Loading...
HomeMy WebLinkAboutB16-1576 000-000-000BUILDING ENERGY ANALYSIS REPORT ,} \ i PROJECT: Kevin Avila Lot 10, Tuscan Drive Paradise, CA 95969 Project Designer: Lynn Smith , 199 Sycamore Valley Road RECEIVED Chico, CA 95973 (530) 891-0585 JUL 2 5 2016 T RB AND ASSOCIATES Report Prepared by: Max Ramirez Golden Sun Designs REVIEWED 22189 Samson Ave FOR CODE COMPLIANCE Corning, CA 96021 AUG 2 6 2016 (530) 321-7242 PERMITIt ��7 TRB AND ASSOCIATES BUTTE COUNTY ©EVELOPMENTSERVICES OR VI llJ Y� C. CE y BU1`TE COUMIT Job Number: JUL 212016 041516 -Avila #3145 y " DEVELOPMENT SERVICES Date: 4/17/2016 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. Ene1qrPro6.77yEnergySoft User Number: 5733 ID: 041516 -Avila #3145 t. , TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R -PRF -01-E Certificate of Compliance Form RMS -1 Residential Measures Summary Form MF -1.R Mandatory Measures Summary 1 2 3 11 1`2 �`• : ` I EnergyPro 6.7 by EnergySoft Job Number: ID: 041516 -Avila #3145 User Number. 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:11, Sun, Apr 17, 2016 Calculation Description: Title 24 Analysis Input File Name: 041516 -Avila -#3145 -Lot #10 (LS).xml CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION 01 Building Complies with Computer Performance 01 Project Name Residential Building 03 This building incorporates one "or:more SpeciaLFeatures shown below 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDVIft2-yr) 03 Project Location Lot 10, Tuscan Drive Compliance Margin Percent Improvement 04 City Paradise 05 Standards Version Compliance 2015 06 Zip Code 95969 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6� 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 3145 / 15 Number of Zones 1 16 Slab Area (ft2) 3145 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft2) N/A 21 Glazing Percentage (%) 20.9% COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 • This building incorporates -features that require field testing and/or verification by a certified -HERS rater under. the supervision of a CEC-approved HERS provider. 03 This building incorporates one "or:more SpeciaLFeatures shown below 06 Registration Number: 216-N0141888A-000000000-0000 Registration Date/Time: 2016-04-17 08:41:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-17 08:13:46 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDVIft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 56.74 50.94 5.80 10.2% Space Cooling 41.19 46.05 -4.86 -11.8% IAQ Ventilation 1.02 1.02 0.00 0.0% Water Heating 24.12 23.23 0.89 3.7% Photovoltaic Offset -- 0.00 0.00 — Compliance Energy Total 123.07 121.24 1.83 1.5% Registration Number: 216-N0141888A-000000000-0000 Registration Date/Time: 2016-04-17 08:41:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-17 08:13:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:11, Sun, Apr 17, 2016 Calculation Description: Title 24 Analysis Input File Name: 041516 -Avila -#3145 -Lot #10 (LS).xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Ceiling has high level of insulation CFI R -PRF -01 Page 2 of 8 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by.a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Minimum Airflow , • Verified EER • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: - None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use cornponents' included in the' performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not,regulatea. by Title 24,: Part 6: (such as domestic:appliances:and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. 3 .:k Reference: Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDVlf2-yr)* `172.69' 170.86 1.83 1.1% * includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 3145 1 4 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 House Conditioned HVAC Systeml 3145 9 DHW Sys 1 Registration Number: 216-N0141886A-000000000-0000 Registration Date/Time: 2016-04-17 08:41:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-17 08:13:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building _ Calculation Date/Time: 08:11, Sun, Apr 17, 2016 Calculation Description: Title 24 Analysis Input File Name: 04151'6 -Avila -#3145 -Lot #10 (LS).xml CF1R-PRF-01 Page 3 of 8 OPAQUE SURFACES 01 02 03 04 05 06 07 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1 House R-19 Wall 0 Front 464.8 178.8 90 Left Wall Zone 1 House R-19 Wall 90 Left 777.3 92 90 Rear Wail Zone 1 House R-19 Wall 180 Back 817.8 294 90 Right Wall Zone 1 House R-19 Wall 270 Right 642.8 115.3 90 Interior Surface to Garag Zone 1 House»_Garage_ R-19 Wall1 0.23 Insect Screen (default) 211.5 24 Roof Zone 1 House R-44 Roof Attic 3145 Front Wall 2 Garage_ R-0 Wall 2x6 0 - Front 234 0 90 Left Wall 2 Garage_ R-0 Wall 2x6 90 Left 405 240 90 Rear Wall 2 -Garage_ R-0 Wall 2x6 180 Back 22.5 0 90 Right Wall 2 Garage_ R-0 Wall 2x6 270 Right 409 0 90 Roof 2 Garage_ R-0 Roof Attic 1105 ATTIC 01 02 03 04 05 06 07 01 02 x,03 r' ' 04., 05, 06 07 08 Name Construction Type Roof Rise Roof.Refiectance Roof Emittance Radiant Barrier Cool Roof Attic Garage_ Attic Garage Roof Cons Ventilated 6 0.1 0.85 No No Attic Zone 1 House Attic RoofZone 1 House Ventilated 6 0.1 0.85 Yes = No WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading Window Window Front Wall (Front -0) — — 1 154.8 0.30 0.23 Insect Screen (default) Window 2 Window Left Wall (Left -90) — — . 1 92.0 0.30 0.23 Insect Screen (default) Window 3 Window Rear Wall (Back -180) — — 1 294.0 0.30 0.23 Insect Screen (default) Window 4 Window Right Wall (Right -270) — — 1 115.3 0.30 0.23 Insect Screen (default) Registration Number: 216-No141888A-000000000-0000 Registration Date/Time: 2016-04-17 08:41:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-17 08:13:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:11, Sun, Apr 17, 2016 Calculation Description: Title 24 Analysis Input File Name: 041516 -Avila -#3145 -Lot #10 (LS).xml CFI R -PRF -01 Page 4of8 DOORS 01 02 03 01 02 03 04 Name Side of Building Area (ft) U -factor Door Front Wall 24.0 0.50 Door 2 Interior Surface to Garag 24.0 0.50 Door 3 Left Wall 2 ' 240.0 0.14 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 03 04 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Zone 1 House 3145 251.5 None 0.8 No • Inside Finish: Gypsum Board Garage_ 1105 119 None 0 No • Cavity /Frame: no insul. / 2x4 • Exterior Finish: Wood R-0 Wall 2x6 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.302 Siding/sheathing/decking Ceilings -(below Inside Finish: Gypsum Board R-0 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/Frame: no insul. /2x4 • Cavity/Frame: no insul. /2x4 Top Chrd 2k4,`•Top Chord of Roof;Truss @ 24� ° - Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling , in. O.C' none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/Frame: no insul. /2x4 Top Chrd - ' 2x4 Top Chord of RoofTruss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 House Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) _ Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 • Exterior Finish: Wood RA9 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.069 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-44 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R44 0.022 Over Floor Joists: R-34.9 insul. • Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 R-19 Walll Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 0.067 Other Side Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft?) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab Zone 1 House 3145 251.5 None 0.8 No Slab 2 Garage_ 1105 119 None 0 No Registration Number: 216-N0141888A-000000000-0000 Registration Date/Time: 2016-04-17 08:41:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-17 08:13:46 6 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building - Calculation Date/Time: 08:11, Sun, Apr 17, 2016 Calculation Description: Title 24 Analysis Input File Name: 041516 -Avila -#3145 -Lot #10 (LS).xml BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required. Not Required Not Required' — CF1 R -PRF -01 Page 5 of 8 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 1/1 DHW Standard DHW Heater 1 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name " .Heater Element Type - Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane _„Small Storage 50 0.62 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION ”: 'r• . '< ,.,_ ,+ r,':.. '-a 01 02 '- 03 04' 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 - -- — -- — — SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name -- System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Cooling Component 1:Heating Component 1:Air Distribution System 1:HVAC Fan 1:1 Other Heating and Cooling _ System Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE Registration Number: 216-N0141888A-000000000-0000 Registration Date/Time: 2016-0417 08:41:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-04-17 08:13:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:11, Sun, Apr 17, 2016 Calculation Description: Title 24 Analysis Input File Name: 041516 -Avila -#3145 -Lot #10 (LS).xml CFIR-PRF-01 - Page 6 of 8 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond 12 14 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 6 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required -- HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 Registration Number: 216-1\10141868A-000000000-0000 Registration Date/Time: 2016-04-17 08:41:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-17 08:13:46 f ( CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD i Project Name: Residential Building Calculation Date/Time: 08:11, Sun, Apr 17, 2016 Calculation Description: Title 24 Analysis Input File Name: 041516 -Avila -#3145 -Lot #10 (LS).xml CF1R-PRF-01 Page 7 of 8 IAQ (Indoor Air Quality) FANS 01 i 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 68.95 0.25 Default 0 Required 4 1I . t i i if I Registration Number., 216-No141088A-000000000-0000 Registration Date/Time: 2016-04-1708:41:00 I - CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 HERS Provider: - CaICERTS inc. Report Generated at: 2016-04-17 08:13:46 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 08:11, Sun, Apr 17, 2016 Calculation Description: Title 24 Analysis Input File Name: 041516 -Avila -#3145 -Lot #10 (LS).xml CF1R-PRF-01 - Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: CW. Ramirez Max Ramirez Company: Signature Date: Golden Sun Designs 2016-04-17 08:41:00 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave NA . City/State/Zip: Phone: Corning, CA 96021 530-321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under'the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement.agprcy for approval.with this building permit application. Responsible Designer Name:Responsible Designer Signature-,• CW. lkamirez Max Ramirez Company: t - Date Signed: Golden Sun Designs 2016-04-17 08:41:00 Address: License: 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-No141888A-000000000-0000 Registration Date/Time: 2016-04-17 08:41:00 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-04-17 08:13:46 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Kevin Avila Building Type 10 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 4/17/2016 Project Address Lot 10, Tuscan Drive Paradise California Energy Climate Zone CA Climate Zone 11 Total Cond, Floor Area 3,145 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi (ft) Special Features Status Wall Wood Framed R 19 2,210 New Door Opaque Door - no insulation 24 New Roof Wood Framed Attic R 44 3,145 New Slab Unheated Slab -on -Grade - no insulation 3,145 Perim = 252' New FENESTRATION Total Area: 656FGlazing Percenta e: 20.9New/Altered Average U -Factor: 0.30 Orientation Area(ft) U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (N) 154.8 0.300 0.23 none none Bug Screen New Left (E) 92.0 0.300 0.23 none none Bug Screen New Rear (S) 294.0 0.300 0.23 none none Bug Screen New Right (lM 115.3 0.300 0.23 none none Bug Screen New t HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Fumace 80% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic 6.0 New WATER HEATING 'Qty. Type Gallons Min. Eff Distribution Status 1 Small Storage Gas 50 0.62 Standard New EnergyPfo 6.7 by Ener Soft User Number: 5733 RunCode: 2016-04-17T08:31:42 ID: 041516 -Avila #3145 Pae 11 of 15 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the comDliance aDDroach used. Exceptions may aDDly. Review the respective code section for more information. Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of §10-11 Ia . § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. §I 10.8(a): Insulation specified or installed meets Standards for insulating Material. Indicate type and include on the CF2R § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of §110.8(i) when the installation of a cool roof is specified on the CF 1 R. § 11.0.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFI R. Minimum R-30 insulation in wood -frame ceiling, or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a §150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § 150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)1: walls, vented attics and unvented attics with air -permeable insulation. In Climate Zones. 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class 11 § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class IT vapor retarder shall be placed over the earth floor of § 150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8( ). § 150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: §150.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)1B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. § 150.0(e)1C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110.0-§ 110.3: HVAC equipment, water heaters, showerbeads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §I 10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of §I 10.2(c). §150.00)IA: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.0(j)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system §150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. §150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary Pipe for cooling system lines shall be insulated as specified in § I50.00)2A. Piping insulation for steam and hydronic heating § 150.00)2C: systems or hot waters stems with pressure> 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I § 150.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class H vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and al lows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. §I50.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of §I10.3(c)5. Solar water -beating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) § 150.0(n)3: or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed § 150.0(m)l: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints §150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other § 150.0(m)3-6: requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic §150.0(m)7: dampers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator- shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, §150.0(m)9: sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §150.0(m)ll: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow >_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy :< 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of 5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. § 150.0(0) l A: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro - rammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: §110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of §110.9. §150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with § 150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. § 150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § 150.0(k)1C: § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. §150.0(k)ID: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) ] E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with §130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)1F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of §150.0(k). § ] 50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. §150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §1 50.0(k). §150.0(k)2F: Lighting controls comply with applicable requirements of §110.9. An Energy Management Control System (FMCS) may be used to comply with dimmer requirements if: it functions as a dimmer §150.0(k)2G: according to §110.9; meets Installation Certificate requirements of §130.4; the EMCS requirements of §130.5; and all other requirements in §I50.0(k)2. An Energy Management Control System (FMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of §130.5; and all other requirements in § 150.0(k)2. § ] 50.0(k)2I: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting ifthey are not separately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with §I50.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically tum the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the §150.0(k)9B: following requirements: i. Shall comply with § 1.50.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0.. §150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by §150.0(k)9B or 150.0(k)9D ' shall comply with the applicable requirements in § 110.9, 130.0, §130 * 2, § 130.4, 140.7 and 141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports wia total of eight or more vehicles per site shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)10: Internally illuminated address signs shall comply with § 140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). § 150.0(k) 11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in § 110.9, § 130.0, § 130. 1, § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § 150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: § 150.0(k)1213: i. Comply with the applicable requirements in § l 10.9, § 130.0, § 130. 1, § 140.6 and § 141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a §1 10.10(a)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of §110.10 through §110.10(e). § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §110.10(b) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §110.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. §110 .10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice §1 10.