Cl, Slab on grade R-10 perimeter and under entire and 5 linear feel of supply ducts may be located outside the conditioned space. All metallic slab, Below grade slab R-10 perimeter and under entire slab OR Compliance based on ducts located outside the conditioned space must have both transverse and longitudinal joints Section R402.1.4: Reduce the Total UA by 300N. sealed with mastic. If flex ducts are used, they cannot contain splices. Flex duct connections must be made with nylon straps and installed using a plastic strapping tensioning tool. Ducts located outside the conditioned space must be insulated to a minimum of R-8. Locating system components in conditioned crawl spaces is not permitted under this option. Electric resistance heat and ductless heat pumps are not permitted under this option. Direct combustion heating ' rant with AFUE less than 80% rs not emitted -under this . lion. Id' EFFICIENT BUILDING ENVELOPE: Prescriptive compliance is based on Table 0.5 5a EFFICIENT WATER HEATING: All showerhead and kitchen sink Faucets installed in the 0.5 R402.1.1 with the following modifications: Vertical fenestration U = 0.24 house shall be rated at 1.75 GPM or less. All other lavatory faucets shall be rated at 1.0 GPM or km 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Compliance based on 0.5 5b EFFICIENT WATER HEATING: Water heating system shall include one of the following: 1.0 R402.4.1.2: Reduce the tested air leakage to 3.0 air changes per hour maximum AND All Gas, propane or oil water heater with a minimum EF of 0.74 OR Water beater heated by whole house ventilation requirements as determined by Section M1507.3 of the ground source heat pump meeting the requirements of Option 3c. International Residential Code shall be met with a high efficiency fan (max mum 0.35 watts(cfm), not interlocked with the furnace fan. Ventilation systems using a furnace including an ECM motor am allowed, provided that they are controlled to operate at low speed in ventilation only made. 2b AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Compliance based on 1.0 5c EFFICIENT WATER HEATING: Water heating system shall include one of the following: 1.5 Section R402.4.1.2: Reduce the tested air leakage to 2.0 air changes per hour maximum Gas, propane or oil water heater with a minimum EF of 0.91 OR Solar water heating AND All whole house ventilation requiremenls as determined by Section M 1507.3 of the supplementing a mimrmun standard water heater. Solar water heating will provide a rated International Residential Code shall be met with a heat recovery ventilation system with minimum savings of 85 therms or 2000 kWh based on the Solar Rating and Certification minimum sensible heat recovery efficiency of0.70. Corporation (SRCC) Annual Performance of OG-300 Certified Solar Water Heating Systems OR Electric heat pump water heater with a minimum EF of 2.0 and meeting the standards of NEEA's Northern Climate Specifications for Heat Pump Water Heaters. 2e AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION: Compliance based on l .5 5d EFFICIENT WATER HEATING: A drain water heat recovery unh(s) shall be installed, which 0.5 Section R402.4.1.2: Reduce the tested air leakage to 1.5 air changes per hour maximum captures waste water heat from all the showers, and has a minimum efficiency of 40% if AND All whole house ventilation requirements as determined by Section M 1507.3 of the installed for equal flow or a minimum efficiency of 52% if installed for unequal flow. Such units International Residential Code shall bc rat with a heat recovery ventilation system with shall be rated in accordance with CSA B55.1 and be so labeled. minimum sensible heat recoveryefficiency of 0.85. 3a HIGH EFFICIENCY HVAC EQUIPMENT: Gas, propane or oil -fired furnace with 1.0 6 RENEWABLE ELECTRIC ENERGY: For each 1200 kWh of electrical generation per 0.5 minimum AFUE of 94%, OR Gas, propane or oiled -fired boiler with minimum AFUE of housing unit provided annually by on -site wind or solar equipment a 0.5 credit shall be allowed, 92% up to 3 credits. Generation shag be calculated as follows: For solar electric systems, the design shall be demonstrated to meet this requirement using the National Renewable Energy 3 b HIGH EFFICIENCY HVAC EQUIPMENT: Air -source heat pump with minimum HSPF 1.0 of 9.0 Laboratory calculator PV WATTs. Documentation noting solar access shall be included on the plans. For wind generation projects designs shall document annual power generation based on the following factors: The wind turbine power curve; average annual wind speed at the site; frequency distribution of 1he windspeed at the site and height of the tower. a. Projects using this option may not use Option la, lb, or I c. b. Projects may only include credit from one space heating option, 3a, 3b, 3e, or 3d. When a housing unit has two pieces of equipment(i.e. two furnaces) both must meet the standard to receive the credit. Last Modified 7/1/16 11 c ENGINEERING 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning DEC 0.3 2018 BUILDING STRUCTURAL CALCULATIONS Lonac Residence Remodel 19243 941h Ave W Edmonds, WA 98020 1112612018 �A,n K p� - S"� -7 1(0� � C�CG Project No.: 18438.10 v 1 LID P ok��— Project Location 19243 94th Ave W Edmonds, WA 98020 Project Description An existing single family residence is undergoing alterations. The existing roof and upper story wall framing above the garage will be removed and replaced with new framing. The new upper level framing will consist of manufactured trusses and wood framing. The entry framing is also being revised. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Dead Loads Roof 12 psf Floor 12 psf Live Loads Roof 25 psf (snow) Floor 40 psf Deck 60 psf. Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B IN, = 1.0 (Non -Essential Facility) Mean Height = 18' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = .845/(6.5/1) = Cs*Wp Sds = .845 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date NAL 11/30/2018 Checked Date Project Summary ENGINEERING Scale Sheet No. 250 4th Ave South NTS Project Job No, Suite 200 Edmonds, WA 98020 Lonac Residence 18438.10 . �PP�t.�Et,Rva� F�Mtr�� PI-aN I DO NOT SCALE DIMENSIONS FROM rr N DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. r 2 u wl vPGIrr ro0,cE �=dlL PP2TAz- pI✓ 5' yz� 8g AjF 0Ff02-Wvi , r aR � Km" Wfi-(Wr NIt PL#f� DI? NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION ,SIIPERCEDES GRAPHIC INFO. 3 tt 41. i� 0 FOUNdA-T-lON rL- -N , 01 , DO NOT SCALE DIMENSIONS FROM / N DRAWINGS. WRITTEN INFORMATION :SUPERCEDES GRAPHIC INFO. J 7 9 Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 1 20 7 60d t 417< � 3 i _, ,234., rb sbg r 259I -A T # 146 038 7 �T -4 8-0- -5 1121,x-7 1141SE :261.6, jf 04,61, �45.4- 4.1 '.9'-. 2?47 �.l 15 _40 -1b 1 '0� �'T,38-k, Y—A '-,b �J . :iffQ - �4 -�4 05 RE A --.1 2 11/16 x 9 114 PSL' 2405 1924 1603 1374 1193. 942 763 631 530 452 378 307 253 211 178 151 130 6 -10�: 2, 35 120 1: 8�� 3 1/2 x 9 114 PSL 3600 2880 2400 . 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 17 5 1/4 x 9 114 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 2 11/16 x 9 1/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 27 275 .229 193 164 141 47 .3 -4 ,2 3 1/2 x 9 1/2 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 36 E 302 254 216 185 -2, 4i M L 1! ___4' JPT � -2""' — ­6 - . .. - - 458� T , ' 24_7 '1921: ITII�, 154 39': 5 114 x 9 1/2 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 8110 658 543 452 381 324 278 7 x 9 1/2 PSL 7390. 5912 4927 4223 3695 2966 2402 1985 166811349 10801 878 723 603 508 432 370 2 11/16 x 11 1/4 PSL 2925 2340 1950 1671 1463 1300 1104 912 767 653 563 491 431 382. 325 276 237 4 -3 2867W fi§ -01L :20 gi �2 3 1/2 x 11 114 PSL 4382 3505 2921 2504 2191 1947 1653 1366 1148 978 843 729 600 501 422 359 307 -AF - i -- 2 # �4 _��g "_ — - 7 — 1, 81. — --- —5 48T !114 3fi1----x 5 1/4x 11 1/4 PSL 6567 5253 4378 3752 3283 2918 2480 2050 1722 1468 1265 1097 904 754 635 540 463 2 11/16 x 11 718 PSL 3085 2468 2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 1-1 Z�, 1-11-7181--Sk 454-3, 1, 28 -7- 641 -14 01,71- 4, X ,84- 4 3 112 x 11 7/8 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 5 1/4 x 11 7/8 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221 1063 887 747 635 544 7 x 11 7/8 PSL - - 6160 5280 4620 4107 3663 3027 2543 216711869 —1628 1411 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used In the above table is (L/180 Total Load) and (L1240 Snow Load) 4. This table is applicable for WLL'WDL <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (CD) 4= 4 Description O ENGINEERING 250 4th Ave. South Suite 200 Project Edmonds, WA 98020 No. 18348.10 1 S 2/18 Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 8 9 10 11 12 1 13 14 15 16 17 18 19 20 4z6 HF t2?, 815 t 522 k 362<': ° 266 .304j (7601 117 31/2 x 5,1/2 ,LSL 5340 1 858 546 , 344, 230 p T62 t_ 118 4.z8 HF'#2; 1270 902: 627, 460 353 279 L 226':` 186_ r.155 122 _ 3 112sx 4__ SL �2275 I1456 101i1 743 522 367 267 201 155. 1 122f -_ liz8 DF #2'- 1:880 z 1203� t 836 !- 614}' ',470 371 301=' 224 ,. 209 ' At78 153 L 134:_; 1�14 t _ 211/16 x 91/4 PSt. 2405 1924 1603 1374 1193 889 1 648 487 375 295 236 192 158 132 111 - - 4xIOjHF#2 1fi20% 129.6 942' 692:'' 80 r 419 339- r 280 .236 �.201-'- 31/2 x 91/4 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 1 106 51/4 x 91/4 PSL 4695 3756 ''3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 2 11116 x 9 1/2 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - 3 1l2 x 9r1/2 LSL 31'.60 �2�28 2107' l=7646. 1260 953 694•. { 522 i 402 y 316 25.3 206• • i 170+- ; :141 119 l 101 31/2 x 91/2 PSL 3215 2572 2143 1837 1608 1270 926 696 1 536 1 421 337 274 226 188 1 159 135 116 6z40:DF #2° 2960 1930, 1r340. 984 ; L754 596 487: IF 399 `335 ' ; 285 246 214,' 188 167 i 1 149;" `'1.34 118' 5114 x 91/2 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 91/2 PSL 64301 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 231 211/16 x11 114 PSL 29251 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 148 3 1/2 x 11 1'14 CSL 3740 299ti 2493' F2137 f 3a740 1t375 11114 866 = 667, : + r525 420, f 3.42 . 28,1�''r 235 198' 168 744i' 3 1/2 x 11 114 PSL 3810 3048 2540 2177 1905 1693 1438 '1155 889 700 560 455 375 313 264 224.1 192 6z12'DF #2: 3585, p2829 1964; �1443 "1r105 87:3 707. 584418 361 t 314' 276 '245 218 796 177 5 114 x 11 114 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 1 397 337 1 289 2 11/16 x 11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 3r1/2'.xt11'718`LSL, '39503160 i2633'2257 1.93.q s1'525, 1235 1018' j 784 617' 494 ' 402 331i (276 232' 198, f:1.fi9° 3 1/2 x 11 7/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311L 265 227 51/4 x11 7/8 PSL - 4824 4020 9446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x11 7/8 PSL - - 5357 '4591 4018 3571 3185 2632 2090 1644 1316 1070 882 735 619 526 451 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WLL/WoL <= 4.0 5. Table values include the Size Factor (CF) llilc� uescnpno" Beam Span Table ur NAL ua`e 11/12/18 O Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South project Suits200 Lonac Residence Job No. Edmonds, WA98020 18348.10 IBC 2O15.ND82U15 31 SILL 4,634 Description By NAL Date 11/12/18 Wood Column Capacity Table Checked Date ENGINrEERING Scale Sheet No. 250 4th Ave. South Project Lonac Residence Job No. suite 200 18348.10 COMPANY I PROJECT WoodWorks"' �. SOFTIVARF FOR WOOD DESIGN Design Check Calculation W-M,sis slur 11.1 Loads: nca I Type Iseu-eelant IE-aa 1211 uoLa 1 Lraa' I [ Ll j Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) Ptio.f- �40�f` 6 e llnlac:orea- Deaa Ji lu ++ z45 Factored: Tocal 21] a09 eu lnq: aF•tnece a'9 43e CaPacicy Jolac 329 SJ5 SUPFo[t 596 536 Oea ratio Totat .66 5uPp0tt o.37 o.JO load cocD Length I3 0. 50• 0.50• Rtn req•d @ 0.50• 1.00 0.36 1.]5 @ 0Ln @ suPN tt 1.00 I.25 626 1.75 1.25 4is r.!admum reacibnm al least aw auPpotl is hom adttueM bad cwn0lre0on Nan iha uBkd Ore fa beaAnO des'gn, shOxn hue, due W xd facto. See Nlayaia reatRs for readbtl!ran er8ical load mrrtbhaatlOta. Roof Rafter Lumber -soft, Hemfir, No.2, 2x6 Supports: Alt -Tints -"1 Been, O.Fh{ No.2 Rod jo!A spared at 2a.0rin; Tad lutgOC g-7.2•l; Cher a put EJ.37', 7-1.03^,v.Ssne• 05 wt; R,K dl2 Lateral support top= M. bogaln• at supports; RepWw radar-epp[M vhue p"n eni[ (rdd to die M'p); Onalusie art nnraaaanta sLra.« grad nanPr:Ha,a,..•r..a,r.e,n.a. atlon ••_ ansivale yalua W_e ten Value unit Mal stet Deelan Snaer Ba Inglti fv 39 [b i]1 Fv - 1]2 FD• - ti61 pal pal •rl Fv' .23 Lb/ib' - 0.32 8erIingl•I Lb • 215 fb• 1302 psi Ib/ib- 0.19 Del lectlen: interior Live 0.05 • rL/999 0.32 L+210 in 1 0.16 Ural 0.09 . L/065 0./z L/too in 0.31 until. Live total -0.05 . L/5,18 -0.07 L130 0.21 L1120 O./90 Sn 1. 0.22 0.25 Additional Data: FAC095: F/E(pzt)CD CN C- CL er CLu Cr CErt CI C. LCi Fv' 150 1.15 1.06 1.00 1.00 1.00 1.00 2 @'f "0 1.15 111 !.00 1.000 1.300 1.00 1.15 1.00 1.00 - 3 R'- 6so 1.35 1.I. I.00 0."1 1.300 1.00 1.16 1.00 1.00 - 2 Fcp' 10] - 1.00 1.00 E' 1.a n/llian 1.00 1.00L.00 - 3 Entn' 0.47 nlllldn 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: 6haar : LC 12 •DOE, v 211, u dastgn 211 Its BeMinglf l: LC a3 D+E iptta..1 Eal. II • 25] Ibs_et Be Idl-1-1: L: 32 •Dab, 11 • 15a lba-Lt OeileItlon, LC 13 hies) LC 93 • ICe:aI) 0•dead Olive E•eraofr Nwlnd I•Srpaet .'•reaf It,, Le•etreniteted E•ea[thquaha A31 1W ere 2-S/ In the Analysis output Inad Paetarns: a•3/2e x•-10 of SC 20 - ne Fateetn load in thin span ued datbinationa: AECE ]-IO / IBC 2015 Deflect lone CI • Oafl-d lb-ite •Live^ deltetII. .5010e:d I.I. ri ell nll�ii-I ad leads 111ve. let's e ' Teta1 qa AIIt b • blaring a teas 1Mtl:etthlt . Live bad Mtleo. on.r� 8 aarinq: 3.10.3 bea[!rp at an angle F•theta caleuleted (ar such auFpOre ea par 1105 3.10.3 Lata rat stab/lttyl-): Lu 61-3.88• Le • 10'-5.81^ RB 17.5: Lu based an lull span Design Notes: I. Wwdayab anae/alt anddeeign w haaurdersexihlMIce hte'natienal SuPdng Cade (IBC 2015), Ne NaDaW Design Spe dfutin (Nos 2015), all Nos Design Sup*nienl 2. Pbase .* Nat the default aehrtenbeta a ea pprapaateray-.PPI.5M. ]. C9n5ntlata a Lardzewed Soma: NOS Cbuaa a]S5 regares Uul narmai gredtrg prOAsbu esfafded t0 Ua mMde 2rd of 2 span beams and to Ne hf lerglh al wrt2erne end doer spans. 1. 9arm lt+nmer bend g mefnbas she] x mraaq a,rppxlta arwrdhq a Nr pmta!mn a ribs eruaa �.1.L. Vol vE. Clev .0 F7 FPAAwl .... . ..... ........ ... .... ......... Cp -41 , I ........... . ........... F It AM sfA" .... ...... V4fi L 4 -4 Yi 17- 1pv- )e H "/V- 1 F, A Al SVI 4 0 '.rA W. 6C ..... . ...... e, SJ1 V- ....... .. . . '931 1 Liv 18 F—i ... .... .... i 1 L 6X40 I . ........ . .. I J- 46 e L ....... .. ... . . .. . . ......... .... . —J- U.�L v L, 14� . .. . ...... .. . ...... ... L/ %C -T— L-L T �4 Description By PA Dale ("aA k/ I T Y VIO(Inz tcv6t- 12 00 f= Checlmd Date ENGINEEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project Job No. 425.778.8500 www.cgengineering.com UO kJAC P-C'5'b6tJC4F- COMPANY PROJECT WoodWork S O Nov. 13, 2018 13:35 roof 83 SOFnVARF FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type D11d1Ib1tio1 Pat- Location Ifij Itagni rude Vnit tern Start End Start End ud Head FU11 UDL tto 190.0 plf 5new Fu1L UDL Yea 375.0 plf self -area ht Dead Fu11 UDL tto 12.4 if Maximum Reactions (Ibs), Bearing Capacities (ibs) and Bearing Lengths (in) : 10.027' to, Unfactored- ➢ead snow 726 1463 1203 2344 Factored: Total 2109 3546 Bearing: Capacity Beam. 2111 4609 up S pott 2339 3546 Des ratio Ream 1.00 0.77 Support 0.94 1.00 Load comb R3 62 Length 0-14 0.47 .in zeq'd 0.64 0.97" Cb 1.00 1.39 Cb min I.D. 1.39 Cb support 1. 07 1.07 Fc 625 625 ^Minimum bearing length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination then the critical one for bearing design, shown here, due to Kd factor. See Analysis resuIts for mactlen fmm critical load combination. roof_B3 Tirnber-soft, D.Fir-L, No.2, 6x1U (5-1/2"x9-1/2") Supports: All - Timber -soft Beam, O.Fir-L No.2 Total length: 10.03'; Clear span: 7.933', 1.96`, volume = 3.6 cu.ft.; Beam and stringer Lateral support: top- at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: criterion Analysis Value Dest n Value unit Anal 'OR2. n shear Banding(+) fb 56 604 Fv Fb' = 195 1006 pat paL v Fv' fb/Fb' - 0.60 Bending(-) flo 165 Fb' = 1006 psi fb/Fb' = 0.16 Deflection: Interior Live 0.06 = 4L/999 0.40 = L/240 in 0,16 Total 0.11 L/899 0.53 L/100 in 0,20 Cantil. Live -0.0.1 = L/520 0.20 = L/120 to 0.23 Total -0. 09 L/316 0.27 L/90 in 0.28 Additional Data: FACTORS: F/E(ps11CD C14 Ct CL CF Cfu Cr Cfrt CL Cn LCR Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ a75 1.15 1.00 1.00 1.000 1.000 1.00 L.00 1.00 1.00 - 3 Fb'- a75 1.15 1.00 L. 00 1.000 1. 000 1.00 1.00 1.00 1.a0 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.(10 1.10 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Sheet : LC 42 = D+S, V max = 2411, V design = 1940 Its Bending(+): LC R3 - D+5 (pattern: ss), H - 4167 Its-ft Bendingl-): LC R2 = D+S, H - 1135 lbs-ft Deflection: LC 03 - hive) LC R3 = (total) D=dead L=live 5=snow U=v,ird I=impact Lr=roof live Lc=concentrated E=earthquake All LC's ate listed in the Analysis output Load Patterns: 1=512, X=L+S or L+Lr, a o pattern load in this span _ Load combinations: ASCE 1-10 / IBC 2015 CALCULATIONS: Deflection: EI = 51le06 16-in2 -Live" deflection = Deflection from all non -dead loads (live, wind, sn ow..) Total Deflection = 1.501Dead Load Deflection) + Live Load Deflection. �Design Notes: 1. WuodlWorks analysis and design are In accordance vAth the ICC Intemagonal Building Code (IBC 2015), the National Design Specification (NDs 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate foryour application- 3 ontinuous or Can red Beams: ADS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. ':'amlumbe,bSantling members shall be laterally supportetl according to the povisions of NDS Clause 4.4,1. I COMPANY PROJECT WoodWorkso Nov. 14, 201808:00roof133 I Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load type Distribution Pat- Location Ift) t4agnitude Unit tarn 5ta ct End Start End vd Dead ftrl UDL tIo 180.0 plf S.. Full UDL Yea 375�0 plf self-wei ht Dead Fuil UDL No 6.7 if Maximum Reactions (ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 104.77" 10, unfattoted- Dead Snow Factored: 712 1477 1167 2344 Total Bearing: 2189 3511 Capacity Beam 2189 3511 Support 3740 5090 Des ratio Beam 1.00 Support 0.59 0.69 Load comb 93 fl2 Length 1.54 2.10 Hi req'd 1.54 2.10 Cb 1.00 1.is Cb min 1.00 1.is Cb support 1.11 1.11 Fpup 625 625 Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to xd factor. See Analysis results furreaction from critical load combination. roof B3 Lumber -soft, Hem -Fir, No.2, 4x10(3.1Wx9-1/4") Supports: All - Timber-so0 Beam, D.Fir-L No.2 Total length: 10'-0.77'; Clear span: T-10.18', 1'-10.95% volume = 2.3 CUA. Lateral support: lop- at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2018: Criterion Anal ais Value Desi n Value Unit Anal sia/Deai n 9 ear v = H8 Fv = 1 ps v Fv' = 0.51 Bending(+) Eb = 992 Fb' - 1153 psi fb/Fb = 0.2' 863 Sdi fb 270 • 1153 pat Deflection: 0.11 = L/901 0.40 = L/240 in 0.21 Interior Live Total 0.18 = L/534 0.53 = L/180 In 0.34 Cantil. Live -0.08 L/305 0.20 L/120 in 0.31 Total -0.13 = L/le9 0.27 - L/90 L. 0.4. Additional Data: FACTORS: F/E(pai)CD Of Ct CL Cr Cf. Cr Cfrt Cl Cn LCq Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ as 1.15 1. 00 1.00 0.983 1.200 1.00 1.00 1.00 1.00 - 3 Fo'- 850 1.15 1.00 1,00 0.903 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1. 00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Ernin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBWATIONS: shear LC 92 D+S, V oa = 2111, V design = 1906 lb. .ending (+): LC 93 = D+5 (pattern: Ss), i4 = 4127 Sbs-ft Bending(-): LC 02 = D+S, M - 1123 lb.-ft Deflection: LC 03 = (live) LC 03 - (total) D=dead L=live S=snow tt--wind I=impact Lr=roof live Lc -concentrated E=earthquake Al LC's a e listed in the Analysis output Load Patterns: s=s/2, X=L+S or L+Lr, o pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 300e06 lb-in2 ^Live" deflection = ➢,Election from all n n-dead loads llive, wind, Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. La total stability l+): Lu = B' Le 13'-10.00^ Re = 11.21 Lu based on full span Lateral stability)-l: Lu = B' Le = 13'-10.00^ RB - 11.2; in based on full span Design Notes: 1WoodWarks analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (Nos 2D15), and NDS Design Supplemenl. i Please verify that the default deflection gmfls are appropriate for your application. 3. Continuous or Cendlevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the fug length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. j0 COMPANY PROJECT 1a) WoodWorks' Nov. 13. 2018 13:35 rnof_84 SOFIIVAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: Load I Type Distzibution Pat- Locaton (ft) Magnitude unit tern 3taciEnd Start Fnd w Dead Ful UDL tto 114.0 plf wa Snow Full UDL Yea 239.0 plf 9elf-wel ht Dead Full UDL Ito 9.8 if Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10.021' 10, ,of aetored: Dead Snow 467 121 774 1488 Factored: Total 1394 2261 Bearing: Capacity Bean+ 1719 3406 Support 1836 2261 De& ratio Beam 0.81 0.66 Support 0.76 1.00 Load comb g3 12 Length 0.5V 0.a2 Idin req'd 0.5W 0.62•` Cb 1.00 1.61 Cb nun 1.00 - 1.61 Cb support 1.07 1.07 Fops 625 625 'Minimum bearing length setting used: 1/2- for end supports "Minimum bearing length govemed by the required width of the supporting member. Matdmum reaction on at least one support is from a different load combination than the critical one for bearing design, shown he e, due to Kd factor. See Analysis results for reaction from critical load combination. Timber -soft, D.Fir-L, Nd,7,/Gx8 (5-1/2'W-112") Supports: All - Timber -soft Beam, D.Fir--L No.2 Total length: 10.02'; Clear span: 7.954', 1.974'; volume= 2.9 cu.fl.; Post and timber Lateral support: top= at supports, bottom- at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Anal ),-is Value Deal n Value Unit Anal sus/Oesi n Shenr fv - 9 Fv' - 195 psi Bending l+) fb = 618 Fb' = 862 poi fb/lb' = 0.72 Banding l-1 fb 168 Fb' 662 psi fb/Fb' 0.20 Deflacti- 0.00 = cL/999 0.40 L/240 in 0.20 leterioc Live Total 0.12 = L/804 0.53 = L/180 in 0.22 Cantu. Live -0.06 = L/403 0.20 = L/120 in 0.30 Total -0.0a L/282 0.27 = L/90 in 0.32 Additional Data: FACTORS: F/E(psi)CD CH Ct CL CF Cfu Cr Cfrt CS Cn LCY Fv' 170 1. 15 1.00 1.00 - - - 1. 00 1. 00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1.ODo 1.000 1.00 1.00 1:ee 1.00 - 3 r. 750 1.is 1.00 1.00 1.000 1.000 1.00 1.Do 1.00 1.00 - 2 Fcp' 625 - 1.00 2.00 - - - - 1�00 1.00 - - E' 1.3 uaillion 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: shear : LC 02 - D+S, V maa - 1538, V design " 1302 Ibs Bending(+).- LC 83 D+S (pattern: Ss), H - 2657 Ibs-ft Bending(-): LC 82 = D+S, N - 724 lbs-ft Deflection: LC 83 = (live) LC 83 (total) D=dead L=l ive S=snow w=wind I -impact Lc=roof live L-concentrated E-earthqua" All Lc's are listed in the Analysis output Load Patterns: a-S/2, X=L+S or L+Lr, =no pattern load in this &pan Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 251e06 lb-in2 "Live" deflection - Deflection from all non -dead loads tlive, wind, snow...) Total Deflection - 1.00(0ead Load Deflection) + Live Load Deflection. Design Notes: 1Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015). and NDS Design Supplement. i Please verify that the default deflection Bmits are appropriate for your application. 3. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be Wooded to the middle 2/3 of 2 span beams and to the full length of canlilevem and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. COMPANY PROJECT WoodWork S O Nov. 14. 2018 08:D0 roof B4 SOEEWAREFOR {MOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pet- Location IEt] t4agnitude Unit tern Stott End StatC End wd Dead Fu UDL Flo 114.0 plf wa Snow Full UDL yea 238.0 plf Self-wei ht Dead Ezell UDL Flo 6.7 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 10'-0.49' IN Unfactoced: Dead Snow 457 932 754 1480 Factored: Total 1389 2242 Bearing: Capacity Beam 1389 2242 Support 2374 2922 s Deratio Beam 1.00 1.00 Support 0.51 0.77 Load comb 83 42 Length 0.90 1.21 min teq'd 0.98 1.21 Cb 1.00 y L 1.31 Cb min 1.00 Crr/�'�, 1.31 Cb support 1.1 1.11 -Fee625 625 reaction on at least one support is from a different load Combination Ivan me cnthezi One for Deanng oeslgn, snown nere, oue to xo rector. bee Analysis reruns iorreamon rmm Cntical Ieau Lumber -soft, Hem -Fir, 4xte (3-11Vx94/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-0.49'; Clear span: T-10.91', V-11.4% volume = 23 cu.tl Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Anal sIs Value Design Value Unit Anal sir/best n Shoat Wale 7 Fv' = 172 psi fv/Ev' 0.. Bendingi+) Bendingi-) fb = fb 633 172 Fb' Fb' = 1.3 1153 psi psi fb/Fb' = fb/Fb' 0.55 0.15 Deflection: 0.07 <L/999 0.40 : L/240 in 0.17 Interior Live Total 0.10 L/968 0.53 = L/ISo in 0.19 Cantil. Live -0.05 = L/481 11.20 = L/120 in 1.11 Total -0.07 L/339 0.27 " L/90 in 0.26 Additional Data: FACTORS: F/E(psi)CD CN Ct CL CF Cf. Cr Cfrt CS Cn LCN Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.903 1.200 1.00 1.00 1.00 1,00 - 3 Fb'- 850 1.15 1.00 1.00 0.983 3.200 1.00 I.00 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 aSllfon 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear W 11 = D+s, V max- 1524, V design = 1230 lba Bending{+); LC 93 = D+S (pattern: Ss), N - 2635 iba-ft Bending LC 02 = WS, N = 717 lb.-ft D:Election: LC ♦l3 = (live) LC 03 = (total) D=dead L"Live S®snow Uaind I=impact Lr=roof live Le=concantrated E=eatthquake All LC'a are listed In the Analysis output n Load Patterns: s"S/2, X-L+S or L+Lr, - o pattern load in this span Load combinations: ASCE 1-10 / IBC 201_-no CALCULATIONS: Deflection: EI = 300e06 lb-in2 "Liv:" deflection - Deflection from all non -dead loads (live, wnd, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Detleition. Lateral stability(+): Lu = e' Le = 13'-10.00 RH = 11.2; Lu baeed on Cull aBen Lateral stability(-): Lu 8' Le = 13'-10.00" R0 = 11.2, Lu based on full span Design Notes: 1. Wood Works analysis and design are in accordance vdth the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits am appropriate for your applimllon. 3. Continuous or Cantilevered Beams: Nas Clause 4.2.5.5 requires that nonnai grading provlslans be extended to the middle 2/3 of 2 span beams and to the full length of cantllevers avid other spans. 4. Sawn lumber bending members shall be talerall su rm ifccarding to Ina rovislons of NDS Clause 4.4.1. 12 WoodWorks@ SOMMUFFOR WOOD DESIGN COMPANY I PROJECT 32-+1�,� �1\ Nov. 14, 2018 08:11 1 Roof Col Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Start End Magnitude Start End Unit D Dead Axial (Ecc. = 0.00") 2000 lbs S Snow Axial (Ecc. = 0.00") 4100 lbs D1 Dead Axial (Ecc. = 0.00") 712 lbs S1 Snow Axial (Ecc. = 0.00") 1477 lbs Self -weight Dead Axial 36 lbs Lateral Reactions (lbs): cu v m W 9' Roof Col Lumber Post, Hem -Fir, No.2, 4x6 (3-1/2"x5-1/2") Support: Non -wood Total length: 9; Clear span: 9'; volume = 1.2 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 432 fc = 432 Fc' = 832 Fc* = 1644 psi psi fc/Fc' = 0.52 fc/Fc* = 0.26 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.506 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 8325 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. .11 0 t3 -'t . . ........ . ... ...... .. . ........... ....... ..... 4 . ....... . .. ..... ..... .. .... . . ..... .... --------- - - igrommok.. Description By PA L, Date 6 aA Y 674 'l-4EWC!— AOO 7h kd Date ENGINEERING Sheet No. 2SO 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 (1-1 425.778.8500 www.cgengineering.com (oNAC- COMPANY PROJECT WoodWorks Nov13,201513:41 rmf ayes SOFFIYARF FOR WOOD DESIGN Design Check Calculation Sheet Whom ", saar It1 Loads: Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (In) : O 2 14 unfaaor i- Naa IS, 2]2 "I I96 Fatto[ed: Trial J26 3IL Eeatln9: F•tlrora 43] a]1 Cepacl[y Jolai 51: 32d svFFa rc Des SDE SBe ratio Jolec D.]5 0. 95 zapp]rt La vd c:.-b 0.]3 12 0.5) IJ 0.50• 0.3] 0.50 U.50• ,,I. Illn rH'a Lb t.]5 1.00 Cb Wn 1.15 3.9D Lb support Ft a 125 625 1.25 d25 llmimum,esction m al least masapport k Ram adilcumt bad camel tlan Uwll Ofec lcN upfY DtWg6tfIpD, 60pMlhel, NatD NdfMor. See AnNysk results fa laactbn eatt�vpkal bad eamtll:albt roof_rafters Lumber -soft, Hem -Fir, No.2, 2x8 (1.112' x7-11V) Supparb: Al-T6nbe,..R Beam, D.FrI ND2 R9dfdat Ip oni A I6A•-; TOW krgth: 145C; Cker span: 2DW,12605 ivanne -1.1 euA.; PA404112 LAWP bp=A4, badam=at 1upptrts; RepNAha fart. eppW Otte. p-dd(Id. to mew hdp); vs. Allowable Stress and Deflection-, nni>n:t- Cilterlon An el zfx Value Dealan Dn1t Pr>1 aia/Nat n SDa,r J9 ry • 1TIvo Pet 0.62 Bentl1n91.1 EeM1n9 i-I tb to tb 9d Fb• 13i4 N' 692 pal pal V, no- O,m' 0.82 tb/kD' 0.3/ N fl w-L Son: I nt arler Live 0.2T W562 0.643 L/2J0 Ln I O.J) Ta cal O.J2 L/)bl 0.21 • LJ120 Ln 0.50 Cantil. Ll- Tacal -0.14 L/161 -0.21 • L1117 0.21 • W120 0 2a / 0 Ln 1. 0.66 0.76 Additional Data: rACTORS: rlctPI)C0 04 Ct CL Cr Cfu Cc CIrL Cl Cn LCI N' 150 1.I5 l.00 1.00 1-00 1.00 1.00 2 R'+ S. I.IS I.00 1.00 1.0V0 1.20U 1.00 1.15 1.09 1.D0 - J T'- 650 1.15 1.00 1.00 0.51) 1. 200 1.00 1.11 1.00 1.00 - 2 Fcp' :US 1.00 1.001.00 E' 1.3 WIllon 2.00 1.00 - - - - 1.DD 1.00 - J En1n• 0.41 nl Ilion 1.00 1.00 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATION$: spur tl 12 - D•s. V ux - 118, V tlealan • 2>d lb. ESM3rq iJ): >t i4 • N9 IPattarn: ail• N - 911 Ibs_ft EaM3rp 1-): iT I2 D,B. It - 305 lba-[t De i)zel3on: U /i = IllV tr IJ ([=call All 1 ialire E- o'a . 'h. 1-lcpacc L[•i0aC live WmncsnC[Dcetl E•aarcM1Ruel:e Ai] U"a arc llstca In rife S olyslz oucFut Waa Patterns: -�3/2. •LLS or LvLr, na pacte[n told In cols span Wad rA=bSnat tone: hFr[ ]-10 / l6C 2dI5 • CALCULATIONS: G!1 ecclm: El 61.9e06 16-tn2 -Lfse- -11 ccdon N(leeLlon (roa all rwndead laaaa Illve. v1na. a v_I Total Nflecti.. - 1.001 Nad Wad N(lec[1111 a clue Wad N[lectlon.aa arin9: Allowable b-Ln,, at an an91e E'Checa calcalacad for each support az per 11@ 1.1D-3 rel atabilley(-I: Lu - 12.631 - 20.001 M - 27.8, L. basei on Ivll zp Design Notes: 1. WoodWab erwlysls vltl des'gn ere b acmdance a4h 6w ICC 0dnre$Drwl enitlbH Code RBC MIS), Uw Nadon8l Design Spedf nW (NOS 201s. and NDs Design Sopp'.emmL 2 Please>erlfy Dulthe delaui deOetlM) is are appapWefa )ax appgcaDp,. 3. ConSnusue or CaNfimeced $.ems: b, Cbuae 42p. on-Uwt N t�o i otlftl , of NOS be 4.411. tD Uw midtlle ll! 0l2 span beams an0 tz Vw M krl6l0 of caNdertfs aM afJw spare. 4. SLZPED Berbald IIM b-vz aha941at for supponea accwdrg bUwp Asbm of NDS Cbuse 4A.1. S. SLOPEO 8EAM5: level k red for al beams. �5 , ....__ , _$ i ~i f i ............._.__._. I 4 ' F I -- - '- -- F :TifoLv � _.. ..... .... ; F b i ... ..- : . I F , 1. , F : : a i i i t i — I I a j ; E I —i G/l'1 ifkN T3L t�- s t 'y F o, , i : t I { ' Z Zu I I i , i i i i I 6 i ; 1 � ( `- P� { r 1 : i Z i t i L iD i _......._..i_...-- < ' L i x ;Ps x �t.6, _ ` F i t { i tel: i,+iuoD�o¢,�,c,.� — --- --' -- --'• ---- - i i i 1 I t �_ • �— _—_ _ _ .. _ _._. _ _.. _.... ...._ ...i_. _._ _..� _ i ; s D�yvo ell .. 1' - ..... _... _.. _ - .... 1 w , I i i : i I 1 : -------'-' ----- --- _ -- -- --- _.._ - ' ` ...... ._ .. , OR G-K $ QF # Z Description By DateIF t7 2A v j T y — U PPE2 EWU /L Checked Date ENGINEERING Scale Sheet No. 2504th Ave. South project Job No. Suite 200 Edmonds, WA 98020 tt 425.778.11500 0 YU (LS"1 D G NGt; www.cgengineering.com COMPANY PROJECT WoodWorkVs° SOMVAREFOR IODD DESIGN Nov. 13, 201613:41 roof B5 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Tyne Distribution Pat- Location (ft) t4agnitude Unit tern Start End Start End wd Dead Point 12.03 3600 lb s Self-wei ht Dead Full UDL 19.5 if Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) i 24.052' Unfactored- Dead 2034 2034 Factored: Total 2034 2034 Bearing: Capacity Beam 2034 2034 Support 2179 2179 Des ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb #1 01 Length 0.62 0.62 Min req'd 0.62 0.62 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 FcP sup 625 625 roof B5 PSL, PSL, 2.OE, 5-1/4"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No-2 Total length: 24.05; Clear span: 23.94V; volume = 10.4 cu.ft. Lateral support: lop= at supports, bottom-- at supports; Analysis vs. Allowable Stress and Deflection using NDS 2016 : Criterion Analysis Value Design Value Unit Analysis/Design Shear fv - 48 Fv' = 261 psi fv/Fv' = 0.19 Bending(+) fb = 2237 Fb' = 2506 psi fb/Fb' = 0.89 Live Defl'n negligible Total Defl'n 1.32 = L/217 1.60 L/180 in 0.83 Additional Data: FACTORS: F/E(psi)CD CM ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 0.90 - 1.00 - - - - 1.00 - 1.00 1 Fb'+ 2900 0.90 - 1.00 0.959 1.00 - 1.00 1.00 - - 1 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1,00 - - 1 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V max = 2014, V design = 2014 lbs Bending(+): LC 01 = D only, M = 23003 lbs-ft Deflection: LC #1 = D only (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1465e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 24.00' Le - 44.19' RB = 15.1 Design Notes: 1. Wood Works analysis and design are in accordance with the ]CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. S. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. I�_ COMPANY PROJECT WoodWorks O Nov. 14, 2018 07:58 roof 85 SOFnVARE FOR HOOD DESIGN Design Check Calculation Sheet Woodworks Slzer 11.1 Loads: Load 'type Distributron Pat- Location (ftj l4agnitude Unit aeon Start End 9teet End ud Dead Point 1 .03 1 2 bs vl Live eoint 12.03 2344 lbs Self-`rei h[ Dead plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 24'-0.58' VnEactored• Dead Live 766 1172 766 1172 Factored: Total 1938 193B Bearing: Capacity Beam 3938 1938 Support 2000 2000 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb 02 92 Length 0.58 0.58 Min req`d 0.58 0.58 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc sup 625 625 roof BS Glulam-Unbal., West Species, 24F-1.8E WS, 5-118"x12" B laminations, 5-1/8' meximumvddth, Supports: All - Timber -soft Beam, D.FTr--L No.2 Total length:24'-0.5W; Clear span: 23'-11.4T; volume= 10.3cu.it. Lateral support: lop= at supports, bottom= at Supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: criterion I Ana1 sia Value Desi n Value Unit Anal sis/Desi n Shear Ev = 47 EV` = 265 psi fv/Fv' 0. 18 Bending(+) fb 2169 fb` = 2268 psi fb/Fb' 0.96 Live DeEl'n 0.88 = L/327 1.20 L/240 in 0.73 Total Defl'n 1.40 L/205 1.60 L/180 in 0.BB Additional Data: FACTORS: F/E(psi)CD CH Ct CL CV Cf. Cr Cfrt Notes Cn"Cvr LCq Fv' 265 1.00 1.00 1.00 - - - 1.00 1.00 1.Do 2 E'b'+ 2400 1.00 1.00 1.00 0. 945 0.987 1.00 1.00 1.00 1.00 - 2 r-cp' 650 - 1.00 1.00 - - - - 1.00 - - - E ' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 E-d.y' 0.85 million 1.00 1.00 - - 1.00 - - 2 Only the leaner of CL and CV is applied, as per LIDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC g2 = D♦L, V max 1924, V design = 1111 lbs Sending(+): LC S2 = D+L, H = 22235 ibs-ft Deflection: LC M2 O+L (live) LC 52 = D+L (total) D-dead L=live E=snow N=wind I=impact Lr=roof live L-concentrated 9-earthquake ALL LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 1326e06 lb-in2 "Live" deflection - Deflection from all non -dead loads 11ive, wind, snow...) Total Deflection = 1.00(Dead Load Deflaetionl + Live Load DeL3ecti on. Lateral stability(+): Lu = 24' Le - 44`-1.94" RS - 15.6 Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015). and Nos Design Supplement. 2. Please verity that the default deflection limits ere appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance vAth ANSI Al 90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. S. Gluten) Beams shall be laterally supported accordlrg to the provisions of NOS Clause 3.3.3. 8. GLULAM: hearing length based on smaller of Fcp enslan), Fc (wmp'n). COMPANY PROJECT WoodWorks' Nov. 13, 201813:42 upper level 82 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type DistributLon Pat- Location [ft) Magnitude Unit tern Start End start End cad Dead Full UDL 16.0 pit cal Live Full UDL 53.0 plf p Dead Point 6.03 4100 lbs self -weight Dead E1r11 UDL 19.5 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.066' Unfactored: Dead Live 2263 320 2263 320 adored: e Total 2583 2583 Beating: Capacity Beam 2563 2583 Support 2768 2768 Dea ratio Beam 1.00 1.00 Support 0.93 0.93 Load comb 92 02 Length 0.79 0.11 Min eq'd 0.79 0.79 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 F 625 625 upper level_B2 PSL, PSL, 2.0E, 5-1f4"xll-718" Supports: All - Timber -soft Beam, D.Fir--L N0.2 Total length: 12.07'; Clear span: 11.934'; volume = 5.2 cu.R. Lateral support: top-- at supports, bottom= at supports; Analvsis vs. Allowable Stress and Deflection uslnq Nos 2015: Criterion I Analysis Value Design Value Unit Anal sis/Desi shear fv > 60 Fv " 290 psi fv Fv = On21 Bending(+) £b = 1258 Eb• = 2572 psi fb/Fb' Live Defl'n 0.02 = cL/999 0.40 " L/360 in 0.04 Total Defl•n 0.29 = L/488 a.60 L/240 in 0.49 Additional Data: FACTORS: F/!E(psi)CD CH Ct CL CV Cfu Cr Cfrt Ci Cn LCN Fv' 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 29090 0.90 - 1.00 0.984 1.00 - 1.00 1.00 - - 1 rep• 625 - - 1.00 - - - - 1.00 - - - E' 2-0 million - 1.00 - - - - 1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Sheet : LC N2 D+L, V max = 2581, V design 2490 lbs Bending(+): LC N1 = D only, H = 12929 ibs-Et Deflection: LC N2 = D4L (Live) LC N2 = D+L (total) D=dead IPliva S=anow 14=mind I=impact Ltntoof live L-concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / ISC 2015 CALCULATIONS: Deflection: El - 1465e06 lb-in2 "Live^ deflection = Deflection from all non -dead loads (live, wind, anew...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(.): L. = 12.00• Le = 22.50' RB - 10.8 Design Notes: 1. Wood Works analysts and design are in accordance with the [CC Inlemational Building Code (IBC 2015), the National Design Specification (NDS 2015). and Nos Design Supplement. 2. Please verify that the default dell don limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed In the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance, M COMPANY PROJECT WoodWorks"' Nov. 14.201809:_ upperlevel_B2 SOFnVARE FOR IVOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distrfbutlon Fat- Location (ft) l4agnitude Unit tern start End Start End Dead Full UDL 16.0 plf N1 Li- Full UDL 53.0 plf p Dead Point 4100 lbs Self-wei ht Dead Full UDL 14.2 plf Maximum Reactions jibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12'-0.77' Unfactored- Dead Live 2231 320 2231 320 Factored: Total 2551 2111 BeaIt-: Capacity Beam 2551 2551 Support 2633 2633 Des ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb 02 N2 Length 0.77 0,77 Min req•d 0.77 0.77 Cb 1.00 1.00 Cb min 1. 00 1.00 Cb support 1.07 1. 07 Fc 625 625 upper level_B2 Glulam-Unbal., West Species, 24F-1.8E WS, 5478••x12•' 8 laminations, 8-1/8' maximum width, Supports: All - Timber -soft Beam, D.Flr-L No.2 Total length:12'-0.77'; Clear span: 11'-11.23"; volume = 52cu.8. Lateral support: tap= at supports, bottom=at Supports; Analysis vs. Allowable Stress and Deflection Doing NOS 2015: Criterion Analysis Value Design Value Unit Anal slsl Desi Shear fv = 60 Fv 2 pill fv Fv' 0�23 Beadingt+) Eb = 1253 FD' = 2123 psi fb/Eb' = 0. Live Def1•n <L/999 0-40 = Ll160 Sn 0.05 Total Defl•n 0. 32 L/446 0.60 = L/240 in 0.54 Additional Data: FACTOtts: F/E(pa11CD CM Ct CL CV Cfu Cr Cfrt Notes Cn+CVL LC4 Fv' 265 1.00 1. 00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 2400 0.90 1.00 1.00 0.983 1.000 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.a million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 = D+L, V max 2549, V design = 2463 lbe BendLnq (+11 LC 61 = D only, H = 12843 lbe-ft Deflection: LC 02 = D+L hive) LC 02 D+L Itotall D=dead L=1ive S=snow M=mind I=impact L-roof live Le -concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Defleetian: EI s 1328e06 lb-in2 "Live- deflection - Deflection from all non -dead loads (live, wind, s ow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.n Lateral stability(+)% Lu - 121 Le = 22.-6.75- RS = 11.1 Design Notes: 1. Wood Works analysis and design are In accordance with the ICC tntemationai Building Code (IBC 2015), the National Design Specification (NOS 2015)• and NDS Design Supplement. 2. Please verify that the default deflection Ilmfts are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured In accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 8. GLULAM: bearing length based on smaller of Fc ension), Fcp(com 'n . Z0 COMPANY PROJECT WoodWorks O Nov.14,201809:42 upperlevei_B3 V Design Check Calculation Sheet Wood Works Sizer 11.1 ILoads: Load Type Distribution Pat- tern Locatlon Iftl Start End Magnitude Stn ct End Unit wd Dead loll UDL 80.0 plf wd2 Dead Partial UDL 5-04 6.04 212.0 272.0 plf ws2 snc�. Partial UDL 5.04 6.04 400.0 400.0 plf pd Dead Point 5.04 1800 It. pd1 Dead Point 4.00 504 lbs pll Live Point 4.00 1700 lbs self-wei ht Dead Full UDL 6.1 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 5'-1.7' Unfaetored• Dead Live Snow 762 578 33 2355 1122 367 Factored: Total 1339 3477 Bearing: Capacity Beam 1339 3477 support 2288 5940 Des ratio Beam 1. 00 1.00 support 0.59 0.59 Load comb a2 a2 Length 0.94 2.45 Min req'd 0.91 2.45 Cb 1.00 1.00 eb min 1.00 1.00 Cb support 1.11 1.11 Fc sun 625 625 upper level B3 Lumber -soft, Hem -Fir, No.2, 4x12 (3.1/2"x11-1/4") Supports: All - Timber -soft Seem, D.Fir-L No.2 Total length: VAX; Clear span: 5'-10.3'; volume = 1.7 cu.ft. Lateral support: top= at supports, bottom; at supports; Analvsis vs. Allowable Stress and Deflection usIno Nos 2016: Crirezion I Anal sls Value Desi n Value Anal sis/Desi n Shear V' : 11 Fv' 150 fv Fv' = 0.7a aending(+) fb = 748 Fb' = 922 j.U.it psi fb/Fb' = 0.81 Live Oefl'n 0.02 = <L/999 0.20 L/360 in 0.11 Total Defl'n 0.05 = <L/999 0.30 = L/240 in 0.15 has been included as per NDS 3.4.3.1 Additional Data: FACTORS: F/E(psi)CD CM Ct CI, CF Cfu Cc Cfrt C1 Cn LCO Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.OD 2 lb'+ 850 1.00 1.00 1.00 0.986 1.100 1.00 1.00 1.00 1.00 - 2 Fell 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1,00 1.00 - - - - 1.00 1.00 - 2 Fmin' 0.47 million 1.00 1.00 - - - - 1.00 1.Do - 2 CRITICAL LOAD COMBINATIONS: Shear : LC a2 D+L, V max = 3469, V design' = 3065 lb. Bending(+): LC a2 = D+L, M - 4601 lb. -Et Deflection: LC a2 D+1 (live) LC a2 D+L (t =co -tell D=dead L=live S=snow W=wind I=impact Lrof live Lr-concentrated E=earthquake All LC's axe listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 540e06 lb-in2 "Live" deflection - Deflection from e11 n n-dead loads (live, wind, snow. -I Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 6' Le - 12-4.31" RB = 11.7 Design Notes: 1. WoodWorks analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specificalion (NDS 2015), and NDS Design Supplement. 2. Please verily that me default deflection Omits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported accOnling to the provisions of NOS Clause 4.4.1. Z 1 . ............ + NO . . ... .. ... . ......... ......... w X, H F� it A A� 5pAl A "N 0 T�l ... . ...... -T L PL 'IC 17, 6!0 0 /0 to V 31 ly . . ........... . T, V81 /0, 00 L V 7- . . . ....... z 1 TL Wli� Llbf .. .. ...... %0� i6 9"" ...... -4- t l'! 4- 0 .. . . ... ...... .......... L .. . ....... .qqT ---- L-L .......... AL- . . ....... ............... .... .. .. .... . . ..... .. ........ ...... ..... . .......... . ..... .. . .... . .. Description By tiA L Date r77777 (o t2 A FLOO�— Checked Date ENGINEERING Scaie Sheet No. 2SO 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com COMPANY PROJECT WoodWorks' Nov. 13, 2D1813:43 upperievel_BS SOFIIVARE FOR WOOD DESIGN Design Check Calculation Sheet WOodWorks Slzer iil Loads: Load Type Distribution Pat- tern Location [ftI start end I4agnitude start end Unit wd Dead Full UDL 11.0 pif wl Live full UDL 11.0 plf p Dead Point 6.15 1900 lbs Load4 Dead Point 6.17 1900 lbs Tw Wind Point 1.00 13400 Lbs Self-wei ht Dead full UDL 15.2 plf Maximum Reactions (ibs), Bearing Capacities (Ibs) and Bearing Lengths (In) , 12.156' Unfactoced: Dead Live Wind 2076 324 12418 2100 320 982 Factored: Total 9527 2782 searing: Capacity Beam Support 9527 10208 2782 2981 Des ratio 1.00 Beam Suppoct 1.00 0.93 0.93 Load comb #5 03 Length 2.90 0.85 141.ceq'd 2.90 0.85 Cb 1.00 1.0a Cb min 1.00 1.00 Cb support 1.07 1.07 Fc 625 25 625 upper level_B5 PSL, PSL, 2.0E, 5-1/4"x9-1/4" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12.10; Clear span: 11.844'; volume = 4.1 cu.ft. Lateral support: top- at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2019 : Criterion I Anal sis Value Design Value I Unit Anal s1a/Desi n S ear fV• = 290 1. 464 si fv Fv' _ .62 Bending(+) Eb - 1914 Fb' - 2155 psi fb/F'b' = 0.72 Llv< D<fl'n 0.16 - L/913 0.40 L/360 1n 0.39 Tetel Defl'n 0:52 =' L/276 0.60 L/240 in D.87 The eftect or point leads within a distance a or End has been included as per HDS 3.4.3.1 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt C1 Cn LC# Fv' 290 1.60 - 1.00 - - - - 1.00 - 1.00 5 Fb'+ 2900 0.90 - 1.00 0.988 1.03 - 1.00 1.00 - - 1 Fcp' 625 - - 1.00 - - - - 1.00 - - - e 2.0 million - 1.00 - - - 1.00 - - s Coley' 1.04 million - 1.00 - - - - 1.00 - - 5 CRITICAL LOAD COMBINATIONS: Shear : LC #5 = D+.6W, V max - 9525, V design- 9374 lbw Bending(+): LC #1 = D only, M = 11942 lbw-ft Deflection: LC #4 .6D+.6W (live) LC #5 = D+-6W Itotal) D=dead L-live S=snow W-wind I=impact Lr=roof live Lc -concentrated E-earthquake All LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: eI - 693e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow.-) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu - 12.001 Le = 22.06' R0 = 9.4 Design Notes: 1. Wood Works analysts and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify, that the default deflection limits am appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design conlact your Intel SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can he changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. 23 COMPANY PROJECT WoodWorks' Nov.27, 201813:49 upperlevel e6 SOFIIVARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWarks Si2er 11.1 Loads: Load Type Distribution Pat- tern Location Iftl Start £nd Magnitude Start End Unit Dead Fu UDL fi.0 p 1 Live Full Area 40.0018. 00') psf D Dead Partial Area 9.32 20.66 12.ODIB.Oo'1 psf s 9naw Partial Area 9.32 20.66 25. 0018. 00') paf dl Dead Full Area 12.OD I B, 00'1 psf Self-wei ht Dead Full UDL 17.7 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 20'-BAY Unfactored: Dead Live Snow 2471 3316 624 2962 3320 1643 Factored: Total 5787 6684 Hearing: capacity 6684 H Bern 5787 6898 Support 5972 Des ratio 1.00 Beam 1.00 0.97 Support 0.97 93 Lc ad comb Length 92 1.74 2.01 Hin req'd 1.74 2.01 Cb 1.00 1.00 Cb in 1.00 1.00 Cb support 1.07 1'07 625 F 625 upper level_B6 Glulam-Unbal., West Species, 24F-1.8E WS, 5.1/8"x15" 10 laminations, 5-118' maximum width, Supports: All - Timber -soft Beam, D.Flr L No2 Total length: 20'-8.83'; Clear span: 20'-5.09` volume = 11.1 m.ft. Lateral support; top= at supports, bottom= at supports: Analvsis vs. Allowable Stress and Deflection using NDS 2016; Criterion Anal ais Value I Desi n Value Unit Analysis/Design 9 ear = 1 Fv = psi fv Bending)+) It, = 1992 Fb' 2244 psi fb/Pb' = O. Bfi Fb Live Oetl'n 0.51 L/985 0.69 = L/36O in 0.14 Total Defl'n 0.92 = L/267 1.03 L/240 in 0.90 Additional Data: FACTORS: F/E(pai)CD CH Ct CL CV Cfu Cr Cfrt Notes Cn•Cvr LC9 Lrv' 265 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 eb'+ 2400 1.00 1.00 1.00 0.937 0.900 1.00 1.00 1.00 1.00 - 2 F.650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 3 Rainy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC i2 D+L, V max = 6239, V design - 5409 lbs seLC B2 = D+L, H = 31103 lb.-ft Deflection: LC 83 = D+.75(L+S) (live) LC 83 = D+.75fL+S) (total) 0=dead L=live S=snow N-Ind L=inpact Lr=roof live L-concentrated E=earthquake All LC's a e listed in the Analysis output Load combinations: ASCE 7-10 / IHC 2015 CALCULATIONS: - Deflectlon: EI - 2594e06 lb-in2 "Live" deflection = Deflection from all n n-deed loads (live, wind, Total Deflection - 1.001D.ad Load Deflection) + Live Load befletli- Lateral stability(+l: Lu - 20'-6.94" Le - 37-30.44" Re = 16.1 Design Notes: 1. WoodWarks analysis and design are in accordance with the ]CC International Building Code (IBC 2015), the National Design Specification (NDS 2015). and NOS Design Supplement. 2. Please verify that the default deflection 8mits are appropriate for your application. 3. Glulam design values are for materials mnforming to ANSI 117-2015 and manufactured In accordance with ANSI A190A-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported accord -mg to the provisions of NDS Clause 3.3.3. COMPANY PROJECT Wo O d Wo r k 5 O Nov. 27, 201813:49 upper level_B6 SOFRVARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- tern Location (It) Start End Magnitude Start End Unit Dead Full VDL 96.0 plf 1 Live Flril Area 40.00(a.00') psf D Dead Partial Area 9.31 20.64 12.00(8.00') psf S Snow Partial Area 9.31 20.64 25.00(8.00') psf dl Dead Foil Area I2.00(8.DD') psf Self--i ht Dead Full UDL 21.