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit §110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. §110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric'. MINIMUM REQUIREMENTS - NEW CONSTRUCTION, U.N.O. JOB #: 041516-Avila #3145-Lot#10 RAISED FLOOR INSULATION:_ ❑ R-19 F] R-21 FX� N/A WALL INSULATION: QX R-19 •INSULATION @ GARAGE DEMISING WALLS:_ XQ R-19 MANDATORY VAPOR BARRIER (ZONES 14 & 16):_FX-] NOT REQUIRED WINDOWS: LOW E, NON METALLIC FRAME, MAXIMUMS = U-FACTOR @ 0.30, .SHGC @ 0.23 (MILGARD STD. VINYL) ATTIC INSULATION: X❑ R-44 w/ Radiant Barrier Roof Sheathing. DUCT INSULATION: X❑ R-6 WATER HEATER, 50 GAL. OR LESS W/ EF MIN. @ 0.62:X❑ . ON DEMAND WATER HEATER, W/ EF MIN. @ 0.85: ❑ HVAC: HEATING, FAU: QX @ 80% COOLING: FX 14 SEER COOLING: FX 12 EER ATTIC RADIANT BARRIER ROOF SHEATHING: ❑X SECTIONAL GARAGE DOOR TO HAVE INSULATION @ R-6.4 MIN. STATE MANDATED HERS TESTING: INDOOR AIR QUALITY (IAQ): HERS rater will verify the system meets required amount of CFM airflow required for whole house ventilation, can be intake or exhaust.. FAN WATT & AIRFLOW: HERS rater measures total return airflow, minimum airflow required to pass is 350 cfin per ton of condenser. Ensures system is obtaining the required amount of flow going into the duct system to operate optimally. HVAC DUCTS: HERS rater pressurizes duct system and tests for leakage not to exceed 6%. Ensures system is not leaking conditioned air into the attic, and system operates optimally. ADDITIONAL REQUIRED HERS TESTING FOR THIS PROJECT: COOLING SYSTEM: HERS rater will verify the EER rating on the cooling unit. 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com RECEIVED JUL 2 5 2016 TRB AND ASSOCIATES Structural Calculations For: Client: Kevin Avila Project: Plan 3145 Address: Lot 10, Tuscan Drive, Paradise, CA PERMIT# & - L �� BUTTE COUNTY EVELOPMENTSERVICES WVF1-(-8VEDFOR C�MPLIA CE By C toj� 1 EXP. ,�It,llk REVIEWED FOR CODE COMPLIANCE AUG 2 6 2016 TRE AND ASSOCIATES Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. Ou_ BUTTE COUNTY r 'JUL 212016 DEVELOPMENT SERVICES Q Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. Ou_ a Summit Structural Design - - - - PROIECT:Plan 3115 STRUCTURAL NOTES 1. GENERAL A) ALI. WORK SHALL CONFORM TO THE' 2013 CBC AND ALL APPLICABLE LOCAL CODES, B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONS-FRUC-1-I0N iS IN FULL AGREEMENT WITH THE LATEST. BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS, SHOULD ANY CHANGES BE MADE FROM THE DR'SIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT')'HE WRITTEN APPROVAL FROM THE ENGINEER, 'THEN THE ENGINEER WILLASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCI'URE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW 1'I -IE METHOD OF CONSTRUCTION. THE CONTRACTOR 15 RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND TFIE STRUCTURE DURING CONSTRUCTION, SUCH MEASURES SHALL. INCLUDE- FORMING, SHORING, BRACING, SCAFFOLDING, ETC. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS, E) A61Y CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES ib1UST BE BROUGHTT'0 THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION F'RIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS TFIE RESPONSI6!L I'i`Y OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING M 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE 15 ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NO'T MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROU(5I-11'T O THE ATTENTION OF TFIE ENGINEER. r C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF Tl -IE FOUNDATIONS. ' D) ALL FOOTINGS INCLUDING RETAINING WAIL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) 'BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE. OF 5% AWAY FROM ALI. FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS, H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. 1) USE 41" DIANICTER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO (.AYI.1GI,I r J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOI ECHNICAL ENGINEER MUST APPROVE FOO TING PLACEMENTS IN VIOLATION OF FIGURE 1808.71 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CON FORNIANCE 1-0 SECTION 1808 OFTHE 2013 CBC, 4, CONCRETE-/ REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM 'TO ASTM C-150 AND SHALL BE TYPE 11 OR TYPE III LOW ALKALI, D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 245. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS I'FIAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITTCIN OF I ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS'rHE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4""THICK S.O.G. WITH 03 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH U3 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR GXG WWF- ABOVE MID-DEPTI-1 OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. Lc'dANtl`.`SYf.E�•'ip[Cl�Sl1"�iYsw]n'cvs�vta'vww,�y�yig�gb�_�.+:n...�1.s*_:lc��gy.1�.lAa7.i.CPL'SSLL°SS'�vT_^�"�••�•.••••air.aye...�sm�ynrrvna,i118'SfCEPffi1"SL':i9l7L:II3."!121E�11x,•ftl9snR..E.'SffS.��SYC.r'n v�'c. �v.�c::'�n.L"fe�.nanw Summit Structural Design PROJECT:Plan 31.45 G) SAW-CUTTOP N' OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED, 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE. CASTAGAINSTAND PERMANENTLY EXPOSEDTO SOIL: 3" CONCRETE Wl T H .SOIL OR WEATHER EXPOSURE: 1t5 BARS AND SMALLER. 1 w' P6 BARS AND LARGER: 2" CONCRE-FE WITHOUT SOIL OR WEATHER EXPOSURE: J) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N,O, AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMFrERS U.M.O. Kj IIS AND LARGER REBAR.SHALL NOTBE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOL'rs SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: Al SHEATHING: 1. ROOF SHEATHING: A" APA RATED 32/16 EXPOSURE 1, STRUCTURAL. SHEATHING WITH FACE: GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. YIELD U,N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: W APA RATED A-8/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLIDE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8 GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER, 3. WAIL SHEATHING: SEE PLANS 4, ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE, B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -v4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER, FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBG 2303.1.3, AITC A190.1 AND ASTM 0 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUB1"All"71D TO 1 H FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. Cl MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV .285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS. PSUS (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI &c FV= 290 I'SI MIN., AND SHALL LIE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X .229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM PROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND OFTAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY 'rI•IE W.W.P.A. 0,11 W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19;'5, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L rl U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L,','2 U.N.O. 4. 2X JOISTS SHALL BE DF -L tt2 U.N.O. S. CONCEALED BEAMS SHALL BE DF -L tt2 6. EX'POSEED BEAMS SHALL BE DF -L 41 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND I..ARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOL rS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDFD NEW Ar,l> WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZE(). FI.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED 1"ER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS 1.} ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. 1.) MANUFACTURED "I" JOISTS: MANUFACTURED 1'.101STS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "1" JOISTS. USE A DOUBLE RIM OR 1 X LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). .. .. ' f*.:...ri. _ .. :: a; -. iFy'^�. •e ::. `a ;� 4 .....R: .. ; "' Sr:v � " :. �' . 4 � "rn.. :'t' !- .: .i6 -..: �� � q-e:ra L Summit Structural Design PROJECT:Ptan 3145 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING. MEMBERS SPECIFIED INTHESE CALCULATIONS ARE MINIMUMS, LARGER MEMBERS MAY BE 5UB5TITUTED AT CONTRACT'OR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS.AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHAINVAGE. 6-3 BEAM FRAMING A,) BUILT UP 6EAM5: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SMALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C°,, T&B U.N.O: B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST.SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH IAAY NO'T BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUI' NOT LIMITED T'0: HOT WATER NEATER, S'i•OVi, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC.. . C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND NIMSPAN 01'.1015", S SPANNING GREATER THAN .10'.0" 6-4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTSTFIROUGH FLOOR SYSTEMS. WHERE POSI'S WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED I'J fHE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-.S WALL FRAMING A.) DOUBLE TOP PLATE_ SPLICES; -SPLICES AND IOINTS IN DOUBLE TOP PLATE OF STUD BEARING LAI Ai.t tiWAU OCCUR ;0 THE CENTER LINE OF SUPPORTING STUD, TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP UN,O, B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0" C.) MIS•PLACEO ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HIll1 QkiVIK-BOLT It OF SAME DIAMETER WITH _1VIBEDMEN'T IN CONCRETE AND INSTALLATION PER MANUFACTURERS RF,COMME;NDAl"()NS AND CURRENT ICC REPORT, NO'T(::HED OR CUTSTUDS: NOTCHED AND/OR CUT STUDS TO CI.rAR ANCHOR BOLTS ARE NOT AL1.O`,AJED. S-10DS SHALL. HAVE. FULL BEARING TO i iIE FOUNDATION PLATE. E.) LET.IN BRACES: LLT IN BRACES SHALL NOT13f: LJS!=D FOR TEMPORARY BRACING ON ANY WALL I LANAE. 5111L. STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE, F.) SEE NOTE 6-1 O. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS 6-6 CONNECTIONS A,) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE.. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WI•iERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALI.ATION AND RE-TIGHTENCD BEC -DRE CLC.?SiN? IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BF SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE NOT' DIPPED GALVANIZED. Summit Structural Desmon PROIECT:PIan 3145 8-2 CUT AND STACKED ROOF FRAMING.' A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILTTO THE CONVENTIONAL FRAMING REQUIREMENTS OF THE. CALIFORNIA BUILDING CODE (CBC 2308.10, PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS ' SHALL BE PROVIDED BY THE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. THE FOLLOWING ADDITIONAL LIMITATIONS SHALL APPLY: 1. RAFTER MAXIMUM SPANS A. 2X6 DF -L 1t2: 9'-6" B. 2X8 DF --L Q: 13--O'- C. 3'-O"C. 2X10 DF -L 1Q. 16'-6" 2. MINIMUM BRACE SIZE = 2X6 3. MAXIMUM BRACE SPACING = 4'-0" O.C. 4, PURLIN SIZE SHALL (MATCH THE SUPPORTED RAFTER SIZE U,N,O. B.) IT IS THE RESPONSIBILITY! OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THC FOUNDATION. THE ENGINEER HAS MADE A CURSOR} REVIEW OF THE FRAMING SIZES AND SUPPORT LOCA .iIONS, AND HAS PROVIDED GENERAL CONNEC 10N DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL RI-`QUiRENlbNTS FOR All L. CONNECTIONS NECESSARY FOR THE ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS REQUIRED, PLEASE. CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS 1, 11, 111, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED. 110 MPH EXP C . f , t S:�f:2.1.3.�*�'Yy�ai�resFa�a+._sots`'�Cl.'•c?95�rs;�'�^^Y"•�-."'�`ia�,t:��'�w55"5i57�.�'raid;"kuC..'�':^`�"...;:'�`:�?��'L..���•'�.'�k",5�."�`.:,k`lv."rS'•�''_Ca"y�Cs'[5"v3 Summit Structural Design Project: Plan 3145 Engineer: RKB Design of: Gravity Loads Roof Slope= 6 to 12 Roof Dead Load Ply 2.0 psf Roofing 10.0 p5f Fra nafng 5.0 pir Gyp 2.2 psf InsU1 1.0 psi Misc. 2.1 psf Total (sloped) 22.3 psf Total (horiz) 74.0 psf Roof Live load Roof Live Load 18.0 psf Wall Dead Load Siding 10.0 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing 1.;•' psf Gyp. 2..2 psf Insul. 1.3 psf Total 17.0 psf Wall Dead Load 20 Framing fns 16" ox. 1.6 psf (interior) Gyp. 2.sides 4.4 psf Total E0 fasf �i.'lZ6a .g'1i1T6hL.11M. ''A... ... .�9.lYh'Y1 9 YmCn'n.lS�ilCt�. (1YdMx.^.I�:lYW44N5_ :. ... R �¢py� is'`6:. ug.Eti 3rLsWu33+_"h di:a� 'LL •: l® L1c�h�C4`k:9fl .Z Y•s�v'-x SI '• L'.zi'�e.. u.l.�_sc _'}.�.fL'�i..:v=iLani'.l .. . ... . ....... - - - -------- Xx Summit Structural Design Project: Plan 3145 Engineer: RKB Design. of : Seismic Mass and Seismic Load Development: Area (f't') Weight (Ibs) Roof 5225 125460 Roof Snow (20%) 0 .0 Height (ft) length (ft) Weight (Ibs) Walls(ext) 10 400 34000 Walls(int) 10 250 7500 Toto! 1.669601 Roof Area (ft`) Floor Area (ft') Ultimate Working Stress _ 5225 0-- 13922 _ 9944 d Roof Trib line Shear (Ibs) Shear (Ibs) Wall line Area (ft') Working Stress rho Total 1 1800 .3426 1.00 3426 2 2716 5169 1..00 5169 3 705 1349 .1.00 .1349 A 2532 4819 1.00 4819 B 790 1504 1.00 1504 C 1903 362.2 '1.00 3622 C �..w�i3�%ajfiili..^ C'^•, r.y - yp�;�9u'Y' P Pk "� "n�'r T'k''i4 hm 7•'0.1'. ''C' MEM�` "7lliif`�4. itw;�,.• fix" �"'�y6 �.�"Ty,.�sia:v��+.e"°�'s;s[i ea rth feet zoao z r f `" :meters ;. Gaa � L 4 ft'it T �, t, a "'h , � 4.� � •� ru..y� .f r .. e.; -r { fo:' .i Ke t '+, �•� f.A..�,.� - .. �,�. i { � r ,'.i ` 4 g t - `C ' �-.i ' i,I • i r y ':4 ar �.,..0 ,"..� .!'*• n . �' . t zW 't 'f. '''`N € p'r 1sr.�s i.`,.• R -a:.) 7. � Y i! ��.: � r;. f� *.� r ,- �, t �� �.'i� -y � �� s .: .f � {j_ o ,�,, x3�..-� yam.' � � F c r a , •F.}$ 4� ' - �• l,:="� L?1i�u�.�C g� y � �`r7nf ��. `3�� ' f � � �' p��' ; � a S -=.f f. - '� ' Q r d'r '• ..� k 4 -1 'I ,,?) .�♦ ., ! .ii.. i i r „y 4e 4 iL t ? ♦k �/ f � ''+ham � / lY y _ • • �f Y � �. y tt7'°,,.L`•'iSsu'°a^`_,'y,.'.e°.'."ec"'°"o�i'"st�to`",''`.7,i�'T,.a'".'a,'!.�ti'>kiL"`S'A'..v+,S'_y"•��...+.t£iiin''d.,L�.'�i'�;u _'L`�.�'<wLlM.k'i'��fk nl� M.G�i�Li�aU�1L''���U�4•tti4f'.i7�uf:��67..L'i;u'�,1,9±�..+.Ea�iL�xi':�� 9&USGS Design Maps Summary .Report User—Specified input Building Code Reference Document 2012 International Building Code ;1"rhich utifi es OSGS hazard rfataa�rrilak,lr: 1n'7GQ£;i Site Coordinates 39.740N, 121.660W Site Soil Classification Site Class D — "Stiff Soil" Risk Category 1/11/111 : Zoomed View -L,-Wide Area Location; USGS—Provided output Ss = 0,626,g SMS = 0.81.3 g SOS = 0.542 g S1 = 0.266 g 5M1 = 0.498 g So; = 0.332 g For information on how the SS and S1. values above have been calculated from probabilistic (risk -targeted) anij deterministic ground motions in the direction of maximum horizontal response, please return to the application am srelect the "2009 NEHRP" building code reference document, MCER Response Spectrum 0.s9 T . , o, se 0.81 .. U, 2 0>G, . C!t 0,54 0.45 0. s'6 0.27 0.14 0,09 0 Ila i i i'--i—•---i — —4— —1 - I i 0.00 0.20 0.4D 0,GO 0.80 1.00 1..'1.0 1.40 1 -GO 1.80 2.00 Perrad. T (see) , Design Response Spectrum 0.12 C1.4�.. yr 0.36 (n 0.3U 0.24 OAS O.OG 0.010 0,.:0 0,10 0.60 0.30 1,00 1 20 1 4D .1.60 1..20 ..r0 Periad, T (sec) ilT!'r"7iJoh this 3m`i)!'m"1:'10n. is Z., of the U.S• 1r'•'.i`-!U;:ii :r,t Survi;yf ivka j]100(ir;: np :re r; tt,%, { r{fir?*yGr d iit !ir)plii; 7, EIS LV 01,,4, r>c;i:FrF)Gy of tfr. tf<!e7 contained tl'ter:e;n: fhiw tool i +ra a SUbStA*,jl:r frsr fe _'.1'!!ai :ra �;,1a•jt: ct r)t�,tCtir kr+ ;•iiM1t#�f . 0 t)1tp/te:t�p2-eafl]�et1a�C:,Wf.tASys,go`i;desic�nn•s$,xy/us!s{;.rnrn�lr;�.phpii_lx)�dili:-rp!rllll'it1�IRllitt;C'=a�.�Qi�ilpnfj`ililC!f?=-'111.�iU.e'.StittY:17;5�>::Hifirit:�il6ti)(ity�.!iv.{,<1i!!<:i7= ,. .*..,,..... _— - Y.v"oru-vtl4hil - 1i5Y8.�v - .....�.....ov�...w. -.�. pgss�-nc. _ _ • �- M 19utEtGa^^" !'r`1RSf.i" ''Lzi*�ccret36�taN::p.�•vir ^u'x:la:iaot Level Story Ht. (ft) hi (ft) wi (kips) (wlwhi) (kip -ft) evx Veq (ki s) S VEQ kips . Dia h. (kips ROOF . 10 1 10 167 1670 1.00 1 13.9 14 .18 167.0 1670 F �,....,._-�. _ w•n�-�--,..,.r.��a.,..s�� - '�^•t�.n^Ys�i �,�• iv�fi:"�6""A7tc �a�'4 �97at�aa�1•r:Rrsa�ar+srrnswwvxa n•as�• Summit Structural Design Project: Plan 3145 Engineer: RKB Design of : Seismic Load Development (ASCE 7-10) Seismic Design Category D Ss 0.626 Mapped 0.2 sec.spectral response Occupancy 2 Sl 0.266 Mapped 1 sec spectral response I 1 Site Class D v in accordance with Ch 20. TL 16 SMs 0.81 Max Considered EQ SMI. 0.S0 Max Considered EQ SDS 0.542 Design Spectral Response (0.2 Sec) SDI 0.332 Design Spectral Response (1.0 Sec) ' System I Light framed Shear Wails � R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8•-2 Max Cs 0.45 Min Cs 0.02'(.01 outside of SJ) Ct 0.02 x 0.75 � Ta 0.11 Cu 1.4 Max T 0. 16 No limit for drift Use T 0.11 Alt Ss 0.626 V= 0.083 *W Height to Roof (hn) = 10 ft V= 13.9 k Vert Dist Exp. (k) 1 Level Story Ht. (ft) hi (ft) wi (kips) (wlwhi) (kip -ft) evx Veq (ki s) S VEQ kips . Dia h. (kips ROOF . 10 1 10 167 1670 1.00 1 13.9 14 .18 167.0 1670 F �,....,._-�. _ w•n�-�--,..,.r.��a.,..s�� - '�^•t�.n^Ys�i �,�• iv�fi:"�6""A7tc �a�'4 �97at�aa�1•r:Rrsa�ar+srrnswwvxa n•as�• �,....,._-�. _ w•n�-�--,..,.r.��a.,..s�� - '�^•t�.n^Ys�i �,�• iv�fi:"�6""A7tc �a�'4 �97at�aa�1•r:Rrsa�ar+srrnswwvxa n•as�• Summit Structural Design Project: Plan 3145 Engineer: RK8 Design of: MWFhS-Envelope,Procedure (ASCE 7-.10, Section 28.6) -M-21 Conditions l 1. Simple Uiaphragrn . i I 2. Low-rise 3. �.nclosed 1 4_ Regular Shaped 5. Not Flexible > J 6. Not Subject to. a) across wind loading ! ! bl vortex shodding c) instability (gallup/flutter) " d) channeling effect e) buffeting (up%vincj obstruct'orli) 7. Approx. Symerrical Cross Section With Flat. Gable, or Nip Roaf ? 35° 8. Exempt From "torsional Loud Cases indicated in Note 5 of Fig, 28.41-'L, or the Torsional Load Cases da not. Control t'i're Oosign: (1) story and, hs3O ft. or "t 2 stor m { ) y ax 8nt1 light iranll':d or (2) story nlaa and flex. diaphrat,;rn L= 110 Long. Bldg. Dim. (ft) 2aL= 12.0 ft. T= 73 Transv. Bldg, Dim. (ft) 2ar= 12..0 ft. ! V= .71.0 Basic Wind Speed (110 or 115 mph) i LCF= 0.60 Load Combination Factor N= 1..21 Adjustment Factor Kat= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 15 Mean Roof Height (ft) Exposure, A 0= 25 Closest Roof Angle Mean Roof EXpOSure (5°.10",'15`,2.0°,25°,or 30°) Fl t, (ft) _ -- 13 C D MWFR5 Wind Loads (psf), ps=LCF''A*KZL*ps30 15 1.00 _ 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1.00 1.25 1.55 A-11 1 .9 17.5 .6 5 1.00 1.35 1.61 Q-110 2.8 4.8 3 1,00 1.40 1.6 C-1.10 12.6 9.6 35 1.05 1.45 1.70 D-110 2.9 4.8 40 1.09 1.49 1.74 E-110 -16-8 -7.8 -14.4 45 1.12 1.53 1.78 F-110 -9.5 -10.6 50 1.16 :1.56 ^1.81 G-110 -11.6 -1.2.3 55 1.19 1..59 :1,.84 ! H-.110 -7.3 -M-21 t � Summit Structural Design Project: Plan 3145 Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5) . (.'t o , HIr'_!?OOF f�� �2 ::,�r�F ; -j '7 = "' �.� , - n T*' zr ; i'; ;'y; } ' FLA'r (2O :F and r�)~f . ' )01� t' ? ;:, < X15 3 GABLE: ROOF (A<7'1 L= 110 Long. Bldg. Dim. (ft) a (ft) = 6 0 T= 73 Transv. Bldg. Dim. (ft) V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Commination Factor A= 1.21 Adjustment Factor KI.j= 1 Topographic Factor h= 15 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7° 2=80-270, 3=28°-45°) Conditions. 1. Mean Roof Height !g 60 ft. 2. Enclosed 3. Regular Shaped 4, Not Subject to; a) across wind loading b) vortex shedding c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roof s 45", or Hip Roofs 270 Adjustment Factor for Bldg Height and Exposure, A Root -u. « Exposure B C D 15 1.00 1.21 1,47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00_ 1.40 _ 1.66 35 1.05 i� 1.45 1.70 40 1.09 1.49 1.74 45 1,12 1.53 1.78 50 1,16 1.56 1.811 55 1.19 1,59 1.84 60 1 "1,22 1.62 1.87 C+C Wind Loads (psf), p„oc=LCF`A*K,,'`p„et3o Loc, Zone EWA flz p„ei Ovhg. Loc. Zone EVVA ftp) pnel + - _ ,� 0 10 1 -14,4 4 1015.8-1 -17.1 20 11,6 -147- 1 -16.4 1 50 1.1.6 -13.5 4 50 14.2 -15.5 1 100 11.6 -13.1 4 100 13.4 -14,8 2 10 '11.6 -25.2 -29.5 4 500 11.8 -13.1 2 20 .6 -29. 