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 20' 8A4' Unfactored• Dead Live snow 2502 3311 624 2993 3314 1643 Factored: Total S813 6711 Bearing: Capacity Beam 6046 6979 Support 5813 fi711 Des ratio Beam 0.96 0.96 Support 1.00 1.00 Load carob 62 k3 Length 1.30 1.59 Min raq'd 1.38•• 1.59•• Cb 1.00 1.00 Cb min 1.00 1.OD Cb support 1.00 1-00 _FcP sup 625 625 'Minimum bearing length governed by the required width of the supporting member. upper level_B6 Glularn-Unbal., West Species, 24F-t.BE WS, 6-3/4"A3412" 9 laminations, 6-314' maximum Moth. Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20-8.44'; Clear span: 20'-5.48'; volume = 13.1 cu.n. Lateral support: tap= at supports, bottom-- at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion I Analysis value Design value I Unit A" ' n Shear v 1 EW n 65 pa v Fv = 0.34 Bending(+) fb = is.0 Fb' = 2312 poi fb/fb' - 0.79 Live Defl'n 0.53 = L/466 0. 69 = L/360 in 0.77 Total Defl'n 0.97 = L/255 1.03 - L/240 in 0.94 Additional Data: FACTORS: F/E(pai)CD CM Ct CL CV Cfu Cr Cfrt Hot- Cn-Cvr LCM EY' 265 1.00 1.00 1.00 - - - - 1.00 1.00 I.00 2 Fb'+ 21Do 1.00 1.00 1.00 0.978 0.963 1.00 1.00 1.00 1.00 - 2 Fop' 650 1.00 1.0o - - - - 1.00 - - - E' 1.0 million 1.00 1.00 - - - - 1.01 - - 3 Eminy' 0.85 million 1.Be 1. 00 - - - - 1.00 - - 3 only she lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 6273, V design =. 5527 lb. Bending!+): LC 82 = D+L, M = 31276 lbs-ft Deflection: LC q3 = D+.751L+5) (live) LC p3 D+.751L+5) (total) D=dead L-live S=snow ""1". L=impact Lr-roof live Lc"eoneentrated E= ... thquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / I8C 2015 ' CALCULATIONS: Deflection: EI = 2491e06 lb-ln2 "Live' deflection > Deflection from all non -dead load. (live, d, Total Deflection a 1.001 Dead Load Deflection) + Live Load Defisiwintion. Lateral stability(+)a Lu = 20'-6.94" Le - 370-10.44" RB - 11.6 Design Notes: 1, Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the Nell ... I Design Specificalloo (NOS 2015), end NOS Design Svpplemcnt. 2. Please verify thal the default deflection limits are appropriate for your application. 3. Giulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190A-2012 4. GLULAM: bxd = actual breadth x actual depth. S. Gluiem Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. COMPANY PROJECT WoodWorks ® Nov 2f..1. U uppek,H B1 V Design Check Calculation Sheet W-W.11r sk f 11.1 Loads: a0 Typa Olacrlbutlon eat- C e[n Location (fil Start End Htgnit'd, Star[ End unit Deaf Full ML I p { Live E.11 UDL 53.0 pl{ pi Dead W- Point Paint 2.1 2 2.13 299I Ilia iba iba s-1f-velant Snow Oesd Fall Full UDL 2.12 76t] 9.t lbs olf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : T-2 U' untaccom2: L=ad Snov 935 _ '_Od: ?3 1123 Factottd: Total 2225 :539 Sea[lr.T: Capatlty Sean 2225 :fie9 Dar.eatle D...1 3991 6912 ea.n 1.90 I.90 Support Load cord 0. al 03 0.59 1] LengtA 1.Sv 3.33 Hln reg'tl Cb I.ST 1.00 ].31 1.00 n mn l.00 l.00 R auPDOre Fn a 1.1t 62S ].1L 635 upper level _B7 Lumber -soft, Hem -Fir, No.2, 4x12 (3-1/2"x11-1/4") S,P,: AO-Tinb-ft Beam, D.F61 Not TOW iN+01R 3-2a6': CWO spur 2A56-:. lnna a 09 m.N laitnd n:PWat tO,- M nuppmis, ild- M..ppts; vs. Allowable Stress and Deflection using Nos 2015 % I I Pt" I (b/FO Tocaln00aef1•n 0.03 <L 999 OE15 a V2a0 0.07 •S ne of r Of nas teen lnclvdad Wlne 7oa0e vl[n In a tlls:antt G o c e ..Poor[ ae per NOD 3.1.3.1 Additional Data: FP-1.1: F/EIF.IICO C1 CS CL CF Cfu Cr Cf.c CI Cn LCI rv' ISO 1.00 1.00 1.00 1.00 1.00 1.00 2 ry•r 950 I.00 1.00 1.00 0-9a1 1.100 1.90 Fcp• a05 1.00 1.00 - - - 1.00 1.OD 1.00 - - 1.00 t.00 - E' 1.3 n1111on I.90 1.00 - - - Ltd.- 0.1T n1111on 1.00 1.00 - - - - 1.00 1.00 - 3 - 1.00 1.00 - ] CRITICAL LOAD CONURNATIONS: LC 12 4425, V d-i- . 3163 Iba Dnaar erndln9lf): LC 12 L, 11 =ax i169 Ita-f[ N fletrlon: LC 13 - Oa.a51Va1 Illvll EC 13 - 0a.751La51 Icocall road cOnbina[ioau: -t 7-10 / [lY 2015 wftec[lon: EC Sa0a06 lb-ln2 'Live- dellec[lel - 0ll n froo all ,Lon -dead leads {Ifve, v TO:al LY [le c[Son - I.00(Ml001Oeatl Watl Detllt[1on) a Lfve Load C±flec[Son Design Notes: 1. WoodVJMu arolryls and dppgn ua (n xmrdanca wdh the ICC Ilxernatlonal BuiCvq Cade (IBC 2oIS), the Nall9nal Design SpeGfiutlon (NOS 2016), and NOS Cesign Supp:<mmL 2 Pkase valh Ual V,e deiau9 tlelkclM 6nie are approprNle far your app;aLmn. 3, sae„ 9aMer brndaq memnne snag 1e Wraw..PP9rled eocordlw to uK poAsbna a Nos ewusa a.t.1. i i ..S ... i 3g I i - -- _. ,_�. r l_.i' •--8 P-_ _._�___ .cps..+5 .-- E ! ... .... lc� F erOA! TPAf.) ; i E _ ! ! j(`[ �...._.. IL.._..._. ......._. s_—...._j__ I_..._._E_.._._ .-. _.... E--..._...F.._.__....................I-....._•__i--•.........i--........,..._-.._.. i_•_-•-_.f _.._.. - i _I_•._.._...t_._. _..y._.._._,i.. ...,i i ! ZI) z 5 1 _.f i ! i P w E I I ! ': ! 1... i- � { : i ZO1`0i• `E' WUOD:Jo�SGS I t. i t— e ; `10 L fi S F ! ; r_ { i Jirlp .. v' i , i F ' !mac sJ _! ._.._..=---- _ i ! ; t i61I i : i w-- ! of } Zl , , 1.4u i i { ! t ; i i _ — , I : i , i I _J i , , i s ; ' f 1 i ; - j I 1 ! i ! ! , i : ! i ' Description By NA Date 111g/�g �( -AV [ Ty - ul,'P ;IZ CG VL L Roo 2 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 project Job No. Edmonds, WA 98020 8 425.778.8500 www.cgengineering.com L OndAG P" lc COMPANY PROJECT WoodWorks Nov. 13, 201813:44 upper lovel_B9 SOFTiVAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Fat- Location I'll Magnitude Unit race start End start End cod Dead FL DEL 266.0 plf wa Snow Full UDL 288.0 plf wl Live Full UDL 160.0 PIE Sal£ -wet ht Dead EU11 Do 20.9 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 20.146' unfaccored: Dead Live Snow zees 1612 2901 2888 1612 2901 Faetored: Total 6273 6273 Searing: Capacity Seam 6273 6273 Support 6443 6443 Des ratio Beam 1.00 1.00 Support 0-91 0.97 Load comb g3 N3 Length 1.75 1.75 Min req'd 1.75 1.75 Cb 1.00 1.Do Cb min 100 1.00 Cb support 1..01 1.07 Feo sup 625 1 625 upper level_B9 Glulam-Unbal., West Species, 24F-V4 DF, 5-1/2"x16-112" 11 laminations, 5-12' maximum width, Supports: All - Timber -soft Beam, D.F(r--L No.2 Total length: 20.16% Clear span: 19.8541; volume= 12.7 eu.ft. Lateral support: top= at supports, boftom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015; criterion I Anal aia Value Desi n Value Unit Anal sir/Dear n Shear v ea Fv 305 pri fv Fv' 0.29 Bendingi+) fb 1498 Eb' = 2563 psi fb/Fb' - 0.58 Li oefl'n 0.33 - L/735 0.67 L/360 in 0.49 Total Defl'n 0.61 = L/396 1.00 v L/240 1n 0.61 Additional Data: FACTORS: F/E(psi)CD CH Ct CL CV Cfu Cr Cfrt Dotes Cn•Cvr LCIi Fv' 265 L.15 1. 00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 2400 1.15 1.00 1.00 D. 929 0.967 1.00 1.00 1.00 1.00 - 3 Fep' 650 - 1.00 1.00 - - - - i.00 - - - E' Vp 1.0 million 1.00 1.00 - - - - 1.00 - - 3 Eminy' 0.85 million 1.00 1.00 - - - 1.00 - - 3 Only the leaser of CL and CV is applied, as per DDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear LC 43 = D+.750,+S), V max - 6229, V design - 5327 lbs Bending(+): Lc 83 D+.75(L+s), H = 31145 lbs-ft Deflection: LC #3 D+.75(L+S) (live) LC 03 D+.75(L+S) (total) D-dead L=live S-snow U-id I=impact Lr=roof live Lc -concentrated E=earthquake All LC's axelisted in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI a 3706e06 lb-in2 ^Live^ deflection = Deflection from all non -dead loads (live, wind, snow.-) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu - 20.00' Le = 36.81' AB = 15.5 Design Notes: 1Wood Works analysis and design are in accordance vdih the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. iPlease verify that the default deflection Ilmits are appropriate for your application. 3Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance vdih ANSI A190.1-2012 Z GLULAM: bxd = actual breadth x actual depth. S. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 8. GLULAM: bearing length based an smaller of Fc tension), Fep(com 'n). COMPANY PROJECT WoodWorkso Nov. 28, 201816:51 upper level_B10 SOFFWARFFOR WOOD DESIGN Design Check Calculation Sheet Woodworks Sher 11.1 Loads: Load Type Distribution Pat- tern Lotetion (Et] Start End 14agnitude Start End Unit v; Dead Full UDL 16.0 p ..1 Live full UDL 53.0 plf pd Deed Point 7.03 126 lb. pl Live point 7.03 420 lbs L Live Point IO.D2 771 lbs D Deed Point 10.D2 252 lbs Self -weight Dead full UDL 5.4 if Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (In) : 1Y-0.65' Unfacto red: Dead Live 223 624 412 1213 Factored: Total 847 1626 Bearing: Capacity Beam 1016 1626 Support 1094 1751 Des ratio Beam 1.00 Support 0.77 0.93 Load comb 42 #2 Length 0.5- 0.11 Nin req'd 0.50` O.BD Cb 1.01 1.00 Cb adn 1.00 1.00 Cb support 1.12 1.12 Fr a 625 625 I -Minimum neannrg tengm seeing uses: - 'OF can suppans I upper level_B10 Glulam-Unbal., West Species, 24F-1.8E WS, 3-1/8"x74/2" 5 laminations, 3-1/W maximum vddth, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length:12'-O.W; Clear span: 11'-11.35% volume = 20cu.fl. Lateral support: top= at supports, bolleei= et supports; Analvsis vs. Allowable Stress and Deflection using NOS 2015: criterion I Anal -is Value Desi n Value Unit Anal sis/Desi n SRear v = 101 try' 265 psi fv Fv' 0. Oend11914, 2302 psi fb/Fb' 0.73 Live DeEl'n 0.37 = L/387 0.40 = L/360 in 0.93 Total Defl'n 0.50 = L/28B 0.60 - L1240 in 0.83 Additional Data: FACTORS: F/E(psilCg CH Ct CL Cv Cfu Cr Cfrt Motes Cn'Cvz LC# Fv' 265 1.00 1.00 1.00 - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0. 959 1. 000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 E.Lny' 0.85 million 1,go 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS Shear : LC #2 - D+L, V max - 1623, V design 1574 lbs Bending(+): LC #2 " D+L, N = 4096 iba-ft Deflection: LC #2 = D+L (live) LC It = D+L (total) D-dead L-live S-snow U=wind I -impact Lc=roof live Lc=concentrated E=earthquake All LC 'a are listed in the Analysis output Load combinations: ASCE 7-10 / IOC 2015 CALCULATIONS: Deflection: EI - 198e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection.n Lateral stability(+): Lu = 12' Le - 22-0.94" RB = 14.3 Design Notes: i. Wood Works analysis and design are In accordance with the ICC Intematlonal Building Code (IBC 2015), the National Design Speci8ra0on (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appmpdate for your application. 3. Glulam design values are for materials conforming to ANS1117-2015 and manufactured In accordance with ANSI At90.1-2012 4. GLULAM: bad = actual breadth x actual depth. 5. GIU12M Beams shall be laterally supported according to the previsions of Nos Clause 3.3.3. COMPANY PROJECT WoodWorkso Nov.13,201813:44 upperleveL ett Design Check Calculation Sheet Woodworks alter 11.1 Loads: Load Type Distribution eat- Location [ftl reagnitude Unit tern Ste [t End start End wd Dead i i UDL ❑0 4a.D p wa snow Full UDL Yes l00.o plL Self-wei ht Dead Full UDL No 5.2 lE Maximum Reactions Jibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 7 021' Unfacto red: Dead Snow 4e 146 326 613 Factored: Total 193 939 Bearing: capacity Beam 709 1240 support 1211 1211 Des ratio Beam 0. 27 0.76 Support 0. 16 0.78 Load comb 63 02 Length 0.50• 0.50+ IQ req•d O.SO• 0.39•- Cb 1.00 1-75 Cb min 1.00 1-75 Cb support 1.11 1-11 re 625 1 625 :Minimum bearing length selUng used: 1/2'tar end supports and 1/2- for intenor suppons "Minimum bearing length governed by the required vddth of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one forbearing design, shown here, due to Kd factor. See Analysls results for reaction from critical load combination. upper level _B11 Lumber -soft, Hem -Fir, No.2, 4x8 (3412'•x7-1W) Supports: All - Timbersoft Seam, D.Fir-L Na.2 Total length: 7.02'; Clear span: 3.958', 2.979% volume =1.2 cu.fl. Lateral support: tap= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection rising NOS 2015: Criterion Anal sas Va1ue Desi n Value Unit Anal s1a/Deal n S esr fv = 23 lr• = 212 psi v Fv a 0.13 Bending(+) Eb 46 Fb• = 1262 psi fb/Fb' - 0.04 Bending(-) fb 270 Fb' = 1262 psi fb/Fb' 0.21 Deflection: Interior Live -0. 00 = <L/999 0.13 = L/360 in 0.09 Total -0. 00 = <L/999 0.20 - L/240 in 0.02 Careil. Live 0.03 <W 9 0.20 L/180 in 0.14 Total 0.04 L/864 0.30 = L/120 in 0.14 Additional Data: FACTORS: F/E(psi)CO CH Ct CL CF Cfu Cr Cfrt Ci Cn LC0 Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb't 850 1. 15 1.00 1.00 0.993 1. 300 1.00 1-00 1.00 1.00 - 3 Fb'- 850 1.is 1. 00 1. 00 0. 993 1. 30D 1. 00 1.D0 1. 00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E. 3.3 million 1,00 1.1, 00 - - - - 00 1.00 - 4 Ervin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear LC 02 a D+S, V max - 479, v design 383 lbs Be L[ O3 = D+S {pattern: ssl, H 11a lbs-ft Bending{-): LC g2 = D+s, H = 690 Ibs-ft Deflection: LC O4 = Illvel LC 09 = Itotal) D=deed L-livs S=snow N=wind 1-impact Lr=roof live L-concentrated E-earthquake All LC•s are listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS. Deflection: EI - 144e06 lb-in2 ^Live- deflection = Deflection from all non -dead leads (liv¢, wind, ... w.-) Total Deflection - 1.00(Dead Load Deflection) + Live Load Oeflection. Lateral stability)+): Lu = 4.00• Le = 7.50• Be = 7.3; Lu based on full span Lateral stability(-): Lu - 4.00• Le = 7.50• Be = 7.31 Lu based on full span Design Notes: 1. WoodWarks analysis and design ere In accordanaewith the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015). and NDS Design Supplement. 7 Please verify that the default deflection Omits are appropriate for your application. 3. Con9nuous or Canillevered Beams: NDS Clause 4.2.5.5 requires that mime) grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Savm lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. `� 2 A— _1 ....... .... A.- -I.- L.I­ .... . ....... . ....... ..... . .. . ....... L+ 21 5 ;80�Of� _i.. 4 1197 _JIL. ...... J ..... I V V_ . .......... .. ..... .. . .. . ..... ... . . .... .... ......... ... ............ vc 4, MCI Wck)C>-'v V� . .. ... .... 6' 5 ?10�) .. . . ...... .. ......... .......... . ....... ..... ..... .... ... . .. . ........ .. ....... ... .. ....... T_ - --------- — . . ........ . ..... ........ . i ... . ......... b i r L L T ........ .... ... ...... .. .......... ......... X, 10 ck . . .... . .... .. . ....... . . . . . ...... F.... J --- ---- IL3 ... .... ... W ....... .......... '5 (13 5 D ........ . ... ---- — ------- �X19 . ......... -------------- ---------.... ...... ..... -- ---- ddpmwnm� Description By �JA L� Date II/ VIO bPLAO �—�l VPP6L CC-%-)e-L F L 0 a/2- Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Project Suite 200 Edmonds, WA 98020 425.778.8500 Job No. wvvwxgengineer�ng.corn L t) "A c_ R_ o 578c'�AJez COMPANY PROJECT WoodWork s' SOF13VARF FOR 1VOOD DFSIGN Nov. 13, 201813:44 upper Ievel_B12 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern Start End Start End tad Dead Full UDL 218.0 plf ws Snow Full UDL 238.0 plf pd Dead Point 3.77 200 lbs Self -weight Dead Full UDL 9.8 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : y 7.545' - Unfactored: Dead Snow 959 898 959 898 Factored: Total 1857 1857 Bearing: Capacity Beam 1857 1857 Support 1984 1984 Des ratio 1.00 Beam Support 1.00 0.94 0.94 Load comb #2 #2 Length 0.54 0.54 Min req'd 0.54 0.54 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc su 625 625 upper level _B12 Timber -soft, D.Fir-L, No.2, 6x8 (6-112"x7-112") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7.55'; Clear span: 7.455'; volume = 2.2 cu.ft.; Post and timber Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Anal sis Value Desi n Value Unit Anal sis/Desi n S ear fv = 56 FV' = 195 psi fV Fv' = 0.29 Bending(+) fb = 849 Fb' = 862 psi fb/Fb' = 0.98 Live Defl'n 0.07 = <L/999 0.25 = L/311 in 0.27 Total Defl'n 0.14 L/624 0.38 = L/240 in 0.38 Additional Data: FACTORS: F/E(psi)CD CH ct CL CF Cfu Cr Cfrt Ci Cn LC# FV' 170 1.is 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 75a 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 100 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1..00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - D+S, V max - 1847, V design = 1545 lbs Bending(+): LC #2 = D+S, M - 3650 lbs-ft Deflection: Lc #2 - D+S (live) LC #2 = D+S (total) D=dead L=live S=snow, W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: PSCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 251e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow-) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3 Sewn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWork I so SOF11VARfFOR IVOOD OFSCN Nov. 13, 201813:45 upper level_613 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location Magnitude Unit tern Start End(ft) Start End pd Dead Point 3.77 1000 lbs Self -weight Dead Full UDL 9.6 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : } - 7.542' - Unfactored• Dead 537 537 Factored: Total 537 537 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.31 0.31 Support 0.29 0.29 Load comb Ill III Length 0.50* 0.50' Min reW d 0.50• 0.50+ Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc , 625 625 'Minimum bearing length setting used: 1/2" for end supports upper level _B13 Timber -soft, D.Fir-L, No.2, 6x8 (5-112'W-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7.54'; Clear span: 7.458'; volume = 2.2 cu.f .; Post and timber Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2016 : criterion Anal sis Value Desi n Value Unit Anal sis/Desi n Shear fv - 19 Fv' = 1 3 psi fv/Fv = 0.13 Sending(+) fb = 452 Fb' = 675 psi fb/Fb' = 0.67 Live De£1'n negligible Total Defl'n 0.09 = L/949 0.38 v L/240 in 0.25 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCO FV' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 750 0.90 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear : LC N1 = D only, V max = 537, V design = 530 lbs Bending(+): LC 111 = D only, M = 1944 lbs-ft Deflection: LC 81 = D only (total) D=dead L=live S=snow W=mind I=impact Lr=roof live Lc=concentrated E=earthquake Al LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 25le06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoedWorks analysis and design are in accordance with the ICC International Building Cade (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3S COMPANY PROJECT WoodWork s® SOFnVARF FOR Il'ODD DES/CN Nov. 14, 2018 10:12 upper level _613 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location fftl Magnitude Unit tern Start End Start End pd Dea Point 3.77 1000 lbs Self -weight Dead Full UDL 5.2 Plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 1 T-6.5" - Unfactored: Dead 520 520 Factored: Total 520 520 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0.73 0.73 Support 0.43 0.43 Load comb 111 #1 Length 0.50* 0.50* Min req'd 0.5, 0.50• Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fc sup 625 625 Minimum bearing length setting used: 1/2' for end supports upper leve[_B13 Lumber -soft, Hem -Fir, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Beam, 0.Fir-L No.2 Total length: T-6.5'; Clear span: T-5.5' ; volume =1.3 cu.R. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015 : Criterion Analysis Value Design Value Unit I Analysis/Design Shear fv = 31 Fv' = 135 psi fv/Fv' = 0.23 Bending(+) fb = 746 Fb' = III psi fb/Fb' = 0.76 Live Defl'n negligible Total Defl'n 0.16 = L/557 0.38 = L/240 in 0.43 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 851) 0.90 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 1 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear : LC #1 = D only, V max = 520, V design = 516 Its Bending(+): LC Al = D only, M = 1912 lbs-ft Deflection: LC #1 = D only (total) D=dead L=live S=snow W=wind I=impact Lr=roo€ live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 144e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow-.) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 7'-6.00" Le - 14'-0.44" AB = 10.0 Design Notes: 1. Wood Works analysis and design are in accordance with the ]CC International Building Cade (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. 3b COMPANY PROJECT WoodWorkso Nov. 13,201813:45 upperlevelB14 Design Check Calculation Sheet WoodWarks Sizer l l.1 Loads: Load Type Distrlbution Pat- Location (ft] Magnitude Unit tern Start End Start End wd Deed Full UDL !Io 218.0 plf Snow loll UDL Yes 218.0 plf Self-wei ht Dead Full UDL No 12.4 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 18.U43' Unfactored: Dead Snow 915 905 2613 2477 624 685 Factored: Total 1820 5095 1309 Bearing: Capacity Beam 1820 6059 1719 Support 1944 5095 1B36 Des ratio aeam 1.00 0.64 0.76 Support 0.94 1.00 0.71 Load cowb 93 k2 k4 Length 0.53 1.39 0.50• Min req'd 0.53 1.39" 0.50• Cb 1.001 1.21 1.00 Cb min 1.00 1.27 1.00 Cb support 1.0-1 1.07 Fro s 6251 625 625 :Minimum bearing length setting used: tfr for end supports "Minimum hearing length gwomed by the required vddlh of the supporting member. upper level_B14 Timber -soft, D.Fir-L, No.2, 6x10 (6.1/2"x9-112") Supports: All - Timber -soft Beam, D.Fir-L No-2 Total length: 18.04'; Clear span: 9.92', 7.921'; volume =6.5 cu.R; Beam and stringer Lateral support: top= at all supports, bottom= at all supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Anal sis Value Denton, Value unit Anal sis/Deli n Shear fV = 67 Fv' = 195 psi fv Fv' = 0.39 Bending(+) fb - 530 Fb' = 1006 psi fb/Fb' = 0.53 Bending(-) fb = 683 Eb' = 1006 psi fb/Fb' 0.6B Live Defl'n 0.06 - <36/999 0,33 L/360 in D.17 Total Defl'n 0.11 = <L/999 0.50 = L/240 in 0.22 Additional Data: FACTORS: F/E(psi)CD CH Ct CL CF Cfu Cr Cftt Ci Cn LCp Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Eb'+ 875 1.15 1.00 1.00 1.000 1.000 1,00 1.00 1.00 1.00 - 3 Fb'- 875 1. 15 1.00 1.00 1. 000 1. 000 1.00 1.00 1.00 3.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 mtllion 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: shear : LC 92 D+S, V max - 2713, V design = 2333 lbs Bending(+): LC g3 = O+5 (pattern: Be), N = 3653 lbs-ft Bending(-)! LC 02 = D+S, U = 4708 lbs-ft Deflection: LC 83 a (live) LC 93 = (total) D=dead L=live S=snow W�wind 1-impact Le -roof live L-concentrated E-earthquake All LC's ate listed in the Analysis output Load Patterns: s=5/2, X-L+S or L+Lr, -no pattern load in this span5 Load combinations: ASCE 7-10 / IBC 201 CALCULATIONS: Deflecrion: EI - Slle06 lb-in2 "Live' deflection - Deflection frem all n n-dead loads (live, wind, snow. -I Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are In accordance vRth the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default delledian limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantlInmrs and other spans. 4. Sawn lumber bung members shall be laterally supported according to the provisions of Nos Clause 4.4.1. / COMPANY PROJECT Wo O d Wo r ! �. S O Nov. 14, 201810:16 upper revel S14 SO"WARf FOR WOOD DESIGN Design Check Calculation Sheet WDodWarks Sizer 11.1 Loads: Lond Type Dtatribatlan Pat- Lacati on [ftl Nagnitude Vnit ce rn start ena start ena wd Dead Fu DL tlo 218.0 plf Snow Fu11 UDL Yes 210.0 plf Self-wei ht Dead Full UDL tlo 6.7 if Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 18'-1.1' Vnfactored: Dead snow B99 911 2553 2477 612 689 factored: Total 1811 5030 1301 Hearing: Capacity 5030 1301 Beam Support 1811 3093 7686 2223 Des ratio Beam 1. 00 1.01 1.00 Support 0.591 0.11 0.59 04 Load comb #31 #2 0.92 Length 1.281 3.17 Min req'd 1.28 3.17 D.92 Cb I.ODj 1.12 1.Do Cb min 1.00 1.12 1.00 Cb support 1.11 1. 11 1.11 625 Fc 625 625 upper level_B14 Lumber -soft, Hem -Fir, No.2, 4x10 (3.1/2"x9-114") Supports: All - Timber -soft Beam, O.Fii L No.2 Total length: 18'-1.1"; Clear span: 9-9.77", 7%9.95'; volume =4.1 cu.ft. Lateral support: top= at all supports, bottom= at all Supports; Ar lvsis vs. Allowable Stress and Deflection using NDS 2015: Criterion Anal sis Value Desi n Value Unit Anal sia/Deal n Shear fv O6 Ev - 17Z pei fv Fv' _ 1 Bending(+) fb 868 Fb' = 1143 poi fb/Fb' = 0.76 Bending{-) fb = 1118 Eb' 1143 pai fb/Fb' = 0.9B Live Defl'n 0.10 <L/999 0.33 L/360 in 0.29 Total Oefl'n 0.18 = L/662 0.50 - L/240 in 0.36 Additional Data: FACTORS: F/E(psi)CO CH Ct CL CF Cf. Cr Cfrt Ci Cn LC# Fv' ISO 1. 15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.975 1.200 1.00 1.00 1.00 1.00 - 3 Fb'- 850 1.is 1. 00 1.00 0.975 1.20D 1.Do 1.00 1,00 1.00 - 2 Pep, 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 92 = D+9, V max - 2678, V design = 2282 lbs Bending(+): LC #3 D+S (pattern: Sal, M - 360a Its ft Bendinq(-): LC 02 = D+S, H = 4640 lba-ft Deflection: LC 93 - (live) LC #3 (total) D=dead S-snow ift"d I -impact Lr-roof live Lc -concentrated E-earthquake rare All LC's are listed in the Analysis output Load Patterns: s-3/21 x=L+S or L+Lr, -no pattern load in this apart Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Defleetion: EI = 300e06 lb-in "Live" deflection - Deflection from all n n-dead loads (live, wind, snow.-) Total Deflection - 1.00(Dead Load Deflection) + Live Load De flectien. Lateral stability(+): Lu 10' Le = 1B'-7.38" Re = 13.0; Lu based on full span Lateral stability(-); Lu = 10' Le = 18'-7.38" Re = 13.0; Lu based on full span Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015). and NOS Design Supplement. 2 Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4 Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4A. 3� COMPANY PROJECT WoodWorks ° Nov. 13, 201813:45 upper level_B15 SOFrIVARF FOR IYOOO Of SIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load 'type Distribution Pat- Location Ift) Magnitude Unit tern Start End Start End wd Dead Elul UDL )70 .0 pit ws snow Full UDL Yes 10..0 plf p snow Point Yes 2.00 3700 lb. self -weight Dead cull UDL No 12.9 if Maximum Reactions (lbs), Bearing Capacities (ibs) and Bearing Lengths (in) : 8.031' Unfactored• Dead Snow 98 2451 3a7 Z097 Factored: Total 2549 2984 ea ing: Seat Capacity Hear. 2549 3614 Support 2723 2464 Des ratio Heam 1.00 0.69 Support 0.94 1.00 Load comb 113 fl2 Length 0.74 D. 60 Min req'd 0.74 O.68'• Cb 1.00 1.55 Cb min 1.00 1.55 Cb support 1.07 1.07 Fc 625 625 ••Minimum bendng length governed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. upper levei_B15 Timber -soft, D.Fir-L, No.2, 6x10 (5.112"x9-1/2") Supports: All - Timber -soft Beam, D.FIr-L No.2 Total length: 8.03 ; Clear span: 4.941', 2.972; volume - 2.9 cuJI.; Beam and sbinger Lateral support: top- at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2016 : Criterion Anal sis Value Deai n Value Unit Anal sia/Deal n S ear Bending(+) Benof ql-1 tb = fb 9 602 105 EV = Fb' = Eb' = 195 1006 1006 psi psi psi v rv' = fb/eb' = fb/Fb' = 0.3 0.68 0.10 Deflection: 0.03 = <L/999 0.17 L/360 in 0.19 Interior Live Total 0.03 = <L/999 0.25 = L/240 in 0.13 Cantil. Live -0.05 L/694 0.20 = L/180 in 0.26 Total -0. 05 L/744 0.30 = L/120 in 0.IS Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt CS C. LCp Fv' 170 1.15 1. 00 1.00 - - - - 1.0. 1.00 1.00 3 Fb'+ 875 1.15 1.01 1.01 1. 000 1. 000 1.011 1.00 1.00 1.00 - 3 F'b'- 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fop' 625 - 1.00 1.00 - - - - 1.00 1.DO - - E' 1.3 rsillion 1.00 1.00 - - - - 1.D0 1.00 - 3 CRrf1CAL LOAD COMBINATIONS: Shea. r LC 83 = D+S (pattern: Sa), V max = 2545, V design = 2413 its eandingl+): LC if= D+S (pattern: Sat, li = 4694 lb. -Et eendingl-)r LC 82 = D+S, M = 722 lba-ft UsEleetion: u 83 = (live) LC fl3 = :total) D=dead Irlive 5=snow N=.rind I=impact L--of live Le=concentrated E=earthquake AllLC's axe listed in the Analysis output Load Patterns: s-S/2, X=L+s or L+Lc, - o pattern load in this span Load combinations: ASCE 7-10 / I 2015 CALCULATIONS: EI = 5lle06 lb-in2 ZDeflectiaa: "Live' deflection = Deflection from all n n-dead loads (live, wind, Total Deflection - 1.00(Dend Load Deflection) + Live Load Deflect ion.n Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015). and NDs Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDs Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4 Sawn lumber bending members shell be laterally supported according to the provisions of Nos Clause 4.4.1. 31 COMPANY PROJECT WoodWorks' Nov. 14, 2018 10:12 upper level B15 SOFAVARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location (ft) liagnitude Unit tern Start End Start End wd Dead Full UDL Ito 98.0 pl snow Full UDL Yes l0o .0 plf ps Snav Pvint Yes 2.00 3700 lbs - Selfei ht Dead Full UDL Ito 6.7 if Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 8'-D.91- Unfactored• Dead So.. 91 2469 350 2014 Factored: Total 2580 2414 Bearing: Capacity Be- 2580 2414 Support 4409 3216 Des ratio Beam 1.00 1.00 Support 0.59 0.75 Load comb 93 12 Length 1.82 1.33 Min req'd 1.82 1.33 Cb 1.(10 1.28 Cb min 1.00 1.28 to support 1.11 1.11 Fc 625 625 Maximum reacgon on at least one support is from a different load Combination than the Critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from Critical load upper level_B15 Lumber -soft, Hem -Fir, No.2, 4x10 (3-112"x9-1/4") Supports: All • Timber -soft Beam, D.Fir-L No.2 Total length: 8'-0.91'; Clear span: 4'-10.43", 2'-11.34% volume =1.8 CUJL Lateral support: top= at supports, bottom-- at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015; Criterion Analysis Value Desi n Yalue Unit Mal ais/Dees n hear 113 Fr 2 psi fv Fv' = 0.6 Bending(+) fh 1119 Fb' = 1161 pal fb/Fb' bending(-) fb = 161 1b' 1161 pal fb/Fb' Deflection: Interior Live 0.05 = 11,11 0.17 = L/360 in 0-33 Total O. OS = <L/999 0.25 = L/240 i. 0.22 Cantil. Live -0.09 = L/414 0.20 - 11150 in 0.43 Total -0.08 = L/441 0.30 L/120 in 0.27 Additional Data: FACTORS: F/E(pai)CD CH Ct CL CIF Cfu Cr Cfrt Ci CO LCk Fv' ISO 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 rb'+ 050 1.15 1.00 1.00 0.990 1.200 1.00 1.00 1.00 1.00 - 3 fb'- 050 1.15 1.0It 1.00 0.990 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 3.00 1.00 - - - - 1.00 1.00 - - E' 1.3 milli.. 1. 00 1.00 - - - - 1.00 1.00 - 3 End.' 0.47 milli.. 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: :hear : LC 03 D+S (pattern: Ssl. v max 2569, Y design - 2438 Its Bending(+)! LC 03 . D+S (pattern: Sel, H 4656 lbs-ft Bending(-): LC 112 = D+S, H = 696 lbs-ft Deflection: LC $3 = hive) LC 6(to 3 = tell D=dead Irlive 5=snow N=wind I=impact L-roof live 16-oncentrated E-earthquake Al LC're listed in the Analysis output Load Patterns: s=S/2, X=L+S or L+Lr, _- o pattern load in this span Load combinations: MCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 300eO6 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, s ow,-) Total Deflection = 1.00fDead Load Deflection) + Live Load Deflection.• Lateral stability(+): Lu 5' Le = 9-4.19" Be = 9.2; Lu based on full span Lateral stability(-): Lu = 5' Le 9-4.19" Be = 9.2; Lu based on full span Design Notes: 1. Wood Works analysis and design am in acmrdancevrilh the ICC International Sullding Code (IBC 2015), the National Design Specification (Nos 2015). and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantllevered Seams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4A. y0 1*9 I)Wor-14! ..... . . ...... . ..... .......... ........ .. ..... . .. V 15 iz . .. . ....... - - — — ------ ZI. . ........... ............. fib 0 .. . . ....... ..... ...... . ...... ........ .... . C Ob .... ...... .... ...... .. ........ . .... . ............ . . .......... .... . .. . ...... .. .. .... .. .. .... . .. . .... .... .. . ..... ..... 201J I IF .......... ..... . ... ...... .. ........ . .... ... Description By NA L Date /5110b (2 1? I\ V ITi r F-L 1--L-o c) r-- Checked Date ENGINEERING — Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project Job No. 425.778.8500 www.cgengineering.com L 0 &.)/\ c RE C COMPANY PROJECT WoodWorks" Nov. 13, 2011t I3:46 upper level B16 SOFrIVARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWarks Sizer 11.1 Loads: Load Type Distribution Pat- Location Iftl Magnitude Unit tern Start End Start End wd Dead Full UDL 16.0 PIE ,,I Live Full UDL 80.0 plf Tw Wind Paint 30. 69 11fi00 lb- Self-wei ht Dead Full It 15.9 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 12.oer unfactored: Dead Live wind 191 482 1206 192 485 30314 Factored: Total 1131 6381 Dearing: Capacity fi381 Beam 2188 6381 support 2187 Des ratio 100 Beaa 0.52 . 1.00 support 0.52 0 Load comb Length 113 0.50- 1.46 Itin req'd 0. 50' 1.46" Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc $up 625 625 'Minimum beating length setting used: 12" for end supports *Minimum beating length governed by the required width of the supporting member. upper level_B16 PSL, PSL, 2.0E, 7"x7-1/4" Supports: All • Timber -soft Beam, D.Fir-L No.2 Total length: 12,08; Clear span: 11.9181,, volume =4.3 eu.rt. Lateral support: lop= at supports, bottom= at supports: WARNING: INS CUSTOM SIZE is not In the database. Refer to online help. Analysis vs. Allowable Stress and Deflection using Nos 2o15: Criterion, I Anal -is Value Des! Value Unit Anal sia/Deli n Shear 0.41 eendingl+) fb = 1655 Fb' = 4601 psi fb/Fb' = 0.36 Live Defl'n 0. 33 - L/443 0.40 = L/360 in 0.82 Total Defl'n 0.36 - L/401 0.60 = L/240 in 0.60 Additional Data: FACTORS: F/EIpa11CD CM Ct CL Cv C£u Cr Cfct Ci Cn LCA Fv' 290 1.60 - 1.00 - - - 1.00 - 1.00 5 F'b'+ 2900 1.60 - 1.00 0. 992 1.00 - 1.00 1.00 - - 5 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 m111ion - 1.00 - - - - 1.01 Eminy' 1.04 million - 1.00 - - - - 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC 45 D+.6W, V nmx = 6360, V design = 6359 lbs .end ing(+): LC 45 - D+.6W, M - 8457 lbs-ft Deflection: LC 04 = .6D+.6W (live) LC p5 0+.6W tr.tal) D=dead L=Live a=snow W-wind I=impact Lr=roof live Lc -concentrated E-earthquake AlI LC 'aare listed in the Analysis output Load .-binations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 445eO6 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, a -I nection. Total Deflection = 1.00(Dend Load Deflection) + Live Load Oefl Lateral stability)+I: Lu - 22.00' Le - 22.06' Ra - 6.3 Design Notes: 1. Wood Works analysis and design are In accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and Nos Design Supplement. 2, Please verify that the default deflection limits are appropriate for your application. 3, SCL BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 4. size factors vary from one manufacturer to another for SCL materials. They can be changed In the database editor. 5. FIRE RATING: LVL. PSL and LSL are not rated for fire endurance. _I Z COMPANY PROJECT WoodWorks' Nov. 29, 201514:56 upperlevel_B16 SOFnVARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Lo..ticn Iftl Magnitude Unit tern Start End Start End wd Dea Full UDL 16.0 plf wl Live EVIL UDL 80.0 plf Tw Hind point 10.69 11600 lbs Self-wei ht Dead Full UDL plf Maximum Reactions (lbs), Bearing Capacities (ibs) and Bearing Lengths (in) : Unfaet..ed: Dead Live Hind 166 482 1286 167 485 1D314 Factored: 6356 Total 1106 Beating: Capacity 6610 Beam 2194 6356 Support 2109 Des ratio 0.96 Beam 0.50 1.00 support 0.52 95 Load cc o #3 1.51 Length 0.50' 1.51•• Min req'd 0.50' 1.00 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1. 00 625 Fc 625 'MmIn1Um Dearing tangm seeing user: - run eeu..Pp.". ••Minimum bearing length governed by the required width of the supporting member, upper level_B16 Glularn-Unbal., West Species, 24F-1.8E WS, "W'x7-112" 5 laminations, 6-314' maximum width, Supports: All - Timber -soft Beam, D.Fh L No.2 Total length: 12'-1.0•; Clear span: 11'-11'; volume = 4.2 cu.ft. Lateral support: lop= at supports, bottom= at supports; Analvsis vs. Allowable Stress and Deflection usin0 NDS 2015: Criterion I Mal s s Value Desi n Value Unit Anal sls/Desi n Shear v =r 188 Fv' 424 Pin fv Fv' = 0." Bending(+1 fb = 1598 kb' 3803 psi fb/Fb' - 0.42 Live DeEl'n 0.34 = L/924 0.40 L/360 in 0.85 Total Defl'n 0.37 L/390 0.60 = L/240 in 0. 61 Additional Data: FACTORS: F/E 1psi)CD CM Ct CL CV Cf. Cr Cfrt hates Cn*Cvr LCA Fv' 265 1.60 1.00 1.00 - - - 1.00 1.00 1.00 5 Fb'+ 2400 1.60 1.00 1.00 0.990 1.000 1.00 1.00 1.00 1.00 - 5 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 milli= 1.00 1.00 - - - - 1.00 Fminy' 0.55 million i.00 1.00 - - - - 1.00 CRITICAL LOAD COMBINATIONS: shear : LC 05 D+.GIN V max = 6355, V design = 6336 lba Bending(+): LC RS = D+.6M, M = 8427 lba-€t Deflection: LC 44 - .6D+.6H Ilive) LC q5 D+.6H (total) D=dead L=live 5=snow W=wind I -impact Lr=roof live Le -concentrated E-earthquake All LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 427e06 lb-in2 "Live" deflection - Deflection from all non -dead load. (live, wind, snow.-1 Total Deflection - 1.00(0ead Load Deflection) + Live Load Deflection. Lateral stability(+): L. - 12' Le - 22'-0.94" Ra - 6.6 Design Notes: 1. Wood Works analysis and design are in accordance wllh the ICC Inlemational Building Code (IBC 2015), the National Design Specification (NOS 2D15), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Giulam design values are for materials conforming to ANSI 117.2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. 6. GLULAM: bearing largth based on smaller of F (tenslon), F com n . COMPANY PROJECT WoodWork s O Nav 13, 2018 13:46 upper lave) deckjolsts SOF711'ARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Slzer 11.1 Loads: Lead Type Dlatribution Pat- Location Ift) Magnitude Unit tam Start End start End d Dead Full Area t12.0"I psf 1 Live Full Acea 60.00 600112.0" I psf Self -wet ht Oead Full VDL 3.0 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.047 Unfact-d- Dead Live 78 361 78 361 Factored: 440 Total 440 Dearing: Capacity 469 ,foist 469 5e6 Support 586 Des [atio 0. 94 Joist 0.94 0.75 support 0.75 p2 Load comb N2 0.50• Length 0.50• 0.50D Min req'd 0.50• 1. 00 Ch 1.00 3.00 Cb min 1.00 1.25 Cb support 1.21 625 Fc su 625 bearing lengin setting uses: vc wren suppans upper level -deck joists Lumber -soft, D.Fir-L, No.2, 1-112'W-112" Supports:All - Timber -soft Beam, D.Fir--L No.2 Floor joist spaced at 12" dc; Total length: 12.041; Clear span: 11-958'; volume = 1.1 cuJIL Lateral supp4n: lop= full, bottom- at supports; Repetitive factor. applied where permitted (referto online help); WARNING: this CUSTOM SIZE Is not in the database. Refer to online help. Analysis vs. Allowable Stress and Deflection Doing Nos 2015: criterion I Anal sis Value I Desi n Value Unit Anal aia/Deli n shear v = 4 Fv' - 'so poi eendingl+l fb = 873 Fb' 1138 psi fb/Fb' 0.77 Live 0ef1'n 0.23 = L/631 0.40 = L/360 in 0.57 Totat Defl'n 0.28 L/519 0.60 = L/240 in 0.46 Additional Data: FACTORS: F/Elpsi)CD CH Ct CL CF Cfu Cr Cfrt CS Cn LCk Fv' leo 1.00 1.00 1.0o - - - - 1.00 1.() 1.00 2 Fb'+ 900 1.00 1.00 1.00 1. 000 1.100 1.00 1.is 1.00 1.00 - 2 FCP' 625 - 1.00 1.00 - - - - 1.00 1.Do - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Lain' 0.Se million 1.00 1.00 - - - - 1.D0 1.00 - 2 CRITICAL LOAD COMBINATIONS: She- LC p2 = D+L, V max - 438, V design " 385 lb. Bending(+): LC p2 " D+L, at = 1315 lba-ft Deflection: LC p2 = D+L livel LC p2 = D+L :total) D=dead live S=snow H•'wind 1-impact Lr=roof live Le=concentrated E=earthquake All LC•, are listed in the Analyaia output Load coarbinationa: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EL - 123-06 lb-in2 "Live" deflection - Deflection from all non -dead load, (live, wind, anow.-) Total Deflection - 1.00(Dead Load Deflection) + Live Load 0eflaction. Design Notes: 1. Wood Works analysis and design are In accordance with the tCC International Building Code (IBC 2015). the National Design Speclrication (NDS 2015). and NOS Design Supplement. 2. Please verity that The default deflection limits are appropriate for your application, 3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. V3 COMPANY PROJECT WoodWorks ° NOV. 13, 2018 13.47 upper leveLdeck Joists SOFFIVARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Loeatien Ift] Magnitude Unit tern Start End Start End d Dead Fu rem 10.0 (1 .0"1 pa 1 Live Full Area 60.00 gli self-wei ht Dead -11 UDL 3.3 if Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.042' Unfactored- Dead Live 80 361 eD 361 Factored: 941 Total 441 Dearing: Capacity 656 Joist 656 664 Support 664 Des ratio 0.67 Joist 0.67 0.66 Support 0.66 02 Load comb 12 0.50• Length 0.50• 0.50• Min req'd 0.50• 1.00 Cb 1.00 1.21 Cb min 1.00 1.25 Cb support 1.21 625 Fc su 625 *Minimum hearing length selling used: fir for end supports I upper level deck joists LVL n-ply, 1.8E, 2200Fb, 1-3/4"x6-1/2",1-ply Supports: All - Tlmber-soft Beam, D.FiFL No.2 Flooriaisl spaced at 12- r/c; Total length: 12.04•; Clear span: 11.958'; vol.-1.0 -A. Lateral support: top= full, bottom= at supports; Repetitive factor, applied where permitted (Polar to online help): WARNING: this CUSTOM SIZE is not in file database. Refer to online help. Analysis Vs. Allowable Stress and Deflection using Nos 2016 : criterion I Anil -is Value 1 Design Value Unit Anal sie/Desi n Shear 2B5 psi v Fv = 0.18 Bending(+) fb = 1294 Eb' 2481 psi tb/Fh' 0.52 Live Defl'a 0.39 = L/370 0.90 = Ll360 in 0 97 Total Defl'n 0.47 = L/303 0.60 L/2to 1n 0-79 Additional Data: FACTORS: F/E(paf)CD CH Ct CL CV Cfu Cr Cfrt Ci Cn LCa fl' 285 1.00 - 1.00 - - - 3.00 - 1.0D 2 Eb'+ 2200 1.00 - 1. Oo 1. 000 1.09 - 1.04 1.00 - - 2 Fop' 75o - - 1.00 - - - - 1.00 - - - E' 1.9 million - 1.00 - - - - 1.00 - - 2 Rainy' 0.93 mJ.111an - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 - D+L, V moo - 440, V design = 3" Lbs Bending(+): LC 02 = D+L, H = 1319 lba-ft Deflection: LC 02 = D+L (livel LC 02 = D+L (total) D=dead L=live S=snow fl=rrind I=impact Lr-roof live Lc�concentrated E=earthqu,k, All LC's are listed in the Analysis output Lead combination: ASCE 7-10 / IEC 2015 CALCULATIONS: Deflection: EI - 72.1e06 lb-in2 all n n-dead loads (live, wind, a ow...) '•Live" deflection - Deflection from n Total Deflection 1.000-d Wad Deflection) + Live Load Deflection. Design Notes: 1. WoodWarks analysis and design are In accordance with the ICC Intemational Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi-piy beams. 4. FIRE RATING: Joists, wall studs, and mufti -ply members are not rated for fire endurenca. I_' y C'ANY PROJECT WoodWorks NoOvM15,201808:45ppa,l-o _817 SOFIAVAREFOR VI Design Check Calculation Sheet Woodworks Sirer 11.1 Load Type Distribution Pat- tern Location If" Start End Magnitude Start End Unit wa Dead Pull UDL 16.0 p £ col Live Full UDL 13.0 plf I'd Dead Point 2.30 1008 lba ps Snow Point 2.10 2100 lb s Self-wef ht Dead Ev11 UDL 6.7 if Maximum Reactions (lbs), Bearing Capacities (ibs) and Bearing Lengths (in) 4.073' Unfactored: Dead Live Snow 535 108 1018 565 82 D 182 Factored: 1647 Total 1553 Bearing: Capacity 1647 Beam 1553 2759 Support 2596 Dec ratio 1.00 e eam 1.00 0 Support 0.60 84 Load comb q4 0.90 Length 0.85 0.90 lttn req'd 0.85 1.00 Cb 1.00 1.0 Cb min 1.00 Da Cb support 1.08 625 Fc 625 upper level B17 Lumber n-ply, Hem -Fir, No.2, 2x8, 3-ply (4-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 4.OT; Clear span: 3.027'; volume = 0.9 cu.fl. Lateral support: top= at supports, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Annlvsis vs. Allowable Stress and Deflection Osing Nos 2015: Criterion anal s s Value Design Value Unit Analysis/ n S .or fv =r 7 Fv 172 Ps fv Fv 4 Sending(+) fb = 959 Fb' = 1216 psi Eb/Fb' = 0.79 Live Defl'n 0.03 = <L/999 0.13 = L/360 [.0.20 in 0.20 Total Defl'n 0.04 = <L/999 = L/240 in 0.20 Additional Data: FACTORS: F/E(pai)CD CM Ct CL CF cfu Cr cfrt Di Cn LCI) Fv, 15o 1.15 1. QO 1.00 - - - - 1.00 1.00 1.00 4 Fb'+ 650 1.15 1.00 1.00 0.901 1.200 1.00 1. 15 1.00 1.00 - 4 Fop' 401 - 1.00 1'00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 Ervin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: shear : LC 14 = D+S, V -1 - 1647, V design 1632 Its Sending(.): LC it = D+S, M - 3151 lbs-ft Deflectlon: LC B4 = D+S (live) LC i)4 = D+S (total) D=dead live S=snow Wind I=impact Lr--roof live L-oncentrated E=earthquake All LC's a e listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 61.9e06 lb-Ln2/ply "Live" deflection = Deflectlon from all n n-dead loads Ilive, wind, s n ow...I Total Deflection = 1.001Uead Load Deflection) + Live Load Deflection. Lateral stability)+): Lu = 4.00' Le = B.25, RB = 17,8; b single ply width Design Notes: 1. Woodworks analysis and design are in accordance with the [CC International Building Code (IBC 2015), the National Design Specification (Nos 2015). and NOS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber beading members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 4. BUILT -VP BEAMS: It is assumed that each ply Is a single continuous member (that Is, no butt joints are present) and that each ply is equally topdosded. Where beams ere side -loaded, special fastening details may be required. S. FIRE RATING: Joists, wall studs, and m Iff- y members are not rated for fire endurance. ys COMPANY PROJECT WoodWorks Nov.15,201808:45 upperlevel_017 SOFrWAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads Load Type Distribution Pation ternt- Ift) Locastart End Magnitude Start End Unit xd Dead 1 UDL 16.0 plf wl Live Full UOL 53.0 plf pd Dead lFs Paint 2.10 1008 lbs ps Show Point 2.10 2100 lbs Self-wei ht Dead Full UD1 6.7 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 4.094' Unfactored: Dead Live Snow 536 10e 1022 564 109 1078 078 Factored: 1642 Total 1558 eearingt Capacity 1642 Beam 155e 2806 Support 2662 Dee ratio . Beam 1.00 0.59 Support 0.59 pq Load comb Ito 1.16 Length 1.10 1. 16 Dlin req'd 1.30 1.00 00 Cb 1.00 1. 00 Cb min L00 1. 11 Cb support 1.11 625 625 Fc s 625 upper level_B17 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-114") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 4.09% Clear span: 3.906'; volume = 0.9 cu.ft- Lateral support: top= at supports, bottom= at supports; Anilvsis vs. Allowable Stress and Deflection using NOS 20i6, criterion I Analysis Value I Design Value I Unit I Anal sis/Deal n Shear Ev = 7 FV• = 172 pat fv Fv D.4 eendingl+l fb = 758 Fb' 1162 psi Eb/Eb' - 0.65 Live DeW 0.02 - <L/999 0.13 = L/360 in 0.12 Total Defl'n 0. 02 <L/999 0.20 L/2d0 in 0.12 Additional Data: FACTORS: F/E(pai)CD CM Ct CL Cr CEu Cr Cfrt CS Cn LCp Fv' 150 1.15 1.00 1.00 - 1.00 1.00 1.00 4 Fb'+ 950 1.15 1.00 1.00 0.191 1.200 1.110 1.00 1.00 I.00 - 4 Fcp• 405 - 1.00 ..Do - - - - 1.00 1.DO E. 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 1 E:ain' 0.47 million 1.00 1.00 - - - - 1.DO 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear LC 14 - 0+8V max 1641, V design = 1623 lbs Bending{+): LC 44 D+S, , H 3151 lbs-ft Deflection: LC 04 = D+s (live) LC ))4 - D+5 (total) D=dead L=live S=snow w=wind I=impact Lr-roof live Le -concentrated emearthqueke All We are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 300e06 lb-in2 "Live" de flectfon - Deflettioh from all non -dead loads Ilive, wind, snow_.1 Total Deflection- 1.00(Dead Load Deflection) + Live Lc ad Deflection. Lateral stability (+): Lu - 4.001 Le - 9.25' Re = 8.6 Design Notes: 1. Wood Works analysis and design anon accordance with the ICC International Building Code (ISC 2015), the National Design Specification (NOS 2015), and No$ Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. COMPANY PROJECT WoodWorks' Nov. 13. 20" ":48 upper level_B18 SOFEWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWodcs $tzar 11.1 Loads: Load Type Distribution Pat- Location (ftl Magnitude llnit tern Start End Start End wd Dead Full DDL 144.0 plf wl Live Full DDL 720.0 plf pd Dead point 2.30 1100 lb. elf -weight Dead Full UDL 23.0 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 16.196, Unfactored- Dead Live 2313 5835 1487 5827 Factored: 7319 Total 0148 Bearing: Capacity 7334 Beam 8148 786 support 8729 Des ratio 1.00 Beam 1.00 0.93 Support 0.931 #2 Load comb #21 2,23 Length 2.481 23 Min req'd 2.481 0 01, Cb 1.011. 1.00 Cb in 1.001 1.07 Cb sUPPott 1.07 625 Fc au 625 PSL, PSL, 2.0E, 5-1l4"XIC Supports: All - Timber -soft Beam, D.1 ird Nu.2 Total length: 16.2'; Clear span: 15.804'; volume = 8.3 cu.8. Lateral support; top= at supports, bottom= at supports; Analvsis vs. Allowable Stress and Deflection using Nos 2016: Criterion Anel sis Value Design value Unit Allvilhef1VaesiBending l+) fb = 2064 Fb' = 2804 psi Live Defl'n 0.44 L/434 0.53 W360 in Total Defl'n 0.57 L/337 0.80 = L/240 Sn Additional Data: FACTORS: F/E(psi1C0 CH Ct CL Cv Cfu Ct Cftt Ci Cn LC# Fv' 290 1.00 - 1.01, - - - - 1.11 - 1.00 2 fib+ 2900 1.00 - 1.00 0.967 a 98 - 1.00 1.00 - - 2 Fell 625 - - 1.00 - - - - 1.OD - - - E' 2.0 million - ].00 - - - - 1.00 - - 2 Effiny' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Sheet LC 12 = D+L, V max - 0050, V design = 6932 lbs Bending(+): LC 02 = D+L, H = 29493 lbs-ft Deflection: LC 42 D+L (live) LC 82 = D+L (total) D=dead L=live S-snow ar-ind 1-impact Lt=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI 2401e06 lb-in2 "Live" deflection = Deflection from all .--dead loads (live, wind, Total DeElaction = 1. 00 (Dead Load Deflection) + Live Load Defleccien.n Lateral stability(+): Lu - 16.00' Le - 29.56' RS - 13.4 Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015). the National Design Specification (NDS 2015), and Nos Design supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Stnlolurat Composite Lumber); the attached SCL selection Is for preliminary design only. For final member design contact your local SCL in anuraclu ref. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. (� w, .. ..... . ........... . -T- X 2i V Description By Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 C 425,778.8500 www.cgengineering.com COMPANY PROJECT WoodWorks° SOFTWARE FOR {S'OOD DESlCN NOV. ZB� 2D1B 16:50 B19 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load 'type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End o,d1 Dead Partial Area 0.03 6.53 12.00(6.00') psf wll Live Partial Area 0.03 6.53 40.00(6.00') psf Self -wet ht Dead Full UDL 5.2 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) i U-6.73" Unfactored: Dead Live 252 702 251 778 Factored: Total 1033 1029 Bearing: Capacity Beam 1033 1029 Support 1765 1758 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 0.73 0.73 Min req'd 0.73 0.73 Cb 1.00 1.00 Cb min 1.00 1,00 Cb support 1.11 1.11 Fcp sup 625 625 B19. 