5 15.8 2 5 1, -0. -29. 15.1 9.7 2 100 1 -18.5 5 14. 9 3 10 11.6 -37.2 -49.6 5 100 13.4 -16.4 3 20 11.6 -34,8 1 -44.7 5 500 11.8 -13.1 J 1 --1--38.3 6 -29,2 -33.5 .4..1...-.rv_.�,,aSAtlrmw�� .w._.�.. vr.emm� x_— ' .�''9£�".�6W1M.•;:r,*�r.3� .�.`'rspFo;�.3 a"�' ��i €e8'�Ci"'�P^avf'�t. RGCT!'Y�+vi mR � n � qa+`�. "p�`w`y�Yt'eF0.y Pati Summit Structural Design Project: Plan 3185 Engineer: RKB Design of: Wind Loads A Ci C 0 End Tone End Zone Int. Zone Int: Zone Line Min, Net Wall Line Wall Area Roof Area Will Area Roof Area Shear (lbs) Shear (lbs) Control 1 69 75 60 139 2581 2266 2581 2 273 370 4523 4.397 4523 3 52 60 71 71 2183 18.10 2183 A 64 30 65 165 2505 2174 2505 8 78 49 1128 984 1128 C 94 5 .166 134 4145 3163 4145 .4..1...-.rv_.�,,aSAtlrmw�� .w._.�.. vr.emm� x_— ' .�''9£�".�6W1M.•;:r,*�r.3� .�.`'rspFo;�.3 a"�' ��i €e8'�Ci"'�P^avf'�t. RGCT!'Y�+vi mR � n � qa+`�. "p�`w`y�Yt'eF0.y Pati 1A Summit 5tructu ra l Design Project: Plan 3145 Engineer: RKB Design of: Laterad Force Summary Wind Seismic Wall Line Shear (Ibs) Shear (Ibs) Control 1 2581 3426 Seismic 2 4523 5169 Seismic 3 2183 1349 Wind A 2505 4819 Seismic B 1.128 1504 Seismic C 4145 3622 Wind Summit Structural Design Projects Pian 3145 Engineer: RKB Design of : Shear Walls Pane) Thickness Panel Orientation Nall Type Anchor Bold Diam, Scud Spacing Spec Grav OF r rarn;ng Fnd Sill Plate Grade AB in 2X Sill Ali in 3X Sill Sill Plate/Rim Anchorage Index it _Nail 1 12d 2 .1.6d 3 20d 4 30d 5 1/4" SDS 6 A35 7 A34 318 X` _... ..... ._....... ......._.. _ _ ..... .......... Short Dimension Across Studs v - __... ed �. u2 W 16 in e.c. 0.5 Ur -L 620 lbs 730 lbs Nail gth (in) Diam. (i 3.25 0..1.35 3.5 0.148 4 0.177 4.5 0.192 3.S 0.25 Embed (In) 1.75 2.00 4.50 3.00 2.00 Shear Wall 165 . SW Plate Fastening 1.6 Edge Nall (in) Load (lbs) Fastener 0 Spacing 6 2110 1 7.6 inches 4` 350 1 5.7 inches 4, Note 1 380 1 5.2 inches 3, Note 1 490 1 4,0 inches 2, Note 1 640 1 3.1 inches 44, Note 1 760 3 4.1 inches 33, Note 1 980 3 3.2 Inches 22, Note 1 1280 3 2.4 inches 1. use 3X framing at adjacent panel edges and stagger nailing Cd toad :1.6 165 . 1.6 189 1.6 261 1,6 '272 1.6 5114 1.6 695 1.6 515 SW Rim Fastening (No Ply E -N.) Fastener H Spacing 6 32.1 inches 6 23.8 inches 6 21.9 inches 6 :1.7.0 inches 6 13.0 inches 6 11:0 inches 6 8.5 inches 6 6.5 . inches AB Spacing (ft) 2X Sill 3X Sill 3.82 4.49 183 3.'3:1 1.'31 3,07 •4:325 NG .1.33 IN 1.54 NG 1..19 NG M91 ewT.e�%.0-�.:m. .m ax- e••«•,,�+.e- ;� acc mr:' L^t�'ei-°5.:_s^s-.. x'CIix.34a..2s �:"E""'. ..•.R^.a.'i&+1�.'.wESSiff3A"' :.2?tits^�.�i^'.L+.`MvFi sysMsoak"1;axr.'em,vN'a�.u"".;�>4's;*S.lw"yi9'9ii: 7�': L5Ar1d.Y.�":" .' ^: 7G:.�51Ytt[.,:t�. ''' r3�4:rY'YXI^ 't1 1 Summit Structural Design Nroiect: clan 3145. Engineer: RKB Design of! Shear Wall Fram Wulf L.O.ad Length Load Edge Nall Length Length Ratio Load Height Moment Moment P.11 J, Line jibs) (ft l ilaif) (in)� (ft) (fq factor (1100 (ft) (it -ib) M -4b) �0b) 1-w 2587 20,50 126 • 6'' 4.00 $.00 1.00 250 .11 .55.70 2000 1085 1 -eq 3426 20.50 , 167 6" 4.00 4.00 0.72 7.50 11 7353 2000 1538 2-W 4523 22.50 2b1 6" 3.75 3.75 .1.00 25+0 10 7,33 1751 1729 2 -eq 5169 22.50 230. 4" 3.75 3.75 0.7.5 250 1.0 8615 1.758 2016 3-tv 2183 8.00 273 6" 4.00 4.00 1.00 250 9 9823 2000 ' 2156 3 -eq :1349 8.00 16.9 6" 4.00 4100 0.89 250 9 6072 2000 .1218 500 A -W 2505 22.00 114 6" 7.00 7,00 1..00 250 9 W� 7173 6125 A -eq 4819 22.00 219 6" 7.00 7,00 1.00 250 .9 13800 6125 1446 B kv 1128 :17.00• 66 6" .3.00 3.00 1.-00 250 9 1791 1125 372 3•eq 1504 17.00 rib 6" 3.09 3.00 0.67 250 9 .2:388 1125 57.1 C -w .1145 16.00 259 v' 5.0(7 5.00 1,00 250 10 !2.,953 3125 2216 G,eq I 3622 16.00 226 6" 5.00 5.00 1.00 250 10 11318 3125 1395`: • J '"""�n'_'.e.•,.x:-- - i t ;!r _ .. ij.a'fit' l'.Q`7T.'RR'3f?++aate6'R�"ST9,C�'E^ °" �. '',tE'r' }�,4i O l�iF' i�3�..I`ileL�ism'� 1'•.°T' ".W`.r].'� Summit tru ctu ra l Design Project: Plan 345 Engineer. RKB besign'of: Force Transfer Around Opening in Shear Wal! Location: Wail Line A Wall Shear 1752 # ri,Lt# Wall Dead Load 250 plf _ P.verik) Wall Length 10 ft OT Force 1178 # Wall Height 11 ft 589 Window Length 2 ft A 8 c Window Height 2 ft D E Window X dim 4 ft F � G Ft Window Y dim 3.50 ft 589 Element Dimensions tiement is (rt,) ri,Lt# v ho I (ALU. P hori2_I UI V vert�„(p� _ P.verik) A 4 5.50 175 701 107 589 B 2 5.50 175 350 131 720 C 4 5.50 175 701 107 589 D 4 2.00 219 876 107 214 E 4 2.00 a 219 876 107 2.14 F 4 3.50 175 701 107 375 G J 3.50 175 350 131 458 H 4 3.50 175 701 107, 375 Max 219 olf 131 nlf' Static Tie f=orces Tie force into D 175 # Upper Left Tie force into E 175 t4 Upper Right Tie force From F 175 # Lower Left Tie force from H 175 # Lower Right Element. Equilibrium Tie force at top of window into D 1.31 4 Upper Left Tie force at top of window into E 137. # Upper flight Tie force at bott of window into F 229 It Lower Left Tle force at top of window into H 229 # Lower Right Max 229 tfi r I.�"-i8'.�liu�''d'iii.U�'�."eau.�'d"r�.".°'"",�'ei,.�?u��i'�'z'i??"�'�..-�.€Gt5"���"�`':y,`���i��w �l'Ck3h3S:� �.�. 'S: n'' „,,;r x ,�•�' ��'=r<;b,�..�����rr�t��•���""�"��o-�33�ig`'n''T�`���Ei3:m;�a�'t:P'F�;�sas��iir.�i:����'��`'',?�+`�:`.:3'.:�,,:�'""�.a�'.�:?�a"�s�i ' Summit Structural Design Project: Plan 3145 Engineer: RKB Design of : Lateral Drags Lateral Overall .shear per Length to Drag Drag wall Load Length Foot be dragged Load Type Line (lbs) (ft) (plf) (ft) (Ibs) if applicable 1-w 2581 67.0 38.5 15.0 578 A 1. -eq 4453 67.0 66.5 15.0 997 A 2-w 4523 73.0 62.0 24.0 1487 A 2 -eq 6720 73.0 92.1 24.0 2209 8 3-w 2183 26.0 84.0 9.0 756 A 3 -eq 1754 26.0 67.5 9.0 607 A A -w 2505 110.0 22.8 39.0 888 A A -eq 6265 110.0 57.0 39.0 2221 B B -w 1128 65.0 17.3 14.0 243 A B -eq 1955 65.0 30.1 14.0 421 A C -w 4145 56.0 74.0. 8.0 5.97_ A C -eq 4708 56.0 84.1 8.0 673 A ��'=r<;b,�..�����rr�t��•���""�"��o-�33�ig`'n''T�`���Ei3:m;�a�'t:P'F�;�sas��iir.�i:����'��`'',?�+`�:`.:3'.:�,,:�'""�.a�'.�:?�a"�s�i Summit Structural design Project. Plan 3.145 Engineer: RKB Design of: Foundations Allowable Soil Bearing: 1500 psf Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non -Retaining): 6" wide with (1) ##4 continuous at top and bot -tom of wall and #4 at 18" a.c. full height. Provide 44 at 18" o.c. vertical developed by hook into footing, U.N.O. Continuous footings: _ Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (1) 44 cont, 1.5 12 1875 (2) #4 cont. 18 12 2250 (3) ##4 cont. 24 12 3000 (3) #4 coat. 30 12 3750 (4) ##4 cont. T Spread Footings: (dote: Bottom of each footing shall be at lea5t 12" below Finished grade or a's per local requirements. �...:.r„m� ssrxm..,....,,......,�a•ry:;e.a 5n=.,.a�-r '�;�4wror�'eun.��u,�. ,��,...:ot:w: •*'�.. ..-r,. .. rrx�xa.;.'�.5'%..3v:�'S1��F�i+F�;�"'^',`.'`-`"�'-'.�:r'��u�eL"y�.".'%hi"•a�"grt Reinforcing Cap. Label Size Thick. (in) Each Way Kips F1 1'4" Sq. 12 (1) ##4 1.5 F1.5 1'-6" Sq. 12 (2) ##4 3.375 F2 2'-0" Sq. 12 (3) ##4 6 F2.5 2'-6" Sq. 12 (4) 44, 9.375 F3 3'-0" Sq. 12 (4) 44 13.5 F3.5 3'-6" Sq. 12 (5) ##4 18.375 F4 4'-0" Sq. 12 (5)4.4 24 F4.5 4'-6" Sq. 12 (6) i#4 30.375 F5 5'-0" Sq. 12 (7) 144 37.5 F5.5 5'-6" Sq. 12 (5) #5 45.375 F6 6'-0" Sq. 18 (8) #5 54 F6.5 6'-6" Sq. 18 (9) #5 63.375 (dote: Bottom of each footing shall be at lea5t 12" below Finished grade or a's per local requirements. �...:.r„m� ssrxm..,....,,......,�a•ry:;e.a 5n=.,.a�-r '�;�4wror�'eun.��u,�. ,��,...:ot:w: •*'�.. ..-r,. .. rrx�xa.;.'�.5'%..3v:�'S1��F�i+F�;�"'^',`.'`-`"�'-'.�:r'��u�eL"y�.".'%hi"•a�"grt COMPANY PROJECT Summit Structural Design Wlooffld Wo May 5, 2015 11:32 SOTVARE FOR WOOD D6f1OA' Typical Stud Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Lateral Reactions (lbs): -- obi - _ --'------_ m 0 01 7 13'•7.5" Unfactored: - - Dead Wind 298 Roof Live 298 Factored: -L->R 179 - _._.______ .179 Lumber Stud, D,FIr-L, No.2, 2x6 (1-1/2"x5-1/2") Support: Lumber Stud Bottom plate, D.Fir-L No.2; Bearing length = stud thickness Spaced at 16.0" c/c; Total length: 13'-7.5'; Pinned base; Load face = widlh(b); Ke x Lb: 1.0 x 0.0,= 0.0 (ft]; Ke x Ld; 1.0 x 13.63 = 13.63 (fli; Lateral support: lop = Lb, bottom = Lb; Repetitive factor: applied whore permilled (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) uslnn nlns qn,q . Criterion_ Load Type Distribution Pat- Location (ft) Magnitude Unit -. fv Fv' - 0.11 Loadl Dead Ax a� 1 UDL tern Start End (Ecc. = 0.00") Start End 500 f Ax lal fc a 97 Load2 Roof Live Axial UDL (Ecc. - 0,00") 60 p plf fc/Fc• - 0.07 Deflection: LC 94 - .6D+.42W (live) Load3 Wnd CaC Wind Axial UDL (Ecc. = 0.00") 80 pif compression + s de load bending) Load4 Wnd C6C Full Area negligible 32.80 (16.0)+ psf Live Defl'n Self -wet ht .Dead �Trt ttt=r" W th r... Axial UDL "Live" deflection Deflection from all non -dead loads (live, wind, snow..) 20 plf 0.60 = L/240 Lateral Reactions (lbs): -- obi - _ --'------_ m 0 01 7 13'•7.5" Unfactored: - - Dead Wind 298 Roof Live 298 Factored: -L->R 179 - _._.______ .179 Lumber Stud, D,FIr-L, No.2, 2x6 (1-1/2"x5-1/2") Support: Lumber Stud Bottom plate, D.Fir-L No.2; Bearing length = stud thickness Spaced at 16.0" c/c; Total length: 13'-7.5'; Pinned base; Load face = widlh(b); Ke x Lb: 1.0 x 0.0,= 0.0 (ft]; Ke x Ld; 1.0 x 13.63 = 13.63 (fli; Lateral support: lop = Lb, bottom = Lb; Repetitive factor: applied whore permilled (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) uslnn nlns qn,q . Criterion_ sis Value Desiqn -Value Anal sis/Desi n Fv' 180 1.60 1.00 l.00 - - - - 1.00 1.00 Fb'+ 900 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 Shear fv = 33 Fv' 288 fv Fv' - 0.11 - 5 Bending(+) fb - 966 Flo 2153 fb/Fb' = 0,45 Fc+ 1350 1.00 1.00 1.00 - 1.100 -- 1.00 1.00 Ax lal fc a 97 Fc' - 491 fc/Fc' _ ' 0.20 ' Axial Bearing fc - 97 Fc* - 1485 fc/Fc• - 0.07 Deflection: LC 94 - .6D+.42W (live) Support Bearin fcp - lo0 Fcp = 781 fcp/Fcp = 0,13 Combined (axia compression + s de load bending) Eq.3.9-3 - 0.57 ' Dead Defl'n negligible - Load combinations: ASCE 7-10 / IBC 2012 Live Defl'n 0.43 - L/381 0.45 L/360 0, 9q "Live" deflection Deflection from all non -dead loads (live, wind, snow..) Total Defl'n 0.43 L/3B1 0.60 = L/240 0.63 _ Additional Data: `-_"�-- FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LCII ' Fv' 180 1.60 1.00 l.00 - - - - 1.00 1.00 Fb'+ 900 1.60 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 4 4 Fc' 1350 1.00 1.00 1.00 0.331 1.100 - - 1,00 1.00 2 Fc'comb 1350 1.60 - - 0.215 - - - - 5 E' 1.6 million 1.00 1.00 - - - - 1.00 100 4 - Emin' 0.58 million 1.00 1.00 - - - •• 1.00 1.00 4 Fc+ 1350 1.00 1.00 1.00 - 1.100 -- 1.00 1.00 2 Fcp sup 625 - 1.00 1.00 - - - - 1,00 1.00 3 - CRITICAL LOAD COMBINATIONS: Shear : LC 114 - .6D+. 6W, V - 179, V design 179 .lbs Bending(+): LC 84 - .6D+,6f4, M - 609 lbs -ft Deflection: LC 94 - .6D+.42W (live) ' LC 114 - .6D+.42W (total) Axial LC 112 - D+Lr, P = 800 lbs Combined LC 95 = D+.6W; (1 - fc/FCE) = 0.03 Support LC 03 - D+.75(Lr+,6W); R =•821 lbs, Cap = 6445, Lb = 1.50", Cb = 1.25 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 2012 CALCULATIONS: Deflection: EI = 33e06 lb -int "Live" deflection Deflection from all non -dead loads (live, wind, snow..) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: _ 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NUS Design Supplement. 2. Please verify that the default deflection limits are appropriate for - your application. 3. FIRE RATING: Joists. well studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural Design 'W o ® Wo r k © May 5, 2015 11:36 $OFrwARE FOR tVOOO utircA' King -Trimmer for 7' Opening Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit -Co adl Dead Axia tern Start End --0,00') Start End Fb' - Load2 Roof live Axial ---'---- - 536 (Ecc. (Ecc. - 0.00") 4000 2000 lbs lbs Lo d3 Wind C&C Axial fc = 185 (Ecc. - 0.0011) 2000 lbs Load4 Wind C&C Full Area de load bending) 32.80 (4.00)+ psf S elf-wei ht Tributary Width Dead (ft) Axial 107 lbs Lateral Reactions (lbs); 13'-7.5" Unfactored: Ana! sis Value 10-1.0 Dead An sis/Desi n Shear Wind 894 288 Roof Live 0.08 894 Factored: Fb' - 1288 L ->R 536 ---'---- - 536 Lumber n -ply, D.Fir-L, Stud, 2x6, 4 -ply (6"x5-1/2") Support Non -wood; Bearing length = column width Total length: 13'-7.5"; Pinned base; Load face = widlh(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (fil; Ke x Ld: 1.0 x 13.63 = 13.63 (fl); Lateral support: lop = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs, Allowable Stress (psi) and Deflection (in) using NDS 2012 Criterion Ana! sis Value Desi n Value An sis/Desi n Shear fv 24 Fv = 288 fv Fv' = 0.08 Bending(+) fb - 725 Fb' - 1288 fb/Fb' = 0.56 Axial fc = 185 Fc' = 402 fc/Fc' - 0.46 Axial'Searing fc = 185 Fc* - 050 fc/Fc` - 0.22 Combined taxis compression + s de load bending) Eq,3.9-3 = 0,99 Dead Defl'n negligible Shear : LC 114 = .6D+.6W, V - 536, V design = Live Defl'n 0.37 - L/445 0.45 - L/360 0.81 Total Defl'n 0.37 - L/445 1 0.60 = L/240 0.54 Additional Data: FACTORS: F/E(psi)CD CM Ct CL/CP ' CF Cfu Cr Cfrt Ci LCB Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 700 1.60 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 4 Fc' 850 1.00 1.00 1.00 0,473 1.000 - - 1.00 1.00 2 F. -comb 850 1.60 - - 0.319 - - - - - 5 E' 1.4 million 1.00 1.00 - - - •1,00 - 1.00 1,00 4 Emin' 0.51 million '1.00 - - - - 1.00 1.00 4 Fc' 850 1.00 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC 114 = .6D+.6W, V - 536, V design = 536 lbs Bending(+): LC 04 - .6D+.6W, M - 1827 lbs -ft Deflection: LC 114 - .6D+,42W (live) LC 114 - ,6D+.42W (total) Axial LC 92 - D+Lr, P - 6107 lbs KE - 1..00 Combined LC BS - D+,6W; (1 - fc/FcE) = 0.66 D=dead L=live S=snow Wwwind I=impact Lr -roof live Lc=concentrated E -earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 29e06 ib-in2/ply "Live" deflection - Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural Design o.®d` /� ./o ��<�OO May 5, 201511:48 SOFTIVAR/erne wood onfCh, King -Trimmer for 1d Opening Design Check Calculation Sheet ^- WoodWorks Sizer 10.1 Loads; Y Load Type Distribution Pat- tern Location (ftl Start End Magnitude Start End Unit - Loa 1 Dead Axial Factored: (Ecc-_-6. 56- ) 2000s 1,->R 509 Load2 Roof live Axial fc = 202 (Ecc. - 0.00) 1300 - lbs Axial Bearing Lo c13 Wind C&C Axial (Ecc. = 0.00") 1300 lbs de load bending) Eq.3.9-3 = 0.95 Load4 Wind C&C Fu 11 Area negligible 32.00 (6.00)' psf Live Defl'n Self-weight . `rr butar W1 Dead th ft) Axial 34 lbs 0.43 - L/240 Lateral Reactions (lbs); ---- 8'•7.5" -•----- --�' m ---- m> 0. M 0 a 1 Unfactored: Criterion _-_.-_--`- 8 7.5 Dead Wind 8q9 Roof Live Anal Els/Desi n 049 Factored: Bending(+) v = q fb - 871 1,->R 509 ------- 509 r Lumber n -ply, D.Fir-L, Stud, 2x6, 2 -ply (3"x5-1/2") - Support: Non -wood; Bearing length = column width Pinned base; Load face = wtdTotal th(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (ft); KexLdngl.0 x8.63 = 8.63 (It); Lateral support: top = Lb, bottom = Lb; Repelillvo factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 • Additional Data: -"-- - FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LCII Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 A Fb'+ 100 1.60 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 4 Fc' 850 1.00 1.00 1.00 0.792 1.000 - .. - 1.00 1,00 2 Fc'comb 850 1.60 0.641 - - _ - - 5 E' 1.4 million 1.00 1.00 - - - •- 1.00 1.00 4 Emin' 0.51 million 1.00 1.00 - - - - - 1.00 1.00 4 ' Fc. 850 1.00 1.00 X1,00 - 1.000 - - 1:00 1.00 2 A CRITICAL LOAD COMBINATIONS: Shear LC 114 - .6D+,647, V = 509, V design 509 lbs Bending(+): LC 04 = .6D+.6W, M = 1098 lbs -ft Deflection: LC 84 = .6D+.4214 (live) LC, 84 = .6D+.42W (total) Axial LC 112 = D+Lr, P = 3334 lbs Kf = 1.00 Combined LC 05 = D+,6W; (1 - fc/FcE) - 0.86 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 7-30 / IBC 2012 CALCULATIONS: Deflection: EI = 29e06 lb-int/ply - "Live" deflection = Deflection from all non -dead loads (live, wind, snow..,) - Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: --'----- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and mulll•ply members are not rated for fire endurance. i Criterion Analysis Value she., Desip. Value Anal Els/Desi n Bending(+) v = q fb - 871 FU 288 Fb' = 1120 fv Fv' = 0.16 fb/Fb' = 0,78 Axial fc = 202 Fc' = 673 fc/Fc' 0.30 Axial Bearing Cc = 202 Fc* = 050 .fc/Fc+ _ 0.24 Combined (axia compression + s de load bending) Eq.3.9-3 = 0.95 Dead Defl'n negligible Live Defl'n 0.18 - L/585 0.29 = L/3Go - 0.61 Total Defl'n 0.18 L/585 0.43 - L/240 0,41 Additional Data: -"-- - FACTORS: F/E(psi)CD CM Ct CL/CP CF Cfu Cr Cfrt Ci LCII Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 A Fb'+ 100 1.60 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 4 Fc' 850 1.00 1.00 1.00 0.792 1.000 - .. - 1.00 1,00 2 Fc'comb 850 1.60 0.641 - - _ - - 5 E' 1.4 million 1.00 1.00 - - - •- 1.00 1.00 4 Emin' 0.51 million 1.00 1.00 - - - - - 1.00 1.00 4 ' Fc. 850 1.00 1.00 X1,00 - 1.000 - - 1:00 1.00 2 A CRITICAL LOAD COMBINATIONS: Shear LC 114 - .6D+,647, V = 509, V design 509 lbs Bending(+): LC 04 = .6D+.6W, M = 1098 lbs -ft Deflection: LC 84 = .6D+.4214 (live) LC, 84 = .6D+.42W (total) Axial LC 112 = D+Lr, P = 3334 lbs Kf = 1.00 Combined LC 05 = D+,6W; (1 - fc/FcE) - 0.86 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 7-30 / IBC 2012 CALCULATIONS: Deflection: EI = 29e06 lb-int/ply - "Live" deflection = Deflection from all non -dead loads (live, wind, snow..,) - Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: --'----- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions of NDS Clause 15.3. 4. FIRE RATING: Joists, wall studs, and mulll•ply members are not rated for fire endurance. i Summit Structural Design Project: plan 31.45, Engineer: RK8 Design of: 4x Timber Column Design Values (NDS 3.7) 4X DF-L(N) #1 Fc E d Kct c Co 1400 1600000 3.5 0.3 0.3 1.2S Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 4X4 4X6 4X8 4X10' 4X12 5 0.64 901 11041 17350 7.3660 29969 36278 6 0.55 767 9397 14766 20136 25505 30875 7 0.46 649 7951 12494 17037. 21580 26123 8 0.39 549 67.29 10574 14418 18263 22108 9 0.33 467 5718 8985 1.2.252 15519 18786 10 0.29 399 4888 7682 10475 13268 16062 11 0.25 344 4209 6614. 9020 1.1425 13830 12 0.21 298 36S1 5737 7823 9910 11996 13 0.19 260 3190 5012 683.5 8658 10480 14 0.16 229 2806 4409 6013 7616 92'19 15 0.14 203 2484 3904 5324 6743 8163 16 0.13 181 2213 3477 4742 6007 7271. 17 0.12 162 1982 3115 4248 5380 6513 18 0.10 146 1785 2805 3824 4844 5864 19 0.09 132 1615 2537 3460 4382 5305 20 0'.09 ` 120 1467. 2305 3144 3982 4820 J Summit Structural Design Project: Plan 3.45 Engineer: RKB Y Design of: 6X Timber Column Design Values (NDS 3.7) 6X6 DF-L(N) 01 Fc C d KcE C CO 1000 1600000 5.5 0.3 0.3 1.25 Stability Reduction Column Capacity (lbs) le (%t) Cp Fc' (psi) 6X6 6X8 6X10 6Xi2 5 0.87 872 26386 35981 45.576 55171 6 0.82 823 24895 3394.8 43000 52053 7 0.77 770 23288 31756 40224 48692 8 0.71 715 2:1625 29488 37351 45215 9 0.66 660 19961 27220 34479 41737 10 0.61 606 .18344 25014 31685 38355 '11 0.56 556 16806' 22917 29028 351.39 12 0.51 508 15368 20957 26545 32133 13 0.46 464 14043 19150 24256 29363 14 0.42 424 12833 17500 22167 / 26834 15 0.39 388 11737 16005 20273 24541 16 0.36 355 10748 14656 18564 22472 17 0.33 326 9857 13442 ].7027 2061]. 