1 Lumber -soft, Hem -Fir, No.2, W (3-1/2'W-114") Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length: 6-6.73"; Clear span: 6-5.27"; volume = 1.2 cu.ft. Lateral support: top= at supports, bottom-- at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis value Design Value I Unit I Analysis/Design Shear fv - 49 Fv 1 0 psi v Fv' = 0.33 Bending(+) fb = 656 Fb' 1094 psi fb/Fb' = 0.60 Live Defl'n 0.07 = <L/999 0.22 = L/360 in 0.31 Total Defl'n 0.10 = L/788 0.33 = L/240 in 0.30 Additional Data: FACTORS: FIE(psi)CD CM ct CL CF cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.990 1.300 1.00 1.00 1.00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 1029, V design = 830 lbs Bending(+), LC #2 = D+L, M = 1675 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=1ive S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 144e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow_.) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 6'-6.00" Le = 12'-4.88" RB = 9.4 Design Notes: 1, Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorkso Nov. 29, 201B15:09B20 WI Design Check Calculation Sheet Wood Works Saer 11.1 Loads: Load I Type Dis LcLbu[ion Pat- Lo ca tton [£t] Magnitude t Uii t ein Start End Start Ertd D Oead Point 412 e ?Dint1213 lDead Eu11 UDL 52 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6'-0.73• Unfactored: Dead Live 359 1011 a4 2D2 Factored: Total 1370 287 Bearing: Capacity Beam Support 1370 2341 709 1211 Des ratio 0.4D Beam Support 1.OD 0.59 0.24 Load comb #2 42 Length 0.97 0.50' Min req'd 0. 97 0.50' Cb 1.00 1.00 Cb in 1.00 1.00 Cb support 1.11 1.11 Fc 625 625 bearing length setting used: 112- for end suppons B20 Lumber -soft, Hem -Fir, No.2, 4x8 (3•�/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 6'-0.73% Clear span: V-11.27"; volume =1.1 eu ft. Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015 Criterion Anal sis Value Desi n Value I Unit I Anal s1s/Oesi n S ear fv = 1 tV' = 50 psi fv Fv' - 0.54 Sending{+) fb = 535 Fb' - 1095 poi fb/Fb' = 0.49 Live Defl'n 0.03 = <L/999 0.20 L/360 in 0.16 Total Defl'n 0.05 = <L/999 0.30 = L/240 in 0.17 Additional Data: FACTORS: F/e(pai)CD CH Ct CL CF Cfu Cr Cfrt Ci Cn LCp Irv. ISO 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0. 991 1.300 1.00 1.00 1. 00 1.00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.0a - - E' 1.3 million 1,00 1.00 - - - - 1.01 1.00 - 2 Emin' 0.41 million 1. 00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+L, V mnx 1370, V design = 1367 lbs Bending l+I: LC #2 = D+L, M 1367 lba-ft Deflection: LC If = D+L (live) LC p2 = D+L (total) D-dead L-live S=snow A -wind I -impact L-roof live Lc=concentrated E•earthquake All W.a are listed in the Malysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 144eO6 lb-in2 "Live'• deflection = Deflection from all non -dead loads Ilive, wind, Total Deflection - 1.50(Dead Load Deflection) + Live Load act ion. Lateral stability(+): Lu - 6' Le = 11,-7.13" AH = 9.1 Design Notes: 1. Woad Works analysis and design are in accordance vdlh the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sam lumber herding members shall be laterany supported according to the provisions of NDS Clause 4.4.1. Gravity - Cone. Density = fc= Allowable Bearing Pressure = mmary P 145 pef 2500 psi 2000 psf FI C F-4"x 0'-10" DEEP 2.78 1976 98.79% - - x CONT F2 2, 0„x 2, 0„ 8 2000 100 00% 1` 19 15% 1 11% x 0' 10"DEEP. ' 2'-0"x 0'-10" F2C 3.71 1976 98.79% - - DEEP x CONT F3 x 3, 3144 „0„ 18 20.00 100 00% 49. :45% 33 33% , x'0'-.10.' DEEP " Y-0"x 0'-10" F3 C _ _ _ _ _ _ _ __ 5.57 1976 98.79% - - F5 5'-0"x 5`-0" 50 2000 1100.00% 95.03% 54.73% x I 1-0"DEEP *Notes: 1. Load was assumed to act on a 4"x4" square column 2. No geotechnical report was provided at the time of this design Description By C Date 11/12/18 NAL Checked Date Footing Design ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Lonac Residence 18348.10 i Q Edmonds, WA 98020 Gravity - Footing Design Calculations Bearing Footing Properties fearing Bearing Mark Depth Width Length Area Pn d : Actual Allow (ft) (ft) (ft) (lops);:. FIC 0.83 1.5 - - - - 1976 2000 F2 0:83 2 2 4 8 7 2000 2000 F2C 0.83 2 - - • - - 1976 2000 18 7 : 2000 2000 F3C 0.83 3 - - - - 1976 2000 16 32 7 ; 2000 2000 `. F5 1.00 5 5 25 50 9 2000 2000 Bearing pressure is calculated by dividing Pn by the footing area. Description By NAL Date 11/12/18 Date Footing Design Checked ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Lonac Residence 18348.10 Edmonds, WA 98020 - Footing Design Calculations Strength design: 1.4 x Bearing x (Area - Crit. Area) Punching Shea CI 318 Secti, FI C Per ACI 318 EQN. 11-33: (�4A*SQRT(f'c)*bo*d F2C - - - - - F3 44 0 84 22847 7418 150 00 ', F3C - - - - - F4 . 44 <: 0 84 42447 337 82 '. 150 00 F5 52 1.17 66714 142.55 150.00 Critical area is the area within the critical perimeter "ba' is the critical perimeter taken at a distance d/2 from the face of the column per ACI 318 11.11.1.2 CJIM Description _ By NAL Date Footing Design Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Lonac Residence 18348.1 S 0 Edmonds, WA 98020 - Footing Design Calculations To convert V„ to psi, divide by the area of the critical V section (b x d) One-Wav Shear Per ACI 318 Section 1.11.3.1: (�2X*SQRT(f'c)*b*d F1C - - - 1 - - F2C Description By NAL Date @ Footing Design Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Lonac Residence 18348.10 S I Edmonds, WA 98020 -1 R ..... . . . . . . . . . . . . . . .. . .. .. . .. . . .... jgDescription By /P Date Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No, Edmonds, WA 98020 ZOA)'+ C- /� 425.778.8500 yglt� www.cgengineering-com Use menu item Settings > Printing & Title Block Title Lonac Page : 1 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... This Wall in File: r:\-2018 projects\18348.10 lonac residence\-structural\engineering\ret wall.RPX RetainPro (c) 1987-2016, Build 11.16,07.15 License : KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Criteria Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 560.0 Ibs Axial Load Eccentricity = 1.0 in Design Summary Wall Stability Ratios Overturning = 1.70 OK Slab Resists All Sliding I Total Bearing Load = 1,933 Ibs ...resultant ecc. = 5.15 in Soil Pressure @ Toe = 1,750 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,451 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 11.5 psi OK Footing Shear @ Heel = 4.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 595.5 Ibs Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingiiSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 It ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction _ Design Height Above Ftc ft= Wall Material Above "Ht" _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-#= Strength Level ft-# = Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1,200 1.600 1.600 1.000 1.000 Moment..... Allowable Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data I'm Fs Solid Grouting Modular Ratio 'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = at Back of Wall 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 6.00 # 4 10.00 Center 0.432 700.0 1,266.3 2,934.1 psi = psi = 19.4 psi = 75.0 in2 = in = 3.00 psi = psi = psf = 75.0 = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 Use menu item Settings > Printing & Title Block Title Lonac I Page : 2 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... This Wall in File: r:\ 2018 projects\18348.10 lonac residence\ structural\engineering\ret wall.RPX RetalnPro (c) 1987-2016, Build 11.16.07.15 License: KW-06068761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.105 in2/ft (4/3) * As : 0.1399 in21ft Min Stem T&S Reinf Area 0.720 in2 200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft 0.0018bh : 0.0018(12)(6) : 0.1296 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of: Required Area : 0.12 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area : 0.24 in2lft #5@ 25.83 in #5@ 51.67 in Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.33 Factored Pressure = 2,451 0 psf Total Footing Width = 2.33 Mu': Upward = 1,040 66 ft-# Footing Thickness = 10.00 in Mu': Downward = 108 279 ft-# Mu: Design = 932 213 ft-# Key Width = 0.00 in Actual 1-Way Shear = 11.51 4.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm = 3.00 in Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.50 in2 Min footing T&S reinf Area per foot 0.22 in2 t t If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft_# Ibs It ft-# Heel Active Pressure = 595.5 1.94 1,157.9 Soil Over Heel = 456.5 1.92 874.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load - Added Lateral Load = Axial Dead Load on Stem= 250.0 1.17 291.7 Load @ Stem Above Soil = * Axial Live Load on Stem = 560.0 1.17 653.3 = Soil Over Toe = 0.50 Surcharge Over Toe = Total 595.5 O.T.M. 1,157.9 Stem Weight(s) = 375.0 1.25 468.8 Earth @ Stem Transitions= _ = Footing Weighl = 291.3 1.17 339.3 Resisting/Overturning Ratio = 1.70 Key Weight = Vertical Loads used for Soil Pressure = 1,932.8 Ibs Vert. Component = 2.33 Total = 1,372.8 Ibs R.M.= 1,973.9 *Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Use menu item Settings > Printing & Title Block Title Lonac Page: 3 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... This Wall in File: r:\ 2018 projects\18348.10 lonac residence\ structural\engineering\ret wall.RPX RetalnPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1318-14,AC1 530-13 License To: CG ENGINEERING Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.104 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Use menu item Settings > Printing & Title Block Title Lonae Page: 1 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... w/ seismic loads This Wall in File: r:\ 2018 projects\18348.10 lonac residence\_structural\engineering\ret wall.RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Criteria Soil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 560.0 Ibs Axial Load Eccentricity = 1.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.42 Ratio Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 46.667 Total Seismic Force = 272.222 Stem Construction _ Design Height Above Ftc ft= < 1.5! Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 1,974 Ibs ...resultant ecc. = 6.77 in Soil Pressure @ Toe = 1,719 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,406 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 17.7 psi OK Footing Shear @ Heel = 6.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 786.0 Ibs Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa - Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-#= Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Moment..... Allowable = Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = in2 = in = psi = psi = psf = Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 6.00 # 4 10.00 Center 0.630 933.3 1,849.7 2,934.1 25.9 75.0 3.00 75.0 = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 Use menu item Settings > Printing & Title Block Title Lonac Page: 2 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... w/ seismic loads This Wall in File: r:\_2018 projects\18348.10 lonac reside nce\_structural\engineering\ret wall.RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,ACI 530-13 License To : CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1533 in2/ft (4/3) * As : 0.2044 in2/ft Min Stem T&S Reinf Area 0.720 in2 200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per It of stem Height : 0.144 in2/ft 0.0018bh : 0.0018(12)(6) : 0.1296 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of Required Area : 0.1533 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area : 0.24 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Dimensions & Strengths Toe Width = 1.33 ft Heel Width = 1.33 Total Footing Width = 2.66 Footing Thickness = 10.00 in Key Width = 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft fc = 2,500psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min. As % = 0.0018 Cover @ Top 2.00 @ Btm: 3.00 in Footing Design Results Toe Heel Factored Pressure = 2,406 0 psf Mu': Upward = 1,717 18 ft-# Mu': Downward = 191 279 ft-# Mu: Design = 1,526 261 ft-# Actual 1-Way Shear = 17.74 6.20 psi Allow 1-Way Shear = 75.00 75.00 psi Toe Reinforcing = None Spec'd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.57 in2 Min footing T&S reinf Area per foot 0.22 in2 / t If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING..... RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure - 595.5 1.94 1,157.9 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = 190.6 2.92 555.8 Total 786.0 O.T.M. 1,713.7 Resisting/Overturning Ratio = 1.42 Vertical Loads used for Soil Pressure = 1,974.0 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 456.5 2,25 1,024.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 250.0 1.50 374.2 * Axial Live Load on Stem = 560.0 1.50 838.1 Soil Over Toe = 0.67 Surcharge Over Toe = Stem Weight(s) = 375.0 1.58 592.5 Earth @ Stem Transitions Footing Weighl = 332.5 1.33 442.2 Key Weight = Vert. Component = 2.66 Total = 1,414.0 Ibs R.M.= 2,433.7 * Axial live load NOT included in resistance, but is included for soil total displayed or used for overturning pressure calculation. Use menu item Settings > Printing & Title Block Title Lonae Page: 3 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... w/ seismic loads This Wall in File: r:\ 2018 projects\18348.10 lonac reside nce\_structural\eng!nee ring\ret wall.RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.090 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 11/12/2018 Design Maps Summary Report r= Design Maps Summary Report User -Specified Input Report Title Lonac Residence Mon November 12, 2018 16:52:23 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.82377ON, 122.35883OW Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III i PO TGAMBLE . i i i PORT1tilADtS((�l l .. � �� 1 +� i�b- e. Inc a ola 'Sh or efine USGS-Provided Output _j SNOHniIlsS� COAMPDRT i' L jinwqod , E&t on4? Mountlake Terrace"* ` Ss = 1.281 g Sr,s = 1.281 g Sos = 0.854 g S, = 0.502 g S,,,, = 0.7539 Sol = 0.502 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. AiCIGx Response Spectrum 1.1) 13O Lli IN esl u aal Q 0L5 032 039 O-T. 0.13 Oa] Ono O-) OAO OU1 OM Im I-D 1.10 IfA IS) 20) Period, T (w) Design ResponseSpeclrum � gr U.a7 oxl o» k D31 OAS 036 OM 0.18 OD9 00-1 OM O.M 0.10 OLO 0") AM 1.3) I.IO I1A Ili) ZM Pcriiod, T (W) Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 5Z https:llprod02-earthquake.cr.usgs.gov/designmaps/us/su mmary.php?template=minimal &latitude=47.8237664&longitude=-122.3588305&sitecl ass=3&r... 1 11 Seismic Analysis Design Per 2012 IBC & ASCE 7-10 Seismic Coefficients Soil Site Class D (assumed) Occupancy Category Il Seismic Design Category D From Computer Program: SS = 1 281 Lat. _ 0�000 Short & 1-Sec Period Mapped Si = �0 502 Long. _ 0 000 Aceleration Parameters (MCE) S F S tuts = FaSs = 1.28 Fa = -t1l0:00" ASCE 7-10 (Eq. 11.4-1) Snot = FvS t = 0.75 F„ _ 1, 0_ ° ASCE 7-10 (Eq. 11.4-2) SpS = (2/3)SMS = 0.854 ASCE 7-10 (Eq. 11.4-3) SM = (2/3)SMt = 0.502 ASCE 7-10 (Eq. 11.4-4) " _ 0 �02x�y ASCE 7-10 Table 12.8-2 ( ) hn = 2 ASCE 7-10 (Table 12.8-2) x=OrS R Factor (Light -Framed Wood Shear Wall) JASCE 7-10 (Table 12.2-1) IE Factor = I 0 (Non -Essential Facility) ASCE 7-10 (Table 1.5-2) Seismic Base Shear V = 0.044SDSl = 0.038 W (Minimum Force) ASCE 7-10 (Eq. 12.8-5) V = (SpSIW)/R = 0.131 W (Governing Force) 'ASCE 7-10 (Eq. 12.8-2) 0.345 W (Maximum Force) V = (SD11W)/RTe = ASCE 7-10 (Eq. 12.8-3) Description Seismic Base Shear By NAL Checked Date 11/12/18 Date ENGINEERING 250 4th Ave. South Suite200 Edmonds, WA 98020 scale NITS Sheet No. 53 project Lonac Residence Job No. 18348.10 7- IP 2NDI R IN: 3 H2.'VS,�­ 0 !Mwfild 141 rX. �E FMTH AVE W 7 Alv-g �.g-IRlt 4"`?.-,� > < uj t8t,'� � IL Kw�sf_g 0 RTHI 211, �%s 4 9wP%Z7- A; 16 1 f, llai± IK jal?lx�7 "'A C. q�Vll � 7 d i W C, •WA g'gK AV W', ; `.1 d Fm, M `Id. th -�hll� Uo.st 6 IK cw my coRn cl) u �W ag 5 ... Fj . .. ....... ------ J-1 4%, Y_ AV�_Ill o N (N ;1�7_7 � n� 'AV(H 3AVMMWAIO P;!>IOQTRAVE 41j� 1 -2 Lo v 4 R; . .. Lo C) iz Lo ... 0 15TH AVt: cz P j5 Cll ?v (D6 �i 1W u M,60 r-I.;y, Mu, rvA RD DOGWOOD Y� _n. % 11 1, 'u. lei OXI,:..�.,... MW w . NIK a ic (D C! ev ♦ ... .. ... AY v-t : cq �4 j� T. .!7',: 1. Tp k k AV, A io, N 0 I ... ...... 1�5LU j5 v'4, 1{ :.'(. v 0 Q 0 �� f^ s +1{-.: i e• r r 1+ - x .,-J r`` V) 04 ' DELORME Topo North AmericaTM 10 ! ! m Seren o ! i mS m or"a eBeaach (� 148TH ST SW ' %!1rWPlcnlc.P-ornt•tRogh.lynnwood ds G , /�i I ! _ o o y. !' I 3Meadowdale ?-- 7.. w ` Beverly Acres _ r � � 173110 PL-SW� � 99 (� a M� ® n CD 180TH ST SW MQl ter. �� a AfB . a + Perdnville - 1 D L > m N47° 49.426' rp YW 122° 21.530' i t in Alderwood-Manor pp ,Lynnwood -iAlderwoodVlllage .m a ° = Cedar Vail 9s . l monds MAI •SST Seattle Heights 181A'3 ,b .id P e,, "d�e a ( w 212TH ST S I D 212TH ST"SW Werk Edwards Writ i LA- U179- o'� c ' . o220w' y W T.y 220THSST SW W00 way 3 v Esperance - 1:7s 'i 02 Os�9 r eei T 2315'f ST SW _ 0 a ,n f WACHUS'M RD o nt ake Terrace 3 T aLUA ITFN j rt Kl a H ITI UTK ` �jl = x inlWell OI a G Pp��JpMale ,• I \-\1�.-9G�f!21�41pSTSW ' ?'w. _NW20-5THST -'• 104 244TH.STSW l o 455.9 ft 400 ft / 300 ft 200 ft 100 ft Oft -100 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -403.8 ft Avg Grade: 3 Climb Elev: 126.0 ft Desc Elev: 529.8 ft Max. Elev: 455.9 ft Min. Elev: -0.3 ft Climb Dist: 3,795.2 ft Desc Dist: 2.0 mi Data use subject to license. © DeLorme. Topo North America'*' 10. www.delorme.com TN Jcale 7 : oz,ouu % M1w (16A'E) 0 M 1 1% f 1" = 5,208.3 It Data Zoom 11-6 DrIORME Topo North AmericaTM 10 � ' � !�, 'ni � ram•"` 3 Meadowdaie. L, p •' =� ��'°' �.�'-:::D.� r <�rt'-'' Beverly:Acres� ,�, >t Ip N W 7ti0Tt13PL SW ", �¢ z 71•STs LSW.:: ,�(� >� a, TALBOTRD ; 1'i s"o n mm ft'n m- "382ND s p ol'4a ram' r(i�//F � � m � � `.f`! ,_� a vt �,1 �..iilt•� . @ +{8) 1, O =� Q s �y. R,cJ � z � • a+cW€ Perdnvllle �• ? i ��� ', �y. .� I '::. � "=` my��l �• ,.�� ,18ST}1-PL-S��, P � .. m \ N47° 49 426 D D m r x1x �J_L•- ririwood •� rn _UG y i _ojai ,vim zn CU O _- �� Errands '2 SA'fEn•uV:,: :,::`, 1'�� F /,/./Q r•.D. .O .� �p < •� m x `L< �20'4TH ST'SW:�:`e<,�- F- RYD�,FCC/l • ,104 524 � S m - -'" 4. ¢ }� ,a �m:, �i O _ ab+!i - ��� �. /// � R. oRds� 1- r x x D� T p^a y p Seattle�Heights ..,r W DAITON ST x `t ytCK �K�_na��xzlarnsa w �:° ¢ ECK \ 217 cm EtiviardsPonl'o toch- l t� , Q f SINE ST' m' PINE ST y e w '217TH STSWh.'.."Q = n ti`t 5 99 a••i D x --� m a-.," < .: . ;D F o = prom,: �- v -'WE�LM ST�O, .. ,'�_,:,.:. fzv 20ttLSTcSyV1' �— � 3 3�220TM=PL=SW '-SH ���_ii¢'/i.���. _ '� ` : r.. � •.g1w c�;� ml_tD'e ¢ y aoa� •3.: :.ar �� 1 } � oadway.£�jK v o � i ,'•; ��e� i� ' ale � : < ;°� � � ;y �> f � �� , G1�3 3 y0 • 'm :� v oo P�S a 1 x� 1 g ry 7"-_ " �y m o .::. . 01 I 4 r ' op0AN %^ y.r m ---, 23 I ;tor n ! 393.5 ft �jsfiDV I l/Z of 111GL._ 300 ft „x 100 Y•'eS. - •.S: gnaw _ -r:= 0 ft 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -244.7 ft Avg Grade: 4 Climb Elev: 382.7 ft Desc Elev: 627.4 ft Max. Elev: 393.5 ft Min. Elev: 19.2 ft Climb Dist: 1.3 mi Desc Dist: 2.7 mi Data use subject to license. ® DeLonne. Topo North America"" 10. wewF.delorme.com nw IteA•el = m V = 3,645.8 ft Data Zoom 12-2 S l/ Topo North AmericaTM 10 tr. r 0 Serene r� P m Norm-!Oach 1T8TH r5W PI nlc:Polnt-North. Lynnwood C , l 3 neeadowdale t Bever y Acres i _ ,�� � �t t a , Urn 4 _ _ I'173RD PL-SW,� s 99 - . \ 3 0 w �I— t ✓� G lE C �V 180TH ST SW_ , m _ cp ^ 0 xI r O w Perrinvllle < y N47°49.426' s .rk m m i W122° 2L530' g e FLln Aldenvood•Manor _Lynnwood Aldenvood Vlllage _ <_----- CASPERS d ¢ m f 18113 Cedar Valley.- ` Rrr', ,b»tn;d too monds MAIN-S Seattle Heights 181A w r �• to11 P ^e d�e I = > ST S ,� 3; - y2 ¢ 12TH n 232TH ST-S �' a Wo. I m x Cl� Edwards Point' LA tx- ' k_AY m/ 3• v I O o' f i b79• w D w, t.J,L ;^ U7-1 201H ST SW , T�F Esperance, w 0 1:79 a nib r 23 ST SW I t n. o Mountlake Terrace CHUSETT RRD 3 in. ell (' �� 00, 99� t rn x ➢ p ! t ml t P, �wf -�----" _ N•W2057H�f y�t2 _aT STSW 104 244THSTSW I � o 380.7 ft 300 ft ----� NOT (W H I L L 200 ft 100 ft Oft ft -100 0 mi 2,640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -368.9 ft Avg Grade: 3 Climb Elev: 220.2 ft Desc Elev: 589.1 ft Max. Elev: 380.7 ft Min. Elev: -0.1 ft Climb Dist: 1.1 mi Desc Dist: 1.9 mi Data use subject to license. *'+ Scale 1 : 62,500 _r. x_� ® DeLorme. Topo NorthAmericaTM 10. ew1,e..•et IN 0 K I u : - S } www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 110 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 25 Mean Roof Height (feet) hmean= 18 Building Length (feet) L= 56 Building Width (feet) W= 43 End Zone Width, a (feet) a= 4.3 Figure 28.6-1 Roof Angle Angle= 22.6 Design Wind Pressure, PS30A Ps30A= 25.3 Figure 28.6-1 Design Wind Pressure, PS30B Ps30B= -1.33 Figure 28.6-1 Design Wind Pressure, Ps30c Ps30c= 17.54 Figure 28.6-1 Design Wind Pressure, PAOD PAM= 0.208 Figure 28.6-1 Design Wind Pressure, p530E Ps30E= -16.65 Figure 28.6-1 Design Wind Pressure, Ps30F Ps30F= -15.27 Figure 28.6-1 Design Wind Pressure, Ps30G Ps30G= -11.68 Figure 28.6-1 Design Wind Pressure, Ps30H POOH= -11.94 Figure 28.6-1 Design Wind Pressure, Ps30EOH Ps30EOH= -25.85 Figure 28.6-1 Design Wind Pressure, PS30GOH P530GOH= -20.98 Figure 28.6-1 Height/Exposure Adjustment, A N'm' 1.00 Topo. Effect Coeff., KZt KZt= 1.00 VaSd = Vutt*d0.6 Section 1609.3.1 ULT ASD ps=X*Kzt*Ps30 =A*Kzt* s30*0.6 25.3 15.2 Ps30A= P530B= -1.3 -0.8 Ps30c= 17.5 10.5 Ps3oD- 0•2 0.1 Ps30E= -16.7 -10.0 P530F= -15.3 -9.2 Ps30G= -11.7 -7.0 Ps30H= -11.9 -7.2 Ps30EOH= -25.9 -15.5 P530GOH- -21.0 -12.6 Description By Date NAL 11 12 2018 Checked Date ENGINEERING wind summary Scale Sheet No. 250 4th Ave South NTS Project Job No. C Suite 200 Edmonds, WA 98020 Lonac Residence 18348.10 --" I -- . I i ...... ... . ....... ..... . .......... .... .. .... . .... . . ... .. ....... .. . .... . ............. . ..... ..... . .. ..... .... i X� 1> 6 . ... ........ . .... ..... . .. .......... .. .... . ...... T jll 0 . .... .. .. .... . Ills D-711 I A 5f .... ....... . ..... -4410 FL ........ ..... I I E Yl 5 5F) 'Z V- .. ........ ... .. ...... .. . ....... - ----- ... . .. ..... .. ........... ........ ... . . . . ........... .. ..... .. ------ .... . ...... ... ... ....... . . ........... ------ - . . .. ...... . ...... Description By 9AL Date WIMP kv16 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 Project Job No. 425,778.8500 www.cgengineering.com �. L O N A c Walls & Weeds,lnc. RESIDENTIAL ARCHITECTURE ADDITION & LANDSCAPE DESIGN :ARCH I T E C T U R E IWI. bnwds W9' �1s CZ39 FL mtl� WA eB02) 1 aNftAM\Y FMnMf 11A 9B0'l0 Yww.vaKYNneeLcmi- 4]5599 1 vw v! F+;'& E . S w. UVINL p�TTI 'IL" :a OWfN.l� I IL 1 - 10 S 1 M PS o At Svjzo,vG-- — A L-c__ 111'PE0- L--V& PL k-t4 DO NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. P I � : 147, -lt V14 6P4 1 1 F-Y ED O 640-Y vi O 7,777 0 00 NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION. SUPERCEDES GRAPHIC INFO. ;Seismic Forces -Vertical Distribution ---------- i Refer to ASCE 7-10 Section 12.8.3 z k= V ` Diaphragm DL Area WDL Story wi hik wx hxk ;Shear 1 Sum Level (pSf) (kips) Elev- (h) I (k-ft) Y-wi - h k Fx Fx P Roof Framing 1-7 2175 37.0 fry_666 0.60 4.9 1 4.9 49.4 9 445 0.40 3.2 8.1 2nd Framing22 2245 86.365 1110 1.00 8.1 _4 Base Shear (ULT) 11.3!kips ---------- Base Shear (ASD); note that all table forces are ASD . . ......... .. .... ----- - - - -------- Seismic Forces -Vertical Distribution IncludingRho Refer to ASCE 7-10 Section 12.3.4.2 - - ----- ----- Diaphragm Rho Shear Sum Level P F, F. Roof Framing 6.3 6.3 2nd Framing 1.3 4.2 10.5 10.5 Diaphragm Forces -Vertical Distribution :Refer to ASCE 7-10 Section 12.10.1.1 . ........ ... Diaphragm W, E wj Fi Z Fi Z Fi.wp, F, (Min) F, (Max) FP" Level (kips) (kips) (kips) (kips) Y, Wi 02SDSlw, 0ASI3Slwpx: Govern Roof Framing 37.0 37.0 4.9 4.9 4.9 4.5 9.0 4.9 2nd Framing 49.4 86.4 3.2 8.1 4.6 6.0 12.1 6.0 - -------- . ..... -A ----- ------ . .. . . . .......... . Description ,Seismic & Diaphragm Force Distribution By NAL Date 11/12/18 Checked Date ENGINEERING Scale NTS Sheet No. 250 4th Ave. South Suite 200 Project Lonac Residence Job No. Edmonds, WA 98020 18348.10 (Upper Floor Shear Walls -Walls Below the Roof Framing Story HT =; 9 Fx (EQ) = 2.3 kips (Story Shear) Fx (wind) = 3.0 kips (Story Shear) Well HT Max MY I 3.5 Wx= 65.2 PLF seismic S. 0.85 Wx= 111.1 PLF wind X - Direction Walls w- .=t=,. cl� Wall Line Wall Mark SW Len Ih Trib Width EQ 2w1h EQ Shear Wind Shear SW Callout Reduced HD Length Gross Uplift Gross Uplift 0.64.14Sy 0 0.6OIL I Net Uplift Hold-down Line Load Line Load EndIjEndjjEndljEndjjEndljEndjj End 1 I Endj A 1 9 13.5 1.0 128 119 SW6 8.5 12 1.6 1.4 1A Seismic bads 1.5 and only 1.5 wind along this 0.1 loads wall 0.1 are from (Inc, None proposed None addition 1.2 1.5 B 1 1.5 1 13.6 0.4 0.3 NA NA 5) 429 0 PFV MA NNIA ^% 1.0 0.5 NNNNN# ###### 8.1 0.0 0.1 0.1 0.1 0.1 &1 #No a"# ##f#11#t 1.2 0.1 0.1 0.1 ##N# #NNN NNVA'a Seismic and wind loads are from proposed addition loads only alongthis wall line. 1.5 SheaN lls: 1rr sheattdnS 91 HF studs NB 0 ptl SWS 8d@6•o.c 242 pif SW4 fld@4'o.e. 350 pif SW3 8d@3'o.0. 455 pif SW2 80@ro.c 595 pif 2SW4 ad@4'o.0. 706 pll 2SW3 ed@3-o.c. 910 pif 2SW2 Sd@2-o.c. 1190 pif ReLeic 7200 pif H.Id- Table (Flow clear Span • IF*) Nil 0 Ups None 0.5 ups MST37 (2}2x HF 2.345 kips MST48 (2}2x HF 3.640 Ups MSTSO (2y2x HF S.40S Ups IAST72 (2}2x HF 6.476 Ups Ups Ups kips ups Re C.lc 6.5 kips Input Cell Input Cell wf Formula Upper Floor Shear Walls NAL 11/13/18 X-Direction Checked Dale ENGINEERING Seale NTS Sheet No. 25041hAve. South Project Lonac Residence Job No. Suile200 �y Edmonds, WA98020 18348.10 SUoner FlboeShear=Walls=Wall"s:Below3he.Rbo/Framin5'� ° Y-Dtrectton Walls Fy (EQ) _ ' `.6.3. kips (Story Sheaq Story HT = 9 F n - 4.8 kips Sto Shear Wall HT - 8 Max htw 3.6 Wya 113 PLF seismic S. 0.85 Wy= 86 PLF Wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trib EQ EQ Wind SW Reduced Gross Gross o.6o.14s„1 0.6•DL Net Uplift Hold-down Line Line Une Mark Length Width 2w01 Shear Shear Callout HD Len th Uplift U IIR End If End I End 11 End I EndlEndl Endl End Load Load t A`=z'1.5 1.0 100 55 SWB '(:13.5 0.9 0.7 0.60.6. :.0.6.1 16.8 0.4 0.4 None None 1.4 tt 5eismicandwind addition loads only loads are along from proposed this wall line. - —' - 2 A �;5'S,--., �28- '! 1.0 203 Ill SWB . '15.0 L: 1.9 1.4 0.8 -0.8 79. 0.9. 1.1 1.1 MST37 MST37 3.2 2.4 AN Seismic and wind leads are from proposed ~ P. addition loads and this line. ex(sting structure bads S ` along wall 3 1.7 1.3 HIM -41 �E Y 56.6 6.3 4.8 Input Cell Input Cell w/ Formula _ DcscriptSon Upper Floor Shear Walls NAL Date 11/12/18 Checked Checked Date Y-Direction ENGINEERING '` NTS Sheet No. 2504th Ave. South Project Lonac Residence Job No. Suite200 �S Edmonds. WA 98020 18348.10 Main Floor Shear Walls -Walls Belowthe Upper Floor Framin0 Fx (EQ) = 4.2 kips (Story Shear) Fx ¢vind)- 3.6 k(ps(Slory SheaQ n...' Wx= 98 PLF seismic Wx= 84 PLF wind X - Direction Walls Line Load From Above EQ Gross Uplift Wind Gross Uplift EQ Wind Net Uplift From Above Governing Net Uplift EQ Line Load Wlnd Line Load Wall Line Wall Mark SW Len th Trib Width EQ 2wlh EQ Shear Wind Shear SW Caliout Reduced HD Len th (0.a.0.146o 0 0.6' DL Hold down EQ Wind End I End EncIIj.Endjj.EndI Endj EndljEndj End i I End A 1 11.5 21.6 1.2 1.5 1.0 316 236 SW4 11.0 3.0 3.1 1.5 Seismic ! addition I 1.5 and loads 1.7 wind only 1.7 loads along 0.1 are from this 0.1 proposed wall line. 1.6 1.6 y HDU2 HDU2 3.6 3.8 B 1.2 1.5 lg Coo 1.2 1.6 C 1 0 21.5 .0 0.0 (j Seismic loads i and only wind along loads are this wall from line. proposed addtion ..__.. 2.9 2.8 T 44.0 x.a a.0 Sheanr41N: 1rr sheathing vd HF studs Nil - 0 pit SW6 8d@6oc. -' 242 Pf SW4 d@4a 350 SW SdQ3o.c 455 SW2 8dQ2'o.c 595 p 2SW4 CC- 706 pit 2SW3 ad@3e 90 pi 2SW2 8d@r- 1190 pif 1200 pit /M ENGINEERING 250 4th Ave. South Suite 200 Edmonds, WA98020 Holdovm Table Nil 0 ktps None - 0.6 kips HDU2 (2)-2x HF 2.215 kips HOU4 (2)-2x HF 3.3 kips HDUS (2)-2x HF 4.1 Ups HDUS 4x DF#2 7.0 kips HDU11 64 DF#1 9.5 kips HOU14 616 DF#1 14.4 Ups kips kips Ra-Celc 14.5 1 Ups Main Floor Shear X-Direction Lonac Residence i Input Cell Input Cell w/ Formula NAL 1 11/14/18 cked Date le Sheet No. NITSNo. b(7 18348.10 {Nlaib�loor:Shear:V1fa11s:=.Wlls�Below ifie:U6oer Floor Framing�?�-� Y - Direction Walls ..4.2 kips (Story Sheaf) Story HI = 9 5.7 kips Sto Shea Wall HT a Max WW 3.5 WY = 75 PLF seismic Sos= 0.85 - 102 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing Eq Wind Wall Wall SW Trib From Above Eq EQ Wind SW Reduced Gross Gross (o.sa.tbsmo 0.6.OL From Above Net Uplift Hold-down Line Line Line Mark Length Width EQ Wind 2wlh Shear Shear Callout HD Len th Uplift Uplift End 1 Entl End 1 End End 1 End End I End End I End Load Load 1 A 1.4 1A 1-0 195 140 SW6 `Uj.S. .:: 1.8 1.8 0.4. .0.4 0,5_ 03 0.0 0.0 1.4 1A HOU2 HDU2 2.3 2.3 Seismic and wind loads are from proposed addition loads only along this wall line. 2 A o28=t``' 38 s 3.2 2.4 ID 188 134 SW6 :27.6.:. 1.7 1.7 1.5. :.1.5- 1.8_'1.8 1.1 0.0 1.3 0.2 HOU2 None 5.3 5.3 c seismic and wind loads are from proposed addition loads and existing structure loads along this wall line. ' 1.2 1.6 :ems T 56.0 4.6 3.5 8.8 9.2 Input Celi Input Cell w/ Formula Description By Main Floor Shear Walls NAL11l14/18 Checked - Y-Direction TSh ENGINEERING Seale o. NTS 250 4th Ave_ South Project Job No. Suite 200 Lonac Residence Edmonds, WA 98020 18348.10 . w'4 - - ASD IN -PLANE SHE, (lb.) for WSW installed on TimberStrand"I" LSL or Parallani'�' PSL (prior to adjustments for beam deflection) Model ID Height, h (in.) Seismic Design Wind Design Allowable Shear, V (lb.) Drift at Allowable Shear (in.) Allowable Shear, V (lb.) Drift at Allowable Shear (in.) WSW12x8 93'/4 580 0.42 715 0.53 WSW18x8 93'/4 1.490 0.42 1,7 5 0.53 WSW12x9 105'/a 500 0.47 615 0.60 WSW18x9 105'/a 1,240 0.47 1500 0.60 WSW18x10 117'/4 .095 0.52 1,335 0.67 WSW18xl l 129'/4 900 0.58 1,110 0.73 WSW18x12 141'/ 715 0.63 875 0.80 1. Allowable load shall be reduced as required due to added horizontal deflection of the panel from beam vertical deflection. 2. Anchor rod tension at design shear load and including the effect of axial load maybe determined using the following equation: "p j r, It N r, K /- .PF iiJf_: �IS t12 s 0 (or-► T = [(V x h) / B] - P/2 WCW 12 i 05 t'4/;, X is" oo 4* 4 &K W## WW I ) 0S K/: -, X� e- 18" 00 It 15"00 here: S T = Anchor rod tension load (lb.) � SB1 Sr,t c, : j .Z K /[I g "t t y" :. 0 y k,/, V = ASD Design shear load (lb.) WV j12, ?I . o4 xtZ" : Y$o 3t 4 SDc # h = Strong-Wa11ff WSW height (in.) 0K- P = Applied axial load (lb.) WSW 1 "� ' °Y X1 g' $ �Zv G lZyo B = Moment arm, centerline of anchor bolt to center of compression area (in.) B Dimension: WSW12 = 8-1/16", WSW18 = 13-15/16" Wall WSW BPKT Length, L Model Model L (in.) WSW12 WSW-BP12KT 18 WSW18 WSW-BP18KT 24 1. WSW -BP Kit includes (2) 3/8" thick WSW -BP plates and (8) SDS'/4" x 3'/" screws required for installation. The information in this letter is valid until 12/31/2018 when it will be re-evaluated by Simpson Strong -Tie. Please visit stronZie.com for additional pertinent information. If you have questions or need further assistance regarding this matter, please contact the Simpson Strong -Tie engineering department at (800) 999- 5099. Sincerely, SIMPSON STRONGIE TCOMPANY INC. Page 2 of 3 L-L-WSWWDBEAM16 Simpson Strong -Tie Company Inc. 5956 West Las Positas Bodiemd Pleasanton, California, 9M Phone: 800.999.5099 Y ww.strongUe.eom X A Portal Frame with Hold Downs for Engineered Applications The APA portal -frame design, as shown in Figure 1, was envisioned primarily for use as bracing in conventional light - frame construction. However, it can also be used in engineered applications, as described in this technical topic. The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi -rigid, moment -resisting frame. The extended header is integral in the function of the portal frame, thus, the effective frame width is more than just the wall segment, but includes the header length that extends beyond the wall segment. For this shear transfer mechanism, the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal -frame design (APA 2012). Recommended design values for engi- neered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CURES cyclic test protocol (ASTM E2126), using a flexible load head. Earlier testing was conducted using rigid load heads and the sequential phased displacement (SPD) method, as outlined in SEAOSC (1997) Standard Method of Cyclic (Reversed) Test for Shear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code (IBC) drift limit and an adequate safety factor are maintained. For seismic design, APA recommends using the design coefficients and factors for light -frame (wood) walls sheathed with wood structural panels rated for shear resistance (Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details. For designs where deflection may be less of a design consideration, for example, wind loading while the portal frames are used in tandem with each other, and not used as conventional shear walls, a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap -type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid -base foundations, such as a concrete foundation, stem wall or slab, and using a similar embedded strap - type hold down. ® 2014 APA — The Engineered Rood Assodlallon 0 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base Minimum Width Maximum Height Allowable Design (ASD) Values per Frame Segment (in.) (it) Shear(0) (Ibf) Deflection (in.) Load Factor 8 850 0.33 3.09 Ib 10 625. 0.44 2.97 8 1,675 0.38 2.88 24 10 G' 1,125 0.51 3.42 Foundation for Wind or Seismic Loading(a•b,c,d) P-7, ' �,�/ �• �3 2` r,6a* (a) Design values are based on the use of Douglas-firor Southern pine framing. Forotherspecies of framing, multiply the obo a shear design value by C Q— the specific gravity adjustment factor = (1—(0.5—SG)), where SG = specific gravity of the actual framing. This adtuslmen shall not be greater Iitan (b) Gkjign consiruclion as shown in Figure 1. (c)oralor a single porial—frome segment one vertical leg and o portion of the header). For multiple portal -frame segments, the allowable shear a es e e ttr<AlSbe muTlip ie y the number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for portal widths between 16 and 24 inches, is permitted. (a) The allowable shear design value is permitted to be multiplied by factor of 1.4 for wind design. (f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied bya factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) �• 2'fo'l 8'rough width opening +� / forr single single or double portal I � Pony wall height Min. 3' x 11-1/4' net header steel header not allowed S;.raa_4 ?? I: Fasten sheathing to header with 8d common or 12' galvanized box nails at 3" grid pattern as shown mox total wall t Header to lack -stud strap perwind design. r' ? Min 1000 bf on both sides of opening opposite het hi i i; side of sheathing. Min. double 2x4 framing covered with min 3/8' thick wood structural panel sheathing with height t,� 8d common or galvanized box nails of 3' o.c. in all framing (studs, blocking, and sills) yp. .t Min length of panel per table 1 Min (2) 3500lb strap -type hold•dovms (embedded into concrete and nailed into framing) Min reinforcing of foundation, one #4 bar /r top and bottom of fooling, lap bars 15' min. Min fooling size under opening is 12" x 12". A turned -down slab shal be permitted of door openings. Min (1) 5/8' diameter anchor bolt installed per IRC R403.1.6 — wilh 2' x 2' x 3/16' plate washer Header to lock -stud strop per wind design min 1000 Ibf on both sides of opening opposite side of sheathing Fasten top plate to header with two rows of 16d sinker nails of 3' o.c. typ Min. 3/8• wood structural panel sheathing If needed, panel splice edges shall occur over and be noiled to common blocking within middle 24' of portal height. One rove of 3' o.c. nailing is required in each pone) edge. Typical portal frame construction Min double 2x4 Post (king and lack slud). Number of ZIack studs per IRC lobles R502.5(1) & (2). Min 1000 lb hold-down device (embedded into concrete and nailed into framing) 0 2014 APA —The Engineered Rood Association io References APA, 2004, Confirmation of Seismic Design Coefficients for the APA Portal Frame, APA Report T2004-59, APA— The Engineered Wood Association, Tacoma, WA. APA, 2012, Effect of Hold -Down Capacity on IRC Bracing Method PFH and IBCAlternate Method, APA Report T2012L-24, APA—The Engineered Wood Association, Tacoma, WA. ASCE, 2010, Mininlunl Design Load for Buildings and Other Structures. ASCE 7. American Society of Civil Engineers. Reston, VA. ASTM E2126-11, Standard Test Methods for Cyclic (Reversed) Load Test for Sheal-Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings, ASTM International. West Conshohocken, PA. SEAOSC, 1997, Standard Method of Cyclic (Reversed) Test for Shear Resistance of Fntmed Walls for Buildings, Structural Engineers Association of Southern California. Whittier, CA. We have field representatives in many major U.S, cities and in Canada who can help answer questions involving APA trademarked products. For additional assistance in specifying engineered wood products, contact us: APA HEADQUARTERS: 7011 So. 191h St. • Tacoma, Washington 98466 • (253) 565.6600 • Fax: (253) 565-7265 APA PRODUCT SUPPORT HELP DESK: (253) 620-7400 • E-mail: help@apavrood.org Form No. TT-100F Revised April 2014 DISCLAIMER: The Information contained herein is based on APA — The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experience. Neither APA nor its members moka any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference to opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed. �� ® 2014 APA —The Engineered wood Association 31 � N DO NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. j Seismic Forces - Vertical Distribution : '•: Refer to ASCE 7-10 Section 12.8.3 • f i —k = ? =.:;-t • �. - Diaphragm ! DL Area Level ! (Pso i ftZ) �— wpu - Story w;.I wX.hXk :Shear Sum —_.._........... - - (kips) Elev. (h) ' (k-ft) Ewi • hik j F. F. -- Roof Framing ,., ;�i7n .:�'•.9'6,� :r r .< �,� —". 16 3 -�, :�:' �1;SA •;'t�. 294 ! ---- - i 0 61 2.1 - .. 2.1 2nd Framing '96nf 21.19` 190 0.39 1.4 3.5 -- —_- 37.479 ' - 484 1.00 3.5 - • I ._._ : i . Base Shear (ULT) 4.9kips Base Shear (ASO) 351ki s * note that all table forces are ASD Seismic Forces -Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum ! Level p F, i F, Roof Framing 1`3 --2_8- 2.8 2nd Framing 1.3 1.8 4.6 --- — —-- - - -- E = 4.6 Diaphragm Forces - Vertical Distribution Refer to ASCE 7-10 Section 12.10.1.1 I I i Diaphragm wi E w; F; E F; E F; . wPX ' Fpx (Min) Fpx (Max) FpX - -- Level (kips) (kips) (kips) (kips) E w; 0-2spSlwp% OASDSIWpx Govern Roof Framing 16.3 16.3 2.1 2.1 2.1 2.0 4.0 2.1 2nd Framing 21.1 37.5 1.4 j 3.5 2.0 2.6 5.2 2.6 r --.. -- - ------ ----=— --... - -- - - -- -- Description Seismic & Diaphragm Force Distribution By NAL Date 11/12/18 Checked Date i ENGINEERING Seale NTS Sheet No. - 250 4th Ave. South Suite200 - — --- - Project Lonac Residence South Side Job No. _ __3 —18348.10 Edmonds, WA98020 (Upper Floor Shear Walls -Walls Below the Roat Framing X- Direction Walls kips(Slary Shear) Story HT Fx wlntl = 3.0 i s Sto S E LA Wx= 1400.0 PLF seismic Sas= 0.65 Wx= 1500.0 PLF wind 66e ti WaII Line Willi Mark SW Length Trib Width EllEQ 2wlh Shear Wind Shear SW Calloutl Reduced HD Length Gross Uplift Gross Uplift lo.6d.145d10 0.6'DL NetU Iltt Hold -dawn Line Load Line Load End I End I End I End I End I End J1 End I I End A 1 1.4 1.5 g 1 1.4 1.5 Shearviails: 12' sheathing sd HF studs Nil - 0 In SW6 6d®6'o.c. 242 pit SW4 8d®4b.c. 350 pit SW3 6d®3'o,c. 455 pit SW2 ed®ro.c. 595 pit 2SW4 6d®4'o.c. 706 pit 2SW3 6d®3'o.c. 910 pit 2SW2 6d®ro.c. 1190 pit Re -Cale 1200 pit Hold— Table (Floor Clear Span = 16') NII 0 kips None - 0.5 kips MST37 (2}2x HF 2.345 kips MST49 (2)-2x HF 3.640 kips MST60 (2}2x HF 5.405 kips MST72 (2}2x HF 6.475 kips kips kips kips kips ReCelc 6.5 kips Input Coil Input Can w7 Formula ......,.. Upper Floor Shear Walls NAL 11/13/18 Checked Date X-Direction ENGINEERING Seale NTS Sheet No. 250 4th Ave. South Project Job No, 1U Suite 200 Lonac Residence South Side ( 1 Edmonds, WA 98020 18348.10 ;Main Floor3hear`.Walis- Alalls'6e�� to he'Upper NoorFteminaF X- Direction Walls Fx (EQ) = i'"_ 1.8 kips (Story Shear) Fx wtn = _ 3.6 !fps Slo Sheen IWall hfT = % t314�": Max t1AY ,'35�`�. Wx= 900 PLF seismic Sps= `0.85 Wx= t800 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trlb From Above EQ E4 Wind SW Reduced Gross Gross (0.e.0.145.)D 0.6•DL From Above NetU lift Hold-down Line Line Line Mark Length Width EQ Wind 2w01 Shear Shear Callout HD Len ih Uplift Uplift End f End End I End End I End End i End End] End Load Load A 1 =-' _ = 1.4 L5 2.3 3.3 �y B 1 j'-<8 1= 1 1.4 1.5 1.0 271 277 SW4 '.' 8.0. 2.6 3.7 1.9 1.9 2_1 "21`- 0.0 0.0 1.6 1.6 HDU2 HDU2 2.3 3.3 -d C 2.0 2.8 3.0 - 4.6 6.6 Sheanvalls: 1/2' s heathing w/ HF studs No - 0 pit 8W6 8d@W..a 242 pif SW4 8d®4"- 350 pif SW3 Bd@3'o.c 455 pif SW2 8d@2a.e. 595 plf 25W4 8dilir- 705 pif 2SW3 8diiii7 . 910 pif 25W2 N."" 1190 pif Re -Celt - 1200 pit Held- Table NII 0 kips None - 0.6 kips HDU2 (2)-2x HF 2.215 kips HOU4 (2}2x HF 3.3 Idps HDU5 (2)-N HF 4.1 klps HOUR 4x OF#2 7.0 kips HDU11 6x60F#1 9.5 kips HDU14 64OF#1 14.4 kips kips kips Re -Coto 14.5 kipc Input Ce0 Input Cell w/ Formula Main Floor Shear Walls NAL 11/13/18 Checked Date X-Direction ENGINEERING Seale SheelNo. AITC 250 41h Ave. South Suite 200 Edmonds, WA 98020 No. 18348.10 7s www.hilti.us Profis Anchor 2.7.8 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 10/17/2018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) NIT-HY 200 + HAS-E 5/8 het,act = 12.000 in. (hetlirrit = - in.) 5.8 ESR-3187 3/1/20181 3/1/2020 Design method ACI 318-11 / Chem eb = 0,000 in. (no stand -oft); t = 0.250 In. Ix x ly x t = 3.000 in. x 3.000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, %' = 2,500 psi; h = 24.000 in., Temp. shodllong: 32132 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (c)) Shear load: yes (D.3.3.5.3 (a)) R - User is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.1b] MAX tjP/-1 Pr— (I 07M IC—) z? Tea = 2.0, LcL (1m2.8 NV, O C�O Input data and results must be checked for agreement with the existing conditions and for plauslbHllyl PROMS Anchor (c) 2003.2009 HIM AG, FL•9494 Schaan HIM Is a registered Trademark of HIIU AG, Schaan 9111 www.hilti.us Profis Anchor 2.7.8 Company: Page: 2 Specifier: Project: Address: Sub -Project I Pos. No.: Phone 1 Fax: I Date: 10/17/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity (iNIPvVA] Status Tension Concrete Breakout Strength 2,850 2,871 100/- OK Shear - - -/- Loading N C Utilization pN,y [a/a] Status Combined tension and shear loads 3 Warnings Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hilli products and are based on the principles, formulas and security regulations in accordance with Hilli's technical directions and operating, mounting and assembly instructions, etc., that must be j strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly i with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt! Website. Hilff will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the exlsUng condlUons and for plauslbiliw PROFIS Anchor (c) 2003-2009 HIM AG, FL-9494 Schaan HitU is a registered Trademark of HIIU AG, Schaen www.hilti.us Profis Anchor 2.7.8 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 10117/2018 E-Mail: Specifier's comments: 9 Input data Anchor type and diameter: HIT-HY 200 + HAS-E 518 Effective embedment depth: harad = 12.000 in. (hafinil = - in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 3/1/20181 3/1/2020 Proof: Design method ACI 318-11 / Chem Stand-off Installation: eb = 0.000 in. (no stand-off); t = 0.250 in. Anchor plate: IX x ly x t = 3.000 in, x 3.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, f�= 2,500 psi; h = 24.000 in., Temp. short/long: 32/32 T Installation: hammer drilled hole Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar R - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,... Geometry (in.] t£ Loading [lb, in.lb] MAX vP` FT (witj ) Y--. Input data and results must be checked for agreement with the existing conditions and for plausibllltyt PROFIS Anchor( c) 2003-2009 Hilti AG, FL-9494 Schoen Hill! is a registered Trademark of Hlld AG, Schaan www.hilti.us Profis Anchor 2.7.8 Company: Page: 2 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: I Date: 10/17/2018 E-Mail: 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity iirtf N11M Status Tension Concrete Breakout Strength 3,800 3,828 100l- OK Shear - - -I- Loading PN Ov r; Utilization pmvP/o] Status Combined tension and shear toads - - - 3 Warnings • Please consider all details and hints/warnings given in the detailed report] Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained in the Software concern solely the use of Hiifi products and are based on the principles, formulas and security regulations in accordance with H1111's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant HIM product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. i You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. if you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilt] will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement wllh the etdsgng conditions and for plausibiilryl PROFIS Anchor( c) 2003-2009 HIIII AG, FL•9494 Schean HIM Is a registered Trademark of Hllg AG, Schaan �9 ENGINEERING 250 4th Ave S Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 Fax: (425) 778-5536 civil & structural engineering & planning CUTY 037V Eyisiok J U L 10 201) BUILDING DEPARTMENT CITY OF EDMONDS STRUCTURAL CALCULATIONS Lonac Residence 19243 94th Ave W Edmonds, WA 98020 0612812019 CG Project No.: 18438.10 fi, Proiect Location 19243 94th Ave W Edmonds, WA 98020 Project Description An existing single family residence is undergoing alterations. The existing roof and upper story wall framing above the garage will be removed and replaced with new framing. The new upper level framing will consist of manufactured trusses and wood framing. The entry framing is also being revised. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Dead Loads Roof 12 psf Floor 12 psf Live Loads Roof 25 psf (snow) Floor 40 psf Deck 60 psf- Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B IN, = 1.0 (Non -Essential Facility) Mean Height = 18' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = .845/(6.5/1) = Cs*Wp Sds = .845 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By Date NAL 11/30/2018 Checked Date ENGINEERING Project summary Scale Sheet No. NTS 250 4th Ave South Project Job No.. Suite 200 Edmonds, WA 98020 Lonac Residence 18438.10 h,9 E !Od vPr62 I l JOR FRnM J �. 'a � N y2f Sf� pIF M DID NOT SCALE DIMENSIONS FROM -DRAWINGS. WRITTEN INFORMATION ,SIIPERCEDES GRAPHIC INFO. ! (� 3 3 I.54' � i I'£S/6 '1lC �d 5s Irwt1J �-d3-¢d�l'i�D IJ�doJ -ono dN�� � d m+ (N7 �d�N��no-r�I�J1� }sd ��{�► �/Is -nd till xr�s-12 v S��ot� hfM1S d - HYMN - �t o W!>✓-dNd^/10 xZ �Olnoyd -*94 }' � I J n HN I W.VzJ job `q yam. t jfn �.b K j 2 �w •� x x �d x � �i, '(�' 'Is�a�Jslor -� � �'`� �--4to," M g �i0 S�GIIS x 71 H1a9�1N05NTi r — — — — - - a ad0-001JI.J92OW-17 -IW/I% N I .111 Is � C o Nl>�D.Iblolv- aJ_ o1N NsmJ�is�-1/bxZ��. F! 53ho� )c�i .p r ?HhWH r 01 N )O _ J1 f s z] *2r zlx, W _ 21*4li5 � v "z'�S K X Y X N t £ " W LIT— —46 o ;Ad aN III W,-dy NyJ _JON (N) 74-ugv Beam Span Table - Roof Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 5 6 7 1 8 9 10 11 12 13 14 15 16 17 18 19 20 234 185 , 150.= 124 ! -'3"=17�^z 51/2 LSL _- '15�11 �,98B, t '685. ;. 503 . 369 259 189 142 : - 109� , . - . - •- i i_• - - _ ;_ -_ _ . - _ 1 103Ht '721: 529 405 046 4.; i : `.132 115 ' -':ti'1; , ' 3 U2•x71/4_18k 2616 1674 r1163.. 854 654 t 517 419 321� ..247 ; f95 13t ' 127 104'; i _. 6z8'DF #2 21.52 -1384 F 961 ' 706 541 427 346.. 286 : °240 =205 - 176 154 ` 135 120. 1•U7 = 211116 x 91/4 PSL 2405 1924 1603 1374 1193. 942 763 631 530 452 378 307 253 211 178 151 1 130 4ii10 HF #2^ 1863 1490 108`4 79& 610 S 482 390 ' 322; :271 -231 :199 -' 173-; 152 ; � 135 -120 108: 3112 x 9114 PSL 3600 2880 2400 2057 1785 1411 1143 944 789 620 497 404 333 277 234 199 170 5 114 x 9 1/4 PSL 5399 4319 3600 3085 2677 2115 1713 1416 1183 931 745 606 499 416 351 298 256 211116 x 91/2 PSL 2470 1976 1647 1411 1235 991 802 663 557 475 409 334 275 '229 193 164 141 " 3'172?X.91%2',LSI,, 363 189 45,9 764,27 506 405 329'.` 271 ,226 =191 162 139:j 3112 x 9112 PSL 3700 2960 2467 2114 1850 1482 1201 992 834 674 540 439 362 302 254 216 185 ,:2219 1541-11132 _867 6$5 555:. 458- ,,;38_5t.!32$ ,283.t24'T":.21,7.: _192 1 1r71 1 154 139'; 5114 x 9112 PSL 5545 4436 3697 3169 2773 2224 1802 1489 1251 1011 810 658 543 452 381 324 278 7 x 9112 PSL 7390 5912 4927 4223 3695 2966 2402 1985 1668 1349 1080 878 723 603 508 432 370 211116 x 11 1/4 PSL 2925 2340 '1950 1671 1463 1300 1104 912 767 653 563 491 431 382. 325 276 237 3; �L2'z:11 114-, 'L ^ . 4301:: • 3:441 ` 2867: 2458; � 2001 . 1.581 :128r1': ? 11058' 889 ; :. 758'' •fi53 . 547;= :45U: ' : `:3 ,5? ; t31.6 ,,"269 231r.' 31/2 x 11 1/4 PSL 4382 3505 '2921 2504 2191 1947 1653 1366 1148 978 843 729 "600 501 1 422 359 1 307 .-•�-:::" s_;F �.. °:'x12_'DF:Z?. .�t:.•:C�....,,. !1123 3263 ::. "...:•_, 22591 l... ':..:`, 1660: (.y" a :.., t,1271 ...�,Y 1.U{0_ .,... 813 . T n._.a,.. _672.� .. ._ t 565� s.