18 0.30 299 9058 12352 15645 1.9939 19 0.28 276 8340 11372 144105 1-7437 20 0.25 254 7694 10492 1.3290 .16088 Summit. Structural Design Project: Plan 3145 Engineer: RKB Design of: hoof Framing (Conventional) Roof Loads UL.-,, 24 psf LL= 1.8 psf Roof plywood: 5/8" APA rated Exterior plywood or OSB. Apply face.grain perpendicular to framing, stagger panels and nail with 8d at 6" o.c. edges and 12" o.c. field. Edge nail at gable ends, drags strap lines, blocking, and all supported edges. Roof framing C:ut-and-stacked roof Systems shall be built to the conventional framing r•equuements of the 2013 CBC (C8C 2308.10). Purlins, braces, intenneLiate supports, and connections shall be provided by the contractor which are capable of transmitting gal! gravity and wind loads to the foundation. The following additional limitations shall apply: 1. Rafter Maximum Spans a. 2X4 DF -L tit: 6'-0" b. 2X6 DF -L 112: 12'-0" c. 2X8 DF -L 112: 13'-0" d. 2X10 DF -L 112: 16'-9" 2. Minimum Grace Size 2X6 3. Max Brace Spacing 4'-0" o.c. Typical Headers (U.N.O.) Use 6X8 DF11.2 , cxr�� - :�1R�"°a.+eti`�c.,+��'`_apart*��fv.n»+te�:r�w��"�sa9.:'�rli3iei..["�-_c��C'�:4".A�°P'Sfit4��i✓iar.yoz�xvw;YT�'4't",�3�'�f�li _...._.__... k it • j stip' ii' 6 �;,,}i ��..�► /�. ��. 1_-'TFi2. %i. I if � �' +, ��fi'i t , _ it 1IT1, �i �� . �--•/ / � ;C �.—•-�—'"= it �.� . — 1 fr= J i. 'z ?i �hJl'utl Utl117�.0KHtl3.�'ri.4 .i ' it c...__ .�.i ,a•�•�`.,.u�w¢ ��w.:: ewnwnwxre�'�4'�"5�ia:.�1��`P° +3'�i%� a �'4,�tr a �,.H. ' a' •��t�a�•1.�wS�:,s�'L't7��.it��'�.;' F • *'" COMPANY PROJECT Summit Structural Design Woa'hdWor'k May5, 2015 06:39 SOF11%'ARREFOR WOOD DESIGN, Beaml Design Check Calculation Sheet Wood Works Sizer 10.1 Loads Load Type Distribution Pat- Location (ft) Magnitude Unit fv Roof Live -Fro-, tern Start .End Start End ' Loadl Dea -n fb/Fb' _ 11.58 1750 lbs Load2 Roof constr. Point Length 11.58 2250 lbs Self -weight Dead FUll.UDL 1.00' 'Minimum bearing 18.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 23'-2" Jnfactored: Analysis -------- Design Dead Anal sis/Desi n Shear fv Roof Live Fv' = 35G 1082 Factored: F22 2361 1122 Total fb/Fb' _ Dead Defl'n 0.61 = 3earing: 2207 Length 0.68 = L/407 0.77 - in re "d 0.88 Total Defl'n 1.00' 'Minimum bearing length selling used: 1"'orend supports -•-----•- 1.00' LVL n -ply, 2,OE, 310OFb, 1.3/4"x11-7/8", 3 -ply (5.1/4"x11-7/6") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 23'-2.0' Lateral support: lop= at supports, bottom= full; I Analysis vs. Allowable Stress (nsil and naflactinn nnl .._,__ ............. . Criterion Analysis Value Design Value Anal sis/Desi n Shear fv 53 Fv' = 35G fv Fv' = 0,1 Bending(i) fb 2361 Fb' - 3574 fb/Fb' _ Dead Defl'n 0.61 = L/456 .0.66 Live Defl'n 0.68 = L/407 0.77 - L/360 0.88 Total Defl'n 0.98 = L/J.O1 1.15 L/240 0.85 Additional Data: FACTORS: F/E(psl)CD CM Ct CL Cv Cfu Cr Cfrt Ci Cn LCII Fv' 285 1.25 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 3100 1,25 - 1.00 0.921 1.00 - 1.00 1,00 - - 2 - Fcp' 750 - - 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: Shear : LC 02 - D+Lr, V - 2190, V design 2190 lbs - Bending(+): LC 82 - D+Lr, M - 24280 lbs -ft Deflection: LC 02 - D+Lr (live) 1.0 02 = D+Lr (total) Ddead L=live S=snow W=wind I -impact Lr=roof live Lc -concentrated E=ear L'hquake A71 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 488e06 lb-int/ply "Live" deflection - Deflection from all non -dead loads (live, wind, snow..) - Total Deflection - 0,50(Dead Load Deflection) + Live Load Deflection. Design Notes: - -- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Dosign Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Slruc(ural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design conlact'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. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Fl COMPANY PROJECT -- Summit Structural Design G.W 00dworks° May 5, 201508:40 sbFf1YARC rOR WOOD.oE-frcN Beam2 Design Check Calculation Sheet M - WoodWofks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) L I 23'.2" _--- --� Unfactored: Dead 1082 Roof Live 1125 1082 Factored: 1125 Total 2207 -._.-� Bearing: 220., Length 1.00+ _ Mln re, 'd 1.00' 1.00' Minimum bearing length selling used: 1" (or end supports -._._ -__ 1 • 00• LVL n -ply, 2.OE, 310OFb, 1-314"x11.7/8", 3 -ply (5.1/4"x11.718") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 23'.2.0": Lateral support: lop= at supports, bottom= full; / Analysis vs. Allowable Stress (psi) and Deflection (in/ „- Load Type Distribution Pat- Location (ftl MagnitudeUnit it 1.00 - - - - 1.00 E' 2.0 million - 1.00 - - - - 1.00 2, Shear Loa 1 Desi n Value Point tern Start End Start ET Bend ing(+) fb = 2361 Load2 Roof constr, Point'* Load combinations: ASCE 7-10 / LBC 2012 11.58 1750 lbs 11.58 2250 lbs - i Self-wei ht Dead Full UDL Live Defl'n 18.0 plf 0.77 = L/360 Maximum Reactions (lbs) and Bearing Lengths (in) L I 23'.2" _--- --� Unfactored: Dead 1082 Roof Live 1125 1082 Factored: 1125 Total 2207 -._.-� Bearing: 220., Length 1.00+ _ Mln re, 'd 1.00' 1.00' Minimum bearing length selling used: 1" (or end supports -._._ -__ 1 • 00• LVL n -ply, 2.OE, 310OFb, 1-314"x11.7/8", 3 -ply (5.1/4"x11.718") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 23'.2.0": Lateral support: lop= at supports, bottom= full; / Analysis vs. Allowable Stress (psi) and Deflection (in/ „- Additional Data: ----- -� Criterion Analysis Value 1.00 - 1.00 2 FJ0 1.25 - 1.00 0,921 1 00 - 1.00 1.00 2 Fcpcp1 75 750 - - 1.00 - - - - 1.00 E' 2.0 million - 1.00 - - - - 1.00 2, Shear fv 53. Desi n Value Anal sis/Desi n Deflection: LC 112 - D+Lr (live) Bend ing(+) fb = 2361 Fv' = 356 Fb' - 3574 fv Fv' --0,15 'fb/Fb' Load combinations: ASCE 7-10 / LBC 2012 Dead Defl'n 0.61 = L/456 = 0.66 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection 0.50(Dead Load Deflection) Live Defl'n 0.68 - L/407 0.77 = L/360 0.08 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NOS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for Total Def 1'n 0.98 - L/281 1.15 - L/240 0.85 Additional Data: ----- -� FACTORS: F/E1ps1)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCB Fv' 285 1.25 - 1.00 1.00 - 1.00 2 FJ0 1.25 - 1.00 0,921 1 00 - 1.00 1.00 2 Fcpcp1 75 750 - - 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: Shear : LC,92 - D+Lr, V'= 2190, V design 2190 lbs 1 Bending(+): LC 112 - D+Lr, M - 24280 lbs -ft Deflection: LC 112 - D+Lr (live) LC 112 - D+Lr (total) D=dead L=live S=snow W=wind 7.=impac L- Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / LBC 2012 CALCULATIONS: Deflection: EI = 488eO6 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection 0.50(Dead Load Deflection) + Live Load Deflection. Design Notes: - -- ---- - 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NOS 2012), 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 very from one manufacturer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.-- COMPANY PROJECT Summit Structural Design WoodW.* o r k s (k) May 5, 2015 08:40 sornVARF. FOR WOOD D6s70,\' Beam3 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit Loadl Dead P.olnt tern Start End Start End - - 1.00 - - Load2 Roof constr. Point fb/Fb' = 0:69 11.58 11.58 1820 2340 71b Self -weight Dead Full UDL Live Defl'n 0,71 18.0 Maximum Reactions (lbs) and Bearing Lengths (In) Unfactored: Dead 1117 Roof Live 1170 Factored: Total 2287 Bearing: Length' 1.00' Min req'd '1.00• 23'-2" LVL 11 -ply, 2.OE, 310OFb, 1.3/4"x11.7/8", 3 -ply (5-1/4"x11-7/8") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 23'-2.0"; Lateral support: lop= at supports, bottom= full; Analysis vs. Allowable Stress (psi) and Deflection (in) usln9 Nos 2012 Criterion Anal sis value Desi n Value Anal sis/Desi n Shear fv 55 Pv' = 35v 2 Bending(+)fb - - 1.00 - - 2451 Fb' 3579 fb/Fb' = 0:69 Dead Defl'n 0.63 = L/440 CRITICAL LOAD COMBINATIONS: Live Defl'n 0,71 L/391 0.77 = L/360 0,92 Total Defl'n 1.02 = 'L/271 1.15 1/240 0.88 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Cl Cn LCII Fv' 285 1.25 - 1.00 - - 1.00 - 1.00 2 Fb'+ 3100 1.25 - 1.00 0.921 1.00 - 1 00 1.00 - 2 Fcp' 750 - - 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: Shear :' LC 82 - D+Lr, V = 2270, V design = 2270 lbs Bending(+): LC 112 - D+Lr, M - 25203 lbs -ft ' Deflection: LC 112 = D+Lr (live) LC N2 = D+Lr (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 outpi:t Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 488e06 lb-int/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 0.50(Dend Load Deflection) + Li:ve Load Deflection. Design Notes; 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 1117 1170 2287 1,00• i nn: Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads Load Type. Distribution COMPANY PROJECT Unit Wood Wo. r k so Dead Summit Structural Design May 5, 2015 08:17 tern Start End Start End sDFnrnBF. FDR WOOD n8S/AA' Load2 Roof constr. Beam4 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads Load Type. Distribution Pat- location (Pt) tlagnitude Unit Loadl Dead Full Area tern Start End Start End 1810 Load2 Roof constr. Full Area - 14.00(11.50)' 10.00(11.501' psf psf Self -Wei ht Dead Full UDL - - 1.00 6.6 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 9,-8„ Unfettered: a -r --------• Dead 810 Roof Live 1001 010 Factored: - 1001 Total. 