-."i.: 481 it .. ,_a5;: ;_3fi_1 _ 318 : �._s•. F.: - 281` y ...;,: , 251 E. �,... 225 • : j 203. 5114 x11 114 PSL 6567 5253 -4378 3752 3283 2918 2480 2050 1722 14681 1265 1097 904 754 635 540 463 211116 x 11 718 PSL 3085 2468 `2057 1763 1543 1371 1222 1010 849 723 624 543 478 423 377 324 278 31`2':iu�•1'r7/81S_L'r'+.�4 13t>3.634ir:3028:'2596.442220 ,17; 14- '11i74' ;986: ' 84.1 '..72 ;: 63 ?, 53Q: •!1:4�; ';372 E.31:6_. ,271'! 31/2 x 11 718 PSL 4623 3698 3082 2642 2312 2055 1831 1513 1271 1083 934 814 709 591 498 423 363 6114 x11 718 PSL - 5548 4623 3963 3467 3082 2747 2270 1908 1626 1402 1221110631 887 747 635 544 7 x11 7/8 PSL - - 6160 5280 4620 4107 13663 3027 2543 2167 1869 1628114111 1176 991 842 722 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load) 4. This table is applicable for WLL/WOL <= 3.0 5. Table values include the Size Factor (CF) and the Load Duration Factor (Co) o Description Beam Span Table BY NAL Date 11/12/18 y Checked Date ENGINEERING Seale Sheet No. 250 4th Ave. v200 South Projcct Job W Edmonds, WA98020 Lonac Residence 18348.10 S Beam Span Table - Floor Beams Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF) Span Length in Feet Beam 4 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 4z6 HF #2`: 8i 522 _ �362 266 ? - 204 160 ` 11? -' - 3 112rx 51l2,,LSL 1340 8584 ` 546 1.` 344 V.230 1.62 i 1i18 ' %'= '. i ' �.; : L.;- L. 4z8 HF #2 1;270 902' 627 _ ,_ 460= 353 ` 279 _ 226 -_ !.:186. ; ._ - 1,55 , _. ! 122,E- 3 1/2:x T1/4 L:SL 2275 ;14.56 1011 . 743 i 522 367 267- t 241; i.455` 1 - 6z8 DF #2? ' 189012d3 836 : !-6_1,4 470 379 301 ' r i 249 _209 178 153 134: i 211/16 x 91/4 PSL- 2405 1924 1603 1374 1193 889 648 487 375 295 236 192 158 1 132 111 - - 4x10 HF #Z 1620f [ 1296- 942 • !. 692 , ,530 419 339= 280 ' ! ',236 201 ' 1:73 151 133 ;113 3 1/2 x 9 114 PSL 3130 2504 2087 1789 1553 1169 852 640 493 388 310 252 208 173 146 124 106 5 1/4 x 9 114 PSL 46951 3756 '3130 2683 2328 1753 1278 960 739 582 466 379 312 260 219 186 160 211/16 x 9112 PSL 2470 1976 1647 1411 1235 965 704 529 407 320 256 209 172 143 121 103 - E 3160 2538' 2107. .1646 r _ 1260 953 694. 522 .402 r 316 253 20$ ' 170 141 3112 x 9112 PSL 3215 2572 2143 1837 1608 1270 926 696 536 421 337 1 274 226 188 1 159 135 116 600 DFi#2' 2960 - 1930 1340,. i` 984 754.•, ---.._..e '§M' 482'' .._ f 399 :'. 335„r 285 241is, 214. `. 188.'. i 167 (f49:•. ` 134 1'18 51/4 x 9112 PSL 4825 3860 3217 2757 2413 1905 1389 1043 804 632 506 412 339 283 238 202 174 7 x 9 1/2 PSL 6430 5144 4287 3674 3215 2540 1852 1391 1072 843 675 549 452 377 318 270 '231 211/16 x11 1/4 PSL 29251 2340 1950 1671 1463 1300 1104 890 686 539 432 351 289 241 203 173 1 148 3 1/2 is 11 1 /4: LSL 3740 2992' 2493 i_2137. i 9 740 1!375 1114 866.: ; '667 !: 525 420. 1342 : j 281 .145 t 198 166, _,1'4i 3112 x11 114 PSL 3810 3048 2540 2177 1905 1693 1438 1155 889 1 700 560 1 455 375 313 1 264 224. 192 6z12 DF #'2; 3585 282.9, ' 1964 '1443: 1,1051: j,.873 707' 584 ; "491 418 361 314 _ 276 ; :245 21:8 196: 177 . 5114 x 11 1/4 PSL 5710 4568 3807 3263 2855 2538 2157 1739 1340 1054 844 686 565 471 397 337 289 211116 x11 7/8 PSL 3085 2468 2057 1763 1543 1371 1222 1010 804 632 506 412 339 283 238 202 174 3 1/2=-z 91 718;:LSL 3950 L3160 , 2633 `2257 1:930 ,1525, 123_ . 10.18' 784 617 494 402, 331z i v.276 232 ; 1.98 P169=' 3 112 x 11 7/8 PSL 4020 3216 2680 2297 2010 1787 1592 1316 1050 826 661 538 443 369 311 265 227 5114 x11 7/8 PSL - 4824 4020 3446 3015 2680 2389 1974 1575 1239 992 807 665 554 467 397 340 7 x 11 718 PSL - - 5357 `4591 4018 3571 3185 2632120901 1644 1316 1070 882 1 735 619 526 451 Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads) 2. Table values are based on the limiting beam shear & moment capacities, as well as deflection 3. The deflection limit used in the above table is (L/240 Total Load) and (L/360 Live Load) 4. This table is applicable for WLL/WDL <= 4.0 5. Table values include the Size Factor (CF) uescnpuon Beam Span Table by NAL uate 11/12/18 Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite200 Project Lonac Residence Job No. Edmonds, WA90020 18348.10 HF Column & HF Sill Plate CapacitV TABLE IBC 2O1S`ND82O15 322 8. ,734 46 SILL 7876 1 .+°"' 1,3,UOF . Wood Column Capacity Table Checked Date ENGIN&ERING Scale Sheet No. 250 4th Ave. South Project Lonac Residence Job No. - 18348.10 COLIPANY 1 PROJECT WoodWorks"' Nw.1H,2018101a0a SOFfIVARE FOR WOOD DESIGN Design Check Calculation Shee watdwarla seer 11.1 Loads: Wad Type Dlzcribu[tan Pat- Wcaclon [ItJ tlagnituia Unlc Start End Scxr[ EM p Cexa @11 Area tlbn .Y913J.0'1 Dai S Baov roll Atea lee 35.00ICJ.O'1 pat a'el(-vegan[ Fla FUL1 UDL Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : owe- �' ff w e S unLaa[ored• Oeaa Snav 74 laJ it, 265 Factored: Deal 237 J04 eearlaq: F'cneta iag JJB F.;ois[tl 329 STS gupfo[C = 536 Dee :aclo Sole[ O.Ea D T supp>[[ Wad corL O.l> a3 0.79 I.en9th Rln req'd 0.59• 0.50• a.5o,0• 0.3e @ 1.00 t.:S @ n[n @ suppvre 1.09 1.Z5 t.TS 1.25 625 IAafmvn rrxibn an al kart meorypod khans dflfrreni kadco tien than, Ns nAJ d ern in, basing design, shmnhas. due to Kd lads.Sae A,*,bresins for reatlima from criEcd load earnbMation. Roof Rafter Lumber -son, Hem -Fir, ND.2, 2x6 (14f2"44W) 5 •ppMs: A9- Thnber-sa0 Beam, D.Fv-I.14o.2 Rmfjo•sl spaced at 24.0' Cfa; T✓AI krgth: 8-7.2" Clear span: 6337', 2-1.03^, tpyane=OS eu.R; Pddt 4n2 Waral auppat top- fun. boleom= at suppon.; R.PsW facbr. eppled Mw p-.2K d (rafer b anf halp): Analysis vs_ Allowable Stress and Deflection,.aa„ riog of, Brien �Anelvzts Value halon value unit Ana] als/Oaa/an snelt Handln91h1 tv • fb - - 1 z pal rrf rv• . 0.15 Nitfb/no' tD . Ei} @• . 1J02 psi Lb/Fb' 0.19 1`111l-1 Laeflaotign: Intarlo[ . 4L/999 0.42 - L/2i0 In 0.36 TLio,iotal Sat11 a.09 0.05 • L/O65 0.21 • L/180 In 0.22 Cantu. Ltve Total -0.05 L/948 0.20 L/120 0.28 L/90 1. 0.22 0.25 Additional Data: rXtn..M r/E(psi1C0 rm Ct CL Cr Cru Cr Cftt CL Cn LCI 1Y' 150 L.1} 1.00 1.00 1.00 1.W L.00 2 @" O50 1.19 1.so 1.00 1.000 1.300 L.00 1.15 L.00 1.00 - 3 R'- 050 1.15 1.00 1.00 O.B 91 1.300 1.00 1.15 1.00 1.oO - 2 Ftp' 105 1.00 I.00 E' I, .'lion 1.00 1.00 Enln• 0.47 oilllon 1.0 1.00 - - - - 1.00 1.00 - CRITICAL LOAD COMSRIATIONS: Shear : W 42 O+S, Y aaa • 214. N design + 211 lb Bandtn9l+t: U 43 D+S Iplctesn: Ssl. IL . 29T lbs-f[ Hanaingl-la W a2 D+E, 11 + U. lb1-fc 0e(lzctton: 1S 43 (live) to 03 +• ltorll) D•dead 4liv S•Snav 1t•vinn t•lrpae[ 1.1-of it,* La• anoentratad E•ea[thquspe All W, are dated In the Analysis oltPut Wad Patterns: e•s/2. X-LAS Or LaLr. +n0 pattern load in this open Wal toMinacione: ASCE 1-10 / IBC Zola CALOMATIONS: oaf3actian: E1 • 27.0e06 lb-in2 •Live• deft-lon + Ostlattion faen all non -dead loads (1Lvwind, a v-) Total bfta<tSen • 1.501Dead Wad Oafletttonl a Live Wada, oeflettten.rn Ssarlaga Allevable balling at 1n angle r•chetl e11ou11tzd for each avpPorc ax pat I= 3.10.3 Lace[al tabtlltyl-): to = 6•-3.80' Ls • 10•-5.51' RE • 17.5t Lu WSW to full Span Design Notes: 1. WaedWo wa, awash and deegn ue nst[ad-tith fM KC lMatnatkwl BLA&V Cale (IBC Zola), the NaBoW DeMgn spxeiOcaUm (NDs 20157. am Nos Design 5,ryp4ma,L 2 Please vutf/ Nat Bn dated daDectm fads ve apprapdate fa yea appfatan. 0, Cahtl uaa Canttievne0 Brame:NOS Clause 4.25 SregWes Nag nanW WV*VProtaloru Oeextended to the Mddk2l3of21pan beamsad to Nsld kagN ofuM2eam Wuuxr spew. 4. SaNn SSnber tanafnp mu W," be latem9f a,ppsdN er ,rg to me jamiskw of NOS Cause A4A, op etL W"i 0 0 w 9 . .. ....... ...... -- ----- --------- x, 10 F CN St 6 UFAA" n4 g Le ..... ...... JILI '5 1 Lj.� . ........ ..... . ..... .. ....... 0 . L 5V15 5 A 10 S7 Ptj ITA I 7.1-...—T Li . .. .. ..... . ........ I. x,4t V-1 (2, A 7 V- 'Ay/ 41r- . ..... L ...... .... .. . ....... ...... ...... f L 0 -v, - le J ........ . ............ 1 V 1 ;5 ............. V-11 X� DFI it 2 ........... ........ ....... L L —17— : LJ Description By IIJA L Date &R-A /I r y Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 WA 98020 Project Job No, Edmonds, 425.779.8500 www.cgenglneering-com �s SV 10 L 0 �i A C rt, 65 1 ZC- t-) COMPANY PROJECT r X Wood O r k s O Nov. 13, 201813:35 roof B3 SOFDYARf FOR WOOD DESIGN Design Check Calculation Sheet Woodworks Sizer 11.1 Loads: Load I Type Dis tctbution I Pat- Location [ftl 14agni rude Unit tern 9tatt End Start End ud Deatl FU11 UDL !!0 180.0 PE 'I Snow FuUDL Yea 375.0 plf Self -coal ht Dead E41ll 1 UDL It. 12.4 if Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10.027' Unfactored- Dead Snow 121 l463 1203 2344 Factored: Total 2le9 3546 Beaz!ng: Capacity Beam 2189 4609 Support 2331 3546 Des ratio Beam 1.00 0.77 support 0.94 1.00 Load comb 113 N2 Length 0.64 0.97 Min req'd 0.64 0. 97" cb 1.00 1.39 Cb min 1.00 1.39 Cb support 1.07 1.07 Fc 625 625 "Minimum bearing length govemed by the required width of the supporting member. Maximum reaction on at least one support is from a different load combination Than the critical one for hearing design, shown here, due to Kd factor. See Analysis results for reaction from enticai load combination. roof_B3 Timber -soft, D.Fir-L, No.2, 6x10 (5-1/2"x9-1/2') Supports: All - Timber -soft Beam, D.Fir--L No.2 Total length: 10.03'; Clear span: 7.933', 1.96'; volume = 3.6 cu.fL; Beam and stringer Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Anal s s Value Desl n Value Unit Anal sis/Deli n Shear fv =a 56 Fv' = 195 psi fv Fv' 0.2B Bending(+) fb = 604 Eb' = 1006 psi fb/Eb' = 0.60 Bending(-) fb = 165 Eb' = 1006 psi fb/Fb' = 0.16 Deflection: Interior Live 0.06 = <L/999 0.40 = L/240 in 0.16 Total 0.11 L/898 0.53 = L/ISO in 0.20 Cantil. Ltve -0.05 = L/520 0.20 = L/120 in 0.23 Total -0.00 = L/318 0.27 = L/90 in 0.28 Additional Data: FACTORS: F/E(ps1)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCII Fv' 170 1.15 1.00 1.00 - - - - 1,00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 875 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1-00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: shear LC 82 = D+S, V max = 2411, V design = 1940 lb. Bending(+): LC 83 D+S (pattern: Ssl, M = 4167 lbs-ft Bending(-1: LC #2 = D+S, H = 1135 Ibs-tt Deflection: LC 83 - (live) LC 83 (total) D=dead L=1Lve S=snow tf=wird I=impact Lr--roof live Lc=concentrated E=earthquake AllLC's a e listed in the Analysis output n Load Patterns: s=S/2, x=L+S or L+Lr, _- o pattern load Sn this span Load combinations: ASCE 7-10 / 10C 2015 CALCULATIONS: Deflection: EI = 513e06 1b-in2 "Live^ deflection - Deflection from all non -dead loads Ilive, wind, s o:r...I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection.n Design Notes: 1Wood Works analysis and design are In accordance with the tCC International Building Code (IBC 2015), the National Design Specification (NOS 2015). and NDs Design Supplement. i Please verify that the default deflection limits are appropriate for your appliw0un. 3. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. COMPANY PROJECT 12) WoodWorks' Nov. 14. 2016 08:00 roof B3 SOFIIYAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Lo,d Type Distribution Pat- Location iftl I4agnitude Unit tern Start End Start End wd Dead Fu UDL tlo 180.0 pl snow Full UDL Yea 375.0 plf Self -weigh[ Dcad Full UDL _ _No ___ _ 6.7 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) ( 10'-0.77' 10, Unfactored• Dead Snow 712 1477 1167 2344 Faltered: Total 2189 3511 Hearing: Cape city Beam 2189 3511 support 3740 5090 Des retie Beam 3.00 1.00 support 0.59 0.69 Load comb 93 92 Length 1.54 2.10 )din req'd 1.54 2,10 cb 1.00 1.18 Cb min 1.00 1.18 Cb support 1.11 1.11 ec 625 625 Maximum reaction an at least one support is from a different load combination than the critical one for bearing design, sham here, due to Kd factor. See Analysis results for reaction from critical load combination. roof B3 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"xB-W) Supports: All - Timber -son Beam, D.Fir-L No1 Total length: 10•-0.77'; Clear span: T-10.18% V-10.W; volume = 2.3 w_B. Lateral support lap= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Anal sia value Desi n value Unit Anal sis/Deli n shear fv = a0 Fv: = 172 psi fv Fv' = a. 1 Sending l+) On = 992 Fla, 1153 psi fb/Fb' 0.66 ,rending:-) fb = 270 Fb• = 1153 psi fb/Eb' = 0.23 Deflection: Interior Live 0.11 = L/901 0.40 = L/240 in 0.27 Total 0.10 = L/534 0.53 = L/180 in 0.34 Cantil. Live -0.08 = L/305 0.20 = L/120 0.39 Total -0.13 = L/189 0.27 L/90 in 0.48 Additional Data: FACTORS: F/E(pai)CD CH Ct CL CF Cf. Cr Cfrt Ci Ca. Lcq Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0. 983 1.200 1.00 1.00 1.00 1.00 - 3 Fb'- 850 1.15 1.00 1.00 0. 983 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 3.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' ON7 milli.,. 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 92 D+s, V max = 2387, V design 1906 lbs Bending(+): LC q3 = D+S (pattern: ss), 14 - 4127 lbe-tt Bending(-): W 92 = D+S, M = 1123 ibs-ft Deflection; LC 43 (live) LC p3 - (total) D-dead L=live S=snow [+=wind I=impact L-roof live L-concentrated E-earthquake All LC's are listed in the Analysis output Load Pattern,: s-s/2, X=L+B or L+Lr, pattern load in this apart _-no Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection; EI - 300eO6 lb-in2 ,Live" deflection - Deflection from all non -dead load, Ilive, wind, enaw._1 Total Oeflection - 1.50[Dead Load Deflection) + Live Load Deflection. Lateral stability:+): Lu = 8' Le = 13'-10.00^ RB = 11.2r Lu based on full span Lateral atabilityl-): Lu = 8' Le = 13-30.00^ RB - 11.2i Lu based on full span Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appmpriale for your application. 3. Continuous or Canlllevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shag be laterally supported according 10 the provisions of NOS Clause 4.4.1. Io COMPANY PROJECT WoodWorks' Nov.13,201813:35 roo/84 W Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Type Distribution Pat- Location Ift1 14agaituda Unit tern Start End Start End i"_" UOL tlo 114.0 Piz Bnow EEO Full UDL Yea 238.0 plf 1plf -xei ht Dead Full UDL do 9.8 Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 10.021' 10' Unfactored: Dead Snax 467 927 774 1488 Factored: Tots 1394 2261 Bearing: capacity Beam 1719 3406 Support 3.836 2261 Des ratio Beam 0.81 0.66 Support 1.11 1.00 Load Comb A3 12 Length 0.50. 0.62 Min req`d 0.50• 0.62" Cb 1.00 1.61 Cb mL 1.00 1.61 Cb support 1. 07 3.07 Fc s 625 625 'Minimum hearing length setting used: 1/2' for end supports "Minimum hearing length governed by the required width of the supporting member. Maximum reaction on at feast one support is from a different load combination than the critical one for hearing design, shown Wine, due to Kd factor. See Analysis results for reaction from critical load combination. Timber -soft, D.Fir-L, Nd gAx8 (5-1/2"x7-1/2") Supports: All - Timber -soft Beam, D.FIr-L No.2 Total length: 10.02'; Clear span: 7.954', 1.974% volume = 2.9 cu.R; Post and timber Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2016 : Criterion Mal s s value Doi value unit Anal sit/nest n Shear fv = 4 E\r` = 195 psi fv Fv' = Bending l+) fb = 618 Fb' = 862 psi fb/Fb' = 0.72 Bending t-) fb 168 Fb' = 862 psi fb/Fb' = 0.20 Deflection: 0.08 = <L/999 0.40 = L/240 in 0.20 Interior Live Total 0.12 L/804 0.53 = L/180 in 0.22 Cantil. Live -0.06 L/403 0.20 = L/120 in 0.30 Total -0.00 L/282 0.27 = L/90 in 0.32 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cf. Cc Cfrt CS Cn LCA Fv' 210 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1. 000 1.000 1.00 1.00 1.00 1.00 - 3 Fb'- 750 1.15 1.00 1.00 1.000 1.000 1.60 1.00 1.00 1.00 - 2 Eep' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC 92 = 0+3, V max = 1530, V design = 1302 lb. Bandingl+): Lc 13 = 0+9 (pattern: Be), M - 2657 Ibs-ft Bending l-): LC A2 = D+s, M = 724 lb.-ft Deflection: LC A3 = (live) LC A3 = (total) D=dead L=live S=snow U=xind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output m Load patterns: a=S/2, x=L+S or L+Lr, o pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 251e06 lb-in2 "Live" deflection - Deflection from all non -dead loads hive, wind, anox...l Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: I. Woad Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantflevers and other spans. 4, Sewrt lumber bending members shall be laterally supported accoNing to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Wo o d Wo r k s° Nov. 14, 2018 08:00 root B4 SOFEIYAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Si2er 11.1 Loads: Load I Type Distribution Pat- Location [ft] 14egnitude Unit tetn Start End Start End w Dea D Fu "El'. tto 114.0 pl ws Snow Full UDL Yes 238.0 plf Be lf-wei ht Dcad F411 UDL 110 6.7 lE Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 1o'-o.as• 8' 10, Unfaor red; Dead So- 457 932 754 148a Factored: Total 1389 2242 Hearing: Capacity Beam 1389 2242 5upport 2374 2922 Des ratio Bee, 1.00 1.00 Support 0.59 a-77 Load c-'b 13 02 Length 0.98 1.21 Hln req'd 0.98 1.21 Cb 1.00 y V 1.31 Cb min 1.00 I�TJ,�` 1.31 Cb support 1.11 1.11 Fc 625 625 Lumber -soft, Hem -Fir, tL0 2; 4x1O (3-1/2"xg-114") Supports: All - Timber-soB Beam, D.Fli No.2 Total length: 10'-0.49•; Clear span: 7'-10.91•, 1'-1 1.4% volume = 23 cull. Lateral support: top= at supports, bottom= at supports, Analysis vs. Allowable Stress and Deflection Osino Nos 2015: criterion Analysts Value Boston Value Unit Mal sis/De si W Shear fv 57 Ev' = 172 psi fv = On33 Bending(+) fb = .3Fb' 1153 psi fb/Fb' 0.55 Bending l-) fb = 172 It, = 1153 psi fb/Eb' = 0.15 Deflection: Interior Live 0.07 = <L/999 0.40 L/240 in 0.17 Total 0.10 = L/968 0.53 L/380 in 0.19 cantil. Live -0.05 L/481 0.20 = L/320 in 0.25 Total -0.07 n L/339 0.27 = L/90 in 0.26 Additional Data: FACTORS: F/E(psi)CD CH Ct CL Cr Cfu Cr Cfrt CS C. LCH Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.983 1.200 1.OD 1.00 1.00 1.00 - 3 Eb'- 850 1.15 1.00 1.Be 0.983 1.200 1.00 1.00 1.00 1.00 - 2 Fop' 405 - I.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Frain' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 42 D+s, V max - 1524, V design c 1230 lbs Bending(+Ir LC 13 " D+S (pattern: SA), H - 2635 ltrs-Et Bending{ -I: LC A2 = D+S, H = 717 lbs-ft Be flectien: LC 03 = (live) LC 83 = (total) D=dead L=live S=snow W=l I -impact Lr=roof live L-concentrated E=earthquake All LC 'a ace listed in the Analysis output Load Batter..: a=S/2, X-L+S or L+Lr, =no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 300e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, 'no'..' Total Deflection 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = a' Le 13'-10.00'• Re = 11.2; Lu based on full span Lateral stability(-): Lu = 8' Le 13•-10. 00" RB 11.2; Lu based on full span Design Notes: I. Wood Works analysis and design are in accordance With the ICC International Building Code (IBC 2015). the National Design Specification (Nos 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Canllleveretl Beams: NDS Clause 4.2.5.5 requires that nannai grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Savrn lumber bendin members shalt be Clause su ned accoming to the provisions of NDS Clause 4.4.1. 17" WOodWOrkS® SOMVARF FOR WOOD DESIGN COMPANY I PROJECT -vz+1�'� �-A Nov. 14, 2018 08:11 1 Roof Col Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Location [ft] Start End Magnitude Start End Unit D Dead Axial (Ecc. = 0.00") 2000 lbs S Snow Axial (Ecc. = 0.00") 4100 lbs Dl Dead Axial (Ecc. = 0.00") 712 lbs S1 Snow Axial (Ecc. = 0.00") 1477 lbs Self -weight Dead Axial 36 lbs Lateral Reactions (lbs): 101 0' Roof Col Lumber Post, Hem -Fir, No.2, U6 (3-1/2"x5-1/2") Support: Non -wood Total length: 9'; Clear span: 9'; volume = 1.2 cu.ft. Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 9.0 = 9.0 [ft]; Analysis vs. Allowable Stress and Deflection using Nis 2015 : Criterion Analysis Value Design Value Unit Analysis/Design Axial Axial Bearing fc = 432 fc = 432 Fc' = 832 Fc* = 1644 psi psi fc/Fc' = 0.52 fc/Fc* = 0.26 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LC# Fc' 1300 1.15 1.00 1.00 0.506 1.100 - - 1.00 1.00 2 Fc* 1300 1.15 1.00 1.00 - 1.100 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Axial : LC #2 = D+S, P = 8325 lbs D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. A 0 a l3 .. . ....... . . ......... :. .. . ....... . . --4 ... ... .. . ..... ....... ......... (L A..V -1 ';UP06a�.! L ------- ..... ...... .... ......... . ........ .. .... ... .. .. ... . ....... - ----- ------- Oi .......... . . .. .... - .... . ..... . ... ........ --A 2� 0 1-7 V ........ .. .......... . . ....... ...... .... . ........ . . ....... ... Description Date 6 a A �,/ I T Y jo F4 l-'evcIr '40OF— Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 WA 98020 Project Job No. Edmonds, 425.778,8500 www.cgenglneering,com_](OtJAC- COIAPANY PROJECT WoodWorks Nov.13.201B13AI loot ffm SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WadWaks Sher 11.1 Loads: Loed Tyra Dlatclbution Pa[- Lece[fon (ft1 I:agnitude Unit [e[n 5Ml Ertl Start End v] Castl Full Atea Ito 13.00116.0"I pat Full Acea Tts 23.00116.0'I paE Sel(-vefah[ Wad Full UIX. Gn 2.2 1[ Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 1d.9e1' O Z 16 •Nirinum bearvg ler'9U: seGsg uud:1? la erd auppMs as , la INerior suppods Rladmum readkn m al host ale supP^A khama QAlneid bads tlontRan Ole aAcal onefa bea0n9 desyn, sll0a0 Rere. due to Kd fxta. Ste Analys6 resut6fa reactlon flan iRkal load comDtnaOort roof rafters Lumber -soft, Hem -Fir, No.2, 2xa (1.11XW-114") Supparts:Ar-Thnber son Beam, D.Fs-LNo2 Rcofjots"spactd 416.D'rlc; Total kng0014s5; Ckvspan: ZW. lz6 ,,alone- 1.1 a,.R; PKr 4/I2 Iat"suppal top= M. baG al nppartI: Repeblilafaolarappled,Aa p-itled(W to mfrz he'p), Analysis vs. Allowable Stress and Deflection using NOS 2015: Additional Data: FACTORS: F/Elpsil- C1+ CF Cfu Cc Cfct Cl Cn LCI 14 I50 1.15 1.0o 1C00 1.00 1.00 1.00 2 950 1.15 I.00 I.00 3.000 1.200 1.00 LAS L-00 1.00 - + S. .IS 1.00 1.a0 0.511 1.1. L.00 1.15 1.00 1.00 - 2 Fcp' +OS 1.00 1.00 - - - - 1_09 l - 1.3 Nllton 1.00 1.00 - - - - 1_00 1.00 frdn• 0.41 Nllion 1.110 1.00 - - - - 1_DO t.00 - + CRITICAL LOAD COL!eINAT1OHS: IG a2 MS, V - - 30a, '/ dasfan - 27e lba n]4y lal: I.0 ii = DaS Ipat[ern: sSl. N - Rlt lbs-Ct 9a Alnq (-1: IF. 12 a DaS, M - 105 Ibs-h Deflection: IG li = Ill 1 Lc 11 - Itocail O-tlead L°llVe S -viral I-Irpact L co[ "lye Lc-eoncenccatbtl E-esr[RGual:e All V_"a • a Ilscrdvl r. the Anal•/als e tl Patte�ns: a=5/2, x-La5 oc a Lc, ut no pa[[ern load In cM1ls span Load cvcbinatlens: A^�E ]-IO / tBr 2015 CALCl1lAT10NS Wll ecffon: EI - - ?e06 lb-Sn2 'Live^ ae[lecticn - Wllet23on Ciea all rndead loads (live, a v_I cal Wfleoclen - 1.001WaI Lead Wflectlon) ♦ Llve Ipad W(lectlon.� aring: A3lovable b_ac _ tan angla F•[Nta calculated for eaeb support as per 11p5 3.10.3 tat atabill tyl-1: L. - 12.61• - - 20.00' PB - 2 .e) L. boa ei on Lull ap Design Notes: 1.Wa:dWoda anaVA aml deslgn as b a0MdaaewM Ole ]CC RA 011wial BLIMV Code(1BC 2075), Um Nalknal Design Spetffk!W(NOS MI5). aml NOS Design Supy L Z Piaaw rtdfy Bat em delaal delkcOm it ie am appropriate la yin app'k ta, 3. Ca di nuous aC Oaa.Beams: NOS Clause 4.ZS 5 rag i-EW normal 9ra6ng pmvielma h odudM N the n0ddk M of 2 span beams and to ITe M WohdcuWerenaM dha spans. 4. Satn hvnbv bendsq mambas shot 4 Nte[aly suppMM acmrdxg la Vw pmrcb)s d N05 Clause 4.4.1. S. SLOPED BFiiMS: kvei k red to al beams. Un(acto r±d: W.tl Is nz uJ lal Eactcre0: roue +ze n t searing: F•tAeca +3] iJ] Capacity Jafat Support 5]i S6E ]2d 99E D±s [a[l0 Ja1ac 0.)5 O. SS Supp]it 0.)3 0.5) Coatl co-b nOCM1 Nln reg'tl a2 0.50• 0.3] 11 0.50' U.50' cD Cb n1n l.]5 E.]5 1.00 t.OJ Cb support A t.25 625 1.25 fi23 Cr3cerlon Analvsls Value Walan Value Un1t nalva(a/Wa3en spear Iv - 3e er - m pas Iv/Fv' Eantling(aI [b - 9J? Fb' - 13i9 pal [b/Fb' - 0.62 eepoingl-) Ib - 9fi fio2 psi Lb/tb' - 0.31 L :[Iecclon: Inc±rlor Ll•+e 0.2] � VSd2 L/2+0 Ln O.J? 0.50 soul Cancll. Live rat 0.:2 - UJbI V151 -0.21 - VI1) L/ISO 0.21 - L/120 L/90 In In In O.fifi 0.]a �5 t PJ 13 v '2­10,� (VI A _4- - - ve t5 'r 0 j f �tA sv�_ ---- ------ 131T ri - g.0 V,-rt 1(957,), 4 ...... or 6xl 2 DF #2 (SEE BEAM SPAN TABLE) 0 F-4- 7-17-- i ZXlq IfF-;Z diIJi j. 4, 0>6 0-1 _T 1'20- T T T ..... ........ �F SeiVCO w Description BY 14 t6% U Date �aAl)l T.Y U vc- L- EWO Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Project Job No. IZ379- 1 (2 Suite 200 Edmonds, WA 98020 425.778.8500 www.cgengineering,corn 0 J\)'� 'k/ C COMPANY PROJECT WoodWorks' June 27, 201914:37 upper lavel_B1 SOF IVARE FOR WOOD DESIGN Design Check Calculation Sheet WnodWorks Sizer I I.I Loads: Load Type Diatrlbution Pat- Location Ift] Magnitude Unit tern stare End Start End at.0 wd Dead Full UDL p P wl Live Full UDL 240.0 plf Self-wei ht Dead Full UDL 12.5 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 14.105' Unfacto red: Dead Live 596 1693 596 1693 Factored: Total 228e 2288 Bearing: Capacity Beam 2208 - 2288 Support 3825 3825 Des ratio Beam 1 1.00 support 0.60.00 0.60 Load comb 62 42 Length 1.26 1.26 Min raq'd 1.26 1.26 C6 1.00 1.00 Cb adn 1.00 1.00 Cb support 1.08 1.08 Fc su 625 625 upper floor - B1 Lumber-softHem-Fir, No.2, 4-1I2'•x13-1/2•' Supports: Al;i - Tlmber-soft Beam, D.Fir--L No.2 Total length: 14.1 % Clear span: 13.895'; volumes: 6.0 cuJIL Lateral support: lop= at supports, bottom= at supports; WARNING: this CUSTOM SIZE is not in the database. Refer to online help. WARNING: Your Custom section is too thick for the lumbergrade properties from Table 4A/B.Select a timber material with properties from Table 4D Instead. Analysis vs. Allowable Stress and Deflection using NOS 2015: CriterionI Anal sis Value I Desi n Value I Unit Anai sis/Desi n shear = 4 v - 150 psi Pv Fv' . .31 Bending(+1 fb 698 tb' 821 psl Eb/Fb' = 0.85 Live Defl'n 0.37 L/971 0.47 = Ll360 0.31 Total DeEl'n 0.23 - L/718 0.70 - W240 0.33 Additional Data: FACTORS: FlE(psi1CD CM Ct CL CF cfu Cr Cfct Ci Cn LC9 Fv' 150 1.0o 1.00 1.00 - - - 1.01 1.00 1.00 2 Fb'+ 950 1.00 1.00 1.00 0.979 0.987 1.00 k.00 1.Do 1. 00 - 2 Fcp• 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1. - 2 "an• 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 12 D+L, V max - 2272, V design 1890 lbs Bending(+l: LC *2 D+L, N = 7951 lbs-ft De fiectien: LC 42 = D+L (live) LC 02 = DAL (total) D.dead rlive s=snow Wind I -impact Lz�zoof live L-ancentrated E-earthquake All Lc'a ace listed in the Analysts output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1199e06 lb-in2 "Live" deflection - Deflection from all non -dead loads Ilive, wind, snow...) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 14.00• Le = 26.19' RB = 14.5 Design Notes: 1. Wood Works analysts and design are In accordance with the [CC International eullding Cade (IBC 2015), the National Design Specification (Nos 2015), and NDs Design Supplement. 2. Please verify that the default deflection IimiIsere apprapdale for your opplicallon. 3 Sawn lumber bending members shall be Ialereliy supported accandirig t0 the provislans of NOS Clause 4.4.1. COMPANY PROJECT WoodWorks° SOFnVARF FOR IVODD DESIGN Nov. 13, 201813;41 roof 85 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location [f t) 19agn itude Unit tern Start End Start End cad Dead Point 12.03 3600 lbs Self-rrei ht Dead Full UDL 19.5 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 24.052' Unfactored: Dead 2039 2039 Factored: Total 2039 2034 Bearing: Capacity 2039 Beam Support 2039 2179 2179 Des ratio 1,00 Beam Support 1.00 0.93 0.93 61 Load comb Length #1 0.62 0.62 Min req'd 0.62 0.62 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1,07 Fc su 625 625 roof B5 PSL, PSL, 2.OE, 5-1/4"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 24.05; Clear span: 23.948; volume =10A cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2016 : Criterion Anal sis Value Desi n value Unit Anal sis/Desi n Shear fv = 48 Fv' = 261 psi fv Fv' 0.19 Bending fb = 2237 FD' - 2506 psi fb/Fb' = 0.89 Live Defl'n negligible Total Defl'n 1.32 = L/217 1.fi0 = L/180 in 0.83 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv' 290 0.90 - 1.00 - - - - 1.00 - 1.00 1 Fb'+ 2900 0.90 - 1.00 0.959 1.00 - 1.00 1.00 - - 1 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' I'D million - 1.00 - - - - 1.00 - - 1 Eminy' 1.04 million - 1.00 - - - - 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC #1 - D only, V max = 2014, v design = 2014 Its Bending(+): LC #1 = D only, t9 = 23003 lbs-ft Deflection: LC #1 = D only (total) D=dead L=live S=snow W=wind I=inpact Lr=roof live Lc=concentrated E=earthqua Y.e A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 1465eO6 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+). Lu = 24.00' Le = 44.19' RB = 15.1 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (Nos 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. NJ COMPANY PROJECT WoodWorks ° Nov.14, 2018 07:58 roof B5 SOF7IVARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11A Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 24'-0.58• 24' roof BS Glulam-Unbal., West Species, 24F-1.BE WS, 5-118"x12" B laminations, 5-1/8' maximum width, Supports: All - Timber -soft Beam, O.Fr-L No.2 Total length: 24'-0.5W; Clear span: 23'-11.42'; volume = 10.3 cu.0. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2016 : Additional Data: FACTORS: F/E(pai)eD c14 Ct CL CV efu Cr Cfrt dates Cn'Cvr LCII Fv' 265 1.00 1. 00 1.00 - - - - 1,00 1.00 1.0a 2 :b'+ 2900 1. 00 1. 00 1.00 0. 945 0.917 1.00 1.OD 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' O.as million 1.00 1.00 - - - 1.00 - - 2 only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: shear LC q2 D+L, V max - 1924, V design = 1924 lbs Bending)+): Le q2 = D+L, M = 22235 lbs-ft Deflection: LC 92 = D+L (live) LC q2 = D+L (total) D=dead L=live S-snox 1171nd I=inpaet L-roof live L-concentrated E-earthquake All LC's are listed in the Analysis outout Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: El - 1328e06 Sb-in2 "Live^ deflection - Deflection from all .--dead loads Hive, wind, s ow...l Total Deflection - 1.00(Dead Load Deflection) + Live Load De fl e c ti on.n Lateral stabilityi+): Lu = 24' Le = 44'-1.94" Re = 15.6 Design Notes: 1. Wood Works analysis and design are in accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured In accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. S. GLULAM: beating length based on smaller of Fcp(tens)on), Fc camp n). Load Type Distrl6ution Pat- Location (ft1 4fagnitude Unit tern Start End Stott End xd Oead Point 22. 03 1192 Lbs xl L1 ve Point 12. 03 2394 lba Self-xei ht Dead Full UDL 14.2 if Unfactared• Dead Live 766 1172 766 1172 eatterea: Total 1935 1939 Be:,,!-: Caacity Beam 1938 1938 Support 2000 2000 Des ratio Beam 1.00 1.00 Support 0. 97 0.97 Load cc 3 q2 q2 Length 0. 5H 0.58 t11n req'tl 0. 58 0.58 Cb 1. 00 1.00 Cb in 1. 00 1.00 Cb support 1. D7 1.07 Fc s 625 625 Criterion Anal sia Value Design Value Unit Anal ais/Desi n Shear fv = 47 FV' = 265 psi fv Fv' = 0. 18 Bending(+1 fh 2169 Fb' = 2268 psi fb/Fh' = 0.96 Live Defl'n 0.99 = L/327 1.20 = L/240 Ln 0.73 Total Defl'n 1.40 = L/205 1. 60 = L/180 in O.aB COMPANY PROJECT WoodWorks' Nov.13,201813:42 upperlavel_B2 W Design Check Calculation Sheet Woodworks Sizer I i.1 Loads: Load Type Distribution Pat- Location [ft) Magnitude Unit tern start End at,rt End nd Dead F.1 UDL 16.0 plf col Live Full UDL 53.0 Or p Dead Poinc 6.03 4100 lbs S e'f-coal ht Dead Full UDL 19.5 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12066' Unfactored- Dead Live 2263 320 320 Facto red: Total 2583 2583 Bearing: Capacity Beam 2583 2583 Support 2768 2768 Des ratio 0eam 1.00 Support 0.93 0.93 Load eonh 02 lt2 Length 0.79 0.79 Min req'd 0.79 0.79 Cb 1.00 1.00 cb min 1.00 1.00 Cb support 1.07 1.07 Fc 625 625 upper level_B2 PSL, PSL, 2.0E, 5.114"x11-7/8" Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12.07'; Clear span: 11.934'; volume = 52 co-ft. Lateral support: tap= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Anal sis Value Desi u Value Unit Anal sia/Deal n S ear £v = 60 Fv' 9 pa Bending(+) fb 1258 Fb' = 2572 psi fb/rb' = 0.49 Live DeEl'n 0.02 = <L/999 0.40 L/360 in 0.09 Total Defl'n 0.29 = L/488 0.60 L/240 in 0.49 Additional Data: 'FACTORS: F/Elpsi)CD CH Ct CL CV Cfu CL Cfrt Ci Cn LCS FV' 290 1.00 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 2900 0.90 - 1.00 0.984 1.00 - 1.00 Fep' 625 - - 1.00- E' 2.0 million - 1.00 - - - - 1.00 - - 2 Eainy' 1.04 million - 1.11 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear 1 LC 82 = O+L, V max - 2581, V design = 2490 lb. Bending(+): LC #I = D only, H e 12939 lbs-ft Deflection: LC 82 = D+L (live) LC 82 = D.T.(total) D=dead live Sesnow Wind I=impact I ---roof live L-concentrated E=earthquake All LC'a ate listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 1465a06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu - 12.00' Le a 22.50' RB 10.8 Design Notes: 1. Wood Works analysis and design are in accordance vdth the [CC International Building Code (IBC 2015), the National Design SpectOcel(On (NOS 2015). and Nos Design Supplement. 2. Please verity 1ha1 the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Sf -a factors vary from one manufactmerto another for SCL materials. They untie changed In the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. M COMPANY PROJECT WoodWorks' Nov. 14, 2018 (19:311 upper levei_B2 SOF7IVARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location It Magnitude Unit tern Start End Start End ud Dead ull UDL. 16.0 plf wl Live ull UDL 53.0 plf p Dead oint liull 1.03 4100 lbs Self -wet ht Dead UDL 14.2 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) Unfactored• Dead Live 2231 320 - 2231 320 Factored: Total 2551 2551 Bearing: Capacity Beam 2551 2551 Support 2633 2633 Des ratio Beam 1.Do 1.00 Support 0.97 0.97 Load comb q2 02 Length 0.77 0.77 Min req'd 0.77 0.77 Cb 1.Do 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc 625 625 upper levei_B2 Glulam-Unbal., West Species, 24F-1.8E INS, 5AI8"x12" 8 laminations, 5-118. maximum width, Supports: All - Timber -soft Beam, D.FlFL No.2 Total length: 12'-0.77'; Clear span: 11'-11.23'; volume = 5.2 m.0. Lateral support: top --at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Analysis Value Design value I Unit Anal sis/Desi RR S heaz fv 60 Ev 2 psi fv Fv' = Bending{+) fb = 1253 2123 pat fb/Fb' = 0.59 Live Dell'n 0.02 <L/999 0.40 = L/360 in 0.05 Total Def.1'n 0.32 = L/446 0.60 = L/24D in 0.54 Additional Data: FACTORS: F/E(psi)CD CN Ct CL CV Cfu Cr Cfrt Nctes Cn-Cvr LCq Fv' 265 1.OD 1.00 1. 00 - - - - 1.0a 1.00 1.00 2 Fb'+ 2400 0.90 ,.00 1.00 0.983 1.000 1.00 1.00 1.00 1.00 - 1 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear LC q2 = D+L, V sax - 2549, V design = 2463 Its Sending(+): LC 11 = D only, M - 12843 lbs-ft Deflection: LC q2 = D+L (live) LC q2 D+L (total) D=dead L-live s=snow 11=wind 1-impact L-roof live Lc=concentrated E=earthquaY.e All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: El = 1328e06 1b-in2 '•Live" deflection = Defleetion from all non -dead loads (live, wind, Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.n Lateral stability(+): Lu - 12' Le - 22'-6.75" RB = 11.1 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Bullding Code (IBC 2015), the National Design Specification INDS 2015), and Nos Design Supplement. 2. Please verify that the default deflection Ilmgs are appmpdate for your appllcatlon. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured In accordance with ANSI A190.1.2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 8. GLULAM: bearing length based on smaller of F tenstan), Fc comp'n). zo COMPANY PROJECT WoodWorks June 25. 201910:03 upperlsvel_63 sofnVAREFOR WGN Design Check Calculation Sheet woodworks Sizer 11.1 Loads: Load Type Distribution Pat- Location (ft] 11agnitude Unit tern Start End Start End wtl ➢tad Inall UDL 80.0 plf pd Dead Point 3. 64 2200 lba Self-wei ht Dead Full UDL e.l if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 6.08' Unfactored: Dead 1368 1368 Factored: Total 1368 1368 Bearing: Capacity Beam 1368 1368 Support 2337 2337 De. ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #11 81 Length 0.9B 0.96 Min req'd 0.96 0.96 Cb 1.00 1.00 to min 1.00 1.00 Cb support 1.11 1.11 Fe su 625 625 upper level _B3 Lumber -soft, Hem -Fir, No.2, W2(3.112"x11-11,C) Supports: All - Timber -soft Beam, D.Fir-L No2 Total length: 6.08'; Clear span: 5.92'; volume = 1.7 w.fL Lateral support: lop= at supports, bottom= at supports; Analvsis vs. Allowable Stress and Deflection uslno Nos 2016 : Criterion I Anal sis Value I Desi n Value Unit Anal cis/Desi n 5heaz fv = 99 135 pa v lv Bending(+) fb = 601 Fb' 831 poi fb/rb' 0.72 Live Derl-n negligible Total Defl'n 0.04 - <L/999 0.30 L/240 in 0.12 Additional Data: FACTORS: F/Elpai)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCII Fv' ISO 0. 90 1.00 1.00 - - - - 100 1.00 1.00 1 F'b'+ 850 0.90 1. 00 1.00 0.900 1.300 1.00 1.00 1,00 1.00 - 1 IF 405 - 1.00 1.00 - - - - 1.00 1.00 - S. 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 1 E.W 0.41 million 1.00 1.00 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear : LC 81 D only, V max = 1364, V design = 1278 lbs Bending(+): LC pl = D only, M - 3697 lbs-ft Deflection: LC 61 = D only (total) D-dead L-live S-snow B=wind I -impact Lr=roof live Le-concentzated E=earthquake All We are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 540e06 lb-in2 "Clue" deflection - Deflection from all non -dead load. hive, wind, an.,-) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 6.00' Le - 12.38' RB = 11.7 Design Notes: 1. Wood Works analysis and design are In accordance with the [CC International Building Code (IBC 2015). the Nagonal Design Specification (NOS 2015), and NOS Design Supplement- 2. Please verify that the default detection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provislons of NDS Clause 4.4.1. CIL c3 `l t I € w 2t } 4 o p� F _ _ — ------�---_ _�_ --- i — - - i hl 4 Z _ _—�-- 1 e51 is 3 A M� SP 'N Tj1-644 E I Sit bYPLA i If ij Li -- . -- ! ,-- 0 - l o w _. _I ... " . �/�1.y B Lr woopwo2 L5 ' i i ; S%g x !Z I t '• k=--=----l-- - - — ---ate - ---� i -- :-- -_- -...- - - — {_-�- _..I {. { I6� � ! I W __g! izt.yvr_ rF_ I` •- --' PIF- --. -.. ..C'l-Y)�$"_--- y�'"-- --- r r _ �. ter- ` �r v; ...! M - -• -- y�' ��-\ -• - -••-----'--_•---i.___t—_. � _ __� �- � .S �"i� -- i r :• �Ff I ; t r ; f �6�I I I E— '--- ` '—t__.__ � `'�_;_ Ito,! (�' + Iv psFl�--�------�--;---•�— I---;-------�---� -- -�- -; : } { IJ' i 1 - I• � � �l 'i� �Z 4� j 5E U.i I S i— : r k. 1 t. I� i r t _1.— Description BY NA C Date r; Checked Date D ENGINEERING 172A �� 7 1>PPir2 LEVEL 1`L.vO2- Scale Sheet No. s j 250 4th Ave. South s Suite 200 Job No. Edmonds, WA 98020 Project 2 Z 425.778.8500 $ 3 j j 0 j: www.cgenglneering.com C O"AG (2,E51 f)C r')C—S N COMPANY :ECT WoodWorks" June25,201910:02 leveLB5 SOFTIVARF FOR WOOD OFNIGN Design Check Calculation Sheet WcodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location Iftl Magnitude Unit tern start End Start End wd Dead Full UDL 16.0 plf wl Live Full UDL " 0 plf Tw Wind Point 6.02 2200 lbs self-wei ht Dead Full UDL 14.2 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths ((n) ; 12.042' Unfactored' Dead Live Wind 181 319 i100 181 319 1100 Factored: Total 916 916 Hearing: Capacity Hearn Support 1666 1719 161: 171 Dea ratio aeam 0.55 0.55 Support 0.53 0.53 Load comb 03 p3 Length 0.50• 0.50• Min req'd 0.50• 0.50' Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc 625 625 'Mlnimum bearing length setting used: 12' for end supports upper level_B5 Glulam-Untral., West Species, 24F-V4 DF, 5-118"x127 8 laminations, 5-118' maximum vddth, Supports: Ail - Timber -soft Beam, D.Fir-L No.2 Total length: 12.04% Clear span: 11.9581; volume= 6.1mit. Lateral support: tap- at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NITS 2015: Criterion Analysis Value Uesi n value Unit Anal sis/Desi n Shear Ev = 21 Fv' 42 psi fv Fv' = 0.05 Sending l+l fb = 439 Fkr' = 3690 psi fb/fb' = 0.12 Live Defl'n 0.06 = <W999 0.90 L/360 Sn 0.15 Total Oefl'n 0.07 <L/999 0.60 = L/240 in 0.12 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cf. Cr Cfrt Notes Cn•Cvr LC9 Fv' 265 1.60 1.00 1.0a - - - - 1.a0 1.00 1.00 3 Fb'+ 2400 1.60 1.00 1.00 0.961 1.000 1.00 1.00 1.00 1.00 - 5 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1-B million 1.00 1.00 - - - - 1.00 - - 4 E.dny' O.05 million 1.00 1.a0 - - - - 1.00 - - 9 CRITICAL LOAD COMBINATIONS: Shear : LC p3 = 1X+.75(L+.6N), V max = 914, V design - 843 Its Bending(+): LC R5 = D+.6W, M = 4503 lbs-ft Deflection: LC 84 .61)+.6W (live) LC 95 = D+.6W (total) D=dead Laliva s=snow W-1nd i=impact Lr=roof live Lc=concentrated E-arthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: El - 1328e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, mind, s ou_) Total Deflection 1.00(Oead Load Deflection) + Live Load Deflection.n Lateral stability(+)! in = 12.00Le - 22.56' RB - 11.1 Design Notes: 1. Wood Works analysis and design are In accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement. 2. Please verify that the default deflection Ills are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 end manufactured In accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported accordlrg to the provisions of NOS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fc (tension ,Fcp comp'n). COMPANY PROJECT WoodWorks ° Nov.27,201813:49 upperlevel_BS I Design Check Calculation Sheet Wood Works sizer 11.1 Loads: Load Type Distribution Pat- tern Location (fti Start End Magnitude Start End Unit Dead Full DDL 96.0 plf 7 Live Full Area 40.0018.00'( psf D Dead Partial Area 9.32 20.66 12.OD18.00'1 psf S Snaw Partial Area 9.32 20.66 25. OD18.00') psf dl Dead EL11 Area 12.OD 18. 00'1 psf Self -wet ht Dead Full VOL 17.I if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 20'-8.83' Unfactored: Dead Live Snow 2471 3316 624 2962 362D 1643 Factored: 6fi84 Total 5787 Bearing: Capacity 6684 Beam 5787 6898 Support 1912 Des ratio 1.00 Hearn Support 1.00 0.97 0.9797 #3 Load carob Length 92 1.74 2.01 Min req'd 1.74 2.01 Cb 1.00 1.00 Cb min 100 1.00 Cb support 1..07 1.07 625 FCP up 625 upper level_B6 Glulam-Unbal., West Species, 24F-1.8E WS, 5-1/8"x15" 10 laminations, 5-1/8' maximum width, Supports: All - Timber -soft Beam, D.Fir--L Not Total length: 20'-8.83'; Clear span: 20'-5.09'; volume = 11.1 cu.#. Lateral support; top= at supports, bottom= at supports: Analysis vs. Allowable Stress and Deflection using Nos 2016: Criterion Anal ais Value Design Value Unit Anal ais/Des( n Shear fv = 306265 psi fv Fv' = 0.40 Bending(+1 Lh 1942 Fb' - 2249 psi fb/Eb' = 0. e6 Live Defl-n 0.51 = L/495 0.69 = L/360 0.74 Total Defl'n 0.92 - L/267 1.03 - L/240 in 0.90 Additional Data: FACTORS: F/E(ps11CD CH Ct CL CV cfu Cr Cfrt Notes Cn'CVr LC# Fv' 265 1.00 1. tilt I.00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.937 0.950 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 e' 1.8 Million 1.00 1. 00 - - - - 1.00 - - 3 Fminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: shear : u #2 = D+L, V max = 6239, V design = 5409 lbs Bending(+l: LC #2 = O+L, M = 31103 lbs-ft Deflection: LC 03 D+.75(L+S) (live) LC #3 = D+.75 (L+SI Itotal) D=dead L-live S=snow H-wind I -impact Lr=roof live L-concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC output Load CALCULATIONS: Deflection: EI - 2594eO6 1b-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow.-) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. Lateral stabilityl+): Lu - 20'-6.94" Le = 37'-10.44" RB = 16.1 Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design SpeclOcarmn (NDS 2015). and NOS Design Supplement, 2Please verify that the default deflection limits are appropriate for your application. i Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190A-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. COMPANY PROJECT WoodWorks Nov.27,201813:49 upperlevel B6 SOFI1yd RF FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads:14- Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) 2V-8.44' 20'- .96• ••Minimum bearing lemjth govemed by the required width of the supperiing member. upper level_B6 Glularn-Unbal., West Species, 24F-1.BE WS, 6-3/4"x13-1/2" 9 laminations, 6-3/4' maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20'-8.44•; Clear span: 20'-5.48'; volume= 13.1 tuft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 Additional Data: FACTORS: F/E(psi1CD cm Ct CL Cv Cf. Cr Cfrt ]Totes Cn�Cvr LCM Fv' 265 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Eb'+ 2400 1.00 1.00 1.00 0. 978 0.-m :i 00 1.00 1.00 1.00 - 2 Fep' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1'8 million 1.00 1.00 - - - - 1.00 - - 3 E.Lny' 0.85 million 1.00 1.00 - - - - 1.00 - - 3 only the leaaer of CL and CV is applied, as per UDS 5.3.6 CRITICAL LOAD COMBINATIONS: shear : LC 82 D+L, V max - 6273, V design = 5527 lba Bending l+)I LC q2 D+L, H = 31276 lbs-ft ➢.Election: LC 83 = 0+-751L+S) flive) LC q3 = )+.751L+5) (total) D-dead L=live S-s- W� Lud 1-impact Lc=roof live L-concentrated E-eerthquake All We are listed in the Analysis output Load combinstions: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 2491e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Wad Deflection} + Live Lead Deflection. Lateral stability(+).- Lu - 20'-6.94" Le = 37'-10.44" RB = 11.6 Design Notes: 1. Wood Works analysis and design am in accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI At 90.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall he laterally supported according to the provisions of NOS Clause 3.3.3. 8. GLULAM: bearing length based on mailer of Fcp(lension), Fcp(cam 'n). Load Type DSsCcibuticn eat- to Arlo' tern fftl start End Magnitude Start End Unit Dead Full UDL 96. pit 1 Live Full Area 40.00(8.0 D'1 psf D Dead Paztlel Area 9.31 20.64 12. 00 (9.00'1 psf S Snou Partial Area 4.31 20.64 25.0018.0 D') psf dl Dead Full Area 12.00 (8.00') paE Self-vei ht Dead Full UOL 23,0 It Unfactoced• Dead Live Snow 25D2 3311 624 2993 3314 1643 Factored: Total 5813 6711 Bearing: capacity Oeam 6046 6979 Support 5813 6711 Des ratio 0. 96 Beam Support 0.96 1.00 1. 00 Load camp q2 q3 Length 1.38 1.59 Min ceq'd 1.38• 1.59" Cb 1. 00 1.00 Cb min 1.00 1.00 Cb support 1. 00 1.00 Fc s 625 fi25 criterion Analysis Value Design Value Unit Anal aia/Deli n Shear v " 1 EV' - 265 pal fv Fv = 0.39 Bending (41 2]12 pal Lb/Eb' = D.79 Live DeEl'n 0. 53 L/466 0.69 - L/360 in 0.77 Total Defl'n 0.97 � L/255 1.03 " L/246 in 0.94 COMPANY PROJECT WoodWorks Nw.ZZ,]O "SS uppe11- SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet wo9awo'ta soar i t.l L1ad Type DSc[ribu[lon Pat- Lxa[Son I[tl 6carc End tlegnitu]< Start End Unit Daad Eull DDL 16.o pit vl p] Llva N_ad Full UDL Paint 2.12 53.D 2993 plf lbr p! pa Llva Point F13rvt 2.I2 2.1Z 13[! 1fiJ] lbx bel (-val abe W_ad Full UDL 9.1 If 0l[ Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : untap[oraa- Cead Live 995 1520 2o6J 2361 ' oretl: ' [at 226 :699 9earin9: tEeao [ Support 2225 Jell 1669 fiDIZ Dar ra[fa 1- l.dD 1-0J support o..3 0.69 ad cccb L. 9[n fltn nA'd 93 l.s I.S1 13 ]•]1 ]•11 cro mn I.00 l.ao OD t.o0 R auPPert l.11 l.11 F<p sup 625 6Z5 upper level_B7 Lumber -soft, Hem -Fir, No.2, U12 (3-112"x114W ) Suppwis A9-Tkb -call Beam. O.R-L Nat Tt. WOV J-2a4-: Cle span Z-9.56-.w*-- S..11 Lti n support t9p- M support, bldw- dauppwW Analysis vs. Allowable Stress and Deflection u.Mg ND52015: Ki[erulon Anal alc Wlue Dealan vatue Mal•s3sTCee1 n sor fv 1u LSD Plmc [v'T£v' . D.4 BerAfn91+) T • 618 N' • 929 Fri [blFp' • D.T3 Ll va Oe[I•n 0.01 W999 0.30 V1e0 Sn 0.06 ioial Oe[ •n O.OI <V 449 0.13 • V240 In 0. 01 affect of paint loads vl a tl a-enea d o[ tNa snpp>iL •nas teen Included an per 11D3 1.4 i.4.3.1 Additional Data: £a.C(DAb: r"Jpd11CD QI Ct tt cF Cfu Cr cftt CI Cn LCh Fv I50 I.00 1.D0 1.OD 1.00 1.00 1.00 2 Fb" 950 1.00 1.00 1.OD 0.944 1.100 I.DU 1.00 1.00 1.00 Fcp' 403 1.0o1.00 - E' t.3 nllt ion i.00 1.00 - - - - 1.00 1.00 - J CRITICAL LOAD COMBD(AMONS: 9baar : I.0 62 - O'L, v 4425, v dac W 3143 1. et"i"M: L^_ t2 D'L, N :xx 4169 Ibs-ft (M Elae[lon[ LC !] M.151L'SI (IL-) Ir 13 Da.T51N51 (total) D=daad L•llve s u K•vlM I.lrpaet L--f Ilva Lc-contonetated E•eatth0uai:a Alt Y.. a a tls[ed In cne Malysis output Lead catbinationax ADZ 1-10 1 tec 2015 CALCUTATOIIS: Ot 141tion: Ef - 540s06 Itr-ln2 •Llva• deft< t- - Oafleetlen frog ali nendaad bait 111- vlM, c v-1 Tat al Mflecclon L.00(Dead Llad Oafl6-ril 4 Live Load Caflaction.ao La ca ral a baiityt•!: Lu 3' La 6•-2.t9• AB 9.3 Design Notes: 1. Wo0aWw9s arWfais and tleaigr,aro9, sotadvice w2hfM ICC LdeJnaesnaf SO&MCade(IBC 2015),IMNxUwW Dmlgn9peciflca (N05W15), aMNDS O=1p Supp!ement 2 pkauverify lhal the defadl deAMbnfinia axa apgoppte fw 3wrapp9o0m. S. Sann Aenber Omd9g ntaJ t Stolle v' ed to Oe Msbra of N09 Ctause 4.4.1. ... ... ...... ....... . ... . . .... . ... .. ....... ........ . . E3 vC -4 i ie 7 E F - - - - - - - - - - - - . .... . ..... .. ... .... ...... Ab . ..... 4 J. ......... w-B 'x, T 7- 0 1�- 0 ... .. ..... .......... . ...... ... . �p 4 (3L ---------- 1. ........... v LI Cl� ........ .. ......... . L Pit. . . . ......... 0 (7 2-1 ... ... .... ..... . ........ ........... L T31 .. . . . . ... ......... Z' ... ............ . L 0 V- . ...... ... .... . ..... ............ .. . ..... ... -------- . .. ........ . ......... .. . ... .... -- ------- .... ....... .. .... ...... ----------- . ....... .. . ..... ........ . .... . ....... . Description By I�IA Date Checked Date tZ, A v i TY L,'fPCfZ- CCV01- FL0(2 Z FENGIMERING Scaie Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 3 www.cgengineering.com L 0,,) A,-_ V f) C, r-)C 4�� L� COMPANY PROJECT WoodWorks"' NDv.13,201613:44 upPW.v._B9 W Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location ift) Magnitude Unit tern Start End Start End wd Dead F. UDL 2 .D p1E snow Full UDL 288.0 plf cal Live Pull UDL 160.0 PHself-wei ht Hues Full UDL 20.0 !f Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 20,146' Unfactored: Dead Live Snow 2888 1612 2901 2888 1612 2901 Factored: Total 6273 6273 Bearing: capacity Beam Support 6273 6443 6273 6443 0es ratio Beam 1.00 1.00 Support 0.97 0.97 Load comb 93 p3 Length 1.75 1.75 Min req'd 1.75 1.75 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc 625 625 upper level_B9 Glularn-Unbal., West Species, 24F-V4 DF, 5-1/T'x16-11T' 11 laminations, 5.1/2' maximum wltlih, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 20.15'; Clear span: 19.8541; volume = 12.7 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2016: Criterion Al ala Value na Deai n Value Unit Anal aSa/Deli n an' V - D 3D5 pa fv Fv' = 0.29 Bendingl+l fb = 1498 Fb' 2563 poi !b/Pb' = 0.58 Live De£lan 0.33 L/735 0.67 L/360 in 0.19 Total Defl'n 0.61 = L/39fi 1.00 = L/240 in 0,61 Additional Data: FACTORS: F/Elpai)CD CH Ct CL CV Cfu Cr C£rt Notes Cn+Cvr LCII Fv' 265 1.is 1.00 1.00 - - - 1.00 1.00 1.00 3 Flo 2400 1.15 1.00 1.00 0.929 0.967 1.00 1.00 1.00 1,OD - 3 Fcp' 650 - L.00 1.00 - - - - 1.00 - - - E' E'L.e million L.00 I.00 - - - - I . 0 a- - 3 Brainy- 0.05 million 1.00 1.00 - - - 1.00 - - 3 only the lesser of CL and CV is applied, as per IIDS 5.3.6 CRITICAL LOAD COMBINATIONS: shear : LC 03 = D+.75(L+S), V max - 6229, V design = 5321 lbs Bending (+I: LC 83 = D+.75(L+S), H = 31145 lbs-ft Deflection: LC 63 = D+.75(L+S) (live) LC 83 s D+.75(L+S) (total) D=dead olive S=snow Wind I=impact Lr=roof live L-oncentrated E=earthqua Y.e All LC's a e listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: el - 3706e06 lb-in2 ^Live^ deflection = Deflection £rom all -.-dead load. (live, wind, a ow...) Total Deflection I OOJDe,d Load Deflection) + Live Load Deflection.n Lateral stability(+): Lu - 20.00' Le - 36.81' Re = 15.5 Design Notes: 1. Wood Works analysis and design are In accordance with the ICC lntemalional Building Cade (18C 2015), the National Design SpeoKcalion (Nos 2015). and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance vrilh ANSI A190.1-2012 Z GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 6. GLULAM: bearing tength based on smaller of Fc tenslon), F com n). z 9 COMPANY PROJECT WoodWork S � Nov 2B,201816:51 upperlevei_610 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWodu Sizer 11.1 Loads: Load Type Dlatrlbutl.n Pat- tern Loeati.n [ft] Start End Magnitude start End Unit cod Dea Full UDL 16.0 plf w1 Live Full UDL 53.0 pit pd Dead Point 7.D3 126 be pl Live Point 7.03 420 lb. L Live Point 10. D2 778 1ba D Dead Point 10. 02 252 lb. Self -sight Dead Fuil UDL 5.4 if Maximum Reactions (Ibs), Bearing Capacities (IDS) and Bearing Lengths (In) : 12'.0.65- Unfactored- Dead Live 223 624 412 1213 Factored: 1626 Total 047 Hearing: Capacity 1626 Hearn Support 1016 1094 1751 Des ratio Beam 0-13 1. 00 Support 0. 77 0.92 Load comb g2 g2 Length 0.10. 0. 80 Min reg'd 0.50' 0.80 cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.12 1.12 _Fcp sun 625 625 -...g,engm senrou eaeu. we rur cnu..'W. a upper level 1310 Glularn-Unbal., West Species, 24F-1.8E WS, 3.1/8"x7-1/2" 5 laminations. 34/8' maximum width, Supports: All - Timber -soft Beam, D.Ffr-L No.2 Total length: 12'-0.65"; Clear span: 11'-11.36'; volume = 2.0 cu.ft. Lateral support: top= at supports, bottom- at supports; Analvsis vs. Allowable Stress and Deflection using NOS 2015: Critexien Anal ais Value Design Value Unit Annl sia/Deal n 9 ear V = 01 EV' 2 poi fv Fv 0.38 .ending (+l fb - 1678 2302 poi fb/tb' = 0.13 Liva OeEl'n 0. 37 L/387 0.40 = L/360 in Total DeEl'n 0.50 = L/28B 0.60 L/240 Sn 0.83 Additional Data: FACTORS: F/Efpsi)CD CM Ct CL CV cf. Cc Cfrt Motes Cn'Cvr LCY TV, 265 1.00 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 2400 1.00 1.00 1.00 0.959 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E. 1.8 million 1.e. 1.00 - - - - 1.00 - - 2 Eed.y' 0.85 million 1.o0 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: shear : LC 82 = D+L, V max = 1623, V design = 1574 lbs Bending(+): LC 82 D+L, N = 4096 lbs-ft Defleetien: LC g2 = D+L (live{ LC R2 D+L (total) D=dead rl.ive s-snov N=wind I -impact L-roof live L-oneentrated E=earthquake Al1 LC's a e listed iu the Analysis ..tout Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 198eo6 lb-in2 "Live" deflection = Deflection from all n n-dead loads Total Deflection = 1.00IDead Load Oeflecttonl + Live Load Deflecti.n.n Lateral stability(+): L. = 12' Le = 22•-0.94" Be = 14.3 Design Notes: i. WoodWarks analysis and design are in accordance with the ICC Intemalfonal Building Code (IBC 2015), the National Design Specificallon (NOS 2015), and NDs Design Supplement. 2Please verify that the default deflection limits are appmpdale for your application. i Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the pmvisfons of NOS Clause 3.3.3. a. GLULAM: bearing length based on smaller of Fcppension), Fcp(cemp'n). COMPANY PROJECT WoodWorks' Nov.13,201813:44 upperleveL e11 SOFnVARFFUR WOOD DFSICN Design Check Calculation Sheet WoodWarks Sizer 11A Loads: Load Type Diattibution Pat- LOCatlan Ift) Magnitude Vnit tetra Start end 9tatt Ens ud Dead Fu11 UDL !70 8. p s n�v ELLL UDL Yes 300.0 pit Self-xei h[ Dead Full UDL No 5.2 lL Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 7,021' Dnfacto red: Dead Sooty Se 146 326 613 Factored: Total 193 939 Bearing: Capad ty Beam 709 1240 Support 1211 1211 Des ratio Beam 0.27 0.76 Support 0.16 0.78 Load ccmb q3 12 Length 0.50• 0.50+ Min req'd 0.50• 0.39•• Cb 1.001 1.75 Cb min 1.00 1.75 Cb support 1.11 1.11 I LFcp up 6251 1 625 -Minimum bearing length setting used: 112' for end supports and 1/2' for intenor supports .-Minimum bearing length govemed by the required vdmh of the supporting member. Maximum reaction an at least one support is from a different load combination than the critical one for bearing design, shown here, due to Kd factor. See Analysis results for reaction from uitical load combination. Upper level_B11 Lumber -soft, Hem -Fir, No.2, 4x8 (3-1/2"x7-1/4") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 7.02; Clear span, 3.958', 2.979'; volume = 1.2 cu.fL Lateral support top= at supports, bottom- at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Criterion Anal sis Value Des" n Value Unit Anal sis/Deal 3 ear eending l+) eending l-) v = 23 fb = 96 fb - 270 Fv = 172 Fb' - 1262 ., 1262 psi psi psi v Fv' = 0.13 fb/Fb' 0.04 fb/Fb' 0.21 Deflection: -0.00 = <L/999 0.13 = L/360 in 0.03 Jet e.1or Live Total -0.00 = <L/999 0.20 - L/240 in 0.02 Cantil. Live 0.03 <L/999 0.20 = L/180 in 0.14 Total 0.04 = L/864 0.30 L/120 0.14 Additional Data: FACTORS: F/E(Ps!)CD C14 Ct CL Cr Cfu Cr Cfrt Ci Cn LCII Fv' 150 L.15 1. 00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.993 1.H() 1.00 1.00 1.a0 1.00 - 3 Fb'- 850 1.15 1.00 1. 993 1.300 1.00 1. D0 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 mill -on 1.00 1.00 - - - - 1.00 1.00 - 4 Erdn' 0.47 million 1.00 1.00 - - - - 1.110 1.00 - 4 CRITICAL LOAD COMBINATIONS: shear : LC q2 - D+S, V max = 479, V design 383 lbs Bending(+): LC q3 = D+S (pattern: Ss), H - 118 lba-ft Bending(-): Lc q2 = D+S, t4 = 690 lbs-ft Deflection: LC q4 = (live) LC q4 = Itotal) D-dead L-live S-snow W=wind I -impact Lr=roof live L-concentrated E-earthquake All Ws are listed in the Analysis output Load patterns: s-S/2, x-L+S or L+Lr, c pattern load in this span Load combinations: ASCE 7-10 F IBC 2015 CALCULATIONS: Deflection: EI - 144e06 lb-in2 ^Live^ deflection = Deflection from all. n n-dead loads (live, wind, Total Deflection = 1. 00Ineed Load Deflection) + LSve Load D¢flecrion.n Lateral stability(+)-. Lu = 4.00' Le - 7.50' fei = 7.3; Lu based on full span Lateral stability(-): Lu - 4.00' Le = 7.50' RB = 7.31 Lu based on full apart Design Notes: i. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (Nos 2015), and NDs Design Supplement. 2. Please verity that the default deflection limits are apprepriate for your application. 3. Comifmous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that nonna[grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 4. Sewn lumber bending members shall be laterally supported according to the pmvisiorts of NOS Clause 4.4.1. <� 2- ....... ... . i 1 -5L t-L 2�8 6 z -e- - - ------- - . . ...... ... ............ U-) 3. 51LI .... . ..... -4- V 1 8 .. .......... ......... ... . . .... ........ .. ------ - L ........ .. F/I . ....... .... .. V-1 6L�u .. . ........ ... ...... .. . . ........ .. . ........ v 0 w WI; ....... ...... .. . . ...... . .... . ..... .. . .... .... 2- f v H G $17. t L 01- C; ----------- ..... ..... --T 17- .... ...... . ....... ... ... .... .......... G 4,1 1 V 11 Z, -5 ........ . .. ...... ------- ............. x 5mc, 2 19 L4 Z ..... ...... ...... . . .... ..... J. . ... . .. ... . . ............ . Description By AAL� Date /V/0 checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com LoNAc COMPANY PROJECT WoodWork s' SOFr1VARFFOR tl'ODD DFSICN Nov. 13, 201813:44 upper level_612 Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit tern Start End Start End cod Dead Full UDL 218.0 plf ws Snow Full UDL 239.0 plf pd Dead Point 3.77 200 lbs Self -weight Dead Full UDL 9.8 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : l 7.545' - Unfactored: Dead Snow 959 898 959 898 Factored: Total 1857 1857 Bearing: Capacity Beam 1857 1857 Support 1984 1984 Des ratio Beam 1.00 1.00 Support 0.94 0.94 Load comb #2 02 Length 0.54 0.54 Min req'd 0.54 0.54 Cb 1.00 1.00 Cb in 1.00 1.00 Cb support 1.07 1.07 Fco su 625 625 upper level _B12 Timber -soft, D.Fir-L, No.2, 6x8 (5-1/2"x7-112") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 7.55'; Clear span: 7.455; volume = 2.2 cu.ft.; Post and timber Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis value Design Value Unit I Analysis/Desi n Shear fv = 56 Fv' = 195 psi fv Fv' = 0.29 Bending(+) fb = 899 Fb' = 862 psi fb/Fb' = 0.9e Live Defl'n 0.07 = <L/999 0.; = L/360 in 0.27 Total Defl'n 0.14 = L/624 0.: = L/240 in 0.38 Additional Data: FACTORS: F/E(Psi)CD of Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fc_o' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+S, v max - 1847, V design = 1545 lbs Bending(+): LC #2 = D+S, M 3650 lbs-ft Deflection: LC #2 = D+S (live) LC lit = D+S (total) D=dead L=live S=snow Fl=wind 1=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 251e06 lb-in2 ^Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3 Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3y WoodWorks' COMPANY PROJECT SOFTWARE FOR WOOD DESIGN Nov. 13, 2018 13:45 upper level_B113 Design Check Calculation Sheet WoodWarks Sizer 11,1 Loads: Load Type Distribution Pat- Lac on (ft]l. Magnitude Unit tern Start End Start End 1lbs pd Dead Point 3.77 1000 Self -weight Dead Full UDL 9.8 pif Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : w' 7.542' - Unfactored• Dead 537 537 Factored: Total 537 537 Bearing: Capacity Beam 1719 1719 Support 1836 1836 Des ratio Beam 0.31 0.31 Support 0.29 0.29 Load comb #1 111 Length 0.50. 0.50' Min req'd 0.50* 0.50' Cb 1.00 1.00 Cb min 1.o0 1.00 Cb support 1.07 1.07 Fc sup625 625 Minimum bearing length setting used: 1/2" for end supports upper level _B13 Timber -soft, D.Fir-L, No.2, 6x8 (5-1/2"x7-1/2") Supports: All -Timber-soft Beam, D.Fr--L No.2 Total length: 7.54'; Clear span: 7.458'; volume = 2.2 cu.ft.; Post and timber Lateral support: top-- at supports, bottom=at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion Analysis Value Design Value Unit Anal sis/Desi n Shear fv - 19 Fv' = 153 psi 0.13 Bending i+) fb = 452 Fb' = 675 psi fb/Fb' = 0.67 Live Defl'n negligible Total Defl'n 0.09 = L/949 0.38 - L/240 in 0,25 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr C£rt Ci Cn LC# Fv' 170 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Flo 750 0.90 1.0o 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 1 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear LC #1 = D only, V max - 537, V design 530 lbs Bending(+): LC 01 = D only, M = 1944 lbs-ft Deflection: LC #1 = D only (total) D=dead L=live S=snow W=wind I -impact Lr=roof live Lc -concentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 251e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWarks analysis and design are in accordance with the [CC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3 S COMPANY PROJECT WoodWork so SOFEIVAREFOR It'ODD DESICN Nov. 14, 2018 10:12 upper level B13 Design Check Calculation Sheet Woodworks S'rzer 11.1 Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End pd IDead Point 3.77 1000 lbs Self -weight Dead Full UDL 5.2 if Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : b T-6.5' - Unfactored• Dead 520 520 Factored: Total 520 520 Bearing: Capacity Beam 709 709 Support 1211 1211 Des ratio Beam 0.73 0.73 Support 0.43 0.43 Load comb 111 #1 Length 0.50' 0.50- Min req'd 0.50• 0.50` Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 Fco sup 625 625 Minimum bearing length setting used: 1/2" for end supports upper level_B13 Lumber -soft, Hem -Fir, No.2, 4x8 (3-1/2'W-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 7'-6.5"; Clear span: TS.S'; volume =1.3 cuA, Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Anal sis Value Desl n Value Unit Anal sis/Desi Shear fv = 31 Fv' = 135 psi fv/Fv' = 0.23 Bending(+) fb = 748 Fb' = 984 psi fb/Fb' = 0.76 Live Defl'n negligible Total Defl'n 0.16 = L/557 0.38 = L/240 in 0.43 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 0.90 1.00 1.00 - - - - 1.00 1.00 1.00 1 Fb'+ 8so 0.90 1.00 1.00 0.990 1.300 1.00 1.0o 1.00 1.00 - 1 Fcp' 1105 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 1 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 1 CRITICAL LOAD COMBINATIONS: Shear : LC #I = D only, V max = 520, V design = 516 lbs Bending(+): LC 91 = D only, M - 1912 lbs-£t Deflection: LC 01 - D only (total) D=dead L=1ive S=snow vl=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 144e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow__) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 7'-6.00" Le . 14'-0.44" RB = 10.0 Design Notes: 1. Wood Works analysis and design are in accordance with the IC Inlemational Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement, Il! 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 3b COMPANY PROJECT Wo O d Wo r k 5O Nov. 13, 2078 13:45 upper level_B14 SOHIVAREFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Load Type Distributlon Fat- Ltion Ift) Magnitude -it tern Stocaart End Start Ead wd Dead Full VD4 7rc 218.0 plf Snow Full UDL Yes 218.0 plf self-wei ht Dead Fu11 UDL No 12.4 if Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 18.04Y 10, Unfactoced: Dead Snow 915 905 2618 2477 624 685 Factored: Total 1820 5095 1309 Beating: Capacity Beam 1120 6059 1719 Support 1944 50-5 1036 Des ratio Beam 1.00 0.84 0.76 Support 0.94 1.00 0-71 Load comb 83 a2 04 Length 0.53 1.39 0.50' Min teq'd 0.53 1.39• 0.50• Cb 1.00 1.21 1.00 Cb min 1.00 1.27 1.00 Cb support 1.07 1.07 1.07 F 625 625 1 625 •Minimum bearing length setting used: 112-tor end supports "Minimum bearing length governed by the required width of the supporting member. upper level _B14 Timber -soft, D.Fir-L, No.2, 6x10 Supports: All - Timber -sag Beam, OXIN- Not Total length: 18.W; Clear span: 9.92', 7.921'; Volume = 6.5 cu.ft.; Beam and stringer Lateral support: top= at all supports, bottom= at all supports; Analysis vs. Allowable Stress and Deflection using NDS 2015 : Criterion Mal sis Value Desi n Value Unit Anal ais/Deli n shear EV = 67 Fv' 19 psi fv FV' _ 3 Bending(+1 fb 530 Eb' = 100fi psi fb/Fb' = 0..53 Bending l-I fb = 683 Fb' = 1006 poi fb/Fb' = 0.68 Live Defl'n 0.06 <L/999 0.33 = L/360 in 0.17 Total Defl'n 0.11 = <L/999 0.50 = L/240 in 0.22 Additional Data: FACTORS: F/Eipail= CM Ct CL CF Cfu Cr CErt Ci Cn LC8 Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 875 1.15 1.00 1.00 1. OD0 1�000 1. 00 1.00 1. 00 1.00 - 3 Fb'- 875 1.15 1.00 1. 00 1. 000 1. 000 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 92 = D+S, V max - 27131 V design 2333 lbs eeadingl+): LC g3 = D+5 Ipatterm Snf, M = 3653 lbs-ft Bending l-1: LC .2 = D+S, N = 4108 lbe-Et Deflection: LC 83 a (live) LC 43 = (total) D=dead L-live 3-snow g=wind I=impact Lr-roof live L-concentrated E=earthquake Al LC's are listed in the Analysis output Load Fattema: s=S/2, x=L+e or L+Er, -no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - Slle06 lb-in2 "Live- deflection - Deflection from all non -dead load, (live, wind, Total Deflection- 1.00 (Dead Load Deflact ienl + Live Load Deflection. Design Notes: 1. Wood Works analysis and destgn are In accordance with The ICC Intematlonal Building Code (IBC 2015). the National Deslgn Speciflution (NOS 2015), and NDS Design Supplement, 2. Please verify Ihal the default deflection limits are appropriate for your application. 3Continuous or Canglevered Beams: NDS Clause 4.2.5.5 requires That normal grading provisions be extended to the middle 213 of 2 span beams and to the full length of cantilevers and other spans. 14� Sevin lumber bung members shell fe laterally supparted according to the provisions of NDS Clause 4.4.1, COh1PANY PROJECT WoodWorks' Nov. 14, 201810:16 upperlevel_B14 SOHIVARf FOR WOOD DESIGN Design Check Calculation Sheet Wood Works SL,er 11.1 Loads: Lead Type Pat- Location [ft) Hagnitude Vnit tern start End start end wd Dead Fu UOL 11a 210.0 plf IDistribution ws Snow EL11 UDL Yes 218.0 pif Self-wei ht Dead full UDL I it. 1 6.7 pif Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : to, Unfactored: Dead Snow 099 911 2553 2417 612 669 Factored: Total 1811 5030 1301 searing: Capacity Beam 1811 5030 1301 Support 3093 7686 2223 Des ratio Beam 1.00 1.00 1.00 Support 0.59 0.65 0.59 Load comb q3 p2 N9 Length 1.28 3.17 0.92 Kin req'd 1.28 3.17 0.92 Cb 1.00 1.12 1.00 Cb min 1.001.00 Cb support 1.1,. 1621 1.11 Fc s 625 fi25 625 upper level _B14 Lumber -soft, Hem -Fir, No.2, 4x1013-1/2"x9-1/4") Supports: A0 - Tlmber-soft Beam, D.Fir-L No.2 Total length: ta•-1.1"; Gear span: 7-9.7r, r-9.95% volume = 4.1 w.R. Lateral support: top= at all supports, bottom= at all supports; Analysis vs. Allowable Stress and Deflection using NOS 2016: Criterion Anal ais Value Design value unit Annl sinlnesi n Shear fv = 106 Fv' 172 poi tv Fr' 1 Bending(+) fb 868 Eb' = 1143 psi fb/Fb' 0.76 Bending(-) fb = 1110 Eb' = 1143 psi fb/Fb' 0.11 Live Defl'n 0.10 <16/999 0.33 = L/360 in D. Total Defl'n 0.18 = L/662 0.50 L/24 in 0.36 Additional Data: FACTORS: F/E(psi)CD CH Ct CL Cr Cfu Cr Cfrt Ci Co LCp Fv' 150 1.15 1.00 1. 00 - - - - 1.00 1.00 1.00 2 Fb't B50 1..15 1.00 1.00 0.975 1.200 1.00 1.00 1.00 1.00 - 3 Eb'- 050 I'IS 1.00 1.00 0.975 1.200 1.00 1.00 1.00 1. 00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1. 00 - - E' 1.3 million 1.00 1.00 - - - - 1.01 1.00 - 3 flnin' 0.47 million 1.00 1.00 - - - - '.Do 1.Oo - 3 CRITICAL LOAD COMBINATIONS: Shear : LC g2 = D+S, V max = 2678, V design = 2281 lbs Bending(+): LC 83 = D+S (pattern: Sal, M - 360a lb'_ft Bending(-): LC 92 = D+S, M = 4648 lbs-ft Deflection: LC 83 = Illve) LC 43 = (total) D=dead L=11ve S=snow M=wind I=impact L-oof live LC=concentrated E=earthquake All LC's are listed in the Analysis output Load Patterns: s=S/2, 1(=L+S or L+Lr, =no pattern load in. this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: eI = 300e06 lb-in2 "Live" deflection = Deflection from all n n-dead leads hive, wind, sow.-) Total Deflection - 1.00(Dead Load Deflection) + Live Lead Deflectien.n Lateral stability(+): Lu = SO' Le 16'-7.30" RB = 13.0, Lu based on full span Lateral stability(-): Lu = 10' Le = 1B'-7.38" RE, = 13.0, Lu based on full span Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015), the Nallonal Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits am appropriate for your application. 3. Continuous or Cantilevered Beams: NOS Clause 42.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sam lumber being members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 3B COMPANY PROJECT WoodWorks' Nov 13 20101345 upperlevel_B75 SOr71VARF FOR WOOD VESICN Design Check Calculation Sheet Wood Works Slier I I.I Loads Load 'Type Distribution 1. Pat- Location (ft) Magnitude tern st.tt End start End Id ❑ead Full UDL tlo 48.0 jlbs snow Full UDL Yea 100.0 ps snsv Point Yea 2.00 3700 self-wei ht Dead Full UDL No 12.4 Maximum Reactions (lbs), Bearing Capacities (ibs) and Bearing Lengths (in) : a 031' Un£actored: Dead Snow 99 29"1 387 2097 Factored: Total 2549 2484 Bearing: Capacity Beam 2549 3619 Support 2723 2484 Des ratio Beam 1.01 0.69 Support 0.11 1.00 Load comb 03 q2 ength 0.74 0.68 Min teq•d 0.74 0.68" Cb 1.00 1.55 Cb min 1.00 I.55 Cb support 1.07 1.07 Fc 625 625 *-Minimum hearing length governed by the required vndlh of the supporting member. Maximum reaction on at least one support Is from 2 different load combination than the critical one forbearing design, shown here, due to Kd factor. See Analysis results for reaction from critical load combination. upper level_B15 Timber -soft, D_Fir-L, No.2, SAO (5.1/2"xg-1/2") Supports: Ali - Timber -soft Beam, D.Fir-L No.2 • Total length: 8.03'; Clear span: 4.9414, 2.972; volume = 2.9 cu.ft.; Beam and stringer Lateral suppod: top= al supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2016: C."!.I.. Analysis Value Desi n V21" Unit Mal aia/Oesi n 5 ear Bending(+) Bendingl-) fb fb - 662 105 Fv' = lb` = Fb' - 195 1006 1006 Psi psi Psi v FV' _ fb/Fb' = fb/Fb' = 0.60 0.10 Deflection: 0.03 - 0.03 = CL/999 CL/999 0.17 0.25 = L/360 = L/240 in in 0. 19 0.13 Interior Live Total Cantil. Live -0.05 L/694 0.20 L/180 in 0.26 Total -0.05 = L/744 0.30 L/120 in D.16 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Ca LC# Fv' 170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 3 Fb'+ 875 1.15 1.00 1.00 1.DOD 1.000 1.00 1.00 3.00 1.00 - 3 Eb'- 875 1.is 1.00 1.00 1. 000 1.000 1.00 1.00 3.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shea. : LC 03 = D+5 (pattern: Ss), V max = 2545, v design - 2413 Los Bending l+): LC 43 = D+s (pattern: 5.), M - 4699 lb.-ft Bending(-): LC 92 = D+S, M = 722 lbs-ft Deflection: LC 63 = (live) LC g3 = Itotall D=dead L=live 5=snow er-ind I=impact Lr=roof live Le=concentrated E-earthquake All LC'a are listed in the Analysis output Load Patterns: s-5/2, X=L+S or L+Lx, - o pattern load in this span Load combinations: MCE 7-10 / IBC 2015 n CALCULATIONS' Deflection: EI = 511e06 lb-in2 "Live- deflection = Deflection f- all n n-dead loads (live, wind, Total Deflection 1.00(Dead Load Deflection) a Live Load Deflection.n Design Notes: 1. WoodWorks analysis and design ere In accordance vAth the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflectlon limits are appropriate for your application. 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2I3 of 2 span beams and to the full length of Cantilevers and other spans. 4. Sam lumber bedding members shall be laterally supported according to the pmvisions of NDS Clause 4.4.1. 31 COMPANY PROJECT WoodWo rks° Nov.14,201810:12 upperleveLl3i5 SOFIIVARE FOR WOOD DESIGN Design Check Calculation Sheet Wood Works Saer 11.1 Loads: Load Type Distribution pat- Location Iftl 14agnitude Unit tern Start End 5tart End cod Lead Full UDL Mo 400.0 plf Snow Full UDL Yes 100.0 plf ps Snow point Yes 2.00 3700 lbs Self-wei ht Oead Full UDL 110 6.7 1£ Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 8-0.91" Unfactozed• Dead Snow 91 2489 350 2064 Factored: Total 2580 2414 Bearing: Capacity Beam 2580 2414 Support 4408 3216 Des ratio Beam 1.00 1.00 Support 0.59 0.75 Load comb 43 #2 Length 1.82 1.33 q Min re•d 1.82 1.33 Cb 1.00 1.28 Cb min 1.00 1.28 Cb support 1.11 1.11 Fc -up 625 625 I - Maximum reaction on at least one support is from a different load combination than the critical one forbearing design, shown here, due to Kd factor. See Analysis results for reaction Isom cnlical load commnanon. Upper level _B15 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, O.Fh--L No.2 Total length: e'-0.91'; Clear spar: 4'-10.43". 2'-11.34'; volume = 1.8 cu.ft. Lateral support: top= at supports, bottom- at supports; Analysis vs. Allowable Stress and Deflection using Nos 2016: Criterion Analysis Value DesignW Value Unit Anal aD21i n Shear 113 Fv = 1,2 psi fv Fv Bending(+) fb 1119 Fb' = 1161 psi fb/Fb• = 0.96 eending(-I fb = 161 Fb' 1161 psi fb/Eb• 0.111 Deflection: Interior Live 0.05 = <L/994 0.17 = L/360 in 0.33 Total O. OS = <L/999 0.25 = 1/240 In 0.22 Cantil. Live -0. 09 L/414 0.20 = L/180 in 0.43 Total -0.00 = L/441 0.30 = L1120 in 0.27 Additional Data: FACTORS: F/E(pai)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 110 1.15 1.00 1.00 - - - - 3.00 1.00 1.00 3 Fb'+ 850 1.15 1.00 1.00 D.-I. 1.2o0 1,0o 1.00 1.00 1.00 - 3 Eb'- 850 1.15 1.00 1.00 0. 990 1.200 1.00 1.00 1.00 1,00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 3 Emin• 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shea. : W #3 = D+S (pattern: Ssl• V ma 2569, V design m 2438 lba Bending(+). LC #3 = D+S (pattern: Ssl, 14 = x 4656 Ibs-Et Bending(-): LC #2 - D+S, M = 696 Ibs-ft ➢eflection: LC #3 = (live) LC #3 = (total) D=dead L=live S=snow Y=wind I=impaet Lr=roof live Lc -concentrated E=earthquake All LC•s a e listed in the Analysis output Load Patterns: a=S/2, X=L+S or L+Lr, =no pattern load in this span Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflectlon: EI - 300e06 lb-in2 "Live" deflection = Defleetion from all non -dead loads (Live, wind, Total Defleetion - 1.00(Dead Load Deflection) + Live Lead Oeflection.n Latacal stability(+): Lu 5• Le, = 9'-4. 1,9" RB = 9.2; Lu based on full span Lateral stability(-): Lu = 5' Le = 9'-4.19" RB = 9.2, L. based on full span Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code QBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2, Please verify that the default deflection limits are appropriate for your application. 3. Continuous or Cantllevered Beams: NOS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2f3 of 2 span beams and to the full length of cantilevers and olherspans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. yo W- I LL� A L L,aA C�. 7-AS (JI, ... .... ..... . . ... .... ..... . . TJ 0 6 it k i 1 IL4 CA, .... . ...... V .. . ....... v -A 6 L C-ILT LA) + OIA 10 r VL' I(l)I?XI ?-!bF 3,1 ------------ + 6"1 !Ge-: ...... .... .. ... . . ....... . ...... ... Z L)!x L7 S ............ --l- ........ . . f L .30 w! L T- .......... ...... T ---- -- ------- Description 'y NA Dale GtZAV IT'[ �/PPe(?- LEVE�- �--Loc;r— Checked Date rENGINirERING Scale Sheet No. 250 4th Ave. South Project Suite 200 Edmonds, WA 98020 Job No. (2- 6:5 1 425.778.8500 www.cgenginearing.com COMPANY PROJECT WoodWorskso Nov. 13, 2018 I._ upper IeveL_Bt6 SOFnVARE FOR WOOD DESIGN Design Check Calculation Sheet WoodWorks S¢er 11.1 Loads: Load Type Distribution Pat- Location (ftl Magnitude Unit tern Start End Start End cod Dead Full UDL 16,0 p f w1 Live Full UDL 80.0 plf T. Wind point 10. 69 11600 115. lbs Self-rmi ht Dead Full UDL 9 if Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) : 12.08Z Unfacta red: Dead LSve Wind 191 482 1286 192 465 10314 Factored: 6381 Total 1131 Bearing: Capacity Beam 2180 6381 Support 2107 6301 Des ratio Beam 0.52 1.00 support 0.52 1.00 Load comb #3 #5 Length 0.50' 1-46 Min req'd 0.50' 1.46•' cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.00 1.00 Fc s 625 625 'Mirdmum hearing length setting used; 1/2' for ens supports 'Minimum bearing length governed by the required width of the supporting member. upper level_B16 PSL, PSL, 2.OE, 7-x7-1/4- supports: AN - Timber -soft Beam, D.Fir-L No.2 Total length: 12.08 ; Clear span: 11.9181 volume = 4.3 cu.R. Lateral suppon: top-- at supports, bottom= at supports; WARNING: this CUSTOM SIZE is not In the database. Refer to online help. Analysis vs. Allowable Stress and Deflection using NDS 2015: rien Anal I' Value Desi Value Unit Sh"t shear fv 10B Fv' = 469 psi v Fv' = 0.41 Bending(+) Eb 1655 Fb' 4601 psi �A-1-1,11-iln fb/Fb' 0.36 Live Defl'n 0.33 = L/491 0.40 L/360 Sn 0.82 Total Defl`n 0.36 L/401 0. 60 = L/240 Sn 0.60 Additional Data: FACTORS: F/Elpsi)CD CH Ct CL CV Cfu Cr Cfrt Ci Cn LC9 Fv' 290 1. 60 - 1.00 - - - L.00 - 1.00 5 Fb`+ 2900 1. 60 - 1.00 0.992 1.00 - 1.00 1.00 - - 5 Fcp' 625 - - 1.00 - - - - 1.00 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 4 Eainy' 1.04 million - 1.00 - - - - 1.00 - - 4 CRITICAL LOAD COMBINATIONS: shear LC #5 Dr.6W, v max = 6360, V design = 6359 lb. Bending ltl: LC #5 D+.6W, 14 = 0457 lbs-ft Deflection: LC 64 .6D+.6W (live) LC #5 - 0+.6W Itotalt D=dead L=11ve S=snow W=wind I=impact Lr=roof live Le=concentrated E-earthquake All LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Defleetien: EI = 445e06 lb-in2 "Live" deflection - Deflection from ell non -dead loatls (1Lve, wind, s ow._) Total Deflection - 1.00(Dead Lead Deflection) + Live Load Deflection.n Lateral stability(+): Lu - 12.00' Le - 22.06' AS = 6.3 Design Notes: 1. Wood Works analysis and design are In accordance with the ICC Imematlonal Building Code (IBC 2015), the National Design Speclficatlon (NDS 2015), and Nos Design Supplement. 2. Please verify that the default defledlon limits are oppmpriale for your application. 3. SCL-BEAMS (Stnx7ural Compashe Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Sire factorsvary from one manufacturer to another for SCL materials. They can be changed in the database editor.5. FIRE RATING: LVL, PSI -and LSL are not rated for fire endurance. _+ Z COMPANY PROJECT WoodWorkso Nov 29 2018 14:56 upper level 816 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet Woodworks suer 11.1 Loads: Load Type DLstclbutlan Pat- Location [ftl Magnitude Unit tern start End Start End Hd Dea Elrll llDL 16.0 plf H1 Live Full UDL 80.0 plf TH Wind Point 30. 69 11600 lbs self -coal ht Dead PF11 UDL 11.7 if Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) Unfaetoted: Dead Live Wind 166 492 1206 167 485 1D319 Factored: 6356 Total 1106 Bearin9: Capacity 6610 Beam 2194 6356 Support 2109 Des ratio 0.96 Beam 0-50 1.00 Support 0.52 RS Load comb 13 1.51 Length 0.50' 1. 51•• Min req'd O.So• 1.00 Cb 1.00 1.00 lb min 1.00 1.00 Cb support 1.00 625 Fc s 625 'Minimum bearing length selling used: 1/2' for end supports Minimum hearing length governed by the required width of the supporting member. upper level_B16 Glulam-Unbal., West Species, 24F-1.8E wS, 5-314'W-1/2" 5 laminations, 03/4' maximum width, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: lZA V; Clear span: 11'-11'; volume = 4.2 cu.fl. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: Criterion I Anal sla Value Desi n Value "nit Anal sis/Deli n Shear fv = 18B Ev' 929 psi fv -, Bending)+I to = 159E Fb' = 3'a" psi tb/Fb' = 0. 42 L1ve Defl'n 0.34 - L/424 0.40 L/360 in 0.a5 Total Defl'n 0.37 L/390 0.60 = L/240 in 0. 61 Additional Data: FACTORS: F/E(ps11CD CM Ct CL CV Cfu Cr Cfrt Ilotes Cn•Cvr LCR Tv.265 1.60 1.00 1.00 - - - 1.00 1.00 1.Do 5 Fb'+ 2400 1.60 1.00 1.00 0. 990 1.0 1.00 1.00 1.00 1.00 - 5 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.a0 1.00 - - - - 1.00 - - 4 E.Lny' 0.05 million 1.00 1.00 - - - - 1.00 - - 4 CRITICAL LOAD COMBINATIONS: Shear LC R5 - D+.6H, V max = 6355, V design = 1331 lb, Bending(+): LC R5 = D+. 6N, M = B427 lba-ft Deflecti- LC 04 = .6D+. 6N 111-1 LC R5 = D+.6N Itctal) I) -dead L-live S=snow N=Hind 1-1-pact Lr-roof live Le=concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: E3 - 427eO6 lb-in2 'Live- deflection - Deflection from all non -dead loads (Live, wind, s oH.-1 Total Deflection - 1.00IDead Load Deflection) + Live Load Deflection.n Lateral stability(+): Lu = 12' Le - 22'-0.94" RB = 6.6 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC Intematlonal Building Code (IBC 2015), the National Design Specification (NOS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits art appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NOS Clause 3.3.3. COMPANY PROJECT WoodWorks upper ievel_deckjoists S0Fr11'ARE FOR WOOD DESIGN Design Check Calculation Sheet WoodW011Ls Stier 11.1 Loads: Type Dlatrtbution Pat- Location (ftl Magnitude Unit tern Staxt End Start End rl nead flt 1 Area 10.00{12.0"1 psf Livn Etrli Aren 60.00{12.0"1 paf self -weight ➢tad Eull UDL 3.0 plf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.042' Unfacto red: Dead Live 78 361 78 361 Factored: 940 Total 440 Hearing: capacity 469 Joist 469 SB6 support 516 Des ratio 0'94 Joist 0.94 0.45 support 0.75 q2 Load comb 82 0.50• LengCh 0.50• 01.0• Min req'd 0.50• 1.00 Cb 1.00 00 1.25 Cb rain 1.00 1.25 Cb support 1.25 625 Fc 625 I 'Minimum bearing length setting used: lPL' for end supports upper level_ deck joists Lumber -soft, D.FIr-L, No.2, 1-1/2"x8.1/2" Supports: All - Timbe"'al" Beam. D.Fir--L No.2 Floor joist spaced at 12'rlc; Total length: 12.04'; Clear span: 11.956'; volume =1.1 cu.R. Lateral suppad: top= full, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); WARNING: this CUSTOM SIZE is not in the database. Refer to online help. Analysis vs. Allowable Stress and Deflection using NDs 2015: Criterion Anal sis Value Desi n Value Unit Analysis/Design 3 ear v = 4 Fv' ' 180 pa v Fv = 0-2 Bending l+I fb = 873 Fb' = 1138 ps! fb/Fb' - 0.77 Live Defl'n 0.23 = L/631 0.40 L1360 Sn 0.57 Total Defl'n 0.28 - L1519 0.60 - L/24o in 0.46 Additional Data: FACTORS: F/Elpsi)CD CB Ct CL cr cfu Cr Cfrt Ci Ca LCp Fv' I00 1.00 1.D0 ].00 - - - 1.00 1.00 1.00 2 Fb •+ 900 1.00 1. DO 1.00 1.000 1. 100 1.00 1 15 1.00 1.00 - 2 Fop' 625 1. DO 1.00 - - - - 1.00 1.00 - - E ' 1.6 million 1.D0 1.00 - - - - 1.00 1.00 - 2 Elam' 0.58 million I.DO 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS; Shear LC 82 = D+L, V me. - 438, V dasign 305 lbs 9endingl+I: LC 82 - D+L, M - 1315 Lbs-ft Deflection: LC 02 = D+L (live) i t tlto=ampD=dead LelivLCS--Dw+L w act Lr-LODE live Lc=concentre ted E=earthquake All LC•s are listed in the Analysis output Load combinations: ASCE 7-10 / I8C 2015 CALCULATIONS; Deflection: EI = 123e01 lb-in2 "Live" deflection - Deflection from all non -dead loads n Ilive, wind, s ow._I Total Deflection = 1.00lneaci Load Deflection) + Live Load ➢eflaction. Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NDs Design Supplement. 2. Please verify that the default defection limits are appropriate for your application. 3. Sewn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4 4 1 i3 COMPANY PROJECT WoodWorks" Nov. 13, 2018 13:47 upper level_deckjoisls SOFnVAREFOR {MOOD DESIGN Design Check Calculation Sheet WoodWorks Sizer I i l Loads: Load Type Distribution Pat- Location (ft) 7iagnitad' Unit tern Start End Start End d Dead Full Area 10.00(12.0'1 psf 1 L'-ve Fu13 Area 60. 00112. 0'1 psf Self-aei fit Dead Full UDL 3.3 if Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 12.042' Unfactored- Dead Live 80 361 80 361 Factored: 441 Total 491 Bearing: Capacity 656 Joist 656 664 Support 664 Des ratio 0.66 Joist 0.67 0.#2 Support 0.66 #2 Load comb #2 0.50' Length 0.50• 0.50' 141. req•d 0.50- 1.00 Cb 1.00 1.00 Cb min 1. 00 1.21 Cb support 1. 21 625 F su 625 I 'Minimum bearing Length setting used: 112' for end supports I upper level -deck joists LVL n-ply, 1.8E, 2200Fb, 1-3/4"x6-1/2', 1-ply Supports: All - Timber -soft Beam, D.Fir-L ND.2 Floor joist spaced at 12'rJe: Total length: 12.04'; Clear span: 11.958'; volume = 1.0 W.R. Lateral support: lop= full, bottom= at supports; Repetitive (attar. applied where permitted (refer to online help); WARNING: [his CUSTOM SIZE is not in the database. Refer to online help. Analysis vs. Allowable Stress and Deflection using NDS 2015: criteria. Anal sis Value I Desi n Value Unit Anal sia/Desi n Sheac fv = 53 Fv' 285 psi fv Fv' - 0.18 Bending(+( fb = 1284 Fb' = 2487 psi 1 fb/Fb' 0.52 1 Live Defl•n 0.39 = L/370 0.40 = L/360 in 0.97 Total Defl'n 0.47 = L/303 0.60 L/240 in 0.79 Additional Data: FACTORS: F/Elpai)CD CM Ct CL Cv Cfu Cc Cfrt Ci Cn Lc# E- 285 1.00 - 1.00 - - - - 1.00 - 1.00 2 tb'+ 2200 1.00 - 1. 00 I.000 1.09 - 1.04 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E• 1.8 million - 1.00 - - - - 1.00 - - 2 Eminy' 0.93 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 440, V design 398 lbs Bending(+): LC #2 D+L, M = 1319 1be-ft D.flectian: LC #2 = D+L (live} LC #2 = D+L (totall D=dead relive S=anow t1=wind I -impact L-roof live Lvconcenttated Esearthquake All LC 's are listed in the Analysis output Load combination: ASCE 7-10 / IBC 2015 CALCULATIONS: El - 72.1e06 lb-in2 !Deflection: "Live" deflection - Deflection from all non -dead Loads (live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis end design ere In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NOS Design Supplement. 2. Please verily thatthe default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT WoodWorks& Nov. 15, 20180845 upper level_B17 SOFTIVAREFOR WOOD DESIGN Design Check Calculation Sheet Woad Works Sizer 11.1 1 nads- Load Type Distribution pat- tern Location Iftl start End biagnitude start End Unit wd -11 VDL 16.0 plf v1 Live Full UDL 53-0 plf pd Inlaid Dead Point 2.10 1008 lbs snow point 2.10 2100 lbs Self-wei ht Dead Full UDL 6.7 pit Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4.07T Unfacto,ed: Dead Live Snow 535 108 1018 565 82 1082 Factored: 1647 Total 1553 Bearing: Capacity 1647 Beam 1553 2759 Support 2596 Des ratio 1. 00 Beam 1.00 0. 60 Sappett 0.60 84 Load comb 84 0.90 Length 0.85 0.90 Min req'd O.BS 1.00 Cb 1.00 1.00 Cb min 1.00 1.08 Cb support 1 625 Fc 625 625 upper level_B17 Lumber n-ply, Hem -Fir, No.2, 2x8, 3-ply (441TW-1/4") Supports: All -Timber-soft Beam, Dnr--L No.2 Total length: CUT; Clear span: 3.927'; volume = 0.9 cu.fl. Lateral support: lop= at supports, bottom= at supports; Repetitive factor. applied where permitted (refer to online help); Analvsis vs- Allowable Stress and Deflection using NDS 2015: Criterion Anal sz s value Desi n Value Unit Maly'n Shear fv =75 Fv = 172 psi fv Fv' = 0. Bending(+) ' fb/FW 0.7 LiveDefl 6 0.29 Total Defl'n 0. 04 <L/999 0.20 = L/290 in 0.20 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cc Cftt Ci Cn LC8 EV' 150 1.IS 1.00 1. 00 - - - 1.00 1.00 1.00 4 Fb't 850 1.15 1.00 1,00 0.901 1.200 1.00 1.15 1.00 1.00 - 4 Fcp' 40S - 1.00 1'00 - - - - 1. 00 1.00 - - E' 1.3 milli.. 1.00 I.00 - - - - 1. 00 1.00 - 4 Fmin' 0.47 million 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: shear LC 94 = D+S, V max 1647, V design = 1632 lbs Bending(+.): Lc g4 = D+S, M = 3151 lba-CI Ocfle.tion! LC 04 D+S (live) LC 44 = D+S (total) D=dead L=1ive S=snow M=wind I=impact L-cof live L.� ncentcated E=eatthquake Ail LC's ace listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 61.9e06 lb-ln2/ply "Live" deflection - Deflection from all nun -dead loads (live, wind, .-I Total Deflection = 1.00(Dead Load Deflection) + Live Lead Deflection.• Lateral stability(+I: Lu - 4.00' Le = 6.25' Re " 17.8J b = single ply width Design Notes: i. WoodWorks analysis and design are in accordance with the ICC International Building Code 08C 2015), the National Design Specification (NOS 2015), and NOS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sam lumber herding members shall be laterally supported according to the provisions of NOS Clause 4A.1. 4. BUILT-UP BEAMS: it Is assumed that each ply Is a single continuous member (that Is, no bull joints are present) and that each ply Is equally lop4oaded. Where beams are side -loaded, special fastening details may be required. 5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. VS -- COMPANY PROJECT WoodWorks' N1v 15, 20180848 upperlevel_817 SOFTWARE FOR WOOD DFSICN Design Check Calculation Sheet Wood Works Sizer 11.1 I nark• Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit wd Dead ih VOL 16.0 plf .1 Live Full UDL 53.0 plf pd Dead Point 2.10 1008 lbs ps snov Point 2.10 2100 lbs Self-vei ht Dead Full UDL 6.7 plf Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4.094' Unfactored:564 Dead Live Snov 536 108 3022 109 1 078 078 Factored: 1642 Total 1558 Bearing: Capacity 1642 Beam 1558 2806 Support 2662 Dee ratio 1.00 Beam 1.00 0.19 Support 0.59 44 Iq Load comb 64 1.16 Length 1.10 1.16 Min r.q•d 1.10 1.00 Cb 1.00 1.00 Cb adn 1.00 1.11 Cb support 1.11 625 Fc s 625 upper level_B17 Lumber -soft, Hem -Fir, No.2, 4x10 (3-1/2"x9.1/4") Supports: Ali -Timber -soft Beam, D.Fir-L No.2 Total length: 4.08'; Clear span: 3.9W; volume = 0.9 cu.ft. Lateral support: top= at supports, bottom= at supports; Annlvsis vs. Allowable Stress and Deflection Doing Nos 2015: Criterion An; sis Valu. Desi n Value Unit Anal sis/Dori n Shear fv = 75 Fv' - 172 psi fv Fv' 0.44 Bantling l+) fb = 758 Fb' 1162 psi fb/Fb' = 0.65 Live Defl'n 0.02 <L/999 0.13 L/360 in 0.12 Tonal Da,l•n 0.02 = <L/999 0.20 L/240 in 0.12 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr cftt CS Cn LCI Fv 150 1.15 1.00 1.00 - - - 1.00 1.00 1.00 4 Fb'+ 850 1.15 1.00 1.00 .. 991 1.200 1.00 1.00 1.00 1.00 - 4 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E• 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 gain• 0.41 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear : LC I4 = D+S, V max = 1641, V design = 1623 lb. ...ding(+): LC I4 = D+S, H - 3151 lbs-ft Deflection: LC I4 = D+S (live) LC 14 D+5 (total) D=dead L=Iiw 5=snow V=wind 1=impact Lr=roof live Lc=concentrated E-earthquake ALI LC•s ate listed in the Analyaia output Lead combinations: ASCE 7-10 / IBC 2015 CALCl1LATIONS: D.fleetion: EX - 300.06 lb-in2 "Live" deflection Deflection from all non -deed loads (live, wind, snow_) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Lateral atability(+): L.- 4.00' Le = 8. 25' RB = 8.6 Design Notes: i. wood Works analysis and design are In accordance with the ICC International Bullding Code (IBC 2015), the Nallonal Design Specification (NOS 2015), and Nos Design Supplement. 2. Please verify that the default deflection Ilmits are apprapdale for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. COMPANY PROJECT WoodWorks June27.20191345 upperlevelB78 W Design Check Calculation Sheet woodworks sizer 11.1 Loads load Type Distribution Pat- Loeabion (ftl Magnitude unit tern Start End start End vd Dead Full UOL 144.0 PIC col Live Full UDL 720.0 plf pd ➢cad Point 3.77 1100 lbs Seif-wei ht Dead pV11 00L 23.0 Pit, Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 16.196, unfacto red: Dead Live 2198 5833 1602 5828 Factored: Total 8032 7430 Bearing: Capacity Beam B032 7430 support 8605 7960 Des ratio Beam '.Do 1.00 Support 0.13 0.93 Load comb #2 02 Length 2.45 2.26 Min req'd 2.45 2.26 Cb 1.00 1.DO Clo mLn 1.00 1.00 Ch support 1.07 1.07 Fc s 625 625 PSL, PSL, 2.OE, 5-1/4"x14•' Supports: All - Tlmber-soft Beam, D.Fir-L No.2 Total length: 162'; Clear span: 15.804'; volume = 8.3 cu.ft. Lateral support: lop= at supports, bottom= at supports Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis Value Design value unit Anal,,is/Des" n Shear Ev = 139 Fv - 290 Qa1 v Eve = 0.48 Bending)+l Eb - 2130 FD' = 2804 osi fb/Fb' = 0.76 Li va DeEl'n 0.94 L/934 0.53 L/36n in O.e3 Total Oa[1'n 0.59 - L/326 0.80 = L/240 in 0.73 Additional Data: FACTORS. F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC# Fv• 290 1.00 - 1.00 - - - 1.00 - 1.00 2 Fb'+ 2900 1.00 - 1.00 0.967 0.98 - 1.00 1.00 - - 2 Fcp' 625 - - 1.00 - - - - 1 .0 0 - - - E' 2.0 million - 1.00 - - - - 1.00 - - 2 Entity' 1.04 million. - 1.OD - - - - 1. 00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 D+L, V max = 7943, V design = 6819 lb. Bending)+): LC #2 = D+L, M - 30436 lbs-ft Deflection) LC 92 = D+L (live) LC 02 = D+L (total) D-dead L=live S=snow W-wired I=impact Lr-roof live L-concentrated E=earthquake All Lt's are listed in the Analysis output Load cemb"nations:'ASCE 7-10 / IBC 2015 CALCULATIONS: Defleetiot: EI = 2401e06 lb-in2 "Live" deflection - Deflection from all non -dead Loads (live, wind, snow.-) Total Deflection - 1.00(Dead Load Deflection) + Live Load Deflection. , Lateral stabilltyl+): Lu - 16.00' Le = 29.56' RB - 13.4 Design Notes: 1. Wood Works analysts and design are in accordance with the ICC International Building Cade (IBC 2015), the National Design Specification (NDS 2015), and NOS Design Supplement, 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your lout SCL manufacturer. 4. Size factors vary from one manufaclurerto another for SCL materials. They can be changed In the database editor. 5. FIRE RATING: LVL, PSL and LSL are not rated for fire endurance. .......... . . ......... .. v 11 ......... . ... . . ........ . ... ...... . . . .......... I J.. . . ..... . .......... .......... ... .. ... -7' 12 . ..... .. ....... ................ ............ ..... .......... T i i i q X I 2i& 1i .... . .. . .. ...... ...... ........... ........ ...... . ... ........ L4 ....... . .... . ........ . ........... . ...... . .. .. . .... .... . . . ..... .. . . . ...... . . . .... ........... 4-1 ..... ........ ... .. .... . 4 .. . ... .... . . . . .. . . .. ...... . .. .. . ....... ........ .... ... ....... ... --------- - - ----- . .. . ....... ... . . ....... .. ........ ......... .. ........ ...... .... .......... t . ..... -4 ------ - ----------- .... ......................... ... ...... . . . ..... ...... .. .... ......... .......... L ..... ...... ..... ........... .... . ........... ....... ... ....... ...... .. . ...... .. . . .......... . ....... _4 .... ...... .. ..... . ... ......... . . ....... . . ..... .. ......... .. ....... . .......... T' ................ % I . .... . ...... A. . ....... .......... . - ----- I . ...... .... . .. ..... .. ............ .... .......... ................ .............. .. . . ......... .......... Description By Date Checked Date yV �11 ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 42S.778.8500 www.cgengineering.com COMPANY PROJECT WoodWolk s®SOFIIVARE FOR {D DESIGN NDV. ZB, ZO1B 16:50 B79 Design Check Calculation Sheet WoodWorks Sizer 11.1 Loads: Load Type Distribution Pat- Location (ft] Magnitude Unit tern Start End Start End wdl Dead Partial Area 0.03 6.53 12.00( .00 psf wll Live Partial Area 0.03 6.53 40.00(6.00') ps€ self -eight Dead Full UDL 5.2 if Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) a 6-6,73" Unfactored• Dead Live 252 782 251 778 Factored: Total 1033 1029 Bearing: Capacity Beam 1033 1029 Support 1765 1758 Des ratio Beam 1.00 1.00 Support 0.59 0.59 Load comb #2 #2 Length 0.73 0.71 Min req'd 0.73 0.73 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 F sup625 625 B19e I Lumber -soft, Hem -Fir, No.2, 4x8 (34/2"x7-1/4") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 6-6.73"; Clear span: 9-5.27"; volume =1.2 tuft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2015: criterion Anal sis Value Design Value Unit Analysis/Design S ear fv = 49 0.33 ry Bending(+) b 56 1 Fb' 094 ps i fb/Fv' = 0.60 Live Defl'n 0.07 CL/999 0.22 = L/360 in 0.31 Total Defl'n 0,10 = L/786 0.33 = L/240 in 0.30 Additional Data: FACTORS: F/E(psi)CD CM ct CL CF Cfu Cr Cfrt Ci Cn LC# Fv' 150 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.00 0.990 1.300 1,00 1.00 1.00 1.00 - 2 Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC #2 = D+L, V max = 1029, V design = 830 lbs Bending(+),. LC #2 = D+L, M = 1675 lbs-ft Deflection: LC #2 = D+L (live) LC #2 = D+L (total) D=dead L=live S=snow W=wind 1=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI = 144e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow-.) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu = 6'-6.00" Le = 12'-4.88" RB = 9.4 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2016). and NOS Design Supplement- 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks° Nov.29,201815:09 820 WI Design Check Calculation Sheet Woad Works Sizer 11.1 Loads load Type Distribution Eat- Location I£tl Magnitude Unit tern 9Ca ct End Stag End D Head Fo nt 1.04 41 ba L rive Fofnt 1. 04 1213 lbs 5 elf-xei ht Dead Full UDL 5.2 if Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (in) unfatoured• Dead Live 359 1011 B4 202 Factored: 287 Total 1370 Beating: Capacity 709 Beam 1370 1211 Support 2341 Des ratio 0.4D Beam 1. 00 0.24 Support 0.59 k2 Load comb 82 0.50' Length 0.97 0.500 Mi.n req'd 0.97 1.00 Cb 1.00 1.00 Cb min 1.00 1.11 Cb support 1. 11 625 Fc 625 bearing length selling used: 112- for end supports B20 Lumber -soft, Hem -Fir, No.2, 4x8 (3.1/2"x7-1/4") Supports: All - Timber -raft Beam, D.Fr-L No2 Total length: 6'-0.7r; Clear span: V-11.27"; volume - 1.1 cu.fl. Lateral support: top at supports, botWm= at supports; Analvsis vs. Allowable Stress and Deflection using NDS 2018: Criterion I Anal sis Value Deai n Value Unit Anal sis/Desi n s ear v = 81 Fv' m 150 poi £v Fv' 0.54 Bending(+) fb 535 Fb• - 3095 poi fb/Fb' = 0.49 Live befl`n 0.03 <L/949 0.20 L1360 in 0.16 Total Oefl'n 0.05 = <L/999 0.30 L/240 in 0.17 Additional Data: FACTORS: F/e(psi)CO CM to CL CF Cfu Cr C£rt CIO Cm LCR Fv' 1s0 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 850 1.00 1.00 1.OD 0. 99I 1. 300 1.00 1. 00 3.00 1.00 - 2 Fop' 40S - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 1.D0 1.00 - - - - 1.00 1.00 - 2 ,min' 0.41 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear r LC k2 = D+L, V max 1370, V design = 1367 lbs Bending(+)z LC 42 = D+L, M 7367 lba-ft Deflection: LC 92 = D+L (live) LC g2 = D+L (total! D=dead Irlive S=snow Wive l-impact Lr=roof live L-concentrated E-eatthquske All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / TBC 2015 CALCULATIONS. Deflection: EI = 144eO6 lb-in2 "Live" deflection = Deflection from all non -dead loads Ilive, wind, sa ow...) Total Deflection a 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+): Lu - 6` Le = 11-7.13" RB = 9.1 Design Notes: 1. WoodWorks analysts and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Piease verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4. 1 ENGINEERING Description By Nq L- Date (D�ZSI ai (✓ X I S j FOo Ti N b Checked Date Scale Sheet No. 250 4th Ave. South Project Job No. Suite 200 Edmonds, WA 98020 L 6 N A (- 2c5Yo FN cE 425.778.8500 www.cgengineering.com ' g `i t O Cone. Density = fc= Allowable Bearing Pressure = ooting g Size 145 pef 2500 psi 2000 psf FIC I'-4"x 0'40" DEEP 2.78 1976 98.79% - - x CONT 2000 100.00% 1915% x 040." DEEP. 2x 0'-10" F2C 3.71 1976 98.79% - - DEEP x CONT F3 3, 0„x 3' 0„ 18 : 2000 100.00% 49'45% 33.33%; x.:0' 1.0";DEEP... . , 3'-0"x 0'40" F3C _ ___ _ _ 5.57 1976 98.79% - F5 5'-0"x 5'-0" 50 2000 I 100.00% 95.03% 54.73% x 1-0" DEEP *Notes: 1. Load was assumed to act on a 4"x4" square column 2. No geotechnical report was provided at the time of this design Description By NAL Date 1 1 /12/ 18 � Footing Design Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Lonac Residence 18348.10 i $ Edmonds, WA 98020 Gravity - Footing Design Calculations Bearing Footing Properties Bearing :Bearing: i{�>::;::;,De th;,>.W�dth;::,-•:;L n .....:.:..... :.............:.::. FIC 0.83 1.5 - - - - 1976 2000 F2 0 83 F2C 0.83 2 - -• - - 1976 2000 0.83 3 3 9. 18 7 2000 2000 F3C 0.83 3 - - - - 1976 2000 F4 `: 0.83 4 4 1.6 32 7 >; 2000 F5 1.00 5 5 25 50 9 2000 2000 Bearing pressure is calculated by dividing P,, by the footing area. Description By NAL Date 11/12/18 Date Footing Design Checked ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Lonac Residence 18348.10 Edmonds, WA 98020 Strength design: 1.4 x Bearing x (Area - Crit. Area) Punching Shea ACI 318 Section 11.11 FI C Per ACI 318 EQN. 11-33: �4X*SQRT(f'c)*bo*d 0 84 8847 28 72 150.00 F2C - - - - - 22847 I � 74.18 i 150 00 F3C - - - - - F4 44 0.84 42447 137.82 i50.00 FS 52 1.17 66714 142.55 150.00 Critical area is the area within the critical perimeter "bo" is the critical perimeter taken at a distance d/2 from the face of the column per ACI 318 11.11.1.2 Description By NAL Date Footing Design Checked Date ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Lonac Residence 18348.1 S 0 Edmonds, WA 98020 Gravity - Footiniz Desil4n Calculations To convert V,, to psi, divide by the area of the critical V section (b x d) One -Way Shear F1C - - - F2 0 ?s ` o.sa 14 F2C - - F3C !0 8.33 75.00 C � Description By NAL Date 11112/I$ Checked Date @. Footing Design ENGINEERING Scale Sheet No. 250 4th Ave South Project Job No. Suite 200 Lonac Residence 18348.10 Edmonds, WA 98020 . .. . ... . .. j .......... .. . . .. ........ . ..... ....... . .. ... .. . ......... .. .. .... ... . ... .... A. Description By � a Checked Date ENGINEERING Scale Sheet No. 250 4th Ave, South Suite 200 Project Job No. Edmonds, WA 98020 425.778.8500 www.cgengineering.com Use menu item Settings > Printing & Title Block Title Lonac Page: 1 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... This Wall in File: r:\ 2018 projects\18348.10 lonac residence\_structural\engineering\ret wall.RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058761 License To: CG ENGINEERING Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 Criteria ` [8oil Data Retained Height = 5.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Active Heel Pressure 35.0 psf/ft Slope Behind Wall = 0.00 = Height of Soil over Toe = 6.00 in Passive Pressure = 250.0 psf/ft Water height over heel = 0.0 ft Soil Density, Heel = 110.00 pcf Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 560.0 Ibs Axial Load Eccentricity = 1.0 in Design Summary Wall Stability Ratios Overturning = 1.70 OK Slab Resists All Sliding ! Total Bearing Load = 1,933 Ibs ...resultant ecc. = 5.15 in Soil Pressure @ Toe = 1,750 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,451 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 11.5 psi OK Footing Shear @ Heel = 4.4 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 595.5 Ibs Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction _ Design Height Above Ftc ft= Wall Material Above "Hv. _ Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures. Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Moment ..... Allowable Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ratio'n' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy Bottom Adjacent Footing Load Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil at Back of Wall = 0.0 ft Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 6.00 # 4 10.00 Center 0.432 700.0 1,266.3 2,934.1 psi = psi= 19.4 psi = 75.0 in2 = in = 3.00 psi = psi = psf = 75.0 = Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 Use menu item Settings > Printing & Title Block Title Lonac Page : 2 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... This Wall in File: r:\-2018 projects\1 8348. 10 lonac residence\_structural\enginee ring\ret wall. RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.105 in2/ft (4/3) * As : 0.1399 in2/ft Min Stem T&S Reinf Area 0.720 1n2 200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft 0.0018bh : 0.0018(12)(6) : 0.1296 in2/ft Horizontal Reinforcing Options : One layer of: Two layers of Required Area : 0.12 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area : 0.24 in2/ft #5@ 25.83 in #5@ 51.67 in Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.00 ft Toe Heel Heel Width = 1.33 Factored Pressure = 2,451 0 psf Total Footing Width = 2.33 Mu': Upward = 1,040 66 ft-# Footing Thickness = 10.00 in Mu': Downward = 108 279 ft-# Mu: Design = 932 213 ft-# Key Width = 0.00 in Actual 1-Way Shear = 11.51 4.38 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm: 3.00 in Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.50 in2 Min footing T&S reinf Area per foot 0.22 in2 eft If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturninq & Resistinq Forces & Moments .....OVERTURNING..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs ft ft_# Ibs ft ft-# Heel Active Pressure = 595.5 1.94 1,157.9 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Total 595.5 O.T.M. 1,157.9 Resisting/Overturning Ratio = 1.70 Vertical Loads used for Soil Pressure = 1,932.8 Ibs Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 456.5 1•92 874.2 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem= 250.0 1.17 291.7 *Axial Live Load on Stem = 560.0 1.17 653.3 Soil Over Toe = 0.50 Surcharge Over Toe = Stem Weight(s) = 375.0 1.25 468.8 Earth @ Stem Transitions= Footing Weighl = 291.3 1.17 339.3 Key Weight = Vert. Component = 2.33 Total = 1,372.8 Ibs R.M.= 1,973.9 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block Title Lonac Page: 3 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... This Wall in File: r:\ 2018 projects\18348.10 lonac reside nce\_structurallengineering\ret wall.RPX RetalnPro (c) 1987-2016, Build 11.16.07.15 W II License: KW-0605876 License To : CG EN Cantilevered Retaining a Tilt j Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.104 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Code: IBC 2015,AC1318-14,AC1 530-13 Use menu item Settings > Printing & Title Block Title Lonae to set these five lines of information Job # : Dsgnr: RMK for your program. Description.... w/ seismic loads This Wall in File: r:\ 2018 projects\18348.10 lonac residence\_structural\engi neering\ret wall.RPX 6, Build 11.16.07 License: KW-06O5B761 License To: CG ENC Criteria LLJ Retained Height = 5.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 250.0 Ibs Axial Live Load = 560.0 Ibs Axial Load Eccentricity = 1.0 in Earth Pressure Seismic Load Method : Uniform Multiplier Used = 8.000 (Multiplier used on soil density) Design Summary Wall Stability Ratios Overturning = 1.42 Ratio Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 35.0 psf/ft Passive Pressure = 250.0 psf/ft Soil Density, Heel = 110,00 pcf Soil Density, Toe = 0.00 pcf FootingIlSoil Friction = 0.400 Soil height to ignore for passive pressure = 12.00 in Lateral Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Uniform Seismic Force = 46.667 Total Seismic Force = 272.222 Stem Construction Design Height Above Ftc ft= < 1.5! Wall Material Above "Ht" _ Slab Resists All Sliding ! Design Method = Total Bearing Load = 1,974 Ibs ...resultant ecc. = 6.77 in Soil Pressure @ Toe = 1,719 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,406 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 17.7 psi OK Footing Shear @ Heel = 6.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 786.0 Ibs Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level Ibs = Strength Level Ibs = Moment.... Actual Service Level ft-# = Strength Level ft-# = Moment..... Allowable = Vertical component of active lateral soil pressure IS considered in the calculation of soil bearing pressures Load Factors - Building Code Dead Load Live Load Earth, H Wind, W Seismic, E IBC 2015,ACI 1.200 1.600 1.600 1.000 1.000 Service Level Strength Level Shear..... Allowable Anet (Masonry) Rebar Depth 'd' Masonry Data fm Fs Solid Grouting Modular Ration' Wall Weight Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc Fy psi = psi = psi = in2 = in = Bottom Page: 1 Date: 16 NOV 2018 Code: IBC 2015,AC1 318-14,AC1 530-13 Adjacent Footing Load r Adjacent Footing Load = 0.0 Ibs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil = 0.0 ft at Back of Wall Poisson's Ratio = 0.300 Stem OK 0.00 Concrete LRFD 6.00 # 4 10.00 Center 0.630 933.3 1,849.7 2,934.1 25.9 75.0 3.00 psi = psi = psf = 75.0 Medium Weight = ASD psi = 2,500.0 psi = 60,000.0 Use menu item Settings > Printing & Title Block Title Lonac Page: 2 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... w/seismic loads This Wall in File: r:\_2018 projects\18348.10 lonac residence\_structural\engineering\ret wall.RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,ACI 318-14,AC1 530-13 License To: CG ENGINEERING Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment) : 0.1533 in2/ft (4/3) * As : 0.2044 in2/ft Min Stem T&S Reinf Area 0.720 in2 200bd/fy : 200(12)(3)/60000 : 0.12 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.144 in2/ft 0.0018bh : 0.0018(12)(6) : 0.1296 in2/ft Horizontal Reinforcing Options : One layer of : Two layers of: Required Area : 0.1533 in2/ft #4@ 16.67 in #4@ 33.33 in Provided Area: 0.24 in2/ft #5@ 25,83 in #5@ 51.67 in Maximum Area: 0.4064 in2/ft #6@ 36.67 in #6@ 73.33 in Footing Dimensions & Strengths Footing Design Results Toe Width = 1.33 ft Toe Heel Heel Width = 1.33 Factored Pressure = 2,406 0 psf Total Footing Width = 2.66 Mu': Upward = 1,717 18 ft-# Footing Thickness = 10.00 in Mu': Downward = 191 279 ft-# Mu: Design = 1,526 261 ft-# Key Width = 0.00 in Actual 1-Way Shear = 17.74 6.20 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = None Spec'd fc = 2,500psi Fy = 60,000 psi Heel Reinforcing = None Spec'd Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As % = 0.0018 Other Acceptable Sizes & Spacings Cover @ Top 2.00 @ Btm= 3.00 in Toe: #4@ 11.11 in, #5@ 17.22 in, #6@ 24.44 in, #7@ 33.33 in, #8@ 43.89 in, #9@ 5 Heel: Not req'd: Mu < phi*5*lambda*sgrt(fc)*Sm Key: No key defined Min footing T&S rein€Area 0.57 in2 Min footing T&S reinf Area per foot 0.22 in2 / t If one layer of horizontal bars: If two layers of horizontal bars: #4@ 11.11 in #4@ 22.22 in #5@ 17.22 in #5@ 34.44 in #6@ 24.44 in #6@ 48.89 in Summary of Overturning & Resisting Forces & Moments .....OVERTURNING.....MRESISTING..... Force Distance oment Force Distance Moment Item Ibs ft ft-# Ibs ft ft-# Heel Active Pressure = Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load @ Stem Above Soil = Seismic Earth Load = Total 595.5 1.94 1,157.9 190.6 2.92 555.8 786.0 O.T.M. 1,713.7 Resisting/Overturning Ratio = 1.42 Vertical Loads used for Soil Pressure = 1,974.0 Ibs If seismic is included, the OTM and sliding ratios be 1.1 per section 1807.2.3 of IBC 2009 or IBC 201 Vertical component of active lateral soil pressure IS considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS considered in the calculation of Overturning Resistance. Soil Over Heel = 456.5 2.25 1,024.8 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = 250.0 1.50 374.2 *Axial Live Load on Stem = 560.0 1,60 838.1 Soil Over Toe = 0.67 Surcharge Over Toe = Stem Weight(s) = 375.0 1.58 592.5 Earth @ Stem Transitions= Footing Weighl = 332.5 1.33 442.2 Key Weight = Vert. Component = 2.66 Total = 1,414.0 Ibs R.M.= 2,433.7 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Use menu item Settings > Printing & Title Block Title Lonae Page: 3 to set these five lines of information Job # : Dsgnr: RMK Date: 16 NOV 2018 for your program. Description.... wl seismic loads This Wall in File: rA 2018 projects\18348.10 lonac residence\_structural\eng!nee ring\ret wall.RPX RetainPro (c) 1987-2016, Build 11.16.07.15 License: KW-06058761 Cantilevered Retaining Wall Code: IBC 2015,AC1 318-14,AC1 530-13 License To: CG ENGINEERING Tilt Horizontal Deflection at Top of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defl @ Top of Wall (approximate only) 0.090 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. 11/12/2018 Design Maps Summary Report E,t= Design Maps Summary Report User -Specified Input Report Title Lonac Residence Mon November 12, 2018 16:52:23 UTC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 47.823770N, 122.35883OW Site Soil Classification Site Class D — "Stiff Soil" Risk Category I/II/III COAMPORT P09TGAMBLE . RE'SEf VATION o I ..l r' LjonwQad E"ond!r " Mountlake Terrace* if _ Bothell I PORT YAOrsf , RlvAincalrFota ,t *Shoreline 3 USGS-Provided Output Ss = 1,281 g Sti,s = 1.281 g Sos = 0.854 g Sl = 0.502 g SMi = 0,753 g SD1 = 0.502 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. r%ICF�t Response Spectrum IAJ IAA 091 O Ohs 09? 039 0.11 0X3 OAO 03) OAn afn OM Ifb I.y IA0 110 I03 3f0 Period, T 6DT) (Design Response Spectrum ONO ON 032 Oral 0.54 Q OAS 036 O__ 0.18 OD? 0". 0Xn 0-'o OAO Ofn 00) 103 1.93 IAO IbO 1.4) '1Y1 Period, T 6CO Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 5Z https://prod02-earthquake.cr. usgs.gov/designmaps/us/summary.php?template=minimal&latitude=47.8237664&longitude=-122.3588305&siteclass=3&r... 1 /1 Seismic Anal sis Design Per 2012 IBC & ASCE 7-10 Seismic Coefficients Soil Site Class D (assumed) occupancy Category II Seismic Design Category D I From Computer Program: SS = 1 �28�1 „. Lat. _ ��0^OQ�O Short & 1-Sec Period Mapped Si = 0�502 Long. _ �- 0 06'0 Aceleration Parameters MCE ( ) Sans = FaSs = 1.28 Fa —1000 ASCE 7-10 (Eq. 11.4-1) SMi = F„Si = 0.75 Fv = `150.0 ASCE 7-10 (Eq. 11.4-2) SDS = (2/3)SMS = 0.854 ASCE 7-10 (Eq. 11.4-3) SD1 = (2/3)SMi = 0.502 ASCE 7-10 (Eq. 11.4-4) Tg = CthnX = 0.22 Ct = 102 ASCE 7-10 Table 12.8-2 hn _ 25 ASCE 7-10 (Table 12.8-2) x= 0754 R Factor = 6, 5 ; (tight -Framed Wood Shear Wall) ASCE 7-10 (Table 12.2-1) IE Factor = 4=0 - (Non -Essential Facility) ASCE 7-10 (Table 1.5-2) Seismic Base Shear V = 0.044SDSI = 0.038 W (Minimum Force) ASCE 7-10 (Eq. 12.8-5) V = (SDSIW)/R = i 0.131 W (Governing Force) ASCE 7-10 (Eq. 12.8-2) V = (SD11W)/RTe = 0.345 W (Maximum Force) ASCE 7-10 (Eq. 12.8-3) _ -- - - -- i Description Seismic Base Shear By NAL Date 11/12/18 Checked Date ENGINEERING 250 4th Ave. South suite 200 Edmonds, WA 98020 Scale NITS Sheet No. 53 project Lonac Residence Job No. 18348.10 -T- to E < 11A 'I te• -d _V 1d'H 10 Cf) 0 z CL IsrT. v I xvt;lr FtN 'q.g OV ....... ... Will AM T CD 0) < 2" EAM Id fiU.L 7.' WIT -7, - 6 9T, HfP Nr 7-1 1, T :3 W -7UTH-P i VIA". @AV-,Wj nv H.L 1.76 FL OP in '47 7 L &6 5., d N. Ir cq (0 m LO Vr v cz Iff r; tn > xo ,Xt A V� E RA i�jp, -------------- - -ZN I ....9 9- 'db"' 6 GA, t';.' N 191 Ay'viql CD CN r- J-3AV, tw i A 6T LI) I 14.V Eu- 3: -M.4 .. . -3 PSCA - R - AVE'S 000 4 @W7 -41 .. .... ;- a) Ua r5b pr QO GW,60, g 01 'd A(9uNlH:) Al F.2 --4 EY 'x V ng 33 Cf E L Zwj gg O (0 . ...... ... -ter Ki:t Lu C3 r 0 0) a CD 0 0 C) C3 c) C) IT Cl) C14 A q. Q 10 E 0 0 LD In lf'QELORME I Topo North Amer! ca T111 10 e4l; X 7, I If 111 1 � I % • M. Anc: 0 % . 4� R V —1Z v;� J 1. J P r7i W, < W� M "0 > < n Ud ong m7r, 1; n id A -yr ?R -7 1 4-Eg 7- 77 'L�B , 'I �Mz 7R. Wood a 'Im fl-W-� ,L vi t. 1.7 — 'A - 1, - ft, i-j:Q ,--i4, VACH nk > 4. z,,' P.01. 00 4 �Ffr4i Ir 455.9 ft 400 ft N, Z P/L, YJ 300 ft 200ft 100ft 0 ft 1 W; -J -100 ft Omi 2,640 ft I mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -403.8 ft AvgGrade: 3 Climb Elev: 126.0 ft Desc Elev- 529.8 ft Max. Elev: 455.9 ft Min. Elev: -0.3 ft Climb Dist: 3,795.2 ft Desc Dist: 2.0 mi Data use subject to license. C DeLorme. Topo North ArnericaT l 10 www.deforme.com TN O-U i U4,OUU V = 5,2083 ft Data Zoom 11-6 S 12 K 3 WH a-, Z ,mot1P 55 Y. (60 s '£1�-"'., ,,,r.. ,1`�e I . `60T AVE' ���. ...+�.. t Sr' �F r,;Z"," 12"i b LL1% W; ).1:: C) LLJ 77 ,p AVE 6 tv �68T-i 1p 1Z T p V 'LAX, ;N . .... 7 1 > < %AJ L —R-46 ,2N �IA ;- 7- -7.4 T ........... ... . N 5 P.L I - - ,, ",7.(�RWAVE �A VE VE W 4 LL — E M 7- EV PLw -W cli .!'MPL C•. m PLW 8 VEY, —84 c:, CJ C� Iv 0) > AEa (D UJ T Z: "ag D11 > X 1381 K`e A 14 w T R-800,44 X4 "N' .."k" M11 ...... ... E D ��R- 1rt1ft6`A`VE WI' -PA ?..- C14 • A� kh 'e k1p I �14 aJ. 97T "PC IC E vi'i'v I AVE AVE a Lq C11 I AVE 5 L q =1AWUJ < —CM, t LU a EDMUNUTWA (D EL 0 qI 0 7., x 'i Z, AWUNIHZ) c, O fh r0. f!, 4 V, TN E LU L) C6 0 0 0 CO cli — E 0 Topo North AmericaT'" 10 V,, 4t, rnSerene• ti Norrileach s m (� 148TH SW 'r Plcnlc.P_olnt-North.lynnwood bill_ d ... / A Cp- 3?Meadowdale r- r !� /� ^� j - > , � BevedyAcres = ,' ,,� BTqJVAD ' 17A PL-SI'VIL 99 �) - p �o .3 3 UJ 180:HSTSW _ vL i b J " =I lY Pert lnvllle < D N47°49A26' rn m = S irk W122121.530' T l _ La 7 _ P� Alderwood-Manor Lynnwood AldervioodVillage ?£4�IL IS CedarVaEley. ^Sb "d toad monds MAtN=gip Seattle Helghis ^^ —> ads 212THST5 Q /-" +ti 3• ➢ a D 212THSTSW DIN m x Edwards Point l z v Fx WA3 ct 3. O ' ^ �STI �22 -(•N 30TH W ! . rn S?- SW ti r Wobdway 3 v E9peran• .ram'\coo �i Q i I ee3 Shy �7 ` 23 ST SW ! WACHUSETF RD Mountlake Terrace W T =. l `r`m �r �` x -- 99 rl W , .`L➢ 1 Oy ibn, i ell F� • POv' Flydale G� �� !�. - i, } m A, >� - i �.r 'mac➢... `_'t \�R- U.) N•W 2057 HSR .. yG122 _ 9T ST SW 104 244TH sr sw- _ _- 380.7 It 300 ft / -- -' NOT oa' HILL_ L 200 ft 100 ft Oft It -100 O mi 2.640 ft 1 mi 1.50 mi 2 mi 2.50 mi 3 mi 3.50 mi 4.01 mi Lin Dist: 4.0 mi Terr Dist: 4.0 mi Elev Gain: -368.9 ft Avg Grade: 3 Climb Elev: 220.2 ft Desc Elev: 589.1 ft Max. Elev: 380.7 ft Min. Elev: -0.1 ft Climb Dist: 1.1 mi Desc Dist: 1.9 mi Data use subject to license. n+ Scale 1 : 62,500 * 0 x x x� © DeLorme. Topo North AmericaT"' 10. � nw(,s,a•EI , x , ,x r www.delorme.com 1" = 5,208.3 ft Data Zoom 11-6 Wind Design (ASCE 28.5 Enclosed Simple Diaphragm) 2015 IBC ASCE 7-10 Building Exposure Exp.= B Section 1609.4 Section 26.7.3 Basic Wind Speed V= 110 Per Jurisdiction Risk Category IW= II Table 1.5-1 Top of Roof Height (feet) h= 25 Mean Roof Height (feet) hmean= 18 Building Length (feet) L= 56 Building Width (feet) W= 43 End Zone Width, a (feet) a= 4.3 Figure 28.6-1 Roof Angle Angle= 22.6 Design Wind Pressure, PS30A Ps30A= 25.3 Figure 28.6-1 Design Wind Pressure, P530B PON= -1.33 Figure 28.6-1 Design Wind Pressure, PS30C P530c= 17.54 Figure 28.6-1 Design Wind Pressure, p530n P530D= 0.208 Figure 28.6-1 Design Wind Pressure, P130E P530E= -16.65 Figure 28.6-1 Design Wind Pressure, PS30F P530F= -15.27 Figure 28.6-1 Design Wind Pressure, P53OG P530G= -11.68 Figure 28.6-1 Design Wind Pressure, PS30H POOH= -11.94 Figure 28.6-1 Design Wind Pressure, Ps30EOH P530EOH= -25.85 Figure 28.6-1 Design Wind Pressure, PS30GOH P530GOH= -20.98 Figure 28.6-1 Height/Exposure Adjustment, A Amaz 1.00 Topo. Effect Coeff., K, K,t= 1.00 Vasd = Vu1t*d0.6 Section 1609.3.1 ULT ASD p5=X*Kzt*P530 =A*Kzt* s3O*O.6 25.3 15.2 Ps30A= Ps30B= -1.3 -0.8 P530c= 17.5 10.5 PS30D= 0•2 0.1 Ps30E= -16.7 -10.0 P530F= -15.3 -9.2 Ps30G= -11.7 -7.0 PS30H= -11.9 -7.2 PS30EOH= -25.9 -15.5 PS30GOH= -21.0 -12.6 Description By Date NAL 11 12 2018 Checked Date ENGINEERING wind summary Scale Sheet No. 250 4th Ave South NTS Project Job No. Suite 200 Edmonds, WA 98020 Lonac Residence 18348.10 _ 4MDescription By 9AL Date W/tJb LOA Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Project Job No. Edmonds, WA 98020 pEtK OINiN4 KITcU 614 EXFaTiNb NOUff w G 44&4- W JD /�IAJI.rS PLd�oiLt' MMifi *�LE.JhTlCr1 wcaT C�(<�hTl url (ENTRY) _ Z �wlr.a. DO NOT DCI1L! OIMlNDIOND FROM- "DDAVNNOl. wNmeN INFONMwnoN DU --DES CNwPNIC INFO. wINGOw/ports- s�(rlpel.s (N) UNIT io JN If To Elix wlIzhTsp 0 I�'T CAI ,,io R�hlrJ W F Z w m ¢ a- J V g$ Q Q }g ♦— ag WZ�� age . 0od w s U w C c Cll ~ U U LU f-- �._ M U a Q R Z UO3 Zt`w O0; J C3s Q g 3or�'3osaie ReWsions rcr ?, 46 ' r 1. Z k R I t4 (vi) F uvINL t7�, h - ' l 14 � d I , 1 ' DO NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION S IPERCEDES GRAPHIC INFO. 'W 2 rr r^ a � 2.1 101 P I I I I i a P-0 vw JL— up I I �uNar�r/s7'aL v 6NrY p or I;I � Plot* ' L r- b i t,49w6rL LI'yel- rw-14 DO. NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION• SUPERCEDES GRAPHIC INFO. .. .Seismic Forces -Vertical Distribution Refer to ASCE 7-10 Section 12.8.3 k r - Diaphragm DL Area wog Story k w; = h; k; i wX . hX , 1 Sum Level (Psf) (ft2) (kips) ' Elev. (h) -Shear - (k-ft) Ew; = h k j FX Fx ___... - - Roof Framing 17 = 2175 37.0 18 = :, 666 0.60 4.9 4.9 2nd Framing ! 22^' 2245 ` _ 49.4 9 445 0.40 3.2 8.1 - E _� 86.365 - 1110 1.00 8.1 - Base Shear (ULT) ! 11.3kips --c__.. ___..-.._._........ _ Base Shear (ASD) 8.1 kips 1 ' note that all table forces are ASD 'Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 - Diaphragm Rho Shear Sum Level P FX Fx Roof Framing t �1:3 6.3 6.3 _ - _- - - -- --... - -- - - - -_... .. -_ 2nd Framing 1.3 4.2 10.5 E = 10.5 -- --- - ---- - -------....-- -- - -- ._... Diaphragm Forces -Vertical Distribution -- -------_ .Refer to ASCE 7-10 Section 12.10.1.1 Diaphragm w; 7 wi F; E Fi E F; . wpX FP% (Min) FP, (Max) FPX Level (kips) (kips) (kips) (kips) E w; i o.zsoslw,,o.aspslw,Govern -_ Roof37.0 37.0 4.9 4.9 4.9 4.5 i 9.0 4.9 _ _Framing 2nd Framing 49.4 86.4 3.2 8.1 4.6 6.0 I 12.1 6.0 - -------_- ----- ------ -- --..._.__.. I i Description i ,Seismic & Diaphragm Force Distribution By NAL i Date 11/12/18 Checked Date O ENGINEERING scale NTS sheet No. 250 4th Ave. South Suite Zoo _ 63 project Lonac Residence Job No. Edmonds, WA 98020 18348.10 tUUppor Floor Shear Walls -Wails 13ellow111 the Roof Framing j Story HT =; 9 Fx (EQ) - 2.3 kips (Story Shepn I Fx (YAnd) = 3.0 kips (Story Shear) I Wall HT - I 8 Max hrw 1 3.5 Wx 85.2 PLF seismic Sus = 0.85 Wx= 111.1 PLF wind X-Direction Walls Wall Line Wall Mark SW Len th Trib Width EQ 2wfh EQ Shear Wind Shear SW Callout Reduced HD Len th Gross Uplift Gross Uplift 0.64.14sd o 0.6 • DL Net Uplift Hold-down Line Load Line Load End 11 End I End 11 End End I End j End I Endj A 1 9 13.5 1.0 128 119 SW6 8.5 12 1.6 1.4 1.4 Seismic loads LL-a 1.5 and only 1.6 wind along this 0.1 bads wall 0.1 are from line. None proposed None addition 1.2 1.5 R 1 1.5 1 13.5 0.4 0.3 NA NA 5! 429 0 �� #NIA #WA 1.0 0.5 ####W! ###### 8A 0.0 0.1 0.1 0.1 0.1 0.1 t#t## #### iXklFtNtf 1.2 0.1 0.1 0.1 #### No# h!#' Seismic and wind loads are from proposed addition loads only along this wall line. 1.5 Sh-111: 1/I ah.thing W HF studs NO 0 pit SW6 8dQ6'o.c. 242 pit SW4 8dQ4'o.o. 350 pit SW3 Sd®3'o.c. 455 pit SW2 8der..e 595 pit 2SW4 8dQ4'o.e. 7D6 pit 2SW3 adQ3'o.c. 910 pit 2SW2 8dQ7o.c. 1190 pll R.Calc 7200 pit H.Id- Table (Ftoa Clear Span = 16') Nil 0 Yips None 0.5 kips MST37 (2)-2x HF 2345 kips MST48 (2)-2x HF 3.640 kips MST60 (2).2x HF 5.405 kips MST72 (2)-2r NF 6.475 Mps kips kips kips kips Re Calc 6.5 kips 1Input Cell Input Cell w/ Formula 01 r Upper Floor Shear Walls NAL 11/13/18 Checked Date X-Direction ENGINEERING Seale NTS Sheet No, 25041h Ave. South Project Job No. Suite 200 Lonac Residence I Edmonds, WA 98020 18348.10 b FU6cerFloor Shear Walls�VJallsBel'ovi the Raof Fiamtn0 _- Y- Direction Walls Fy (EQ) _ - -- 6,3 kips (Story Shear) Story HT = 9 F win =- 4.8 kips Sto Shear Well HT = 8 Max h!w 3.5 Wy= 113 PLF seismic S. 0.85 Wy= 86 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trlb Eq EQ Wind SW Reduced Gross Grass ryas t4se,1 0.6•DL NetU IIR H01 own Line Llne Line Mark Len th Width 2wlh Shear Shear Cailout HD Length Uplift Uplift End i End End I End End i End End i End Load Load 1 A A=` = 125y � 1.0 100 55 SW6 � 13.5 0.9 0.7 0.6. 0,6. 0:6: "0.6 0.4 0.4 None None 1.4 1.1 fSeismic and wind loads are from proposed addition loads only along this wall lire. 2 A '. 5 _; ;c z28`~t 1.0 203 111 SW6 ''15.0 :. 1.9 1.4 0.8 <0.8. :0.9. 09. 1.1 1.1 MST37 MST37 3.2 2.4 mic and wind loads are from proposedon g:4ditl loads and existing structure loadsg :his wall line'_ sE.;t_ 56.0 6.3 4.8 Input Cell Input Cell w/ Formula CM Description Upper Floor Shear Walls By NAL Dale 11/12/18 Checked Date v - Y-Direction Sale NTS Sheet No, ENGINEERING 2504th Ave. South Suite200 �S Project Lonac Residence Sob No. Edmonds, WA98020 18348.10 !Main Floor Shear Walls- Walls Below the Upper Ftoor Framing Fx(EQ)=- 4.2 kips (Story Shear) Fx (wind) = 3.6 kips (Story SheaO nf... Wx- 98 PLF seismic Wx= 84 PLF wind X- Direction Walls �Fro.l::u. EQ Gross U lift Wind Gross Uplift EQ Wind Net Uplift From Above Governing Net U IIR EQ Lino Load Wind Line Load Wall Line Wall Mark SW Len tit Trlb Width EQ 2wlh EQ Shear Wlnd Shear SW Callout Reduced HD Len ih e.sa.l4s o 8.6.0E Hold-down End 1 End End I Entl End I End EndIlEndjl End i I End A 1 11.5 21.5 1.2 1.5 1.0 316 236 SW4 11.0 3.0 3.1 1.5 i. Seismic addition 1.5 and [pads 1.7 wind only 1.7 loads along 0.1 are from this 0.1 proposed -11 line. 1.6 1.6 HDU2 HDU2 3.6 3.8 B 1.2 1.5 �J lie 1.2 1.5 C 1 0 21.5 .D 0.0 t5 ! Seismic loads and only wind along this loads are wail from line. proposed addition 2.9 2.8 21 44.V Sheenn0s: VT shealhiag vd HF studs Nil - 0 pit SW6 ed@W:e 242 pit SW4 Bd®4•.<. 350 pit SW3 ed®T<.<. 455 pit sm 8d®2-o.<. 695 ptf 2SW4 8d®4-o.n 706 ptf 2SW3 Bd@3'0.c 910 p1t 2SW2 ed®2'o.a. 1190 plr Relst< 1200 pit C G 0 v- ENGINEERING 260 4th Ave. South Suite 200 Edmonds, WA 98020 Hold- Table Nil 0 kips None 0.5 tops HDU2 (2f21 HF 1215 Ups HDU4 (2f2x HF 3.3 kips HDUS (2}2r HF 4.1 kips HDUS 4x DFp2 7.0 kips HDU71 6.6 DFt1 0.5 kips HDU14 6xe DFe1 14.4 kips kips kips Re-0a1c 14.5 1 Wps X-Direction nce Walls Input Ccll Input Cetl wl Formula NAL 1 cked Date le Sheet No. NTS No. 18348.10 (MaiaFtoarSliear:Walls-Walls8elow the U6aerkioor-Fiamina I Y-DlrecHon Walls Fy(EQ)=-'= 4.2 kips(Story Shear) Story HT = 9 F (wind)= 5.7 kips(Story Shear Wall HT= 8 Max h/w 3.5 IWy= 75 PLF seismic So,= 0.85 VVY- 102 PLF wind Line Load EQ Wind EQ Wind Net Uplift Governing EQ Wind Wall Wall SW Trib From Above EQ EQ Wind SW Reduced Gross Gross (a6a.t4s 0.6'OL From Above Ne[U lift Hold-down Line Line Line Mark Len th Width EQ Wind 2wlh Shear Shear Callout HD Length Uplift Uplift Endl EndEnd 11 End End I End I End 11 End End End Load Lead 1 A 3. '> :12;6 `• 1.4 1.1 1.0 195 140 SW6 ''ills:. 1.8 1.8 0,4 .0.4. 6.6. 0.5 0.0 0.0 t4 1.4 HOU2 HDU2 2.3 2.3 Seismic and wind loads are from proposed >-' addttion toads only along this wall line. 2 A 28 28 ` 3.2 2.4 1.0 188 134 SW8 t:27.5.. `.: 1.7 1.7 1.5 i.5. 1.6 ,1.8. 1.1 0.0 1.3 0.2 HDU2 None 5.3 5.3 Xf ,r •.= I�Seismic and wind loads are from proposed I addition loads and existing structure loads _ along this wall line. N �£ 66.0 4.6 3.5 8.8 9.2 h Input Cell Input Cell wf Formula Description By Date Main Floor Shear Walls NAL 11/14/18 Checked Date Y-Direction ENGINEERING Scale Sheet No. NTS 250 4th Ave. South Project Job No. Sulte200 Lonac Residence Edmonds, WA98020 18348.10 q�o ASD IN -PLANE SHEAR (lb.) for WSW installed on TimberStrand"' LSL or Parallam9 PSL (prior to adjustments for beam deflection) Model ID Height, h (in.) Seismic Design Wind Design Allowable Shear, V Ob.)Shear Drift at Allowable (in.) Allowable Shear, V Ob.)Shear Drift at Allowable (in.) WSW12x8 93'/ 580 0.42 715 0.53 WSW18x8 93%4 1.490 0,42 1,7 5 0.53 WSW12x9 105'/4 500 0.47 615 0.60 WSW18x9 105'/4 1,240 0.47 1 500 0.60 WSW 18x10 117'/4 .095 0.52 1 1,335 0.67 WSW 18xl 1 129'/4 900 0.58 1,110 0.73 WSW 18xl2 141'/ 715 0.63 875 0.80 1. Allowable load shall be reduced as required due to added horizontal deflection of the panel from beam vertical deflection. 2. Anchor rod tension at design shear load and including the effect of axial load may be determined using the following equation: vw w` b fit! 19 t 12 a . O S a. T=[(Vxh)/B] -P/2 t,JSW iZ 05 w/; , x,2" (Poo 0 c &K * o� Where: W S W 18 :) .057 W-/: , x/ 8" _ Cf 0 0 J# e- 1 Sov 9 c. T = Anchor rod tension load (lb.)+ S / Sr,' e.: 1.2,K /t1 g "* t y') :. Ott u./, V = ASD Design Shear load (lb.) L'i5 W . o H x r 2 " : `f eo S 4 Soo # h = Strang-Wa11r WSW height (in.) o P = Applied axial load (lb.)°7 Xlg.. B = Moment arm, centerline of anchor bolt to center of compression area (in.) B Dimension: WSW12 = 8-1/16", WSW18 = 13-15/16" Wall WSW-BPKT Length, Model Model L (in.) WSW12 WSW-BP12KT 18 WSW18 WSW-BP18KT 24 1. WSW -BP Kit includes (2) 3/8" thick WSW -BP plates and (8) SDS'V4" x 3%." screws required for installation. i The information in this letter is valid until 12/31/2018 when it will be re-evaluated by Simpson Strong -Tie. Please visit strongtie.com for additional pertinent information. If you have questions or need further assistance regarding this matter, please contact the Simpson Strong -Tie engineering department at (800) 999- 5099. Sincerely, SIMPSON STRONG -TIE COMPANY INC. Page 2 of 3 L-L-W8WWDBEAM16 Simpson Strong -Tie Company Inc. 5956 West has Positas BodHmrd Pleasanton, Cafifomra, 94588 Phone: 8W.999.5099 VAWI.Stron O.00m �6 —.000004, 14 CS 1 1 1 i A Portal Frame with Hold Downs for Engineered Applications The APA portal -frame design, as shown in Figure 1, was envisioned primarily for use as bracing in conventional light - frame construction. However, it can also be used in engineered applications, as described in this technical topic. The portal frame is not actually a narrow shear wall because it transfers shear by means of a semi -rigid, moment -resisting frame. The extended header is integral in the function of the portal frame, thus, the effective frame width is more than just the wall segment, but includes the header length that extends beyond the wall segment. For this shear transfer mechanism, the wall aspect ratio requirements of the code do not apply to the wall segment of the APA portal frame. Cyclic testing has been conducted on the APA portal -frame design (APA 2012). Recommended design values for engi- neered use of the portal frames are provided in Table 1. Design values are derived from the cyclic test data using a rational procedure that considers both strength and stiffness. The Table 1 values in this report were developed using the CURES cyclic test protocol (ASTM E2126), using a flexible load head. Earlier testing was conducted using rigid load heads and the sequential phased displacement (SPD) method, as outlined in SEAOSC (1997) Standard Method of Cyclic (Reversed) Test forShear Resistance of Framed Walls for Buildings. The design values in Table 1 ensure that the code (IBC) drift limit and an adequate safety factor are maintained. For seismic design, APA recommends using the design coefficients and factors for light -frame (wood) walls sheathed with wood structural panels rated for shear resistance (Item 15 of Table 12.2-1 of ASCE 7-10). See APA Report T2004-59 for more details. For designs where deflection may be less of a design consideration, for example, wind loading while the portal frames are used in tandem with each other, and not used as conventional shear walls, a load factor of 2.5, based on the cyclic test results is used. Since cyclic testing was conducted with the portal frame attached to a rigid test frame using embedded strap -type hold downs, design values provided in Table 1 of this document should be limited to portal frames constructed on similar rigid -base foundations, such as a concrete foundation, stem wall or slab, and using a similar embedded strap - type hold down. ® 2014APA— ne EngUieered R'ood Associntlon 0 Table 1. Recommended Allowable Design Values for APA Portal Frame Used on a Rigid -Base Minimum Width Maximum Height Allowable Design (ASD) Values per Frame Segment (in.) (ft) Shearl•Al (lbf) Deflection (in.) Load Factor 8 850 0.33 3.09 16 10 625 0.44 2.97 8 1,675) 0.38 2.88 �q 10 1,15 0.51 3.42 Foundation for Wind or Seismic Loadine,'-e'd1 -7, 5 1,L/ er 93 21 r1$t,* (a) Design values are based on the use of Douglas -fir or Southern pino framing. For other species of framing, mullipIy the )ns a shear design value by the specific gravity adjustment factor -(I —(0.5 —SG)), where SG = specific gravity of the actual framing. This adjustmholl not be greater Ikon 1.0. (b)iii,(n nstruction as shown in Figure 1.F (c)s are for I;Tingle portal -frame segment one vertical leg and a portion of the header). For multiple porlol-frome segments, the allowable shear es e e ltdifl8 ulfip ie ythe number of frame segments (e.g., two = 2x, three = 3x, etc.). (d) Interpolation of design values for heights between 8 and 10 feet, and for porlotwidths between 16 and 24 inches, is permitted. (a) The allowable shear design value is permitted to be multiplied by a factorof 1.4 for wind design. (f) If story drift is not a design consideration, the tabulated design shear values are permitted to be multiplied by factor of 1.15. This factor is permitted to be used cumulatively with the wind -design adjustment factor in Footnote (e) above. Figure 1. Construction Details for APA Portal -Frame Design with Hold Downs Extent of header with double portal frames (two braced wall panels) Extent of header with single portal frame (one braced wall panels) 2'to'8'rough width opening / forrsingle or double portal No wall height ' Min. 3' x 11-1/4' net header FIFostern steel header not allowed j l sheathing to header with ed common or 12' ; nized box nails at 3' grid pattern as shown max total ! Headerta'ack-stud strapper wind design. wall J ! i Min 1000 ibf on both sides of opening opposite hei)lit I•i i•; side of sheathing. 10, •? {i Min, double 2x4 framing covered wilh min 3/8' °ht I thick wood structural panel sheathing wilh hn i( 8d common or galvanized box noils at 3' o.c. in all framing (studs, blocking, and sills) typ. ;t Min length of panel per fable 1 Min (2) 3500 lb strap -type hold-downs (embedded into concrete and nailed into framing) - Min reinforcing of foundation, one #4 bar /r top and bottom of fooling. Lap bars 15' min. Min fooling size under opening is 12' x 12'. A turned -down slab shall be permitted of door openings. Min (1) 5/8' diameter anchor boll installed per IRC R403.1.6 — with 2• x 2' x 3/16' plate washer Header to lack -stud strop per wind design min 1000lbf on both sides of opening opposite side of sheathing Fasten top plate to header with two rows of 16d sinker nails at 3' o.c. typ Min. 3/8' wood structural panel sheathing If needed, panel splice edges shall occur over and be nailed to common blocking within middle 24' of portal height. One row of W o.c. nailing is required in each panel edge. Typical portal frame construction Min double 2x4 post (king and lack slud). Number of Wck studs per IRC fables 502.5(I) 8 (2). Min 1000lb hold-down device (embedded into concrete and nolled into framing) q 2014 APA —The Enghitered Wood Asseclatlon 30 References APA, 2004, Confirmation of Seismic Design Coefficients for the APA Portal Frame, APA Report T2004-59, APA—The Engineered Wood Association, Tacoma, WA. APA, 2012, Effect of Hold -Down Capacity on IRC Bracing Method PFH and IBCAlternate Method, APA Report T2012L-24, APA— The Engineered Wood Association, Tacoma, WA. ASCE, 2010, Minimum Design Load for Buildings and Other Structures. ASCE 7. American Society of Civil Engineers. Reston, VA. ASTM E2126-11, Standard Test Metliods for Cyclic (Reversed) Load Test for Shear Resistance of Vertical Elements of the Lateral Force Resisting Systems for Buildings, ASTM International. West Conshohocicen, PA. SEAOSC,1997, Standard Method of Cyclic (Reversed) Test forShea- Resistance of Ftnmed Walls for Buildings, Structural Engineers Association of Southern California. Whittier, CA. We have field represenlolives in many major U.S. cities and in Canada who can help answer questions involving APA Trademarked products. For additional assistance in specifying engineered wood products, contact us: APA HEADQUARTERS: 7011 So.191h St. •Tacoma, Washington 98466 • (253) 565.6600 • Fax: (253) 565.7265 APA PRODUCT SUPPORT HELP DESK: (253) 620.7400 • E-mail: help@apawood.org M111It111!1!* Form No. TT-100F Revised April 2014 DISCLAIMER: The Information contained herein is based on APA — The Engineered Wood Association's continuing programs of laboratory testing, product research, and comprehensive field experience. Nolther APA nor its members make any warranty, expressed or implied, or assume any legal liability or responsibility for the use, application of, and/or reference 10 opinions, findings, conclusions, or recommendations included in this publication. Consult your local jurisdiction or design professional to assure compliance with code, construction, and Performance requirements. Because APA has no control over quality of workmanship or the conditions under which engineered wood products are used, it cannot accept responsibility of product performance or designs as actually constructed. APA ® 2014 APA — The Engineered WoodAssocladon 3I DO NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. I i 1 Seismic Forces - Vertical Distribution I : ! i ' Refer to ASCE 7 10 Section 12.8.3 k Diaphragm E DL ! Area WDL E Story wl. hik wx. hxk Shear Sum Level (psf) {ftZ j (kips) j Elev. (h) (k-ft) Ewl • hi ` Fx Fx -- - - a Roof Framing 7.'f lis ` , 'i9G `"' 5.,:,.; 16.3 ,,:1(8;:._r' 294 0.61 2.1 - 2.1 ERR 2nd Framing :2 - 190 0.39 1.4 3.5 - E - 37.479 - 484 1.00 3.5 - - Base Shear (ULT) 4.9kips Base Shear (ASD) , 3.51 kips * note that all table forces are ASD Seismic Forces - Vertical Distribution Including Rho Refer to ASCE 7-10 Section 12.3.4.2 Diaphragm Rho Shear Sum ---.. Level p Fx Fx Roof Framing 1 3 = 2.8 2.8 2nd Framing 1.3 1.8 4.6 E = 4.6 - - Diaphragm Forces - Vertical_ Distribution Refer to ASCE 7-10 Section 12.10.1.1 ; I I --- -- Diaphragm wi Ew; FI E FI E Fl.wpx Fp (Min) F. (Max) Fpx - Level (kips) j (kips) (kips) ; (kips) E w; 0.2So81w, OAspsiww, Govern Roof Framing 16.3 16.3 2.1 2.1 2.1 2.0 4.0 2.1 2nd Framing 21.1 37.5 1.4 j 3.5 2.0 2.6 5.2 2.6 Description Seismic & Diaphragm Force Distribution By NAL Date 11/12/18 Checked Checked Date ENGINEERING Scale Sheet No. NTS 250 4th Ave. South Suite200 Project Lonac Residence South Side lob No. 18348.10 Edmonds, WA 98020 (Upper Floor Shear Walls -Walls Below the Real Framing X - Direction Walls Fx (EQ) - 2 kips (Story Shear) Story HT=' 9 A t� GGcrT Sta S a Wall FiT= 8 /�� `,j� (,.O r�s,.3s 54W Max 1 3.5 y Wx= 1400.0 PtF seismic Sos= 0.85 Wx = 1500,0 PLF wind EQ Wind EQ Wind Governing EQ Wind Wall Wall SW Trih EQ EQ Wind SW Reduced Gross Gross o.sa.tu o 0.6 • DL Net U Iln Hold-down Line Line S 2.0 2.8 3.0 Input Cell Input Celi vA Formula Description Upper Floor Shear Walls NAL Dale 11/13/18 Checked Checked Date X-Direction ENGINEERING some NTS Sheet No. 25041h Ave. South Suite 200 project Lonac Residence South Side Job No. Edmonds, WA 98020 18348.10 Llne Mark Len th Width 2w8t Shear Shear Callout HD Lan th Uplift Uplift Load Load End I End End I End End I End End I End A 1 1.4 1.5 g 1 L4 1.5 Shesrcnlls: i? Ehealhing wl HF Elude Nil - 0 pll SWB Bd®ti o.c. 2I2 pll $W4 8d�<'o.a 350 pll SW3 BtlQ3'a,C <55 pit SW2 8dQ2'o.e. 598 pit 25Wd Bd�O'o,c 70fi pit 28YJ3 ed®3'o,c 910 pit 2gW2 8d®io.c. it90 Pp no -cam tzoo pu 1loldpvm TBDIe {Flow Clea[ Spen = 16') Nil - 0 kips None - 0.5 kips M5T37 (2}Di HF 2.345 kips Mgida (2}ix HF 3.8<0 kips M5T80 (2}?x Hf 5.{05 kips M6T72 (2}2x HF 6A75 kips kips kips kip kiq ReCelc 6.5 kips Sheanvalls! 1f2'sheathing w/ HF studs Nil - 0 pif SW6 8d@6'o.0. 242 pit SW4 ed@4'o.e. 350 pif SW3 Ild@3b.a 455 pit SW2 8d@2'o,e. 595 pif 23W4 8d@4'o.e. 706 pif 2SW3 8d@3'o.e. 910 pif 2SW2 8d@2'aa 1190 Of Re -Cale 120D pit C G ENGINEERING 250 4th Ave- South Suite 200 Edmonds, WAM20 Hold." Table Nil D kips None - 0.6 kips HOU2 (2}2 HF 2.215 kips HOU4 (2}2x HF 3.3 kips HOU6 (2)-a HF 4.1 kips HDU6 4x OFk2 7.0 kips HOWL US DF*1 9S kips HOU14 ek6 DF#1 14.4 kips kips kips Re-Cele - 145 kips Main Floor Shear Walls X-Direction Lonac Residence Input Cell Input Cell w/ Formula NAL j 11/13/18 Checked Dale Scale Sheet No. NTS Job No. 75 18348.10 www.hliti.us Profis Anchor 2.7.8 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 1o/1712018 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate; Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) HIT-HY 200 + HAS-E 5/8 het,act = 12.00D In. (haf,il, it = - in.) 5.8 ESR-3187 3/1/2018 1 3/1/2020 Design method ACI 318-11 / Chem eb = 0,000 in. (no stand-off); t = 0.250 in. Ix x ly x t = 3.000 in. x 3.000 in. x 0.250 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 2500, f�= 2,500 psi; h = 24.000 in., Temp. short/long: 32/32 °F hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (D.3.3.4.3 (c)) Shear load: yes (D.3-3.5.3 (a)) n - user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] 1AAX v Pt t F - NM";M IC—� N f 0 CPO 5 Inpuldata and results must be checked for egreemenlwdth the exIsling conditions and for plausiblilyl PROMS Anchor(c) 2003.2009 HMI AG, FL•9494 Schean HIII Is a registered Trademark of HHOAG, Schean _�b www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: Profis Anchor 2.7.8 Page: 2 Project: Sub -Project I Pos. No.: Date: 10/17/2018 2 Proof I Utilization (Governing Cases) Design values [lb] Utilization Loading Proof Load Capacity YN / N PAI Status Tension Concrete Breakout Strength 2,850 2,871 100 / - OK Shear - - -/- - Loading PN Ov Utilization pnx r/a] Status Combined tension and shear loads - 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties Any and all information and data contained In the Software concern solely the use of HIM products and are based on the principles, formulas and security regulations in accordance with Hilli's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user, All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. Ifyou do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the HIM Website. H!it! will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement will the existing conditions and for plauslbidlyl PROFIS Anchor (c) 2003.2009 HIM AG, FL-9494 Schean HIM Is a registered Trademark of HIIII AG. Schasn www.hilti.us AJILJ Profis Anchor 2.7.8 Company: Page: 1 Specifier: Project: Address: Sub -Project I Pos. No.: Phone I Fax: Date: 10/17/2018 E-Mail: Specifier's comments: 1 Input data - r Anchor type and diameter: HIT-HY 200 + HAS-E 5/8 Effective embedment depth: h.r.,t = 12.000 in. (heriml = - In.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 3/1/2018 i 3/1/2020 Proof: Design method ACI 318-11 / Chem Stand-off Installation: eb = 0.000 in. (no stand-off); t = 0,250 in. Anchor plate: IX x ly x t = 3.000 in. x 3.000 in. x 0.250 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 2500, f,' = 2,500 psi; h = 24,001) in., Temp. short/long: 32/32 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar n - user Is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry [in.] & Loading [lb, in.lb] z MAX VP1_1T:7T (wtfaD) 5 Y- Input data and results must be checked for agreement YAth the existing conditions and for plauslbilltyl PROMS Anchor( c) 2003-2009 HIM AG, FL-9494 Schoen Hllti is a regislered Trademark of HII9 AG, Schaen 79 www.hiitl.us Profis Anchor 2.7.8 Company: Specifier: Address: Phone I Fax: E-Mail: 2 Proof I Utilization (Governing Cases) Page: 2 Project: Sub -Project 1 Pos. No.: Date: 10/17/2018 Design values fib] Utilization Loading Proof Load Capacity pH / Pv [%] Status Tension Concrete Breakout Strength 3,800 3,828 100 / - OK Shear - - -/- - Loading PH jar Utilization pa,v[%] Status Combined tension and shear loads 3 Warnings • Please consider all details and hints/warnings given in the detailed reports. Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilo products and are based on the principles, formulas and security regulations in accordance with Hilo's technical directions and operating, mounting and assembly instructions, eta, that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use -specific tests are to be conducted prior to using the relevant Hilo product. The results of the calculations carded out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilo on a regular basis. if you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt! Website. Hilo will not be liable for consequences, such as the recovery of lost or i damaged data or programs, arising from a culpable breach of duty by you. Input data and results must be checked for agreement vAih the wdsdng conditions and for plauslbilllyl PROFIS Anchor( c) 2003.2009 Hills AG, PL-9494 Schaan HOU is a registered Trademark of HIIB AG, Schaan �9 Q C � ENGINEERING civil & structural engineering & planning a?y C®?Y REVISION, AUG 2 o 2019 BUILDING DEPARTMENT CITY OF EDMONDS ADDI STRUCTURAL CALCULATIONS Lonac Residence Remodel 19243 941h Ave W Edmonds, WA 98020 0811912019 250 4th Ave 5 Ste 200 Edmonds, WA 98020 Phone: (425) 778-8500 CG Project No.: 18348.10 Fax: (425) 778-5536 uz aw$-ASS 7 Project Location 19243 94th Ave W Edmonds, WA 98020 Project Description An existing single family residence is undergoing alterations. The existing roof and upper story wall framing above the garage will be removed and replaced with new framing. The new upper level framing will consist of manufactured trusses and wood framing. The entry framing is also being revised. Scope of Work Provide structural calculations in accordance with current building code. Basis of Design Dead Loads Roof 12 psf Floor 12 psf Live Loads Roof 25 psf (snow) Floor 40 psf Deck 60 psf Wind Parameters 110 MPH Wind Speed, 3-Sec Gust Exposure Category B 1, = 1.0 (Non -Essential Facility) Mean Height = 18' Above Grade Elevation Seismic Parameters V=Wp*[Sds/(R/le)] = .845/(6.5/1) = Cs*Wp Sds = .845 le = 1.0 (Non -Essential Facility) Wp = Seismic Dead Weight of Stucture Description By NAL Date 8/ 20/ 2019 Checked Date Project Summary ENGINEERING Scale NTS Sheet No. 250 4th Ave South project Job No. Suite 200 Edmonds, WA 98020 Lonac Residence 18348.10 aK Q 1. %L. y2f 8P CIF Fb v ib, P.,W-AM 4=0X pc2TA z-- )-0 4Af ~ uffci-Lryet, rgPX �14,- ,! Lev€I.(ZOOF F"N& PI.M %1 PI).NOT SCALE DIMENSIONS FROM ,DRAWINGS. WRITTEN INFORMATION 31IPERCEDE3 GRAPHIC INFO. 3 COMPANY PROJECT W dWorks O Aug.19,201913:36 RidgeBeam Design Check Calculation Sheet WOodWodcs Sizer 11.1 - Loads: Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing lengths (In) 30.644' --�' 3 ,5' "Minimum bearing length govemed by the required width of the supporting member. Ridge Beam Glulam-Unbal., West Species, 24F-1.8E WS, 6-3/4"x99-1/2" 13 laminations, 6-3/4" maximum width, Supports: All - Timber -soft Beam, D.Fr-L No.2 Total length: 30.64'; Clear span: 30.356'; volume = 28.0 cu.ft. Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2016: Additional Data: FACTORS: F/E(psi)CD CM Ct CL Cv Cfu Cr Cfrt Dotes Cn-Cvr LC# Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 24050 1.15 1.:% 1.00 0.896 0.893 1.00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 EmLny' 0.05 million 1.00 1.00 - - - - 1.00 - - 2 only the lesser of CL and CV is applied, as per NDS 5.3.6 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+S, V max = 7233, V design = 6428 lbs Bending(+): LC #2 D+S, H = 55153 lba-ft Deflection: LC #2 = D+S (live) LC #2 D+S (total) D=dead live S=snow W=wind I -impact Lr=roof live Le -concentrated E-earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 7507e06 lb-in2 "Live^ deflection = Deflection from all non -dead loads (live, uind, s ow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection.n Lateral stability(+)- Lu = 30.50' Le = 56.13' RB = 17.0 Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NDS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate foryour application. 3. Glulam design values are for matedals conforming to ANSI 117-2015 and manufactured in accordance with ANSI A190.1-2012 4. GLULAM: bxd = actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the pmvlsi0ns 0f NOS Clause 3.3.3. 6. GLULAM: bearing length based on smaller of Fcp(lension), Fcp(comp'n). Load Tyoe Distribution ¢at- Location Ifti 14agnitude Unit tern Start End Stazt End D Oead Ful ALea i 0 12.00') psf s snov Full Acea 25.00112.00') psf self-uei ht Gead Full UDL 30.3 lE Unfactored: Oead Snow 2fi66 4597 2668 9597 Factored: Total 7265 7265 Bearing: Capacity Beam 7556 7556 Support 7265 7265 Des ratio Beam 0.96 0.96 Support 1.00 1.00 Load comb #2 #2 Length 1. 72 1.72 Min req`d 1.72•• 1.72•• Cb 1.00 1.00 Cb min 1.00 1.D0 Cb support 1.00 1.00 Fc sup b25 625 Criterion Anal sis Value Design value unit Anal sia/Deal n Shear £v = 3 305 pst fv Fv' 0.24 mending{+1 fb 1597 Eb` 2464 psi fb/Eb' 0,63 Live Defl'n 0.78 + L/970 1.02 = L/360 in 0,77 Total Defi'n 1.46 = L/251 1.52 = L/290 in 0.95 COMPANY PROJECT W d"Works O Aug. 19, 201913:38 Transfer Beam 1 SOFFIVAFEFOR WOOD DESIGN Design Check Calculation Sheet Wood Works Sizer 11.1 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 24.097' 24' Transfer Beam Glulam-Unbal., West Species, 24F-1.BE WS, 5-1/8"x18" 12 laminations, 5-118" maximum vddlh, Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 24.1'; Clear span: 23.903'; volume = 15.4 cu.ft. Lateral support: top- at supports, bottom- at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015: Additional Data: FACTORS: F/E(psilCD CM Ct CL CV Cfu Cr Cfrt dates Cn-Cvr LC8 Fv' 265 1.15 1.00 1.00 - - - - 1.00 1.00 1.D0 2 Fb'+ 2400 1.15 1.00 1.00 0.824 0.948 1,00 1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 3.00 - - - - 1.00 - - - E' 1.8 million 1.00 1.00 - - - - 1.00 - - 2 Eminy' 0.85 million 1.00 1.00 - - - - 1.00 - - 2 only the lesser of CL and CV is applied, as per Nos 5.3.6 CRITICAL LOAD COMBINATIONS: Shear : LC H2 D+S, V max - 3856, V design - 3856 lbs Bending(+): LC p2 = D+S, M = 45119 lbs-ft Deflection: LC k2 D+S (live) LC #2 = D+S (total) D-dead L-live S=snow (4=wind I=impact Lr=roof live L-oncentrated E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-20 / ISO 2015 CALCULATIONS: Deflection: EI - 4483e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability)+): in = 24.00' Le - 44.19' RE = 19.1 Design Notes: 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2015), the National Design Specification (NOS 2015), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117.2015 and manufactured In accordance With ANSI A190.1-2012 4. GLULAM: bxd = actual bmadfh x actual depth. 5. Glulam Beams shale De lalerelly supported according to the provisions of NDS Clause 3,3.3. S. GLULAM: bearing le th Dased on smaller of Fcp(tension), Fcp(com 'n). Load Type Distribution Pat- Location (ft7 Magnitude Unit tern Start End Start End D Dead Point 12.05 26fi8 1 s 5 Snow Point 12.05 4597 lbs Self-wei ht Dead Elrll UDL 21.2 lE Unfactored• Dead snow 1589 2299 SSB9 2299 Factored: Total 3887 3887 Bearing: Capacity Beam 388J 3887 support 4011 9011 Des ratio Beam 1.00 1.00 support 0.97 0. 97 Load comb IF2 A2 Length 1. 17 1.17 Min req'd 1.17 1.17 Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fc sup 625 625 Criterion Mal ais Value Desi n Value Unit Mal ais/Deal n Shear Ev = 63 305 pal fv Fv = 0.21 Bending(+1 fb = 1956 Fb' 2275 pal Fb/Fb' - 0.86 Live Def1'n 0. 51 L/564 0.80 = L/360 Sn 0.64 Total Defl'n 1.01 = L/285 1.20 - L/240 in 0.84 ACOMPANY PROJECT We Oct R • O rks0 Aug.19,201913:39 Transfer Beam2 SOFTWARE FOR WOOD DESIGN Design Check Calculation Sheet WODdWa,ks Si2er 11lA Loads: Load Type Distribution Pat- Location Iftj Magnitude Unit tern Start End Start End D Dead Paint 1.SB 2060 lbs s Snow Point 1.5a 3300 lbs Self-wel ht Dead Fall vOL 6.7 plf Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (in) 3.158' Uafactored: Dead Snow 1040 I1" 1040 1650 Factored: Total 2690 2690 Hearing: Capacity Beam 2690 2690 Support 4596 4596 ➢ . ratio Beam 1.00 1.00 support 0.59 0,59 Load comb 82 #2 Length 1.90 1.90 Min req'd 1.90 1.90 Cb 1.. 1.00 Cb min 1.00 1.00 Cb auppott 1:11 1.11 Fc sup 625 625 Transfer Beam 2 Lumber -Soft, Hem -Fir, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber-soll Beam, D.HI LNo.2 Total length: 3.16'; Clearspan: 2.842% volume = 0.7 cu.ft. Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nos 2015: Criterion Analysis value 0esi n Value Unit Anal sis/Deli n Shear fv 124 ev' = 372 ps fv IV' = 0.72 Bending(+I fb = 96B 11 m 1165 psi fb/Fb' 0.83 Live DeEl'n 0.03 <L/999 0.10 : L/360 in 0.11 Total OeEl'n 0.02 = <L/999 0.15 = L/240 in 0. 14 Additional Data: FACTORS: F/E(p311CD CM Ct CL CF Cfu Cc Cfrt Ci C. LCM Fv' 150 1.15 1.00 1.00 - - - - 1.00 11..00 1.00 2 Fb'+ 850 1.15 1.00 1.00 0.994 1.200 1.Do 1.00 1.00 00 - 2 Fop' 405 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.3 million 3.00 1.00 - - - - 1.00 1.00 - 2 Ervin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: shear : LC K2 D+S, V max = 2685, V design - 2685 lba Bending(+): LC 02 = D+S, M = 4028 lbs-ft Deflection: LC #2 D+S (live) LC 82 = D+s (total) D=dead L=live S=snow W-wind L=impact Lr=roof live L-concentrated E=earthquake All ,C,s are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: ➢eflection: EI = 300e0S lb-in2 "Live" de Election - Deflection from all non -dead loads Ilive, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stability(+I: I. - 3.00' Le - 6.19' RB - 7.5 Design Notes: I. Wood Works enelysjs and design are In accordance with the ICC international Building Code (IBC 2015), the National Design Specification (No$ 2015). and NOS Design Supplement. 2. Please verify Thal the default deflection limits are appropriate for your application. Wo )dWorks° SOFFIVARFFOR WOOD DFSIGN COMPANY PROJECT Aug. 19, 201913:40 Transfer Beam 3 Design Check Calculation Sheet Wood Works Sizer Ii.t Loads: Load Type Distribution Pat- Location (ftl i4agnitude Unit tern Start End Start End D a Po nt 2.06 2668 lbs S Snow ID' Poi-t Z.O6 4597 lbs Self-wei ht Dead Full UDL 10.4 PIr Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : 4.126 Unfactored: Dead Snow 1355 2299 1355 2299 Factored: Total 3653 3653 Bearing: Capacity Beam 3960 3960 Support 3653 3653 Dea ratio Beam 0.92 0.92 Support 1.00 1.00 Load comb M2 R2 Length 1.51 1.51 Min req'd 1.51" 1.51. Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.11 1.11 c up625 F." 625 Minimum bearing iengm governed by line required vrldth or the supporting Transfer Beam 3 PSL, PSL, 2.2E, 3-112"X94/2" Supports: All • Timber -soft Beam, D.Fir-L No.2 Total length; 4.13'; Clear span: 3.874'; volume = 1.0 cu.ft. Lateral support: top= at supports, bottom- at supports; Analysis vs. Allowable Stress and Deflection using NOS 2015 : ricari- Mal sis Value Desi n Value Unit Anal sia/Deai n ear fv = 169 Fv = 334 psi fv Fv'- 049endingfb1661 I Fb' 3382 psi fb/Fb' - 0.49ive Defl'n 0.02 = <L/99 0.13 L/360 in0.14 1 acal Defl'n 0.04 = <L/999 0.20 = L/240 in 0.18 Additional Data: FACTORS: F/E(psi)CD CH Ct CL CV cfu Cr Cfrt Ci Cn LCH Fv' 290 1.15 - 1.00 - - - - 1.00 - 1.00 2 Eb'+ 2900 1.15 - 1.00 0. 9Be 1.03 - 1.00 1.00 - - 2 Fcp' 750 - - 1.00 - - - - 1.00 - - - E' 2.2 million - 1.00 - - - - 1.00 - - 2 Fminy' 1.14 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC B2 D+S, V max - 3653, V design 3644 lbs Bending(+I: LC 82 D+S, H = 7286 lbs-ft Deflection: LC #2 = 0+3 (live) LC 82 = D+S (total) D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC'a are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2015 CALCULATIONS: Deflection: EI - 550e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, anow ...I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Lateral stabilityl+): Lu = 4.0D' Le - 8.25' RE - 8.8 Design Notes: 1. Wood Works analysis and design are in accordance vnth the ICC International Building Code (IBC 2016), the National Design Specification (Nos 2015), and Nos Design supplement. 2. Please verify that the default deflection 8mits are appmpdale foryour application. 3. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed In the database editor. Co"PANY PROJECT WoodWorks' Aug 19, 20181341Roof RaAv W Design Check Calculation Sheet wemsvltta sl2er n.1 Loads L�atl Typa Dlscrltu[Wn Pac- Weatlon [fill 11lgnit ude Un1c 5cs rt End 6[afc End D Deatl Full Area LNon 1?.0912J.0^I Faf 5 Sr:ou Full Acea Yea 35.00121.0"I Pcf Self-�-e laht Wad Full UDL I I.. I ulE Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (In) : 12 Unfactuted' Dead Snt Fecl- lit "I JO7 : Igcal a 169 644 sting: F'chlta ISi J5J Cy J.i- Je3se 469 644 SUFPott 007 e- ka [atlo Su a. F. . 0 .59 5a 9.91.00 6 d - Wad eoeb /2 Length 0.059 0. 57 Ill. teq•d 0.61 0.57 Cb Cb nin 1.00 1.00 1. Sfi I.da Cl, '.pp o tt 1,25 1.25 F[ a 62S 625 Roof Rafter Lumber -soft, He" ir, No,2, 2x10 (14/2"x$4/4•) Supports: Al -T.W-soft Beam, D.Fh-L N.2 Ro Lateral v spaced at full, alt Tate! bpN: 1552'; Clear span 2 ppSed2.SST veleme a 1.e er W Pech: -5/12 Lateral support:top=Na,bottom=at suppers; Repetaive lectr. app&d xhare pe ttcd (refer to m5n•Pep); Analvsis vs. Allowable Stress and Deflection nd.. Nns2ms: c rlterion Anal Ls Value VIM- Value Unit Analvale/pea tan Sneer fv • aJ 17 ' - 172 pal EWN, • 0.25 9 endinglel fb - 769 Fb• 1237 psi eb/Fb' 0.62 Bind in9l-) se - 84 Lb' - 624 Pal fb/lre - 0.I7 I ntarla[ Live 0.2L - Vt59 O.6S "I" in 0,32 TPta3 0.35 L/{L1 0.87 L/190 Sn 0.11 t-Ilt. Lt- Total -0.11 L/111 -O.lo - -31 0.22 - L/120 0.29 - L/90 Sn I. 0.49 0.67 Additional Data: FA aORS: F/E(PSLICO It Ct CL CF Cf. Cr Cfet CI Cr, LCI Fv' LSO 1.15 L.00 1.00 1.00 1.00 1.00 Fs'♦ 850 1.15 1.00 1.00 L.000 1.100 1... 1. IS l.00 1.00 - 3 2'- 9S0 1.15 L.00 1..0 0.124 1.100 1.OD I.IS 1.00 1,00 - 2 Fep' /.. 1.00 1.00 - - - - 1.00 1.00 - S' 1.3 nil lion 1.00 1.00 - - - - 1.00 1.00 - 3 C W 0.17 nLll1on 1.00 L•00 - - - - 1..0 I.00 - 3 CRITICAL LOAD COMBINATIONS: 5h ear LC 82 • OsS, V -. - a50, V design - 397 lb, B end lag le l: LC t3 OeS IWe. ": Sell, 11 - 1310 lb-ft Sendingl-12 LC 12 0.S, It 150 lb.-ft 0e fleo i- LC ellIl Lvel LC e3 - (totaLl D•dead L-Ilve S-an.. NwLd I-Lepaet Lt•toof It- L..... tenttated Eseatthqua" All LC'a a a tinted in the Arelyaln output Laed Pattetn.1 a•S/2, x-L.S at LIL[, n o pat-, lead in this span Wed ccctlnatlona: ASCE 7-10 / IBC 2015- CALCULATIONS: Defl<ctlgn: EI - 129.06 lb-Ln2 "LLve' deflection - WI -I.. f_ all __dead loads (live, vld, a v_I total WI, It- - 1.5010ead Wed Ceflecti-) • Llva Load Defleptlon.no art ng: Allevable beating at an angle F'theta calculated for eaeh supF e[ >: Per Nos 3.10.3 Lateral atabllity(-Ir W - 13.00' Le 21.06' A8 - 32.2r L. based an Lull span Design Notes: 1. Wm Works ara"s and design see to accordance r lh the ICC Intemattoral BufGOg Code (160 2015). IM N.5" D.sLgn S,e fgbon (NOS 2015). and NOS Design Supplement 2 Please venry Net the default deflecbm 0m1a are, appropriate Wy= app6<adon. a. CoUnueus a Canaev W 0- IDS Cl.- 42S5 rlq.0. that normal grading pnnislons be aAaWW W 0w mkd,1 M of 2 span beams and to the fu0 length of crudevers aid dhar spar. 4_ Savor alellbn Be�ro rnnnbas a1re0 bs lateea9a 5tM> to FM uM>bt al NOB CL use 4.A1. i r , ou'yA�l� i ! j...... ;.. .... .....:.... 3 i j � t i i- ... .... .... , b i S i : i ! f _ : 1 j e j ! , i.. 1 3 , ! j i i i . ..... .' j... .. i ... _.. _:. : _ ........ ..... ..1. .. . j .... _ .. , i F ... .. ... _ . 1 i 1 _ ! _ , i i i ! e i ; , 3 t J. i 1 I i , • ! ; - ; , a ! : 1 3 ............ ...:.......j......._i...... ....... .i.......... .... ..... ... ... ...... .,,, ..... .... .... ..... .. ... .... ... .. ... ...... _ ; r . , i ) t : , : E ' ... ...... .. ... i ! : ✓ ! i i i f i i 'i t i 1 ! �— f _..sue i ! • / i (� �S t , .... e , I , 1 �g .... .3 .. ..... .......?..... ... !.......... ..... ... .. ( .. ... ... .... ... ....._..... .... ... ..... .. i i 1 i t , i A4 2 /G _ F , ; , • i i 6 1! , ; i a .i i i , !-sT di ! : , ! i j ! ! ! i I , : v i ; , j ... ..:.... ... .... I... ....... i .. .!....... .1 .. .. .!..... .' ..... ..... .. ..... ... ....... 1. ... .. ... .. ... ...... .... .... .... ...... i ! ! ,v- : e i � ....... ...... ... i : , ' I , i , j v ; . r ........... ... �..... I a e ' 1 ; , 1 I , i I E e . i. ... ._I.. ..3 t I i j ...I ... _ ....E i ' .i.......__.. i ._.. .. ... ...... ...... _ .. .... ... ..... —.. ... _ .... ...._ _... ..i t :" v Description By /� [C Date v l� Checked Date ENGINEERING Scale Sheet No. 250 4th Ave. South Suite 200 Edmonds, WA 98020 project L� Job No. 425.778.8500 l www.cgengineering.com GENERAL NOTES LINE SAFETY NOTES (continued) FRAMING NOTES (continued) Nothing in this permit approval process shall be interpreted as allowing or permitting the maintenance of any currently existing illegal, nonconforming, or unpermitted building, structure, or site condition which is outside the scope of the permit application, regardless of whether such building, structure, or condition is shown on the site plan or drawing. Such building, structure, or condition may be the subject of a separate enforcement action. Sound/noise originating from temporary construction sites as a result of construction activity are exempt from the noise limits only during the hours of 7:OOam to 6:OOpm on weekdays and 10:00am and 6:OOpm on Saturdays, excluding Sundays and Federal Holidays. At all other times the noise originating from construction sites/activities must comply with the noise limits, unless a variance has been granted. ECC Chapter 5.30 All changes in plans and field modifications shall be approved by the local jurisdiction. The design professional shall prepare drawings as required for approval. IBC 107.4 Temporary address shall be clearly visible from street during all phases of construction. Failure to properly post house/building numbers may result in no inspection by the City Inspector. Curb signage is not acceptable. Address numbers (4" min. ht. & 1/z" min. stroke width) shall be posted to be plainly visible from the street or road fronting the property. IRC R319 LIFE SAFETY NOTES Smoke alarms shall be installed in each sleeping room, outside of each separate sleeping area in the immediate vicinity of the bedrooms, and on each level (including basements and habitable attics) in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur. Smoke alarms shall be hard -wired with battery backup, and when more than one smoke alarm is required within an individual dwelling unit, they shall be interconnected. Discuss exceptions to the power source requirements with the Building Inspector. IRC R314 IBC 907.2.11.2 Carbon monoxide alarms shall be installed outside of each separate sleeping area in the immediate vicinity of the bedrooms and on each level in new construction and in existing dwellings when alterations, repairs or additions requiring a permit occur, or when one or more sleeping rooms are added or created. IRC R315 Handrails and guards must be capable of resisting a concentrated load of 200 pounds per square foot applied in any direction at any point along the top. Guard in -fill components must be capable of resisting 50 pounds per square foot. IRC Table R301.5 IBC 1607.8 Handrails shall be continuous through stair flights of four or more risers, without interruption by newel posts (unless at a turn) or other obstructions, and return to a wall, newel post, or safety terminal. The grip -size shall be Type I or II or of equivalent graspablity. IRC 311.7.8 Provide one operable escape window in the basement, habitable attic and in each sleeping room meeting all of the following -An operable area of not less than 5.7 sq. ft. (5 sq. ft. for grade floor opening) •A minimum clear opening height of 24 inches •A minimum clear opening width of 20 inches -Not more than 44 inches between the finished floor and the bottom of the clear opening. Escape windows located under decks or porches must have a path 36 inches in height to a yard or court. R310 IBC 1029 The greatest riser height within any flight of stairs or the greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch. IRC R311.7.5.1 IRC R311.7.5.2 IBC 1009.7.4 FOOTINGS/FOUNDATIONS Footing drains are required around concrete/masonry foundations that retain earth and enclose habitable or usable spaces located below grade, or for crawl spaces when a minimum 6 inch slope within the first 10 feet of the foundation wall is not achieved. A separate footing drain inspection by the Building Inspector is required. IRC R401.3 IRC R405.1 Slab -on -grade floors shall be a miniinum 3.5-inch thick concrete over a 6 mil vapor barrier and 4-inch base of sand/gravel/etc. There shall be a thermal -break for slabs inside a foundation wall, and if the slab is less than 24" below the exterior grade, 24" wide R-10 perimeter insulation must be provided. Slabs used as part of a hydronic heating system shall have R-10 insulation provided throughout the entire slab area. IRC R506 WSEC R402.2.9 WSEC Table R402.1.1 Vertical rebar must be hooked and tied in place at time of footing inspection. Maintain minimum 3" clearance to earth, 1-1/2" to form -work for reinforcement. R403.1.3 R404.1.2.3.7.4 Anchor bolts shall be at least 1/z -inch in diameter and extend 7 inches into concrete. There shall be a minimum of two bolts per plate, with one bolt within 12 inches but not closer than seven bolt diameters from the end of the plate. The bolt spacing shall not exceed 6 feet o.c. and shall have a nut and 3"x3"x0.229" washers unless engineered. IRC R403.1.6 FRAMING NOTES Hardware and fasteners in contact with preservative -treated wood shall be of hot -dipped zinc galvanized steel, stainless steel, silicon bronze or copper. IRC R317.3.1 IBC 2304.9.5.1 Joists less than 18" and beams less than 12" to grade and all wood exposed to weather shall be preservative -treated or naturally resistant to decay. IRC R317 IBC 2304.11 Joists shall have not less than 1.5 inches bearing on wood or metal and 3 inches on concrete. Joists shall be prevented from rotating at the ends and at intermediate support by approved hangers, 2 inch nominal blocking, or attachment to a rim board. IRC 502.6/502.7 IBC 2308.8 Foundation cripple walls shall be framed of studs not less in size than the studs above. Walls over 4 feet in height shall be framed of studs having the size required for an additional story. Cripple walls studs less than 14 inches in height shall be sheathed on at least one side with a wood structural panel that is fastened to both the top and bottom plates in accordance with Table R602.3(1), or cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. IRC R602.9 Prior to the framing inspection, the building must be dried in with a minimum of roofing, windows, and siding paper installed. Truss layouts showing girder truss/hip-master locations are not permitted to change and must be followed correctly. If the truss manufacturer requests to change, in part or in whole, the layout shown, they must contact the architect/designer to ensure that the structural design of the building is maintained. If the layout shown is changed, in part or in whole, the Building Division requires new engineering calculations and must approve the changes prior to the installation of the roof sheathing. Exterior and bearing wall studs may be notched <25% and bored <40% of the stud width. Non -bearing wall studs may be notched <40% and bored <60% of the stud width. Any bore located <5/8" from the stud face is considered a notch. Rafters and joists may be notched in the outer thirds of the span with a maximum notch depth 1/6th and a notch width 1/3rd the depth of the member. Rafters and joists may be bored up to 1/3rd the depth of the member no closer than 2" to each edge or to another bore. Top plates notched or bored >50% of the width must have a 16ga. strap, 6 inches past and fastened with 8- 1Od nails at each side of the opening. IRC R502.8 IRC R602.6 IBC 2308 Attic access openings are required for buildings with combustible ceiling or roof construction over an area >30 sq. ft. and with a 30" vertical space between ceiling and roof framing members. The rough -framed opening shall be 22"00" and located in a hallway or other readily accessible location. The access cover shall be weather-stripped and insulated to a level equal to the surrounding surfaces. IRC R807.1 WSEC 402.2.4 Attic ventilation openings shall not be less than 1/150 of the area of the space ventilated. It may be reduced to 1/300 if at least 50 percent and not more than 80 percent of the required openings are at least 3 feet above the eave vents with the balance provided by the eave vents. The net free cross -ventilation area may also be reduced to 1/300 when a Class I or II vapor barrier is installed on the warm -in -winter side of the ceiling. IRC R806.2 ADDITIONAL REQUIREMENTS A survey may be required prior to the foundation wall inspection if the Building Inspector is unable to verify setbacks. Lot line stakes should be in place at the time of the foundation inspection and established property pins should be made visible. CN MECHANICAL NOTES FLUMB1Nli NUlhN t lKt-KA I Ll) U0NJ'1'KUU'1'1U1N Provide outdoor air inlets in all habitable spaces.IRC 1507.3.4.4 A 30"00" level working space shall be provided in front of the control side to service appliances. In attics and underfloor areas, a passageway a minimum of 30 inches high and 20 inches wide traveling not more than 20 feet from the access shall be provided. A 24 inch wide solid pathway shall be provided in attics. A switch -controlled luminaire is required at the passageway opening and a receptacle outlet at or near the appliance. A means of electrical disconnect is required within sight of the appliance or the breaker is to be capable of being locked in the open position. IRC M1305 IMC 306 NEC 422.31(B) Provide the combustion air required for the proper operation of the appliance(s). The minimum required volume per the standard method is 50 cubic feet per 1000 BTU/hr. Where exhaust fans, clothes dryers, and kitchen ventilation systems interfere with the operation of appliances, makeup air shall be provided. Fuel -fired appliances shall not be located in sleeping rooms, bathrooms, toilet rooms, or storage closets unless specific installation requirements are met. IRC G 2406.2 G2407.4 G2407.5.1 IFGC 303.3 304.4 304.5 An exhaust hood/system of >400cfm installed or required by the range or cooktop manufacturer must be provided with makeup air equal to the exhaust air rate. IRC M1503.4 IMC 505.2 Provide required makeup air in the laundry room. Louvered doors or openings/grilles into other spaces may be used to meet the requirements. Other limitations may arise if a gas dryer is installed. IMC 504.5 G2407.4 G2407.9.1 Dryer ducts shall terminate outside of the building, 3 ft. from any openings into the building. The termination shall have a backdraft damper and no screen. The dryer duct shall be a minimum .016-in. (27 ga.) thick, a minimum 4 inches in diameter, have a smooth interior finish, have sections joined with the insert end in the direction of airflow without the use of fasteners, be supported at 4 ft. intervals, and secured in place and protected by nail plates that extend 2" above/below bottom/top plates. The joints shall be sealed with UL181A listed mastic or tape. Dryer duct maximum lengths are 25 ft. for electric and 35 ft. for gas with deductions for fittings (or sized/length per manufacturer). If concealed, the equivalent length of the duct shall be permanently labeled or tagged within 6 ft. of the dryer connection. IRC M1502 M1601.4.1 G2439 IMC 504 IFGC 614 Hydronic heating system piping shall be tested at 100 psi water pressure or 1 1/2 times the operating pressure, whichever is greater, for a minimum of 15 minutes. Piping embedded in concrete shall be pressure tested prior to the placing of concrete and be maintained at operating pressure during concrete placement. The test must be observed by the Building Inspector prior to concrete placement. Note: a means of providing outdoor air per IRC R303.4, M1507 and IMC 403.2 is required. IMC 1208 -1209 Refrigerant circuit access ports located outdoors shall be fitted with locking -type tamper- resistant caps. IRC M1411.6 IMC 1101.10 Fixtures installed on a floor level that is lower than the next upstream manhole cover of the public or private sewer shall be protected from backflow of sewage by installing an approved type of backwater valve. Fixtures on floor levels above such elevation shall not discharge through the backwater valve. UPC 710.1 Vent all plumbing fixtures through the roof per UPC 906.0 or with a loop vent per UPC 909.0. Air admittance valves are not permitted unless first approved by the Building Inspector on a case by case basis. Water heaters installed in attics, attic -ceiling assemblies, floor -ceiling assemblies or a floor/sub-floor assembly, where damage may occur from a leak, shall be installed in a watertight pan made of corrosion -resistant materials. The pan shall have a minimum 3/a" drain and the drain shall terminate in a visible location. The drain cannot empty into the crawlspace beneath a building. Discharge from a relief valve into a water heater pan shall be prohibited. UPC 507.4 UPC 507.5 Access will be required for the whirlpool/jetted tub pump and the tempering valve for all tubs. The tempering valve may also be installed at the water heater. UPC 409 Showers shall be a minimum of 900 square inches and be capable of encompassing a 30 inch circle. The shower receptor shall have a finished dam, curb, or threshold between 2" and 9" above the top of the drain. The floor of the shower shall slope a minimum of 1/a" and a maximum of 1/2". Lining materials for built-up showers and shower seats shall be sloped, extend upward 3" above the horizontal surface, and over the top of the darn or threshold. Shower receptors shall be tested by filling with water to the top of the rough threshold while plugged at the drain. Protect the weep s in the sub -drain clamping ring from clogging. 408.5 - 408.7 [M�buDlding shut-off required on water supply line. UPC 606.2 I Pressure reduction valve on main water supply line required by City code. Vent hot water tank relief valve directly to the outside. UPC 608.5 Hot water heater must be seismically anchored or strapped at points within the upper one-third and lower one-third of its vertical dimensions. At the lower point, a minimum distance of 4" must be maintained above the controls with the strapping. UPC 507.2 All pressure absorbing devices (e.g. air chambers, mechanical devices, hammer arrestors) shall be accessible or installed per manufacturer. UPC 609.10 Minimum 1" air -gap required at dishwasher. UPC 414.3 Hose bibs (exterior faucets) are required to have a permanently affixed anti -siphon device installed. UPC 603.5.7 Soaker and jetted tubs shall be installed and supported per the manufacturer's installation specifications. UPC 409.6 Dwelling/garage separation shall be maintained by installing 1/2" gypsum wallboard on the garage side from the foundation to the underside of the roof sheathing. Ceiling of garages with habitable space above shall have 5/8-inch Type X gypsum wallboard attached with 1-7/8 inch 6d coated nails or equivalent drywall screws and the structural elements supporting the ceiling protected with 1/2 gypsum wallboard. Enclosed accessible space under stairs shall have walls, under -stair surface and any soffits protected on the enclosed side with 1/2" gypsum wallboard. Water resistant gypsum shall not be used as a tile backing board where there will be direct exposure to water, or in areas subject to continuous high humidity (showers, etc.). IRC R302 IRC R702.3.8.1 Fireblocking shall be provided to cut off all concealed draft openings (both vertical and horizontal) and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -frame construction in the following locations: 1) In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs as follows: 1.1 Vertically at the ceiling and floor levels. 1.2 Horizontally at intervals not exceeding 10 feet. 2) At all interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3) In concealed spaces between stair stringers at top and bottom of the run. 4) At openings around vent, pipes, and ducts at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. For additional requirements see IRC 302.11 IDraftstons shall be installed in combustible construction where there is I ble space both above and below the concealed space of a floor/ceiling -mbly, so that the area of the concealed space does not exceed 1000 sq. and shall divide the space into approximately equal areas. Where the ,mbly is enclosed by a floor membrane above and a ceiling membrane aw, daftstopping shall be provided in floor/ceiling assemblies under following circumstances: 1.Ceiling is suspended under the floor framing. 2.Floor framing is constructed of truss -type open -web or perforated members. Draftstopping materials shall not be less than 1/2 inch gypsum board, 3/8 inch wood structural panels or other approved materials adequately supported and installed parallel to the floor framing memberslRC R302.12 ADDITIONAL REQUIREMENTS Height verification shall be done by the applicant's agent/contractor and observed by the Building Inspector on site. The agent/contractor shall set up the equipment (transit/builders level), establish the datum point, and the point of average grade. These items must be consistent with the approved plans. If the proposed height of a building (as shown on the plans) is within 12 inches of the maximum height permitted for the zone, an elevation survey is required. An elevation survey consists of three components to be conducted by a licensed surveyor. 1) Prior to construction, the surveyor shall establish average grade as specified in ECDC 21.40.030, and shall establish a reference datum point that will be undisturbed and can be freely accessed. 2) The surveyor shall locate the elevation of the first floor prior to the City under -floor inspection. 3) A final letter of height confirmation shall be provided upon completion of the CN 2 ABBREVIATIONS'LIS A F ABOVE F NIS FLOOR EOR ENGINEER OF 'RECORD P-Lle6L, PARALLAM- ADJ ADJUSTABLE EQ EQUAL PC PIPE COLUMN ALTER ALTERNATE (E) EXISTING PLor fF, PLATE: -- - AB ANCHOR. BOLT - EXT EXTERIOR PLY PLYWOOD &or AND F.O. FACE OF PSF POUNDS/SQUARE FOOT '. L. ANGLE FIN FINISH. . PREMAN PREMANUFACTURED ARCH ARCHITECT FIX FIXED PT PRESS(1RETREATED @ AT FIXT FIXTURE REINF REINFORCING AWN AWNING FUR FLOOR REQ. REQUIRED or REQUIREMENI BM BEAM FT FOOT or FEET R RISER or RADIUS or BP BEAM POCKET - FTG FOOTING ( REFRIGERATOR BRNG BEARING FDN FOUNDATION RD ROAD BED BEDROOM FRMG FRAMING RM ROOM: BLK BLOCK GAL GALLON RO ROUGH OPENING BLKDN BLOCKDOWN GAR ` GARAGE SCHED SCHEDULE BLKG BLOCKING GLB GLUE LAMINATED BEAN S/W -. SHEAR -WALL BOTT BOTTOM GST GUEST SHTG SHEATHING . BO BOTTOM OF GYP GYPSUM BOARD (. SHT -SHEET' BLDG BUILDING HF HEM FIR SIM SIMILAR CAB CABINET HNGR HANGER I SIMP "SIMPSON"BRAND �. CASE CASEMENT HDR HEADER SPEC SPECIFICATION.. CLG CEILING HGT HEIGHT SQ SQUARE "Gr CENTERLINE HT HEIGHT STD STANDARD _ CUR CLEAR HD - HOLDDOWN STIFF STIFFENER CL CLOSET HORIZ HORIZONTAL I'- STOR STORAGE_ COL COLUMN HB HOSE BIB STRUCT STRUCTURAL CONF CONFERENCE HR HOUR SUB SUBDIVISION or " -CONSTR CONSTRUCTION INSUL INSULATION or INSULAI ED SUBCONTRACTOR CONT .'CONTINUOUS INT "INTERIOR I THK THICK. .: 0 'DRYER - 1ST JOIST - I T & G TONGUE AND GROOVE DTL DETAIL KITCH - KITCHEN TBD TO BE DETERMINED DET DETECTOR LAUN LAUNDRY TO TOP OF DIAG DIAGONAL LINOL LINOLEUM TRAP TRAPEZOID DIA or DIAMETER L LINEN T TREAD. - DIM -DIMENSION LOC LOCATION T.DL TRUEDIVIDED LITE D/W DISHWASHER MANUF MANUFACTURED or I TS TUBE STEEL DR DOOR MANUFACTURER I TYP TYPICAL DBL DOUBLE M MASTER I LION UNLESS OTHERWISE Ndrlli) DF DOUG FIR MAX MAXIMUM UNO -UNLESS NOTED OTHERWISE DN DOWN- MECFj . MECHANICAL UP UP DRW DRAWER M- I' MICROLLAM VER VERIFY - DS DOWNSPOUT - MI , MINIMUM VIF :VERIFY INFIELD; DTC DROPPEDTOPCORD; (N) NEW V=LA6LVERSALLAM EA EACH N/A NOT APPLICABLE VERT VERTICAL- - " ES EACHSIDE . NTS NOT TO SCALE VG VERTICAL GPAIN. EW ' EACH WAY O.0 ON{ENTER W WASHER E.0 -. EDGE OF OPP - OPPOSITE WIN WINDOW _ ELEV ELEVATION - OSB ORIENTED STRAND BO D W/ .WITH - ENGR ENGINEER P PANTRY ,+:,- ABBREVIATIONS LIST AFF ABOVE S FLOOR FOR ENGINEER OF D P-L Q$L ARAL ADJ ADJUSTABLE EQ EQUAL PC PIPE COLUMN ALTER ALTERNATE , (E) EXISTING F.I. or fi. PLATE: AB . ANCHOR BOLT EXT EXTERIOR PLY PLYWOOD - & or k AND - F.O. FACE OF PSF POUNDS/SQUAREFOOT L. ANGLE FIN FINISH, PREMAN PREMANUFACTURED ` ARCH - ARCHITECT FIX FIXED PT PRESSURE TREATED @ AT FIXT FIXTURE REINF REINFORCING AWN AWNING FUR FLOOR REC. REQUIRED or REQUIREMENT RM BEAM FT FOOT or FEET R RISER or RADIUS:or " BP BEAM POCKET FTG FOOTING REFRIGERATOR BRING BEARING FDN FOUNDATION RD ROAD BED BEDROOM FRMG FRAMING RM ROOMV - BLK BLOCK GAL GALLON RO ROUGH OPENING BLKDN BLOCKDOWN GAR GARAGE SCHED SCHEDULE " BLKG BLOCKING GLB GLUE LAMINATED BEAM S/W SHEAR WALL BOTT BOTTOM GST GUEST SHTG SHEATHING - - BO BOTTOM OF GYP GYPSUM BOARD SHT SHEET: BLDG BUILDING HF - HEM FIR SIM SIMILAR CAB CABINET HNGR HANGER SIMP "SIMPSON' BRAND CASE CASEMENT HDR HEADER SPEC SPECIFICATION CLG CEILING - HGT HEIGHT SQ SQUARE .YK. CENTERLINE HT HEIGHT STD STANDARD CLR CLEAR HD _ HOLDDOWN STIFF STIFFENER CL -CLOSET HORIZ HORIZONTAL STOR STORAGE COL COLUMN - HB HOSE BIB STRUCT STRUCTURAL CONF CONFERENCE HR HOUR SUB SUBDIVISION or CONSTR CONSTRUCTION INSUL INSULATION or INSULATED SUBCONTRACTOR CONT CONTINUOUS -INT INTERIOR THK THICK: D 'DRYER 1ST JOIST T&G TONGUE AND GROOVE DTL DETAIL KITCH KITCHEN TED TO BE DETERMINED DET DETECTOR - LAUN LAUNDRY TO TOP OF DIAG DIAGONAL LINOL LINOLEUM TRAP TRAPEZOID - DIAor DIAMETER L LINEN, T TREAD: DIM 'DIMENSION" LOC !. LOCATION TDL TRUE DIVIDED LITE _ D/W DISHWASHER MANUF' MANUFACTURED or TS TUBE STEEL DR DOOR MANUFACTURER TYP TYPICAL DBL DOUBLE M MASTER LION UNLESS OTHERWISE MATED DF DOUG FIR MAX MAXIMUM LINO UNLESS NOTED OTHERWISE" DN DOWN ME!c - MECHANICAL UP UP DRW DRAWER M-F tU MICROLLAM VER VERIFY IN FIELD i DS DTC DOWNSPOUT DROPPED TOP CORD'. - MI (N) MINIMUM NEW VIF VERIFY V=L/VSL VERSALLAM EA EACH N/A NOTAPPLICABLE VERT VERTICAL _ ES EACH SIDE NTS NOT TO SCALE VG VERTICAL GRAIN EW ' EACH WAY : O.0 ON CENTER W WASHER E.0 EDGE OF OPP OPPOSITE WIN WINDOW ELEV ELEVATION OSB ORIENTED STRAND BOARD W/ WITH " ENGR ENGINEER -P PANTRY SITE SURVEY - - LOWER. & UPPER LEVEL EXISTING & DEMO PLANS LOWER LEVEL PLAN, DOOR & WINDOW SCHEDULES, GENERAL NOTES UPPER LEVEL PLAN" "- - ._ •.- ..,. W ROOF PLAN.. o. _ EXTERIOR ELEVATIONS, TYPICAL EXTERIOR FINISHES. - rn EXTERIOR ELEVATIONS . Z�R SECTIONS, TYPICAL -CONSTRUCTION SYSTEMS F' ¢ STRUCTURAL NOTES r FOUNDATION PLAN. Y co _ W to UPPER LEVEL FLOOR AND MAIN LEVEL ROOF FRA ANO PLAN :` N a. SHEAR WALLAND HOLDOWN SCHEDULES , o `O I V 11. .{OZr } : THIS PROJECT SHALL CONFORM TO THE 2015 INTERNATIONAL RESIDENTIAL. CODE, 2015 : -_ .... - _. ._... ... .:. _ __ _. ...- ... .... ...-__... _ _.., .._ .... .. .... ............_ JN T ERNATIONALEIUILDING:CODE 2015 WASHINGTON ENERGY. CODE PLUMBING CODE AND ._ Try•: ... _ 2015 MECHANICAL CODE AMENDMENTS A PORTION OF SE 114, SECTION 13, - - - TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., CITY OF EDMONDS, SNOHOMISH I COUNTY, WASHINGTON SSA E;• M ARTY J A� IFt p.64 % - BASIS OF BEARING ae %/ �I •�2x _ tt.=N P wE N ( zone xno DRDINA) srs CONTOUfl OITERVAL ry� LLJ Qa� LEGAL DESCRIPTION: x w.tt xw <_ 1Sg fig. a , wxu =sr <xaw wwo'un• mms mve---- / `\ � 07 t- 1 _ - �ueo € Ss - 20 GRA — mw¢ i S 1se.ie rtn ro me wue rmxr rc eu xx onus w NOTes 76. rye, ASPHALT - \ ern wtxnutt vaw eur NO \ - CONCRE �` / OARAGE \ �^y x^ y� e g - _ xuuxw aan,i-aoamwx ./_ F.F..2E8.W / e ��-'� � ax sxaxx xnn vsnnunox s xeeovm roan ro on ' � �/ Dry � 20 W tl _ ,w GRAS+ / r(D 0^ / MIS S. AVE W/�Z =. JLLI LEGENDi\ ry� 2 STORY HOUSE F.F. Y HOUSE ,r., ^ �9 (D' rye' e• p€ MA— N— \ \ � \V/ � GRASS Q U R wW \ J Q6 i .. cRAssp Z p 3 12 '. HOUSE Z ep!;�,�r V 7iB�..... m tV ^^ e _ 4flrvD \�. LmL-�71L— n.,x RECEJIVED DEC 05 2010 BUILDING A PORTION OF SE 1/4, SECTION 13, TOWNSHIP 27 NORTH, RANGE 3 EAST, W.M., CITY OF EDMONDS, SNOHOMISH COUNTY, WASHINGTON J c 10 5 0 10 20 SCALE IN FEET SCALE 1" = 10' BASIS OF BEARING- WASHINGTON STATE PLANE COORDINATE SYSTEM (NORTH ZONE, NAD 83/2011) VERTICAL DATUM: NAVD 88 CONTOUR INTERVAL - 1' LEGAL DESCRIPTION BEGINNING AT THE NE CORNER LOT 4, ADMIRALTY VIEW PLAT IN VOLUME 20, PAGE 64, SNOHOMISH COUNTY, WASHINGTON. THENCE S 14'49'18 W ALONG THE EAST LINE OF SAID LOT 4 FOR 115.66 FEET TO THE TRUE POINT OF BEGINNING; THENCE S IC49:18 W, 110.00 FEET TO THE SE CORNER OF SAID LOT 4: THENCE S BZ1927 W, 55.00 FEET; THENCE N 25'58'32" W, 156.45 FEET; THENCE N 00'19'27" E. 20.00 FEET; THENCE S 72'43'50" E, 158.19 FEET TO THE TRUE POINT OF BEGINNING. NOTES: 1. LEGAL DESCRIPTION, EASEMENTS, COVENANTS, CONDITIONS AND RESTRICTIONS WERE PROVIDED BY CLIENT. R SHOULD BE NOTED THAT IN PREPARING THIS SURVEY MAP, CHS ENGINEERS, LLC HAS NOT CONDUCTED AN INDEPENDENT TITLE SEARCH NOR IS CHS AWARE OF ANY TITLE ISSUES AFFECTING THE PROPERTY OTHER THAN THOSE SHOWN ON THIS MAP, CHS HAS WHOLLY RELIED ON THE ABOVE REFERENCED TITLE REPORT TO PREPARE THIS SURVEY AND THEREFORE QUALIFIES THE MAP'S ACCURACY AND COMPLETENESS TO THAT EXTENT. 2. BASIS OF BEARING: BASED ON FOUND MONUMENTS PER ADMIRALTY VIEW PLAT VOLUME 20, PAGE 64, UNDER RECORDING NUMBER 1593701. 3. VERTICAL DATUM: NAVD 88 DATUM. PER GPS OBSERVATIONS. 4. SNOHOMISH COUNTY ASSESSOR PARCEL NUMBER - 003711-00000402 5. PARCEL AREA = 14.015 SQ.FT. 8. UTILITIES OTHER THAN THOSE SHOWN MAY EXIST ON THE SITE. UNDERGROUND UTILITY LOCATIONS SHOWN HEREON ARE TAKEN FROM A COMPILATION OF PUBLIC RECORDS AND VISIBLE FIELD EVIDENCE. WE ASSUME NO LIABILITY FOR THE ACCURACY OF THE PUBLIC RECORDS. UNDERGROUND UTILITY LOCATIONS ARE ONLY APPROXIMATE. UNDERGROUND CONNECTIONS ARE SHOWN AS STRAIGHT LINES BETWEEN VISIBLE SURFACE LOCATIONS BUT MAY CONTAIN BENDS OR CURVES NOT SHOWN. FIELD VERIFICATION IS NECESSARY PRIOR TO OR DURING ANY CONSTRUCTION. ' LEGEND: © GAS VALVE ® WATER METER FIRE HYDRANTS: D4 WATER VALVE -O- POWER POLE ® POWER METER Q SEWER MANHOLE CEDAR TREE FIR TREE a MAPLE TREE DED SHRUBS CXDC:Q ROCKERY EDGE OF ASPHALT —f7—O—O—O— WOT1D FENCE SURVEY INSTRUMENTATION: THIS SURVEY WAS PERFORMED BY FIELD TRAVERSE WITH THE FINAL RESULTS MEETING OR EXCEEDING THE CURRENT TRAVERSE STANDARDS CONTAINED IN W.A.C. 332-730-090. 01 Y copy IUL 10 2019 DING DEPARTMENT CITY OF EDMONDS 0 a O M LL� W W N 0 N M 1 I o� rn� Q �F 3 V) ui > J � w m W �E d o �M w c w' c wN U O Z co" O > °' J Q Q z 2 O v cn p rn o Z O Q N Cc R m '- w st."t 1 Or 1 Jab rQ0 aPTN Z 15,617 3 it SYMBdLS SCHEDt1lE EXISTING CONSTRUCTION. .-....TO.BE.REMOVED.. EXISTING �CONSTRUCTION� TO REMAIN REUB JAN 3 0 200 m�p BUILDING DEPARTMENT CITYOFEDMONDS: DOOR SCHEDULE NOMINAL SIZE JAMB STYLE MATERIAL HARDWARE REMARKS 3-0x6-6 6-9116 FULL LITE IN -SWING VERIFYWI OWNERS'. KEYED ENTRY j0 O/L LASS q IOxGARAGEVERIFYMAX VERIFY NIA CAR DOOR KEYPAD HEIGHT POSSIBLE W/LOW :CLEARANCE.OPENERVERIFY:MAX VERIFY N/A HEIGHT POSSIBLE W/LOW '.CLEARANCE OPENER 2 2-0x 6-8 4-9116 SWING .DUMMY [MA,�R.,EK, NAMEMBEW FULL LITE DBL VERIFY W/ KEYED 4 2-6x6-8 6-9116 OUT -SWING OWNERS:. ENTRYCENTER ALL DOORS ON WALLS OR 6" FROM WALLS U.O.N. ON PLANS (VERIFY W/OWNERS) FULL LITE EXTERIOR DOORS TO HAVE U =.28 OR LESS - 3 OPAQUE EXTERIOR DOORS TO HAVE U =.20 OR LESS - 4 ALL U VALUES TO BE NFRC CERTIFIED 5 ALL GLAZING IN DOORS AND SIDELITES ASSOCIATED WITH DOORS TO BE SAFETY GLAZING WINDOW SCHEDULE MARK NOMINAL SIZE STYLE MATERIAL I IFACTORIQUANT u REMARKS: A 3-0x 3.0 SLIDER VERIFY W/ OWNER ,300R LESS 1 B 3-0x1-6 1 C 1-0 x 6-0 FIXED - 2 SIDELITES BY ENTRY. - DOOR.#1 D 6-0x3-0 SLIDER 1 E 6-0 x 4-0 2 F 5-0 x 3-6 2 G 2-6 x 3-6 +5-0 x 3-6+ 2-6 x 3-6 CASE/ FIXICASE 1 H 2.0x 2-0 SKYLITE .500R LESS 8 VERIFY LAYOUTAND QUANTITY W/.OWNERS NOTES: 1 SEE EXTERIOR ELEVATIONS FOR OPERATION OF OPERABLE UNITS 2 U-VALUES TO BE NFRC CERTIFIED 3 PROVIDE SAFETY GLAZING AT WINDOWS MARKED ASAND AS REQ. BV CODE : v LL H 0 :. ,. � . ,.. 4 .:�. . r i - .. I . i t .. f i . ... _. .. , � � .' ... �I�I � � i .. �; {..i : . �., .;:.. .: .. ,.: i .: � ;......, i :. ..: . . .<< t.. 1 WATERPROOF MEMBRANE ROOFING J: .; • '- .. -i - - ' - - SHEATHING PER STRUCTURAL SPECS .:. Jam LANS AND SMICS OPE CUTOPS r s • NTER ORLFlNI H TSHEETR© K/'W/ - .._..- ... - �yyyJ .. TEXfURE&. PAINT PER OWNER EXTERIOS WALLS i -- : :' • _,_ '. ... - { .. ' : .f ... .. HORIZONTAL SIDING OR BOARD �& BATTEN PER EXTERIOR ELEVATIONS Q ^ BUILDING WRAP ' a...._ FO..xXeS7UDS@te"O.O, &IFATHI,NG'PEft STRUCT SP€OS" .. , .. .. ... ... --! _ ::�1': ... , _ .. _ _ .. [ ..V ... •. t .. :.:9iw4 INSULATION. - '- ,. .s _ : s : • : a.. R V� i STRUCTURAL NOTES (THESE NOTES ARE TYPICAL UNLESS NOTED OR DETAILED OTHERWISE ON DRAWINGS) CODE ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS; SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (IBC), 2015 EDITION. SPECIFICATIONS AND STANDARDS WHERE REFERENCED ON THE DRAWINGS ARE TO BE THE LATEST EDITION. 'DESIGN LOADS DEAD LOADS ROOF 12 PSF FLOOR. 12 PSF LIVE LOADS: - ROOF (SNOW LOAD) 25 PSF RESIDENTIAL 40 PSF DECK 60 PSF (LIVE LOADS ARE REDUCED WHERE PERMISSIBLE PER IBC SECTION 1607.10). EARTHQUAKE LOADS: EQUIVALENT LATERAL FORCE PROCEDURE PER ASCE 7-10 SECTION 12.8. SITECLASS (ASSUMED) D SHORT PERIOD SPECTRAL RESPONSE ACCEL (Ss) 1.281 ONE SECOND SPECTRAL RESPONSE ACCEL (S) 0302 SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCEL (S,) 0,854 ONE SECOND DESIGN SPECTRAL RESPONSE ACCEL(Scl) 0.502 RISK CATEGORY II SEISMIC IMPORTANCE FACTOR(I,) SEISMIC DESIGN CATEGORY Do P� ILL 7w<- Q301.7.(I� BASIC SEISMIC FORCE -RESISTING -SYSTEM PLYWOOD SHEAR WALLS RESPONSE MODIFICATION FACTOR, (R) 6.5 REDUNDANCY FACTOR(p) 1.3 SEISMIC RESPONSE COEFFICIENT(Cs) - 0.131 W =TOTAL SEISMIC DEAD LOAD AS DEFINED PER ASCE 7-10 SECTION 12.7.2. BASE SHEAR (V),. V = C5W = Somas W WIND LOADS: BASIC WIND SPEED (3 SECOND GUST) - 110 MPH EXPOSURE B Kr 1.0 SEE PLANS FOR ADDITIONAL DESIGN LOADS. STATEMENT OF SPECIAL INSPECTIONS SPECIAL INSPECTIONS ARE REQUIRED AS INDICATED IN THE FOLLOWING TABLE. THE CONTRACTOR SHALL SUBMIT A WRITTEN STATEMENT OF RESPONSIBILITY TO THE BUILDING OFFICIAL AND OWNER PRIOR TO COMMENCEMENT OF WORK IN ACCORDANCE WITH CHAPTER 1704.4 OF THE IBC. SPECIAL INSPECTION FOR THE ABOVE SYSTEMS SHALL BE AS INDICATED IN THE SPECIAL INSPECTION TABLE BELOW. STRUCTURAL OBSERVATION OF THE STRUCTURAL SYSTEM BY THE ENGINEER IS NOT REQUIRED. FREQUENCY AND DISTRIBUTION OF REPORTS - INSPECTION REPORTS SHALL BE PROVIDED FOR EACH DAY ON SITE BY SPECIAL INSPECTOR. STRUCTURAL OBSERVATION REPORTS SHALL BE PROVIDED AFTER EACH OBSERVATION. REPORTS SHALL BE DISTRIBUTED TO THE CONTRACTOR, ARCHITECT, ENGINEER AND BUILDING OFFICIAL. .SPECIAL INSPECTION OPERATION CONT PERIODIC REMARKS SOILS . FOUNDATION BEARING CAPACITY VERIFICATION X CONCRETE REINFORCING PLACEMENT X ANCHOR BOLTS - X 110120 N PLACEMENT X ADHESIVE ANCHORS X IF USED NOTE: - ALL ITEMS MARKED WITH AN N" SHALL BE INSPECTED IN ACCORDANCE WITH IBC CHAPTER 17. SPECIAL INSPECTION SHALL BE PERFORMED BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDINGOFFICIALSHALL BE FURNISHED WITH COPIES OF ALL RESULTS. ANY INSPECTION FAILING TO MEET THE PROJECT SPECIFICATIONS SHALL BE IMMEDIATELY BROUGHT - TO THE ATTENTION OF THE DESIGN TEAM. FOUNDATIONS: SPREAD FOOTINGS SOILS REPORT: NOT AVAILABLE ATTIME OF DESIGN ALLOWABLE SOIL PRESSURE: 2000 PSF (ASSUMED; TO BE FIELD VERIFIED DURING CONSTRUCTION) FOOTINGS SHALL BEAR ON FIRM UNDISTURBED EARTH OR 12" OF COMPACTED STRUCTURAL FILL AS REQUIRED AND AT LEAST 18" BELOW ADJACENT EXTERIOR GRADE. ANY FOOTING ELEVATIONS SHOWN IN THE DRAWINGS REPRESENT MINIMUM DEPTHS AND ARE FOR BIDDING ONLY. ACTUAL FOOTING ELEVATIONS ARE SUBJECT TO SITE CONDITIONS AND MUST THEREFORE BE ESTABLISHED BY THE CONTRACTOR. FOOTINGS SHALL BE CENTERED BELOW COLUMNS OR WALLS ABOVE, UNLESS NOTED OTHERWISE. IMPORTED STRUCTURAL FILL AND BACKFILL MATERIAL SHOULD CONSIST OF CLEAN, WELL GRADED GRANULAR MATERIAL FREE OF DEBRIS OR ORGANICS WITH A MAXIMUM PARTICLE DIAMETER OF THREE INCHES AND NO MORE THAN 10% FINES (PASSING THE#200 SIEVE). FILL AND BACKFILL MATERIALSHOULD BE PLACED IN LEVEL LIFTS NOT EXCEEDING TWELVE (12") INCHES IN LOOSE THICKNESS AND COMPACTED TO A MINIMUM OF 95% OF ITS MAXIMUM DRY DENSITY AS DETERMINED BY ASTM TEST METHOD D1557-00. -CONCRETE ALL CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED, AND PLACED IN ACCORDANCE WITH SECTION CHAPTER 5 OF ACI 318 AND THE AMERICAN CONCRETE INSTITUTE'S SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS (ACI 301). ALL CONCRETE SHALL BE STONE -AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 150 POUNDS PER CUBIC FOOT. CONCRETE STRENGTHS AT 28 DAYS IPcl AND MIX CRITERIA SHALL BE AS FOLLOWS MAXIMUM MIN CEMENT -. TYPE OFCONSTRUCTION f'c WATER/CEMENT COM TPERCUBIC MAXIMUM RATIO YARD SHRINKAGE STRAIN 'ALL CONCRETE 3000 PSI 0.55 5 1/2 SACK N/A THE MINIMUM AMOUNT OF CEMENT LISTED ABOVE MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX IS - SUBMITTED TO THE ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE - AGGREGATE, WATER, AND ADMIXTURES AS WELL AS THE WATER -CEMENT RATIO, SLUMP, CONCRETE YIELD, AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH CHAPTER 5 OF ACI 318. ALL CONCRETE. EXPOSED TO WEATHER OR TO FREEZING TEMPERATURES SHALL BE AIR -ENTRAINED IN ACCORDANCE WITH ACI 318 TABLE 4.2.1 FOR MODERATE EXPOSURE CONDITION. - *PROVIDE 3000 PSI TO MEET DURABILITY REQUIREMENTS. 2SOO PSI f'c CONCRETE MEETS STRENGTH REQUIREMENTS FOR DESIGNED FOOTING, THEREFORE SPECIAL INSPECTION IS NOT REQUIRED. REINFORCING STEEL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A615, AND SHALL BE GRADE 60 (FY = 60,000 PSI), UNLESS NOTED OTHERWISE. GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS TO BE WELDED SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615 MAY BE WELDED IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN AWS D1.4 ARE SUBMITTED. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A1S5. PROVIDE WELDED WIRE FABRIC IN SHEETS NOT ROLLS. LAP WELDED WIRE FABRIC 12" AT SIDES AND ENDS. REINFORCING STEEL SHALL BE DETAILED INCLUDING HOOKS AND BENDS IN ACCORDANCE WITH SP-66 AND ACI 31BR, LATEST EDITIONS. UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE PER SCHEDULE. REINFORCING SHALL BE PLACED AND ADEQUATELY SUPPORTED PRIOR TO PLACING CONCRETE. WET -SETTING EMBEDDED ITEMS IS NOT ALLOWED WITHOUT PRIOR ENGINEER APPROVAL. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. REFER TO CHAPTER 7 OF ACI 318 FOR OTHER REINFORCING STEEL REQUIREMENTS. 'MINIMUM LAPS AND EMBEDMENT UNLESS OTHERWISE NOTED, REINFORCING SPLICE LENGTHS AND DEVELOPMENT LENGTHS SHALL BE AS TABULATED Pc=2500 PSI DEVELOPMENT LENGTH LAP SPLICE BAR TENSION COMPRESSION TENSION COMPRESSION SIZE TOP BARS BARS ALL BARS TOP BARS OTHEBARSR ALL BARS #3 24 18 9 30 23 12 94 31 24 12 41 31 15 #5 39 30 15 51 39 19 #6 -47- 36 18 61 - 47 23 #7 68 S3 21 1 89 68 27 #8 - 78 60 24 102 78 30 NOTE: 1. ALL LENGTHS ARE IN INCHES. 2. ALL LAP SPLICES ARE CLASS B. 3. "TOP BARS" ARE HORIZONTAL REINFORCEMENT PLACED SUCH THAT MORE THAN 12 INCHES OF CONCRETE IS CAST IN THE MEMBER BELOW THE BAR. IONCRETE COVER ON REINFORCING CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3" CONCRETE EXPOSED TO EARTH AND WEATHER: #5 BARS AND SMALLER - 11/2" CONCRETE NOT EXPOSED TO EARTH OR WEATHER: SLABS, WALLS AND JOISTS 9/4" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS 11/2" CONCRETE GENERAL NOTES VERTICAL BARS SHALL START FROM TOP OF FOOTING. HORIZONTAL BARS SHALL STARTA DISTANCE OF 1/2 THE NORMAL BAR SPACING FROM TOP OF FOOTING AND TOP OF FRAMED SLABS. IN ADDITION, THERE SHALL BE A HORIZONTAL BAR AT A MAXIMUM OF 3" FROM TOP OF WALL AND BOTTOM OF FRAMED SLABS. PROVIDE CONTROL OR CONSTRUCTION JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF NOT MORE THAN 400 SQUARE FEET EACH. AREAS TO BE AS SQUARE AS PRACTICAL AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. ALL CONSTRUCTION JOINTS SHALL BE THOROUGHLY CLEANED AND PROPERLY PREPARED IMMEDIATELY PRIOR TO POURING OF CONCRETE. DOWEL STEEL SHALL BE THE SAME SIZE AND SPACING AS MAIN REINFORCING DETAILED BEYOND JOINT. SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF OPENINGS IN CONCRETE WALLS, FLOORS AND ROOF. UNLESS INDICATED OTHERWISE, REINFORCE AROUND OPENINGS GREATER THAN 12" IN EITHER DIRECTION WITH (2) #5 EACH SIDE AND (1) #5 x 4'-0" DIAGONAL AT EACH CORNER. EXTEND BARS T-0" BEYOND EDGE OF OPENING. IF 2'-0" IS UNAVAILABLE, EXTEND AS FAR AS POSSIBLE AND HOOK. HOOK ALL REINFORCING INTERRUPTED BY OPENINGS. BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL NOT BE FIELD BENT UNLESS SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES. PROVIDE 3/4" CHAMFER AT ALL CORNERS EXCEPT AS NOTED. SCREW ANCHORS BASE MATERIAL ANCHOR SIZE MINIMUM ALLOWABLE ALLOWABLE SHEAR EMBEDMENT TENSION - CONCRETE 1/2"0 35/8" 2,062 2,562 CONCRETE 5/8"0 41/8" 2,407 2,795 CONCRETE 3/4"0 45/8", 3,027 3,647 NOTE: I. THE ABOVE VALUES ARE BASED ON SIMPSON TITEN HD SCREW ANCHORS INSTALLED IN NORMAL WEIGHT CONCRETE, Pc = 2500 PSI. 2. SPECIAL INSPECTION IS REQUIRED PRIOR TO INSTALLING ANCHOR PER THE MANUFACTURER'S ICBO REPORT. 3. THE ABOVE VALUES ARE BASED ON ALL EDGE DISTANCE GREATER THAN 9" AND A MINIMUM SPACING OF 12". CONTACT ENGINEER FOR OTHER CONDITIONS. 'LUMBER ALL GRADES SPECIFIED ARE MINIMUM GRADES REQUIRED. ALL LUMBER SHALL BE IN ACCORDANCE WITH W WPA GRADING RULES, KILN -DRIED TO MC 19 AND OF THE FOLLOWING MINIMUM STANDARDS: SIZE CLASSIFICATION SPECIES GRADE Fb (PSI) Fc (PSI) SLEEPERS DOUG-FIR STUD. 700 - LIGHT FRAMING (STUDS) HEM -FIR STUD 675 800 2x JOISTS AND PLANKS HEM -FIR #2 850 - PLATES AND BLOCKING HEM -FIR #2 - 850 - 6x AND LARGER BEAMS AND .STRINGERS DOUG-FIR #2 875 - 4XANDSMALLERBEAMSAND STRINGERS HEM -FIR - #2 850 - ALL POSTS AND TIMBERS I DOUG-FIR 1 #1 2200 - 1000 REFER TO PLAN NOTES, SCHEDULES, AND DETAILS FOR MORE SPECIFIC LUMBER SIZE AND GRADE REQUIREMENTS. UNLESS NOTED OTHERWISE IN THE PLANS, ALL WOOD AND WOOD -BASED MEMBERS EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE, MASONRY, OR WITHIN 8" OF SOIL SHALL BE PRESERVATIVE -TREATED BY VACUUM -PRESSURE IMPREGNATION IN ACCORDANCE WITH AWPA STANDARD Ul. NAILS, BOLTS, AND METAL CONNECTORS FOR WOOD ALL NAILS SHALL CONFORM TO THE STANDARDS SET FORTH BY THE NATIONAL DESIGN STANDARDS (NOS) FOR WOOD CONSTRUCTION, LATEST EDITION. NAILING NOT SPECIFIED SHALL BE PER IBC TABLE 2304.9.1 NAILING SCHEDULE. ALL NAILS CALLED OUT ON PLANS SHALL BE COMMON NAILS UNLESS NOTED OTHERWISE AND SHALL NAIL SHANK 0 MIN LENGTH 8d COMMON 0.1310 21/2" SHANK 10d COMMON 0.1480 3" SHANK 12d COMMON 0.1480 3 1/4" SHANK 16d COMMON 0.1620 31/2" SHANK 10d BOX NAILS MAY BE SUBSTITUTED FOR 8d COMMON NAILS WITH NO CHANGE IN NAIL SPACING. FRAMING MEMBERS MAY BE NAILED WITH 16d SINKERS (0.148"0 x 31/4"), BUT ONLY 16d COMMON NAILS SHALL BE USED WHERE 16d NAILS ARE INDICATED IN THIS DRAWING SET. ENGINEER MAY APPROVE OTHER NAILS IF NAIL LABELS ARE SUBMITTED TO ENGINEER PRIOR TO START OF CONSTRUCTION. ALL BOLTS IN WOOD MEMBERS SHALL CONFORM TO ASTM A307. PROVIDE WASHERS UNDER THE HEADS AND NUTS OF ALL BOLTS AND LAG SCREWS BEARING ON WOOD. LEAD HOLES FOR LAG BOLTS SHALL BE BORED FOR THE SHANK AND THREADED PORTIONS PER NOS 11.1.3. CONNECTORS CALLED OUT BY LETTERS AND NUMBERS SHALL BE "STRONG -TIE" BY SIMPSON COMPANY, CATALOG TO BE THE LATEST EDITION, OR ENGINEER APPROVED EQUAL. CONNECTORS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS AND WITH THE NUMBER AND SIZE OF FASTENERS AS SPECIFIED BY THE MANUFACTURER. WHERE CONNECTOR STRAPS CONNECT TWO MEMBERS, PLACE ONE-HALF OF THE NAILS, SCREWS, OR BOLTS IN EACH MEMBER. INSTALL SOLID BLOCKING AT ALL BEARING POINTS. ALL SHIMS SHALL BE SEASONED, DRIED, AND THE SAME GRADE (MINIMUM) AS MEMBERS CONNECTED. GALVANIZATION UNLESS NOTED OTHERWISE, STEEL CONNECTORS IN CONTACT WITH TREATED WOOD SHALL BE GALVANIZED ACCORDING TO THE FOLLOWING TABLE: GALVANIZATION UNTREATED WOOD CCA C SBX ACQ-C ACQ-D CBA-A CA-B OTHER BORATE ACZA OTHER PT WOOD G90 X X X GS85 X X X x X X HOG X X X X X X STF30D - X X X X X X X X G90 = 0.90 OZ. OF ZINC PER SQUARE FOOT OF AREA G185 =1.85 OZ. OF ZINC PER SQUARE FOOT OF AREA HDG = HOT DIP GALVANIZED SST300 = TYPE 316L STAINLESS STEEL TIMBERSTRAND, MICROLLAM, AND PARALLAM MEMBERS FABRICATED IN CONFORMANCE WITH THE INTERNATIONAL CODE COUNCIL EVALUATION SERVICE (ICC-ES) REPORT NO. ESR-1187 OR CCMC REPORT NO. 12627-R, 08675-R, AND 11161-R. EACH MEMBER SHALL BE IDENTIFIED BY A STAMP INDICATING THE PRODUCT TYPE AND GRADE, ICC-ES OR CCMC REPORT NUMBER, MANUFACTURER'S NAME, PLANT NUMBER AND INDEPENDENT INSPECTION AGENCY'S LOGO. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL MEET THE FOLLOWING MINIMUM STANDARDS: SI:E CLASSIFICATION SPECIES GRADE Fb (PSI) FV (PSI Fe (PSI) BEAMS 8 POSTS (d <91/2") LSL 1.3E 1,700 425 1,835 RIMS&. 8EAMS(d291/2") LSL 1.55E 2,32S 310 - BEAMS.&POSTS - - LVL 2.OE 2,600 285 2,510 - POSTS (d<91/2") PSL 1.8E 2,400 190 2,500 BEAMS (d 29.1/2") - PSL 2.2E 2,900 290 TIMBERSTRAND, MICROLLAM, AND UNTREATED PARALLAM MEMBERS ARE INTENDED FOR DRY -USE APPLICATIONS. UNLESS NOTED OTHERWISE, ENGINEERED WOOD BEAMS EXPOSED TO WEATHER SHALL BE TREATED PER MANUFACTURES RECOMMENDATIONS. GLUE -LAMINATED TIMBER GLUE -LAMINATED TIMBER SHALL BE DOUGLAS FIR, FABRICATED IN CONFORMANCE WITH ANSI/AITC STANDARD A390.1, LATEST EDITION. EACH MEMBER SHALL BEAR AN AITC IDENTIFICATION MARK AND SHALL BE ACCOMPANIED BY AN AITC CERTIFICATE OF CONFORMANCE. FABRICATOR SHALL BE CERTIFIED. MEMBERS SHALL BE OF THE P01 I nWINC MINIMI IM CTeunea SPAN COMBINATION Fb SIMPLE SPAN BEAMS 24F-V4 2400 PSI CANTILEVER OR MULTI -SPAN BEAMS 24F-VS 2400 PSI A RATED SHEATHING RATED SHEATHING SHALL BE GRADE C-D INT-APA WITH EXTERIOR GLUE OR OSB SHEATHING WITH EXTERIOR GLUE IN CONFORMANCE WITH IBC STANDARD 2303.1.4. EXISTING BUILDING CONTRACTOR SHALL VERIFY ALL DIMENSIONS, MEMBER SIZES AND CONDITIONS OF THE EXISTING BUILDING DEPICTED IN THE DRAWINGS, AND NOTIFY THE STRUCTURAL ENGINEER OF ANY DISCREPANCIES FOR POSSIBLE REDESIGN. CONTRACTOR RESPONSIBLE FOR COMPLETELY SEALING ALL AREAS WHERE EXISTING ROOF MATERIAL IS PENETRATED OR REMOVED. PROVIDE WATER PROOFING AS REQUIRED BY THE ARCH. PRE -MANUFACTURED WOOD TRUSSES WOOD TRUSSES SHALL BE SIZED AND DETAILED TO FIT DIMENSIONS AND LOADS INDICATED ON THE PLANS. ALL DESIGN SHALL BE IN ACCORDANCE WITH THE ALLOWABLE VALUES AND SECTION PROPERTIES ASSIGNED BY THE BUILDING CODE. SUBMIT SHOP DRAWINGS FOR ENGINEER REVIEW PRIOR TO FABRICATION. CALCULATIONS AND SHOP DRAWINGS SHALL BE SIGNED BY A PROFESSIONAL ENGINEER REGISTERED IN THE SAME STATE AS THE PROJECT. TRUSS DESIGN AND SHOP DRAWINGS SHALL BE IN CONFORMANCE WITH IBC 2303.4 PROVIDE TEMPORARY BRACING UNTIL SHEATHING AND PERMANENT BRACING IS INSTALLED. MANUFACTURER SHALL PROVIDE ALL SPECIALTY ITEMS REQUIRED FOR A COMPLETE INSTALLATION OF JOISTS. INSTALL PER MANUFACTURER'S RECOMMENDATIONS. FOR TOP CHORD DESIGN LIVE LOADS, REFER TO THE DESIGN LOAD SECTION. IN ADDITION TO ROOF LOADING LISTED IN THE DESIGN LOAD SECTION, ROOF TRUSSES SHALL BE DESIGNED FOR A BOTTOM CHORD LIVE LOAD OF 10 PSF. TOP AND BOTTOM CHORD LIVE LOAD DO NOT NEED TO BE DESIGNED FOR SIMULTANEOUSLY.. IN ADDITION TO THEIR SELF WEIGHT,ROOF TRUSSES SHALLDESIGNED B E ESIG FOR ATOP CHORD DEAD LOAD OF 5 PSF AND BOTTOM CHORD DEAD LOAD OF 7 PSF ACTING SIMULTANEOUSLY. SEE ARCHITECTURAL DRAWINGS FOR LOADS AND OPENINGS NOT SHOWN ON THE STRUCTURAL DRAWINGS. DEFLECTIONS SHALL NOT EXCEED L/360 FOR LIVE LOADS, OR L/240 FOR TOTAL LOADS. GENERAL STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS FOR COMPATIBILITY BEFORE PROCEEDING. ANY DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT BEFORE PROCEEDING. CONTRACTOR TO SEE ARCHITECTURAL DRAWINGS FOR SIZE AND LOCATION OF PIPE, VENT, DUCT AND OTHER OPENINGS AND DETAILS NOT SHOWN ON THESE DRAWINGS CONTRACTOR SHALL BE RESPONSIBLE FOR ERECTION STABILITY AND TEMPORARY SHORING AS NECESSARY UNTIL PERMANENT SUPPORT AND STIFFENING ARE INSTALLED. CONTRACTOR -INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCH ITECF AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF A SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. .PLAN NOTES-K FOUNDATION PLAN NOTES: 1. EXTERIOR FOOTINGS SHALL BEAR A MIN OF 1'-6" BELOW ADJACENT GRADE. 2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL. 3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK W/ #4 BAR REINFORCING @ 18" OC EA WAY SLAB SHALL BE POURED OVER A 10 MIL VAPOR BARRIER OVER 4" OF 5/8" CRUSHED ROCK. 4. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1� FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS. S. FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON MAIN FLOOR FRAMING PLAN. REFER TO HOLDOWN SCHEDULE ON SHEET42d'FOR HOLDOWN TYPES AND MAIN FLOOR FRAMING PLAN FOR HOLDOWN ANCHOR BOLT LOCATIONS. 6Z•7- 51-7. 6. REFER TO MAIN FLOOR FRAMING PLAN AND SHEAR WALL SCHEDULE ON SHEEL621 FOR LOCATION AND TYPE OF SHEAR WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES. 7. CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES. S. REFER TO DETAIL 2/S3.iFOR PIPE PENETRATIONS THROUGH CONCRETE WALL OR FOOTINGS. TYPICAL FLOOR FRAMING PLAN NOTES: 1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT V. OC AT ALL DIAPHRAGM - BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING LAYOUT AND NAILING REFER TO DETAIL 2/S4.1 + 2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CAR RIED BY A BEAM BELOW. - 3. ALL DIAPHRAGMS UNBLOCKED UNO. 4. CONTRACTOR SHALL HAVE THE OPTION TO DRILLA 11/2"0 HOLE CENTERED IN THE DEPTH AND AT.THE THIRD POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN.- - S. WALLS SHOWN ON THE FPAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN. - 6. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 4x6 HF#2 UNO SUPPORTED BY MINIMUM OF (1) CRIPPLE STUD AND(1) FULL HEIGHT STUD. 7. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE(2)2x STUDS. 8. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC. 9. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU OR HUC SERIES FACE MOUNT HANGERS W/MAX NAILING. 10. UNLESS NOTED OTHERWISE, ALL JOIST -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT HANGERS W/ MAX NAILING. 11. UNLESS NOTED OTHERWISE, ALL BEAM -TO -POST CONNECTIONS SHALL BE SIMPSON CCQ OR ECCQ COLUMN CAPS. TYPICAL ROOF FRAMING PLAN NOTES: - 1. WALLS SHOWN ON ROOF FRAMING PLAN ARE WALLS BELOW ROOF FRAMING. 2. BEAMS SHOWN ON ROOF FRAMING PLAN SHALL BE ABOVE DOUBLE TOP PLATE UNLESS USEDAS A DOOR OR WINDOW HEADER. - 3. ROOF SHEATHING SHALL BE3/2"PI 40/20 WITH 8d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM BOUNDARIES, PANEL EDGES, SHEAR WALLS, COLLECTOR TRUSSES, AND BLOCKING OR TRUSS BLOCKING PANELS INDICATED ON PLANS. NAILING AT INTERMEDIATE FRAMING SHALL BE Ed COMMON NAILS @ 12" OC. REFER TO DETAIL 2/S4.1 FOR SHEATHING LAYOUT AND NAILING. WHERE 3/4" T&G DECKING IS USED, PROVIDE 16d NAILS @ 4" OC AT ALL SUPPORT FRAMING. 4. UNLESS NOTED OTHERWISE, HEADERS AT ALL EXTERIOR WALLS SHALL BE 4.6 HF#2 WHERE MAXIMUM SPAN =4'-0" AND SUPPORTED BY A MINIMUM OF(1)CRIPPLE STUD &(1) FULL HEIGHT STUD. -5. UNLESS NOTED OTHERWISE, DOOR HEADERS AT INTERIOR BEARING WALLS SHALL BE 4x6 HF#2 WHERE . MAXIMUM SPAN =4'4'. 6. STUD WALL FRAMING SHALL BE 2x HF STUDS @ 16" OC FOR ALL STUD WALLS SHOWN ON THE PLAN. 7.. REFER TO DETAIL 3/S4.1 FOR CONSTRUCTION OF MULTIPLE STUD COLUMNS. - S. ALL DIAPHRAGMS UNBLOCKED UNO:. - 9. COLUMNS AND BEARING WALLS SHOWN ON PLAN SHALL BE CONTINUED DOWN TO THE FOUNDATION UNLESS CARRIED BY A BEAM BELOW. .. 10. HOLDOWNS SHOWN ON ROOF FRAMING PLAN SHALLBE PLACEDON UPPER FLOOR LEVEL. _ 11. ROOF TRUSSES SHALL BE PRE-ENGINEERED BY OTHERS AND SPACED AT 24" OC, TYP. 12. ATTACH ALL ROOF TRUSSES TO WALLS BELOW WITH SIMPSON H2.5 HURRICANE TIES. RECEIVED DEC 12010 BUILDING C 4m ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 G. Ogl py OP WAa4' 'O i 18O��y �rONAL I/ 30/ 18 DESIGN: RMK DRAWN: JCP CHECK: JGG JOB NO: 18348.10 DATE: 11/30/18 Z 0 P 3 O Q ?� N LLj O (U w 00 Z i w W cj)- W Z J - cl W SHEET: N w 0 71 -1 ry 0 D ry V_ S1.1 r: ;yl o a)4r-4 iwrre -way r C� v�i ffFYN fliflW Q (Ty? C-(4) PLke--s tr -J r14&l� GFIR AIR, (D #4Z!50 T W`A)Y AT INTERFACE OF (E) CONC PROVIDE 14 X S5` , : &y? (N) €N1"p--( HORIZ DOWELS TO LAP W! EA N FTG & STEM ! q K qJ ,,,, .1 - WALL HQRIZ BAR. DRILL & EPDXY 5- INTO (E) &: P. lry'� I1T.� �I�I ��) P� CORNERS AS N NEED EPDXY. TURN BARS �:: ; {� �-K3(�!{tip-ice p0 k/tf(J,� . , _ - : (0 Gooc be ^g, IJS67 LZ) Zk c- L�.r /� _ - C,7- " 0 c- w/,3��'.' >TT�P-.IV V�I� 1 1 e'Y2GFI EMP�i� IN 0-1,6"AMF(L_64) POSE .�o�M �'PDXY C1IPIGPIi).. —I FhG�oF> r 2 I' �4���� i � �a!o"srrzxldp�fr•v w �i � �'�x' , �� I : � �� -o sl.�*R > ���IN>�' N�#._w1__: m I A "1 o'PL9P Pip CN). RPoems ,, p 4� ga!` r Y s, (4) 4F4 P� oN L€j [:vN'l i-�iOR-Tv V �I FY CN) .5i�a1���- I�r1�NTS NOT- 6q4 r`u6:1 Y (LPMI96 0(4- ro0.rIv/,foN. NOrrr-( GG Q4bIHI!et7lIq& If Lor*Ft-le'rs rxisl- s I G Y('ruv� � C3� Psi LJ I '`I I INS _Z_ (I I) 12p I Sp Pi O[�iL ( To SCR J'.. r4 0-1/ �4,IZ.. 3r' jG2x10"v�fi1°'PMW I I i56 I Paavl CN)Pcr► sl.Ps (:I s3I T°Nr: C4)'��i3m'i waY ;`11 tti- I�:h"xio'p€P Iv4LIaY w/'fEr18�0 I�' QJ�'UAGIcFI w 0 cvNi FTo u�/ i � Jw (2-) P-4NoPI I srrXP J�p— ' i frYPI�P Imo) Z Jj,l S3. S!M 53.1 3.1 SIM s3�i � PINIhlG (GIZRr/L Il bgI(FmPTe- bcc oN SYMBOLS SCHEDULE Fee {a FOOTING OR PAD STEM, BEARING OR SHEAR WALL 13 POST BELOW ❑ POST ABOVE ® POST ABOVE & BELOW BEAM 2x or I -JOIST FRAMING PREMANUF TRUSSES SHEAR WALL CALLOUT HOLDDOWN O CALLOUT J L HANGER RESUB c� JAN 3 0 2013 -yOnw3,O�S BUILDING DEPARTMENT OF EDM)NOS sa.l —S a.3 w o � o Z W LL W 0) r w I, M O� EN Uww rn E << g U r° rq 3 Q cl) c Z z w 3 W Q J E 0 w W g V W W W U e v E z w L m v N m 0 GoI`E I �I OR-l7� 'V��W'FY IN�L spAO� �o µoi uN MUt-r W1 r 4i&-M lNU . 00- r0l1 r OPTTIOK JQ.7Cfr-( L& 60114aixiKt, IF CXIsT ..................... gYMBOLS SCHIEDULE FOOTING OR PAD STEM, BEARING OR SHEAR WALL, POST BELOW ❑ POST ABOVE. ® POST ABOVE & BELOW BEAM HOLDOWN SCHEDULE MARK TYPE - MIN CHORD SIZE STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY (LB) MST37': - (2) 2x (22) I6d EA END 2,345 HDU2 (2)2x 16) SDS 1/4"x 21/2"SCREWS 5/8"0 1 1,215 NOTES 1. REFER TO THE LATEST SIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. 2. REFER TO DETAIL2/54.2FOR INSTALLATION OF MSTFLOORTO FLOOR STRAPS. 3. INSTALL HD HOLDOW NS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL4 & 5/S3.1. 4: ATALL HOEDOWN CHORDS, PROVIDE PANEL EDGE NAILING PER SHEAR WALLSCHED. SHEAR WALL SCHEDULE APA-RATED. MININING PANEL ADJOINING PANEL SHEAR RIMIOLOCKC SILL PLATE NAILING TO SBOLTTTEANCHR FOUNDATION SHEAR TYPE SHEATHING EDGES NOTE S) NWALL NAILING NNTTOR BLOCK GONNTO RIM/BLKG BOLT TO SLAB OR SILT. PLATE SIZE CA(PLF) (SEE AT PANEL EDGES TOP PLATE BELOW FOUNDATION (pLF) iSW6 15/32" 2x STUD' 0.131"0 x 21/2" LTP4 OR A35 0.131"Ox3"@ 3/4''OAB ONE SIDE AND BLKG @6"OC @24"OC 6"OC @5w, OC 2x 242 15/32" 2x STUD 0.131"OX21/2" LTP4 OR A35 0.131"Plx3"@ 3M'OAB .SW4' ONE SIDE AND BLKG - @4"OC @20"OC 4' @S'-D"OC 2n 350 NOTES: 1REFER TO THE TYPICAL SHEAR WALL DETAIL 2. THE VALUES IN THIS TABLE ARE APPROPRIATE FOR HF GRADE STUDS AND HE GRADE PLATES &RIM/BLOCKING. 3. NAILSATADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 4. INTERMEDIATE FRAMING TO BE WITH 2K MINIMUM MEMBERS. FIELD NAILING 1T OC MAXIMUM. - 5. AT ALL 3/4"0 SILL PLATE ANCHOR BOLTS, INSTALL S/4"x3"x3"PLATE WASHERS. EDGE OF PLATE WASHER SHALL BE WITHIN 2/2" OF SHEATHED EDGE. FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERSAS REQUIREDTO MEET THIS REQUIREMENT. 6,PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AS INTO FOUNDATION OR STEM WALL. 7. 7/16" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. 8. AT EXISTING FOUNDATION WALLS, INSTALLTITEN HD PER THE TABLE ABOVE W/ S" EMBEDMENT. 0F?P- -VCL- r o2tint L ,,/f-P-0cf r�- rIlNG PSI ;. CAB-11-o" Dir NOT SCALE DIMENSIONS FROM DRAWINGS. WRITTEN, INFORMATION. _S6PERCEDES GRAPHIC INFO. SYMBOLS SCHEDULE FOOTING OR PAD .11 STEM, BEARING OR SHEAR WALL it POST BELOW ❑ POST ABOVE ® POST ABOVE& BELOW BEAM 2x or I -JOIST FRAMING PREMANUF _ TRUSSES `-•—_.:.-,� _ A SHEAR WALL CALLOUT bJ O HOLDDOWN CALLOUT J L HANGER I� ` IJ telICI i •S� QC� 666 1Ito1►g 116 iohs II 3�o iy zoiq REUB 1AN 3 0 20N BUILLJING DEPARTMFNI CITYOF EDMONDS FDMO)dDti �•.i • � •� PPPi ii�l HOLDOWN SCHEDULE i tr(ARN: .TYPE' MIN CHORD -- 57jID NAR59RBOLTS - : SRE ANCAORBOLT: CAPACITY(LB)'. ' MST37- (2)2X (22)16d EA€ND 2,345 .10 2.'s...,. T.-MA TO THE LATESTSIMPSON STRONG -TIE CATALOG FOR ADDITIONALiNSTALIATION REQUIREMENTS 2, REFER TO DETAIL FOR INS TALLATIONOFMSr ELOOR TO FLOOR STRAPS, 3. INSTALL HD HOLDOMINS AT FOUNOATIOry WALLS ORTHICKENED SLAB fOOTINGS PER DETAIL 4 & 5/$3.1. 4. ATALLHOLDOWN CHORDS, PROVIDE PANELED GENAILING PER SHEAR WALL$CHEB. SHEAR WALL SCHEDULE ..�E APA-RATED: MIN FRAMING AT pD101NING'PliNEL SHEARWALL NAILING RIM 1015T OR BLOCK CQNN TO SILL PLATE NAILINGTO SILLPLATEANCHOR BOLT TO STAB OR FOUNDATION SHEAR CAPACITY SHEATHING EDGES (SEE NDTE 5) ATPANELEDGES TOP PLATE RIWBLKG FOUNDATION SILL PLATE SIZE (PLF) BELOW SW6 'IS/32 2ii STUD " 0.151'61, LTp 0131"Gz3"� 3/4'm'A9 ONE SIDE' AND BLKii OR: 6'DD 24"A35 �24"OC 6"OC @5""QC 2X' .242 SW4 15/32' '- 2zSTUD 0.131'OX21/2"' LTP40RA35 0.131"0X3"@ 3/40AG ONE SIDE: - AND BURG -@4'OC @20"O[ 4"OC @5'-0'!OC 2X 350 NOTES: 1. REFER TO TH E TYPICAL SHEAR WALL DETAIL - 2. THEVALUESINTHIS TABLE ARE APPROPRIATE FOR HF GRADE STUDSAND :HFGRADE PLATES&RIM/BLOCKING. 3. NAILS ATAD40INING PANEL EDGES SHALL BE STAGGERED EACH SIDE OF THE COMMON JOINT. 4. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING I2"OC MAXIMUM. 5. AT ALL 3/4" 0 SILL PLATE ANCHOR BOLTS, INSTALL I/4" x 3" x 3" PLATE WASHERS. EDGE OF PLATE WASHER SHALL BE WITHIN I/2" OF SHEATHED EDGE. FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT. 6. PROVIDE A MINIMUM OF 7" EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL. 7.7/16" SHEATHING MAYBE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED IS" OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS STUDS. 8. AT EXISTING FOUNDATION WALLS, INSTALL TITEN HD PER THE TABLE ABOVE W/ 5" EMBEDMENT. SYMBOLS SCHEDULE FOOTING OR PAD STEM, BEARING - OR SHEAR WALL POST BELOW ❑ POST ABOVE ®. POST ABOVE & BELOW BEAM 2x or I•JOIST FRAMING PREMANUF _ TRUSSES Q SHEAR WALL CALLOUT HOUDDOWN OALLOUiUT J L HANGER JUL i clTvoreDn+nnot, j W N J m L //0�.3. W 'VJ m 6 wV O EC cl = Q N � ui 0UU CC ap ' N�III E Q< Lj�8 N 0.? ,9 / V) 00 Z z N3 W j o 0_ E ffl °d W o w U W c C W W 06 U >� Q N co O ZO 0 Z ~ w 01 m J � Q a Q � . N rn HOLDOWN SCHEDULE MAflK7yPE- MIN CHORD- SIZE _: STUD NAILS OR BOLTS ANCHOR BOLT CAPACITY(LB) ©- MST37- - (2)2x (22)1 EA END 2,345 ND112 (2) 2. '. 16) SOS I/4" z 21/2 SCREWS 5/V'o 2,215 NOTES 1. REFER TO THE LAWSTSIMPSON STRONG -TIE CATALOG FOR ADDITIONAL INSTALLATION REQUIREMENTS. :I:..REFER TO DETAIL 2/54.2 FOR INSTALLATION OF MST FLOOR TO FLOOR STRAPS. 3, I NSTALL H D HOLDOWNS AT FOUNDATION WALLS OR THICKENED SLAB FOOTINGS PER DETAIL 4&5/53.1. 4. AT ALL HOLDOWN CHORDS, PROVIDE PANEL EDGE NAI LING PER SHEAR WALL SCIIED. SHEAR WALL SCHEDULE TYPE APA-RATED: MIN FRAMING AT pDJOLNING PANEL SFiEARWALL NAILING RIM l015TOR BLOCK CON. TO SILL PLATE NAIUNGTO SILL PLATE ANCHOR 'BOLT TOSLAB OR FOUNDATION SHEAR CpppClry. SHEATHING EDGES (SEE NOTE S) AT PANELEDGES TOP PLATE RIM/BLKG FOUNDATION SILL PLATE 512E (PLF) - BELOW SW6 15/32' 2x STUD- 0.131'.0 x 21/T LTP4ORA3S 0.131jOx @ 3/4"0 AB ' ONE SIDE AND ELKS @6"OC @24"OC 6"OC @5'-0"OC 2z� - 242 SW4 15/32" - 2x STUD 0.131"OX21/2" LTP4 OR ABS 0.131"OX3"@ 3/4"0AB ONE SIDE 'AND BLKG @4 OC - @20"OC 4"OC @5'-0"OC 350 NOTES 1, REFER TO THE TYPICAL SHEARWALLDEFAIL. 2. THE VALUES IN THISTABLE ARE APPROPRIATE. FOR HF GRADE STUDS AND HF GRADE PLATES &RIM/BLOCKING. 3. NAILS AT ADJOINING PANEL EDGES SHALL BE STAGGERED EACH SIDE OFTHE COMMON JOINT. 4. INTERMEDIATE FRAMING TO BE WITH 2x MINIMUM MEMBERS. FIELD NAILING 12' OC MAXIMUM. S. ATALL3/4' W SILL PLATE ANCHOR BOLTS, INSTALL 1/4".X B x 3' PLATE WASHERS. EDGE OF PLATE WASHER SHALLBE WITHIN 2/2" OF SHEATHED EDGE. FOR DOUBLE SIDED SHEAR WALLS, USE WIDER PLATE WASHERS AS REQUIRED TO MEET THIS REQUIREMENT. 6. PROVIDE A MINIMUM OF 7' EMBEDMENT FOR AB INTO FOUNDATION OR STEM WALL 7, 7/?B" SHEATHING MAY BE USED IN PLACE OF 15/32" SHEATHING PROVIDED ALL STUDS ARE SPACED 16"OC OR PANELS ARE APPLIED WITH LONG DIMENSION ACROSS SFU DS 8.ATEXISTING FOUNDATION WALLS, NSTALLTITEN HD PER THE TABLE ABOVE W/5"EMBEDMENT. - Im Lu /1� N LL co Z OS (~�L3 Lu O 0' (� W Lu . Revisions �2o�lJ(, Iq A06 2 p 2Gl' ' F:,iJ14tiiW�+UF.P4i1"FMEiJ-� � � lSlrtr%ONo vt000 6-1 -P-001, WAU, OTifwNEv TO ISE) BLOW 4 INSi%L P�_MPNU F. qFl i 0 �3) Z Pvsj P,SL, acO-oss o or W S W j 0 (3, /-MACH TO Ws mm()F 6W s ATTIC VENTILATION CALCS REQUIRED AREA = 691 SQ. FT./,300 2.30 SQ. FT. =331 SQ. IN. , . (11300 WHERE 40 - 50%OF VENTING IS IN UPPER PORTION OF THE ATTIC) TYPICAL RIDGE VENT = 19 SQ. IN/ LINEAR FOOT 331 X 50% 165.5 SQ. IN. OF RIDGE: VENT REQUIRED 165.5119 87 DN. FT PROVIDE 871in ft of RIDGE VENTS AT HIGHEST RIDGE 8,7X 19 SQ IN 1653 SQ, IN. TYPICALSOFFIT VENT (3 2" D,IA HOLES PER T BAY 3 x 14 8 ISQUARED = 9.42 SQ. IN. BAY 165.5/9.42 = 17.99 BAYS PROVIDE (18) BAYS WITH SOFFIT VENTING =169.6 SQ. IN. 165.3 SQ. IN. RIDGE VENTS + 169.6 SO. IN. SOFFIT VENTS = 334.9 SQ. IN. VENTING PROPOSED - 165.3/334.9 = 49.4%OF TOTAL VENTING AT UPPER RIDGE 7,11 9, DO NOT SCALE DIMENSIONS FROM N DRAWINGS. WRITTEN INFORMATION SUPERCEDES GRAPHIC INFO. SYMBOLS SCHEDULE FOOTING OR PAD STEM, BEARING OR SHEAR WALL E3 POST BELOW ❑ POST ABOVE ® POST ABOVE & BELOW 0 BEAM 2x or I -JOIST FRAMING PREMANUF TRUSSES SHEAR WALL CALLOUT HOLDDOWN O CALLOUT J L HANGER RA:.SUB JAN 3 0 2019 BUILDING DEPARTMENT CITY OF EDMONDS 2' o C�� BvPf m, v !� 2t G P .� o4wPN11�4 b y lr' fY N r.L m g Lu g W vpp Q Q N U ,8 U N 3 Q (%) v m w' z Z 3 Wg� a o E F ot$ W U w c/) D N~ �W H 06 = U U SYMBOLS SCHEDULE FOOTING OR PAD STEM, BEARING. OR SHEAR WALL POST BELOW ❑ POST ABOVE ® POST ABOVE & BELOW 0 BEAM 2x or I -JOIST FRAMING PREMANUF TRUSSES SHEAR WALL CALLOUT - HOLDDOWN CALLOUT O J L HANGER �8 • Date Q e 5014ogZoi9� Revisions • 0 �I 3aJAN2ol°I ' 03 JUL 10 20i7 341ILDING DEPARTMENT_ QrrYOFF_DMOND?, { J� �. A. GPI � U slMPsor41, 6 I Pr4l- WAL4 x 9• — — - .— — — — � _ _ 1tJ5�./ 12 9 �3 3 51 vx I.. lsLI3 5. peg MPNUF YE x q CSIM) X -'� v _r N�x1 Tv (a) Zx Posh b%,-12 �t-V4:GL& '' �. "SIMPSor4` woOtf S NP W/�I,I� ytisw 10><q hT +W TO'WAM 15"W Fell- rvNur-SQ(F6s /,Lp To 0�00 i p o `slMl°sort" STN-oN�' vi ws (S�o'f i�4 �� aTiP �N *NSw.To &LF- p$oY v/ u IrIPSPr4u V�l�+f Y Aw INSThlATb Ip MANUF FD12 REVISED PLAN APPROVED 0 CITY OF.EDMONDS BUILDING DIVISI N - PLANS EXAMINER No I e " ATTIC VENTILATION CALLS REQUIRED AREA= SO. FT. 300=2§ W^Q. FT 3(.�80. IN DATE 4� - - - ...,. - Date 3 0HOYZ019� - (P300WHERE 40 50/OFVENTINGISINUPPERPORTIONOFTNRATI'IG)- � ' :. f, TYPICAL RIDGE VENT -- = 79 SQ IN / LINEAR FOOT - :. - - ReVISiOIIS - 3YAX 50% 1 UN, SO IN. OF RIDGE VENT REQUIRED 9 '17 UN, FT p, �a� JAFt2ol°I .: PF OV PROVIDE9711n Rot RIDGE VENTS AT HIGHEST RIDGE - ' 0.7X 79 SQ IN 1843 SQ. IN.. p� ;�( �,{ n ,., �y7 ,�,�.,t �? - UI I W v GL. {�I/ ;.I;I—i 1 i I1'I• f ✓ _ - A3 TYPICAL S Ii}'I� - (3) 2' DIA HOLES PER 2'BAY 3x3.14xtsQQB N. 4='BAYS DO NOT SCALE. DIMENSIONS FROM OI PROVIDE ta)BAYS WITH soFFIrvENTNc=78A4sa.IN. DRAWINGS. WRITTEN INFORMATION' • 1843 SO.IN. RIDGE VENTS. l0jSQ. IN. SOFFIT VENTS - SUPERCEDES GRAPHIC INFO. CRAP �nuc !97 7 SQ. IN. VEMING PROPOSED 4�.L3/37L7•�q.DfOFTOTALyENTINGATUPPERRIDCaE, f _ ,. . . aUILDINGDEPAR7MEN1 CITY OF ED AM , "A" CORNER BARS x 7 MAY BE SUBSTITUTED FOR ALL 90° HOOKED BARS ° - NOTE: - STD 90" HOOK ¢ WHERE CONCRETE WALL WITH TYP UNO - T HT> -O" EXISTS, ROD MAY SHEAR WALL PER UNO, VERT CORNER BARS SHALL BE � TRENCH EXCAVATION 4"0 PERFORATED PVC PIPE PER LOCAL CODES WITH 6" OF 1" EXTEND 24" MIN INTO WALL W/ NUT & WASHER AS SHOWN PLAN AND SCHED SAME SIZE TABULATED FOR MIN - PARALLEL TO FTG MINUS GRAVEL ALL AROUND, _ WALL REINF FOR THICKER WALL d - WRAPPED IN NON -WOVEN a d- GEOTEXTILE FABRIC. SLOPE TO ° "A"=SPLICE LENGTH _ 1'-6" SLEEVES TO CLEAR ° ° ° p DRAIN 118"PER 1'-0"MIN. TURN COUNTERSINK ADDITIONAL • • - _a: PIPE 1"ALL SIDES- ._ NO PIPES ALLOWED IN DOWN PERFORATIONS AS SHOWN .. a END STUD AS REQ'D a ° MIN a a THIS REGION. LOWER FTGS AS REQ'D - ° - HOEDOWN PER PLAN AND SCHED ° SEE NOTES, DETAILS, OR PLANS fOR d ¢ ° v O ° A °d q (1) 96 VERT ° REQ'D REINF. ALL BARS TO BE CONT - ° - O ° 0 ° O O - THREADED ROD AS REQ'D - d OR SPLICED PER STRUCTURAL NOTES _ ° TOF - - - 0 00 00 FORHO�DOWN W/NUTAN. WASHER AT BASE.' EXTEND, - PIPE d 'a O o oO - ROD INTO FTG, TYP UNO 180"HOOK ° - _ _ ° O o `O .STD HORIZ CORNER BARS OF SIZE B0F ° O°0 0 d AND SPACING TO MATCH °d _ °OO d. TOP FTG - REINF OF THINNER WALL 2 o d 0 Ob p oO OF - IA d s (2)#6 VERT d ° �• o o Il ISe. II a ° < _ LOWER BOF AS REQ'D I �; d • - ° - ° 4 • iO g LINE OF MAX EXCAVATION. 1 - ° I I d • • ° ° PIPE TRENCH EXCAVATION PARALLEL 9.I.MPN /AA' IF SOIL IS OVER EXCAVATED, - I I .d ° - °d TO FOOTING IS NOT ALLOWED REPLACE WITH LEAN MIX � . PLACE VERT REINF OUTSIDE EXCEPT - BELOW THIS LINE. STEP FIG AS CONCRETE. J FIRM BEARING SOIL OR - -. ASOTHERWISENOTEDORSHOWN REQUIRED FOR THIS CONDITION COMPACTED _ - - STRUCTURAL FILL - TYPICAL CONCRETE WALL REINFORCING DETAIL TYPICAL PIPE PENETRATION AT WALLS AND FOOTINGS TYPICAL FOOTING DRAIN HOEDOWN DETAIL (NEW FOOTING) 1 L SCALE: 1/2" = V-0" V SCALE: 1" 1'-0" ry SCALE: NTS = SCALE: 1" =1'-V' NOTE: NOTE: RAISE STEM WALL AS REQ'D AT PERIMETER WHERE NEEDED DUE TO FINISHED GRADES. AREAS OF PORTAL FRAME - AT CONDITION WHERE JOISTS REST SHEAR WALL PER SILL PL AND AB CIA AND SPACING PER 10d NAILS @ 2" OC EA [BEAMEASIDE AT SIM SECTION, SPLICED AT CENTER OF PORTAL FRAME -. ABOVE STEM WALL, EXTEND PLAN AND SCHED RAISED STEMWALL AS REQ'D SHEAR WALL SCHED WAY STAGGER THREADED ROD BETWEEN JOISTS INTO STEM WALL BELOW. PROVIDE - - FOR EXTERIOR GRADE ,(2)#4CONTTOP ---_ED ROD COUPLER IF REDID. STUD WALL PER PROVIDE BLOCK OUT • : ; EE E: -COL PER PLAN COUNTERSINK ADDITIONAL FRAMING PLAN NOTES AT DOOR OPENINGS I- _ Ir • • • - AND SCHED END STUD AS REQ'D HOUDO N PER PLAN SHEATHING AND NAILING PER PLAN AND SHEAR SLAB ON GRADE AND HEADER PER PLAN, 411 pl - SIMPSON MSTC40 W MAX / _ SIMPSON CB ANDSCHOEDOWN WALL SCHEDULE SUBGRADEPER FOUNDATION PLAN EXTEND ACROSS TOP j 91 ,', NAILING, OPPOSITE SIDE - OF SHEATHING, EA END . POST BASE THREADED ROD AS REQ'D _ #4@12". OC EA WAY '. OF PORTAL FRAME PER PLAN __ i (I4)114 OOOKED . 2x6 FLAT BLOCKING AT :OOWE15 __ 8"xB"CONCRETE PER PLAN AND HOLDOWN PAVINGORFINISHED z • 'CENTERED IN WALL ANY PLYWOOD JOINTS - --- PLINTH SCHEDULE. INSTALL - GRADE PER ARCH L i tL: W/HILTI HIT-HY 200 EPDXY t7A- S/FIAto� 'St21'�XPI COLPERPLAN : �- SIMPSON PB STANDOFF POST BASE DRAWINGS ioN 4 COL PER PLAN - t .r, - ANCHOR BOLT PER _ " ° I I I I d ° I I - -` ° o =III AT SIM SECTION •I 'I I I I• I; I I• SHEAR WALL SCHED, 2 MIN , z O. �— .'° ° I I 1L3 EXIST SLAB 0 ' ° o HOEDOWN PER PLAN ANDd°° ? ° ° ° ON GRADEO�'�°d - zODOO op °- _ II—III—IIIII- — SCHED, TYP :II I g da n .. O ° (3) #3 CLOSED TIES f I w d a O� 0 O d z z :I I. .. • • .. • TOP OF FTG °°. ° d e UJ ° , ° x g '� O0 o • ° °I • W 6" THICK CONC STEM WALL - W/#3 CLOSED TIES `:-..t °. a s dd, v ° n .d ° a - ,'` " d ° • • ° ° a • °. m u, a OO o 0 / - 6" ro u EXTEND STEM - AS REQ'D AT - ^ w w °II• 9I @ 6OC #4 VERT.@12"OC, (2j #4 HOOKEO'; - I - 'VERTS EA END OF PORTAL FRAME' - _ oc mu A d °1 0 P /S3.1 / PER DETAIL / _ ALT HOOK AS PORTALFRAME 7 TOP BAR REINF AT PORTAL FRAME TO MATCH REINF SIZE AND REINF -PER PLAN - SIZE AND REINF I �olll"` � SIZE & REINF SHOWN - .BIT PER PLAN, EXTEND P 6 BEYOND��, EXIST FOUNDATION - . PER PLAN - PER PLAN -EXTENTS OF PORTAL FRAME : HOLDOWN DETAIL (EXIST FOOTING) SECTION TYPICAL STEM WALL DETAIL PORTAL FRAME DETAIL s DECK FOOTING DETAIL SCALE: "1" =1'-0" / ' .SCALE: 1" =1'-0' V SCALE: 1/2" V-0" = _ - - VIDE FULL HEIGHT & WIDTH - - - BENEATH COLUMN ABOVE EXIST WALL FRAMING SIMPSON A34 EASIDE tSQUZSHZLOCKlNG OF COLUMN ALIGN 4x6COLUMN- C 4m ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 f a H O°j� 6F WAy� cQ, b FY9 R A N `rrONAL I/ 30/ 18 DESIGN: - RMK DRAWN: JCP CHECK: JGG JOBNO: - 18348.10 DATE: 11/30/18 BENEATH EXIST.COLABOVE-° - - z _ FOR NOTES AND DETAILS EXIST101ST O - NOT SPECIFICALLY CALLED PROVIDE SIMPSON ABA - OUT REFER TO DETAIL 7 SERIES COLUMN BASE W/ ~ SIMPSON 5/8" o x W TITEN HD - a 90° STD HOOK EMBEDDED INTO _. (2) JI4 CONTTOPrt STUD WALL PER EXIST STEM WALL 3" W/ - n O - FRAMING PLAN NOTES - SIMPSON SET-XP EPDXY .' a O FINISHED • '#4 @ 10" OC EA WAY;, MIN LLJ 00 . BACKFILL W/FREE GRADE L CENTERED IN,STEM- - 8" WIDE CONC PLINTH EXIST FTG V DRAINING MATERIAL - - WALL . �(2) #4 VERT DOWEL - ° ° - - z Q �y,°moo `TI= ok d - BAR, ALTERNATE ' _ DIRECTION OF HOOK , d d .. Q Q 1' 0" N - - SLAB 8".- 6" N WRADEPER STRUCNGRALNOTES . Q= QW _ �°p° ° . .4 _— - - o OO °°o � 0 d•. ° z ago oDo° d z C4 00 - , ° O hT T I ° — — Q J- o . Q0 OO ba -- 1-2"SQMIN EXIST BOULDER SHEET: O0 __ �������� ,, EMBED HoBAR INT6 FOOTING DRAIN / 10 6" _ - 1'-4" "' u _,. `(2)'#4 BOT BAR ; '.-EXIST BOULDER 3" W/ 1.., PER DETAIL 3 / - EA WAY_.} SIMPSON SET-XPEPDXY 1 DEC 032010 131#4CONTMRS.r DOIIOING 90° HOOK EA VERT, ALTERNATE . ' DIRECTION OF EA BAR SECTION 1� SECTION SCALE: 1" = V-0" - _ - - NOTE; 2x OR 3x BLOCKING ONLY STAGGER SHEATHING AS IF BLOCKED DIAPHRAGM SHOWN.(IBCTABLE IS SPECIFIED a o� FOR 2.4 STUDS, PROVIDE SINGLE 2306.3.1, CASE 1 OR 3) w ROW OF NAILS STAGGERED EA SIDE FRAMING MEMBERS W/ \ z WITH 11/2" EDGE DISTANCE. FOR - FRAMING MEMBERS INTERMEDIATE SPACING PER PLAN - r 2x6 STUDS, PROVIDE (2) ROWS OF STAGGER NAILS ON EA SIDE o NAILS SPACED AT 21/2" W/ 11/2"EDGE OF PANEL JOINT AS REQUIRED SHEATHING- DISTANCE PER SHEAR WALL SCHED PANEL EDGE NAILING PANEL, TYP ((� - - PER SHEAR WALL- _________ •_ ---___n_ - SCHEDULE, TYP 9" OC MAX SPACING BETWEEN _rl•f_n_ _. II•I _fl _-_ nnrn I I- I•I I'I - I•I I I•I _ PANEL EDGE NAILING INTO _ - CONTINUOUS � - - - - - ADJACENT NAILS INAROW I I I1 I I I1 I I II III HOEDOWN CHORDS, TYP PANELEDGES IMF ADJACENT NAILS IN A I I I I I I I I I- I I I I I I - I I- I I I I I INTERMEDIATE I I I I ��J.I CI IU �L) I I CAI ROW ARE TO BE DRIVEN FROM - HEADER PER PLANOC I I III I•I I•I I'1 � I II—� OPPOSITE SIDES, TYP - CRIPPLE STUDS PER I I I I I I� P• 1I � I I � I I I I I� I1. - I I j1 � I I FRAMING AT ADJOINING I I I LI I I I I � I I PANEL EDGES PER SHEAR - � I I I I I SHE PER PLAN AND SHEAR WALL SCHEDULE �-- I �- r� I II II �� - 0.131'o x 3" NAILS, TYP - PLAN; DO NOT CUT I I I•I I•I .. I, I'I WALL SCHED I I I - AWAY MATERIAL FROM I•I I I I CRIPPLESTUDS •I I I I I. j HOEDOWN CHORD PER PANEL EDGES- I•I III I I I I I •I I I I I- I I I I -. I I I I,I SCHEDULE. REFER TO BUILT-UP - -- - - - -_ I-;I�- fi---1()�-- (5) STUDS MAX TOTYPICAL BE USED FOR FULL -HEIGHT DHOEDOWN CHOR IIIIIII II •Ij II II II, II 1I •II I',I -�I,I - ,�I. COLUMN DETAIL ��/I�1 BUILT-UP COLUMNS I I.I I I I I I I I IIII I I - I I I •1 1 I I I I•I. I I I, I I I 71-__t i i_ _• ___ y I I I I I1 11 I,I - I•I I,I ADDITIONAL END STUD I•I I 11 I I 1 LI I I j j - j j IF REQUIRED TO TYPICAL FLOOR/ROOF SHEATHING DETAIL � n TYPICALBUILT-UPSTUD COLUMN DETAIL III II II I IIII I I I I I, I 11 II I I I I I PROVIDE SCALE: NTS IIII JI II 1 I I II II II 1I COUNTERSINK FOR1"=1'-0" IIII II II I.1 .II_ II II II - HOLDOWN BOLTS IIII LI LI 1. i I•I I I I I I I LI LI LI LI I I I I I I HOLDOWN ANCHORAGE - TYP DOUBLE TOP PLATE PER PLAN AND SCHEDULE ABW/SIMPSONBP d I I I I I (2)ROWS OF 8 0.131"0x3" O PL WASHER, TYP 1 I I I•I - I, id 1 I SIMPSON CNW COUPLER 1/2" TO 21/4" END NAILS @ 3" OC EA SIDE OF NUT W/ SIZE TO MATCH SHEATHED EDGE - - DISTANCE, TYP - SPLICE AND (2) @ 9" OC I i I •I I I - 16 - I I HOLDOWN ANCHORAGE PLATE WASHER - ELSEWHERE W/ 11/2" EDGE SIMPSON A35 (ONLY PT SILL PL PER SHEAR I i I 1 _II II II I I� PER AR DISTANCE 3" OC REQUIRED AT EXTERIOR WALL SCHED 11 I L I -- A I i I,I I I- I I I I - I,I I,I WALLS WALL SCHED - - -SPACING HEADERS GREATER _ THAN 6'SPAN) PANEL EDGE. - IL .. ., ., _ NAILING PER SHEAR I l (6) O.131" 0 x 3" NAILS WALL SCHED TOP CHORD II n II I I I I I I I 1 CONTINUE HOLDOWN CHORD I I °. SPLICE AT LOCATIONS WHERE IT IS NOT POSSIBLE BOTTOM TYPICAL STUDS jl TO FOUNDATION TO INSTALL THE SPECIFIED 0.131"o CHORD _ -II II SPLICE NAILS, THE CONTRACTOR SHALL I I _ _ SECTION A -A INSTALL SIMPSON CS20 STRAPS EA SIDE .SPLICE ( BEAM OR HEADER PER =III —III= AS IZEANDSPACING A1I—III= -II - - II �� OF WALLATSPLICE. INSTALLEA STRAP - PLAN AND NOTES CONCRETE FOOTING PER PLAN AND SHEAR II I I I( SCALE: 1 V2" =1'-0" - W/ (12) 10d AT EA END. WHERE BOTH OR P/T SLAB WALLSCHEDULE, TYP IJ6 RIM BOARD G � PLATES ARE CUT, INSTALL CS20 STRAPS NAILING PER TYP OR BLOCKING AT EA PLATE AND EA SIDE OFTHE WALL: BUILT-UP STUD NOTES: - iil < CONCRETE STEM WALL COLUMN DETAIL 1. REFERTO STRUCTURAL NOTES FOR - - I; BETWEEN SPLICES - - ADDITIONAL INFORMATION. 2: FORS HEAR WALLS WHERE NO HOEDOWNS THE FIRST ABSHALL BE - - - - - CONCRETE FOOTING r6'-0"MIN SPLICES TO OCCUR AT I - AT HOEDOWNS: PROVIDE FULL HT "AND RIPPLE STUDS PER PLAN ARESPECIFIED LOCATED NOT MORE THAN V-0" AND NOT - — — — — — - I CENTER OF VERTICAL STUD '��,II'. HOLDOWN CHORDSPER HD SCHED. ; COLUMN SCHEDULE OR STRUCTURAL NOTES LESS THAN (7) BOLT DIAMETERS FROM END - =III=IF, = =I I I —III= =III=I I I= OTHERWISE: (1) 2x FULL HT - OF WALL - TOP CHORD SPLICE BOTTOM CHORD SPLICE TYPICAL SHEAR WALL DETAIL TYPICAL TOP PLATE SPLICE DETAIL ��� TYPICAL HEADER DETAIL EDGE NAILING PER PLAN AND SHEAR WALL BEAM PER PLAN AND SCHEDULE - SCHEDULE OR EDGE NAILING PER PLAN STRUCTURAL NOTES, TYP AND SHEAR WALL r 2x6 STUD @ 2x4 CROSS WALL 2x8 STUD @ 2x6 CROSS WALL JOIST DIRECTION SIMPSON A35 EACH SIDE OF BEAM SCHEDULE OR 0.131"0 x 3" STRUCTURAL NOTES, TYP NAILS @ 9" OC NOTE: SUPPORTS AT SOLID POSTS SIM PER PLAN- t; � 6 STUD WALL C STUD WALL -AND `(2) ROWS OF 0.131" 0 x 3" EDGE NAILING PER PLAN AND SCHEDULE, _ NAILS @ 9" OC SHEAR WALLSCHEDULE OR STRUCTURAL NOTES, TYP SIMP50N LTP4 OR _ _ - A35 FRAMING _ STUD WALL PER 0.131" o x 3" ANCHOR EACH SIDE - - - FRAMING PLAN - - NAILS @ 9" OC OF BEAM - NOTES,TYP STUD WALL PER FRAMING - - PLAN NOTES, TYP - SHEATHING (OR GWB) AND NAILING PER PLAN AND SHEAR SHEATHING (OR GWB) AND SOLID OR MULTIPLE - - - SOLID OR MULTIPLE WALL SCHEDULE OR NAILING PER PLAN AND SHEAR STUD COLUMN PER PLAN BEAM WIDTH, STUD COLUMN PER PLAN STRUCTURAL NOTES, TYP WALL SCHEDULE OR MIN UNO - - - _ STRUCTURAL NOTES, TYP - - A. CORNER INTERSECTION B.'T' INTERSECTION PARALLEL TO STUD WALL PERPENDICULAR TO STUD WALL TYPICAL WALL INTERSECTION DETAIL TYPICAL FLUSH BEAM SUPPORT DETAILS _ 6 - SCALE: 1" V-0" = C 4m ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 0G• G 'ogFS of WAS G v a� F �`rfONAL I/30/18 DESIGN: RMK DRAWN: JCP CHECK: JGG JOB NO: - 18348.10 DATE: _ 11/30/18 z O 0 p a N W O W rn U z > W Q Q F- W ui z Q O z N O � o -J W SHEET RECEIVED S 4.1 DEC of 2018 CHORD SIZE PER HOLDOWN SCHEDULE SIMPSON STRAP WITH FASTENERS PER HOLDOWN SCHEDULE 1/3 DEPTH MIDDLE 2/3 1/3 DEPTH NOTE: HOLES DRILLED THRU JOISTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE JOIST DEPTH & MIDDLE THIRD OF THE JOIST SPAN, BUT NOT THE EXACT CENTER SPAN. CONTRACTOR SHALL MINIMIZE HOLE SIZE IF POSSIBLE. CONTACT ENGINEER FOR DRILLING OUTSIDE AREA SHOWN GUIDELINES FOR HOLES DRILLED THRU JOISTS TYPICAL STRAP HOEDOWN DETAIL 1 SCALE 1" = 1'-0" SCALE: 1" 0" C � STUD WALL PER - - - - STUD WALL PER ENGIN&RING STRUCTURAL DRAWINGS STRUCTURAL DRAWINGS � 1r ,Y SHEATHING & NAILING 5HEATHING & NAILING 250 4TH AVE. S., SUITE 200 PER PLAN & SHEAR SILL PLATE NAILING PER PLAN PER PLAN & SHEAR SILL PLATE NAILING PER PLAN! EDMONDS, WASHINGTON 98020 WALL SCHEDULE OR & SHEAR WALL SCHEDULE OR - WALL SCHEDULEOR- -&SHEAR WALL SCHEDULE OR PHONE (425) 778-8500 STRUCTURAL NOTES STRUCTURAL NOTES STRUCTURAL NOTES- _ STRUCfURALNOTES FAX (425) 778-5536 BREAK SHEATHING AT PLATE UNO .EXIST SHEATHING - BREAKSHEATHING AT PLATE UNO EXIST SHEATHING 2x CONTINUOUS RIM - 2x CONTINUOUS RIM SILL PLATE NAILING PER .SILL PLATE NAILING PER SHEAR WALL SCHEDULE SHEAR WALL SCHEDULE - BREAKSHEATHING BREAKSHEATHING AT PLATE UNO -F AT PLATE UNOF PANEL EDGE NAILING PANEL EDGE NAILING-' PER PLAN WOOD JOISTS PER PLAN PER PLAN&SHEAR.- WOODJOISTS PER PLAN WALL SCHEDULE OR WALL SCHEDULE OR STRUCTURAL NOTES STRUCTURAL NOTES NOTE: 2x4 BLOCKING AT SHEAR WALLS ONLY OR SIMPSON A35 PER SW _ 2x4 BLOCKING AT SHEAR WALLS oy'w� of WAsq G NON -SHEAR WALL SCHEDULE BETWEEN RIM & TOP - ONLY OR SIMPSON A35 PER SW - SCHEDULE BETWEEN RIM &TOP c`a NAILING SHALL BE PER PLATE -PLATE me IBC TABLE 2304.9 - A. JOIST PERPENDICULAR TO WALL B. JOIST PARALLEL TO WALL - L�4!' - TONAL EXTERIOR WALL PERPENDICULAR TO JOISTS - - - IV30II8 TYPICAL STUD WALL FRAMING DETAIL V SCALE: 1 =1-0 WALL FRAMING AT VERIFY OR PROVIDE SIM SECTION 2x FULL HEIGHT - BLOCKING /j/ j 8d TOENAILS / N// 2 PROVIDE x FULL HT BLKG W/ Sd F q OoV,OC L E%IST SHEATHING - (a16"OC(WHERE PLYWOOD IS SPLICED ACROSS TOP OF BEAM) SIMPSON HU26 FACE I- EXIST SHEATHING MOUNT HANGER AT PARTIAL FLUSH BEAM, TYP 0 F. d op m N I � H U� W cC < EXIPERPLAN7L"" NOTCH AS REO'D FOR BEAM EXIST JOISTS PER PLAN, -rFR OTE PARTIAL FLUSH BEAM PEROCKING TO BE VERIFIED OR BEAM PER PLAN - PLAN, LOWER AS REO'D FOR EXIST MECHANICAL OVIDED AT ALL PLYWOOD - - PANEL EDGES: NEW BLOCKING TO BE NAILED PER TYPICAL W Q C1 0 m ti Q FLOOR FRAMING PLAN NOTES DESIGN: DROPPED BEAM DETAIL FLUSH BEAM DETAIL SCALE: 1" = V-0" DRAWN: CHECK: JOB NO: DATE: p� RECEIVED Sep }1!v�iori DEC 03 2010 BUILDING Z O t-- O Q N Ld O U w 00 Z > O') w a a N H Ld Of t� Z Q O Z N M O rn 0 J Ld SHEET: RMK JCP JGG 18348.10 11/30/18 S4.2 - 1 C 7"MIN 1/3 DEPTH MIDDLE 1/3 1/3 DEPTH NOTE: HOLES DRILLED THRU JOISTS SHALL BE LOCATED IN THE MIDDLE THIRD OF THE JOIST DEPTH & MIDDLE THIRD OF THE JOIST SPAN, BUT NOT THE EXACT CENTER SPAN. CONTRACTOR SHALL MINIMIZE HOLE SIZE IF POSSIBLE. CONTACT ENGINEER FOR DRILLING OUTS, DE, REA SHOW N CHORD SIZE PER HOLDOWN SCHEDULE SIMPSON STRAP WITH FASTENERS PER HOLDOWN SCHEDULE JOIST DIRECTION PER PLAN FILL JOIST SPACE WITH FULL DEPTH BLOCKING TO MATCH DIMENSIONS OF STUD COLUMN ABOVE STUD WALL PER STRUCTURAL DRAWINGS SHEATHING & NAILING PER PLAN & SHEAR SILL PLATE NAILING PER PLAN WALL SCHEDULE OR & SHEAR WALL SCHEDULE OR STRUCTURAL NOTES STRUCTURAL NOTES BREAK SHEATHING AT PLATE NO PLATELINO EXIST SHEATHING 2x CONTINUOUS RIM SILL PLATE NAILING PER SHEAR WALL SCHEDULE BREAK SHEATHING AT PLATE LINO I� _ PANEL EDGE NAILING PER PLAN & SHEAR WOOD JOISTS PER PLAN WALL SCHEDULE OR STRUCTURAL NOTES 2x4 BLOCKING AT SHEAR WALLS NOTE: ONLY OR SIMPSON A35 PER SW NON -SHEAR WALL SCHEDULE BETWEEN RIM &TOP NAILING SHALL BE PER PLATE I BC TABLE 2304.9 1 A. JOIST PERPENDICULAR TO WALL STUD WALL PER STRUCTURAL DRAWINGS SHEATHING & NAILING PER PLAN & SHEAR SILL PLATE NAILING PER PLAN WALL SCHEDULE OR & SHEAR WALL SCHEDULE OR STRUCTURAL NOTES STRUCTURAL NOTES BREAK SHEATHING AT PLATELIND EXIST SHEATHING 2x CONTINUOUS RIM RIM SILL PLATE NAILING PER SHEAR WALL SCHEDULE BREAK SHEATHING AT PLATE UNO 1� PANEL EDGE NAILING PER PLAN & SHEAR WOOD JOISTS PER PLAN WALL SCHEDULE OR STRUCTURAL NOTES 2x4 BLOCKING AT SHEAR WALLS ONLY OR SIMPSON A35 PER SW SCHEDULE BETWEEN RIM &TOP PLATE B. JOIST PARALLELTO WALL EXTERIOR WALL PERPENDICULAR TO JOISTS GUIDELINES FOR HOLES DRILLED THRU JOISTS TYPICAL STRAP HOLDOWN DETAIL TYPICAL STUD WALL FRAMING DETAIL 2 SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" WALL FRAMING AT VERIFY OR PROVIDE SIM SECTION 2x FULL HEIGHT BLOCKING /I n / Ed TOENAILS lI I EXIST SHEATHING @6"OC I � EXIST JOISTS / PER PLAN J BEAM PER PLAN PROVIDE 2x FULL HT BLKG W/ Ed @ 6" OC (WHERE PLYWOOD IS SPLICED ACROSS TOP OF BEAM) SIMPSON HU26 FACE EXIST SHEATHING MOUNT HANGER AT PARTIAL FLUSH BEAM, TYP EXISTJOISTS PER PLAN, NOTCH AS REQ'D FOR BEAM . NOTE: PARTIAL FLUSH BEAM PER BLOCKING TO BE VERIFIED OR PLAN, LOWER AS REQ'D FOR EXIST MECHANICAL PROVIDED AT ALL PLYWOOD EXIST BEAM PER PLAN PANEL EDGES. NEW BLOCKING TO BE NAILED PER TYPICAL FLOOR FRAMING PLAN NOTES 2x BLKG ATTACHED W/ (2) Ed EA END EXIST JOISTS PER PLAN, TAPERED AT END 2x LEDGER ATTACHED TO EXIST LEDGER W/ (2)1/4" o x 5" SIMPSON SIDS SCREWS @ 16" OC EXIST 2x LEDGER TO REMAIN DROPPED BEAM DETAIL FLUSH BEAM DETAIL Q EXIST GLB DETAIL _ 4 SCALE: 1" =1'-0" SCALE: 1" =1'-0" v SCALE: A REVISED PLAN APPROVED CITY OF EDMONDS BUILDING DIVISION PLANS L.\ �' I\L:It DATE i9 ENGINEERING 250 4TH AVE. S., SUITE 200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 p0 G. GAG Oy , OF WAS4.! a� 10Ja LT SIDUAL II / 50/ 16 DESIGN: RMK DRAWN: JCP CHECK: JGG JOB NO: 18348.10 DATE: 11/30/18 J_ Z Q O H H W 0 O W W 00 Z > O) Z Q W Q Q W d LL. O V) a -to O> In J - W SHEET S4.2 NOTES 1. PRE -FABRICATED RAIL TO BE SILL PLATE NAILING PER PLAN - AND SHEAR WALL SCHEDULE NOTES - - 1. FOR NOTES AND DETAILS NOT PROVIDED BY OTHERS. OR STRUCTURAL NOTES - CALLED OUT REFER TO DETAIL 1. 2. NON -SHEAR WALL NAILING - 2. PRE -FABRICATED RAIL TO BE SHALL BE PER IBC TABLE 2304.9 SHEATHING AND -PROVIDED BY OTHERS. - NAILING PER PLAN - "C PANEL EDGE NAILING +P(4) - - BEAM CURBAILS (FIRST BLKG BAY ONLY) `PER ARCH- 2xCONTIN000SRIM- BEAM PER SILL PLATE NAILING PER'PLANSHEAR WALL SCHEDULE DIAPHRAGM NAILING PER PLAN NOTES SHEET SI.1 PANEL EDGE NAILING3 PER PLAN AND SHEAR WOOD JOISTS PER PLAN RIPPED( 0.131"o x 3"NAILS EACH )WALL SCHEDULE OR TO MATCH SLOPE OF ROOFEND (FIRST BLKG BAY ONLY) STRUCTURALNOTES 2x4 BLOCKING AT SHEAR WALLS OOD JOISTS PER PLAN RIPPED ONLY OR SIMPSON A35 PER SW MATCH SLOPE OF ROOF SHEATHING PER PLAN SCHEDULE BETWEEN RIM &TOPOD BLOCKING @ AND SHEAR WALL PLATE CMAX (EA BAY) SCHEDULEOR STRUCTURAL NOTES STUD WALL PER A' ,V, OC FRAMING PLAN NOTES - - EXTERIOR WALL PERPENDICULAR TO JOISTS EXTERIOR WALL PARALLEL TO JOISTS - BEARING WALL AT DECK NON -BEARING WALL AT DECK SCALE: 1" = V-0" C CM ENGINEERING 250 4TH AVE. S., SUITE 200 2x6 CONTINUOUS 2x6 RAFTERS EDMONDS, WASHINGTON 98020 RIDGE BOARD, TYP @ 24" OC PHONE (425) 778-8500 FAX (425) 778-5536 SIMPSON A35 EACH RAFTER ROOF SHEATHING AND - FULL DEPTH BLKG NAILING PER ROOF RIPPED TO MATCH 20 VERTICAL SUPPORT FRAMING PLAN NOTES SLOPE OF ROOF BOUNDARY NAILING PERK MEMBERS SPACED @ .ROOF FRAMING PLAN NOTES 2'-0" OC ALIGN W/ EA DIAPHRAGM BOUNDARY RAFTER BELOW TYP NAILING PER ROOF -- - SIMPSON HU SLOPED FRAMING PLAN NOTES ROOF RAFTERS PER PLAN HANGER EA RAFTER, TYP - �p G. QA6 ROOF SHEATHING 16d @ 6" OC - yNeA' '1co PER PLAN & NOTES - 2x NAILER W/ (2) ROOF RAFTERS T16dEEd R - @EACH RAFTER PER PLAN. SIMPSON H2.SA TIE TONAL RIDGE BEAM " NOTE: HMO PER PLAN PROVIDE BLOCKING @ - ALL EDGES&SUPPORTS BEAM PER PLAN SECTION STICK FRAMED OVERFRAMING DETAIL SECTION 3 �, SCALE: 1" = 1'-0" 7 SCALE: NTS DIAPHRAGM BOUNDARY ROOF SHEATHING AND SHEATHING AND 2x RIM OR BLKG W/ NAILING PER ROOF NAILING PER ROOF NAILING PER ROOF �,ARAGM NAILING FRAMING PLAN NOTES FRAMING PLAN NOTES .2x6 CONTINUOUS 2x FULL HEIGHT RIM RIDGE BOARD FRAMING PLAN NOTES RUCTURALNOTES W/ DIAPHRAGM 2x6 W/ (2) FULL DEPTH BLKG NAILING PER ROOFFRAMING PLAN NOTES SOd @ i6" OC RIPPED TO MATCH SLOPE OF ROOF �-- SIMPSON A35 @ 24" OC 2x RAFTER 2x BLKG @ PER PLAN 4'-0" OC W/ (2) _ PROVIDE BOUNDARY NAILING AT TOP PLATE PER 2x4 BLKG W/ SILL PL NAILING PER SHEAR WALL SCHED DIAPHRAGM SHEATHING AND BOUNDARY NAILING NAILING PER ROOF PER ROOF FRAMING EXIST SHEATHING PLAN NOTES FRAMING PLAN NOTES SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x OUTLOOKER (24" EXIST STUD WALL - MAX OVERHANG) 2x HF LEDGER W/ DIAPHRAGM NAILING PER ROOF FRAMING 8d @ 6" OC PLAN NOTES GABLE END TRUSS BREAK SHEATHING AT BLKG SHEATHING AND NAILING TO - A35 CLIP PER. - - MATCH SHEAR WALL BELOW SW SCHED (24" - .00 MAX) "2x BLKG BETWEEN EA ' STUD AT SHEAR WALL -A35 EACH LINE 2x RAKE WALL 8d EA END SHEAR WALL SCHEDULE AT SHEAR WALLS, OF BLOCKING SIMPSON LSTA15 SLOPED TO MATCH PROVIDE SHEATHING & SHEATHING AND - STRAP EACH SPLICE ROOF SLOPE -- f"SORTRUSS PRE-ENGINEERED SILL PL NAILING PER SCISSOR TRUSS PER PLAN NAILING PER PLAN NAILING PER PLAN AND - " 2x RAKED WALL WALL MFR SHEAR WALL SCHED SHEAR WALL SCHEDULE 80T PLATE W/ l6d @ 6" OC - SIMPSON 112.SA TIE _ - FULL HTPLYWOOD & 2x6 CEILING TRUSS HANGER PER MFR AT EACH TRUSS - 2x NAILER - NAILING PER PLAN & JOIST @ 16" OC - 2x4 BLOCKING FOR STRUCTURAL NOTES FULL HT SHEATHING W/ NAILING BEAM PER PLAN - RAKED WALL W/ FULL - (3) TRUSS SPACES @ - PER STRUCTURAL NOTES NOTES SHEATHING AND NAILING STUD WALL FRAMING HEIGHT STUDS 4'-0"OC MAX 2x NAILER W/ (2). FOR NOTES & DETAILS NOT PER PLAN AND SHEAR PER PLAN NOTES ROOF TRUSSES .. - 10d@16"OC SPECIFICALLY CALLED OUT, WALL SCHEDULE PER PLAN Jj .6d COOLER NAILS @ REFER TO DETAIL - - - 6"OC OVER EXTENTS OF BLOCKING �^ S E CT I O N TYPICAL SCISSOR TRUSS SUPPORT DETAIL e SECTION TYPICAL GABLE END SECTION - 6 SCALE: 1" V-0" V SCALE: 1" =1'-0" a SCALE: 1" =1-0 = SCALE: 1" = V-0" M F a DESIGN: RMK DRAWN:. JCP CHECK: JGG JOB NO: 18348.10 DATE: - 11/30/18 N I Z 0 Q I--- )— W Q 0 Q U W 0000 Z Z a Q o F r LLI ' rn o LL_ U I✓) Z Ii W W O W o-w f O:ftN SHEET Sea ��m-a&7 RECEIVED _711411 DEC o32018 S5.1 BUILDING NOTES: 1PRE-FABRICATED RAIL TO BE PROVIDED BY OTHERS. 2. NON -SHEAR WALL NAILING SHALL BE PER IBC TABLE 23043 2x CONTINUOUS RIM SILL PLATE NAILING PER SHEAR WALLSCHEDULE PANEL EDGE NAILING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES SHEATHING PER PLAN AND SHEAR WALL SCHEDULE OR STRUCTURAL NOTES NOTES: SILL PLATE NAILING PER PLAN AND SHEAR WALL SCHEDULE T. FOR NOTES AND DETAILS NOT OR STRUCTURAL NOTES CALLED OUT REFER TO DETAIL 1. 2. PRE -FABRICATED RAIL TO BE SHEATHING AND PROVIDED BY OTHERS. NAILING PER PLAN z4 W/ Rd @ 6" OC PANEL EDGE NAILING BEAM CURB (4) 10d NAILS (FIRST BLKG BAY ONLY) PER ARCH BEAM PER PLAN WOOD JOISTS PER PLAN RIPPED TO MATCH SLOPE OF ROOF 2x4 BLOCKING AT SHEAR WALLS ONLY OR SIMPSON A35 PER SW SCHEDULE BETWEEN RIM &TOP PLATE STUD WALL PER FRAMING PLAN NOTES EXTERIOR WALL PERPENDICULAR TO JOISTS DIAPHRAGM NAILING PER PLAN NOTES SHEET SS.1 (3)0 .131"0 x 3" NAILS EACH END (FIRST BLKG BAY ONLY) WOOD JOISTS PER PLAN RIPPED TO MATCH SLOPE OF ROOF 2x WOOD BLOCKING @ 4'-0" OC MAX (EA BAY) SIMPSON A35 @ 4'-0" OC EXTERIOR WALL PARALLEL TO JOISTS BEARING WALL AT DECK 2 NON -BEARING WALL AT DECK 1 SCALE: 1" =1'-0" SHEAR WALL PER PLAN SIMPSON STRONG -WALL HOEDOWN PER MANUFACTURER, FIELD BEND AROUND BEAM AS REO'D. REFER TO PLAN FOR STRONG -WALL TYPE BEAM PER PLAN JOIST PER PLAN (DIRECTION VARIES) (DIRECTION VARIES) SHEAR WALL PER PLAN SIMPSON STRONG -WALL HOEDOWN PER MANUFACTURER, FIELD BEND AROUND BEAM AS REO'D. REFER TO PLAN FOR STRONG -WALL TYPE CONTINUOUS RIM HEADER BEAM PER PLAN BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES ROOF RAFTERS PER PLAN 2x BLKG EA BAY ROOF SHEATHING / PER PLAN & NOTES SIM RA AAN�.�•.., / EAA RAFTER 16d TOENAILS @6"OC RIDGE BEAM P PER PLAN SECTION 3 SCALE: 1" = V-0" A DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF PROVIDE BOUNDARY NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE SILL PL NAILING PER SHEAR WALL SCHED SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES 2x4 BLKG W/ SILL PL NAILING PER SHEAR WALL SCHED PRE-ENGINEERED SCISSOR TRUSS PER PLAN SIMPSON H2.5A TIE AT EACH TRUSS STUD WALL FRAMING PER PLAN NOTES EXIST WALL FRAMING 2x BLKG W/ (2) 16d INTO EA STUD FULL WIDTH x 7.5" HEIGHT BLKG W/ SIMPSON A35 EA END TOP & SOT, TYP BETWEEN EA WALL STUD C 4w ENGINEERING 250 4TH AVE. S., SUITE 200 2x6 CONTINUOUS 2x6 RAFTERS EDMONDS, WASHINGTON 98020 RIDGE BOARD, TYP @ 24„ OC PHONE (425) 778-8500 FAX (425) 778-5536 11MPSON All EACH RAFTER ROOF SHEATHING AND FULL DEPTH BLKG NAILING PER ROOF RIPPED TO MATCH 2x4 VERTICAL SUPPORT FRAMING PLAN NOTES SLOPE OF ROOF MEMBERS SPACED @ 2'-0" OC ALIGN W/ EA DIAPHRAGM BOUNDARY RAFTER BELOW TYP NAILING PER ROOF FRAMING PLAN NOTES G. G G 05 of WA s 1fid @ 6" OC � Fry 2x NAILER W/ (2) T16dER ROOF RAFTERS @ EACH RAFTER PER PLAN B553 ` SIMPSON H2.5A TIE �Sf01VAL NOTE: 1/ 0118 PROVIDE BLOCKING @ BEAM PER PLAN ALL EDGES &SUPPORTS STICK FRAMED OVERFRAMING DETAIL SECTION Y SCALE: NTS FLUSH BEAM HEADER —�— TYPICAL STRAP HOEDOWN TO WOOD BEAM TYPICAL SCISSOR TRUSS SUPPORT DETAIL SECTION SCALE: 1" = V-0" A A ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES PRE-ENGINEERED SCISSOR TRUSS PER PLAN - HANGER PER MFR NEW OR EXIST SHEATHING PER PLAN DIAPHRAGM J NAILING Q (- SHEATHINGANDBOUNDARY PER ROOF FRAMING �• NAILING PER ROOF PLAN NOTES m FRAMING PLAN NOTES O m N a 2x OUTLOOKER (24" H F MAX OVERHANG) U 2 2 W w w GABLE END TRUSS n. SHEATHING AND NAILING TO All CLIP PER W MATCH SHEAR WALL BELOW SW SCHED (24" Q m 00 OC MAX) N a-1 O A35 EACH LINE 1, OF BLOCKING SIMPSON LSTA15 x SHEATHING AND STRAP EACH SPLICE NAILING PER PLAN AND DESIGN: RMK SHEAR WALL SCHEDULE DRAWN: JCP CHECK: JGG 2x4 BLOCKING FOR JOB NO: 18348.10 RAKED WALL W/ FULL (3) TRUSS SPACES @ H EIGHT STUDS 4'-0" OC MAX DATE: 1 1 /30/ 1 8 6d COOLER NAILS @ 6" OC OVER EXTENTS OF BLOCKING TYPICAL GABLE END SECTION 9 SCALE: 1" = V-0" REVISED PLAN APPROVED CITI' OI F:U.\(ONUS Itl'11.1)IN(: Ill\ ISION PLANS EXINIINER DATE �jf jUL ) I GUILDING DEPARTMEN CITY OF EDMONDS V ) Z Q 0 p H Ld 0 Q 0 Q o LLI U w 00 Z Z > rn w a < V) F=- LL I �} LL LL- a) U r� Z I_L_ J O W Orno 0:fLn SHEET C NOTES: 1. PRE -FABRICATED RAIL TO BE SILL PLATE NAILING PER PLAN AND SHEAR WALL SCHEDULE NOTES: 1. FOR NOTES AND DETAILS NOT 2x6 CONTINUOUS RIDGE BOARD, TYP 2x6 RAFTERS @ 24" OC PROVIDED BY OTHERS. OR STRUCTURAL NOTES CALLED OUT REFER TO DETAIL 1. 2. NON -SHEAR WALL NAILING 2. PRE FABRICATED RAIL TO BE SHALL BE PER IBC TABLE 2304.9 SHEATHING AND PROVIDED BY OTHERS. �• I. NAILING PER PLAN "C PANEL EDGE NAILING BEAM CURBILS (FIRST BURG BAY ONLY) T PER ARCH A35 2x CONTINUOUS RIM EACHRSIMPSON EACH RAFTER ROOF SHEATHING AND FULL DEPTH BLKG BEAM PER BOUNDARY NAILING PER NAILING PER ROOF RIPPED TO MATCH SILL PLATE NAILING PER PLAN ROOF FRAMING PLAN NOTES 2x4 VERTICAL SUPPORT FRAMING PLAN NOTES SLOPE OF ROOF SHEAR WALL SCHEDULE DIAPHRAGM NAILING MEMBERS SPACED@ PER PLAN NOTES 2x BLKG EA BAY ROOF RAFTERS PER PLAN 2'-0" OC ALIGN W/ EA DIAPHRAGM BOUNDARY SHEET SS.1 " ROOF SHEATHING RAFTER BELOW TYP NAILING PER ROOF PEND PER PLAN &NOTES FRAMING PLAN NOTES PANEL EDGE NAILING PER PLAN AND SHEAR WOOD JOISTS PER PLAN RIPPED3) 0.131" 0 x 3" NAILS EACH WALL SCHEDULE OR TO MATCH SLOPE OF ROOFND (FIRSTBLKG BAYONLY)STRUCTURAL NOTES 2x4 BLOCKING AT SHEARWALLSOD JOISTS PER PLAN RIPPED 16d @ 6" OC ONLY OR SIMPSON A35 PER SWMATCH SLOPE OF ROOF SHEATHING PER PLAN SCHEDULE BETWEEN RIM &TOPOD BLOCKING @ 2x NAILER W/ (2) 16d ROOF RAFTERS AND SHEAR WALL PLATE C MAX (EA BAY) @ EACH RAFTER PER PLAN SCHEDULE OR STRUCTURAL NOTES STUD WALL PER '-0" OC SIMPSON A34 EA RAFTER 16d TOENAILS FRAMING PLAN NOTES @ 6" OC SIMPSON H2.SA TIE RIDGE BEAM NOTE: EXTERIOR WALL PERPENDICULAR TO JOISTS EXTERIOR WALL PARALLEL TO JOISTS PER PLAN PROVIDE BLOCKING @ ALL EDGES & SUPPORTS BEAM PER PLAN BEARING WALL AT DECK NON -BEARING WALL AT DECK SECTIONSTICK FRAMED OVERFRAMING DETAILSECTION SCALE: 1" =1'-0" G SCALE: 1" = 1'-0" V SCALE: 1" = V-0' �'Y SCALE: NTS SCALE: 1" =1'-O" SHEAR WALL PER PLAN SIMPSON STRONG -WALL HOLDOWN PER MANUFACTURER, FIELD BEND AROUND BEAM AS REO'D. REFER TO PLAN FOR STRONG -WALL TYPE BEAM PER PLAN JOISTPER PLAN (DIRECTION VARIES) (DIRECTION VARIES) SHEAR WALL PER PLAN SIMPSON STRONG -WALL HOLDOWN PER MANUFACTURER, FIELD BEND AROUND BEAM AS REO'D. REFER TO PLAN FOR STRONG -WALL TYPE CONTINUOUS RIM HEADER BEAM PER PLAN ►ee DIAPHRAGM BOUNDARY NAILING PER ROOF FRAMING PLAN NOTES FULL DEPTH BLKG RIPPED TO MATCH SLOPE OF ROOF PROVIDE BOUNDARY NAILING AT TOP PLATE PER SHEAR WALL SCHEDULE SHEATHING AND NAILING PER PLAN AND SHEAR WALL SCHEDULE ROOF SHEATHING AND NAILING PER ROOF FRAMING PLAN NOTES — ROOF RAFTERS PER PLAN 2x4 BLKG W/ SILL PL NAILING PER SHEAR WALL SCHED SIMPSON H2.5A TIE STUD WALL FRAMING PER PLAN NOTES SHEATHING AND NAILING PER EXIST WALL FRAMING ROOF SHEATHING AND ROOF FRAMING PLAN NOTES NAILING PER ROOF FRAMING PLAN NOTES 2x FLAT OUTL00 2x BLKG W/ (2) 16d INTO EA STUD FULL WIDTH x HEIGHT SILL PLATE NAILING PER SW SCHED BLKG W/SUM PSO SON A35 EA END TOP & BOT, TYP BETWEEN EA WALL STUD ENGINEERING 250 4TH AVE. S., SUITE200 EDMONDS, WASHINGTON 98020 PHONE (425) 778-8500 FAX (425) 778-5536 G. og oy WA. G �F� �`sIONAL II/30/18 0o m m W oo a) Q M N ,a)-1 SHEATHING AND DESIGN: RMK NAILING PER PLAN AND RAFTER PER PLAN SHEAR WALL SCHED DRAWN: JCP CHECK: JGG - SIMPSON LU5210 HANGER W/SLOPED SEAT JOB NO: 18348.10 NEW OR EXIST DATE: 1 1 /30/1 8 SHEATHING PER PLAN FULL HEIGHT STUDS AT GABLE END FLUSH BEAM HEADER TYPICAL STRAP HOLDOWN TO WOOD BEAM TYPICAL RAFTER SUPPORT DETAIL xSECTION SECTION SCALE: 1" =1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" SCALE: 1" = 1'-0" A Q Q Q N REVISED PLAN APP]DIVISION J CITY OF EDMONDS BUILDIN O PLANS EXANER I� r7 7 ~ ' W Q DATE 0 O U W0000 > rn ZZ L'ja 0H � LLI (3) u �- U to LL_ J W O Ornw �(~ SHEET: a,L' S5.1 3UILDINGDEPARTMENI CITYOITYOFEDMOND£