1810 �'-""----' Bearing: 1810 Length 1.00• '-"'"--•----' Min re 'd 1.00• t.00' Minimum bearina lennlh seffma used: 1" fnr enri _� m . _ -�-._- .00' Lumber n -ply, D.Fir-L, No.2, 2x10, 2 -ply (3"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 9'-8.0"; Lateral support: top= full, bottom= at supports; Analysis vs, Allowable Stress (psi) and Deflection (in) uslnn Nns gniq Criterion Anal 615 Value Desi n Value Anal sis/Design - S ear fv = 81 Fv' = 22 fv Fv' = 0.36 Bending(+) fb = 1206 Fb' = 1237 fb/Fb' - 0.97 Dead Defl'n 0.10 - <L/999 - E' 1.6 million 1.00 1.00 - - - - 1.00 Live Defl'n 0.12 = L/926 0.48 - -L/240 0.26 Total Defile 0.27 - L/410 0.64 - L/180 0.43 Additional Data: , FACTORS: F/E(psi)CD . CM Ct CL CF Cfu Cr Cfrt C1 Cn LC II Fv' 100 1.25 1.00 1.00 - - - 1.00 1.00 1.00 2 Fb'+ 900 1.25 1.00 1.00 ].000 1,100 1- 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1,00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC H2 - D+Lr, V - 1795, V design - 1491 lbs Bending(+): LC 02 - D+Lr, M = 4300 lbs -ft Deflection: LC 82 = D+Lr (live) LC 82 - D+Lr (total) ( D=dead L=live S=snow t4=w1nd I=impact• Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI - 158e06 lb-in2/ply "Live" deflection - Deflection from all non -dead loads (live, wind, snow,..) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: --"-- 1. WoodWorks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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. 4. BUILT-UP BEAMS: It Is assumed that each ply is a single continuous member (that is, no bull joints are present) fastened together securely at intervals not exceeding 4 times the depth and that each ply Is equally top -loaded. Where beams are side -loaded, special fastening details may be required. S. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural Design Wo o IWorks � May 5, 2015 08:22 sorra Ase roa IVOOO oEsron' Beams Design Check Calculation Sheet Loads; - WoodWorks Sizer 10.1 Load Typu Distributl.on Pat- Location I Magnitude Unit Loadl tern Start End Start End Dead Full Area 19.00 7,00)+ psf Load2 Roof constr.. Full Area Load3 Dead Point - 18.00 (7,00)' psf , Loa d4 Roof�constr, Point 5.00 1082 lbs Loads Dead 5,00 1125 lbs Full Area Self-wei ht Dead Full UDL 10.00(11.50)1 psf +Tributary Width (it:) 1Q•7 It Maximum Reactions (lbs) and Bearing Lengths (in) : --- - _ 10'-2„ --- ------ Unfactored: 10.1" Dead 1707 -'--- Roof Live 1.212 Factored: 1609 Total 2919 1194 Bearing :--'-�---' Length 1.00• � 2883 'Min rev'd 1.00+ i.UO+ 'Minimum bearing length selling used: 1" -for supports _ _ _- ) . OU. Timber -soft, D.FIr-L, No.2, 6x12 (5-1/2"x11.1/4") -- Supports: All - Timber -soft Beam, D.FIr-L No.2 Total length: 10'-2.0'; Lateral support: lop= full, bollbm= al supports; 1 Analysis vs. Allowable Stress (psi) and Deflacri-n flnl Additional Data; -•- ----. - FACTORS: F/E(psi)CD CM Ct Cl, CF Cfu Cr Cfrt Ci Cn LC 11 Fv' 170 1.25 1.00 1.00 1.00 1.00 1.00 2 E'b'+ 875 1.25 1.00 1.00 1.000 1.000 1 00 1,00 1.00 1.00 Fcp' 625 - 1,00 1.00 - - 2 - - 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 A2 = D+Lr, V - 2905, V design 2559 lbs Bending(+): LC 112 - D+Lr, M = 10056 lbs -ft Deflection: LC 112 - D+Lr (live) LC 112 - D+Lr (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 2012 CALCULATIONS: Deflection: EI = 848e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. ` Design Notes; - - - 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Speci(Icalion (NDS 2012), 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. Criterion n Value Anal sis/Desi nSear �sisValueDesi Fv'212 Fb' 1094 fv Fv' = 0.2.9Bending(+) Defl'n fb/Fb' = 0.95Dead Live DePl'n , 0,34 L/360 '0,25 Total Defl'n 0.25 = L/480 0.50 = L/36 0 qy Additional Data; -•- ----. - FACTORS: F/E(psi)CD CM Ct Cl, CF Cfu Cr Cfrt Ci Cn LC 11 Fv' 170 1.25 1.00 1.00 1.00 1.00 1.00 2 E'b'+ 875 1.25 1.00 1.00 1.000 1.000 1 00 1,00 1.00 1.00 Fcp' 625 - 1,00 1.00 - - 2 - - 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 A2 = D+Lr, V - 2905, V design 2559 lbs Bending(+): LC 112 - D+Lr, M = 10056 lbs -ft Deflection: LC 112 - D+Lr (live) LC 112 - D+Lr (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 2012 CALCULATIONS: Deflection: EI = 848e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. ` Design Notes; - - - 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Speci(Icalion (NDS 2012), 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 'W/ Summit Structural Design ood[ Y V o rk5° May 5, 201508:21 ®® ®® $OrYWARf FDR WOOD DfSICk Beam6 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) 11'-2" 13 unfactored: Dead 886 .Roof Live 276 Factored: Total 1162 Bearing: Length 1.00` Min reo'd 1.00- Lumber -soft, D.Flr-L, No.2, 400 (3.1/2"x9.1/4") Supports: All - Timber -soft Beam, D.FIr-L No.2 Total length: 11'-2.0"; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress fnsll nnri rloflonH ti - Criterion Load Type DSstribuL'ion Pat- Location. Ift) Magnitude unit 35 586 FV' = Fb' Loadl Dead Full tern Start End Start End 956 fb/Fb' o,61 Live Defl'n Load2 Roof constr. Area Full Area L/360 0.12 24.00 (2.75)+ psf L/503 0.55 = LoadS Dead Full Area Bending(+): LC 01 = D only, 1.1 = 2437 lbs -ft 18.00 (2.75)1 psf Deflection: LC 112 - D+Lr (Live) Self -wet ht Dead Full UDL LC"'= D+Lr (tota•1) 17.00 (5.001` psf 0 -dead Iii,.5=snow W=wind I=impact Lr -roof live Le -concentrated E=earthquake All LC's are listed `'Tributary Width (ft•1 7.7 if Maximum Reactions (lbs) and Bearing Lengths (in) 11'-2" 13 unfactored: Dead 886 .Roof Live 276 Factored: Total 1162 Bearing: Length 1.00` Min reo'd 1.00- Lumber -soft, D.Flr-L, No.2, 400 (3.1/2"x9.1/4") Supports: All - Timber -soft Beam, D.FIr-L No.2 Total length: 11'-2.0"; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress fnsll nnri rloflonH ti - Criterion Analysis value Desi n Value Anal sis/Desi n Shear Bending(+) fv - fb - 35 586 FV' = Fb' 162 fv Fv' = 0,21 Dead Defl'n 0.15 - L/911 = 956 fb/Fb' o,61 Live Defl'n 0.05 - <L/999 0,37 = L/360 0.12 Total Defl'n 0.26 - L/503 0.55 = L/240 0.48 Additional Data: FACTORS; F/E(psi)CD CM , ct CL CF CfuCr Cfrt Ci Cn LCH Fy' 180 0.90 1.00 1.00 - -1.00 Fb'+ 900 0.90 1.00 1.00 0,983 1.200 1.00 1.00 1,00 1 Fcp' 625 - 1.00 1.00 - 1.00 1.00 1,00 1 - - E' 1.6 million 1.00 1.00 - - - 1.00 1.00 - Emin' 0.58 million 1.00 1:00 - - - 1.00 1.00 - 2 - CRITICAL LOAD COMBINATIONS: - 1.00 1.00 - 2 Shear : LC 91 - D only, V - 079, V design 750 lbs Bending(+): LC 01 = D only, 1.1 = 2437 lbs -ft Deflection: LC 112 - D+Lr (Live) LC"'= D+Lr (tota•1) 0 -dead Iii,.5=snow W=wind I=impact Lr -roof live Le -concentrated E=earthquake All LC's are listed ' in the Analysis output Load combinations; ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 369e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, ralnd, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: ---- -- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplemonl. 2. Please verify (hal 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. I 806 276 1162 1.o0° 1.00- COMPANY PROJECT - v Summit Structural Design Mfoodl a /� o r k Q� May 5, 2015 08:33 SOFTWAREFOR WOOD ofsjoV Beam? Design Check Calculation Sheet / WocdWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location )ft)Magnitude Unit Loadl Dead Point tern Start End Start End Load2 Roof constr. Point fb 11,00 960 lbs 11.00 1260 lbs Self-wei ht Dead Full UDL Lengthlin 12,0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : 16'-2" nfactored: Anal sis Value Dead Value Anal sis/Desi n` - Roof Live fv 76 actored: E81 05 Total fb = 1190 earing: 3051 162 Lengthlin 0.14 = <6/999 re 'd 1.00 Ainimum bearing length setting used: 1" for end supports _-_- 1_00 LVI. n -ply, 2.OE, 3100Fb, 1-3/4"x11-7/8", 2 -ply (3-1/2"x11-7/8") Supports: All - Timber-sofl Seem, D.Fir-L No.2 Total length: 16'-2.0"; Lateral support: top= at supports, boltom= at supports; AnalVsls vs. Allowable Strpcc fnzil nnri none +; n.. -'- Criterion Anal sis Value Design Value Anal sis/Desi n` - Shear fv = 8 Fv = 3 6 fv Fv' = 0.1 Bending(+) fb = 1190 Fb' - 3051 fb/Fb' - 0.39 Dead Defl'n 0.14 = <6/999 Live Defl'n 0.16 - <L/999 0.54 - L/360 •' 0.30 Total DePl'n 0.30 - L/511 0.80 - L/240 p,47 Additional Data: - FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCB Fv' 285 1.25 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 3100 1.25 - 1.00 0.187 1.00 - 1.00 1.00 - - 2 Fcp' 750 - - 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: Shear : LC 112 = D+Lr, V - 1611, V design = 1611 lbs Bending(+): LC 82 = D+Lr, M = 8150 lbs -ft Deflection: LC 82 - D+Lr (live) LC 112 - D+Lr (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 2012 CALCULATIONS: Deflection: EI = 488e0G lb-int/ply "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: --- - 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. I COMPANY PROJECT Summit Structural Design W'001d1W o k s 0 May 5, 2015 08:35 SOMWAR6FOR lv000 Df3rOn• BeamS Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Type Distribution Pat- Location (ft1 Magnitude Unit Loadl Dead Point tern Start End Start End 810 Load' Roof constr. Point 1623 11.00 11,00 980 1260 1 s lbs Self-wei ht Dead. Full UDL 'Minimum bearing length setting used: 1" for end supports 12.0 if Maximum Reactions (lbs) and Bearing Lengths (in) : 16'-2" Unfactored: Analysis e.-1.. ------__. Dead 409 Anal sls/Desi n Roof Live 402 764 Factored: 356 058 Total 810 1190 Bearing: 3051 1623 Length 1.00• - '---- Min re 'd 1.00• 1.00, 'Minimum bearing length setting used: 1" for end supports 1.00 LVL n -ply, 2.OE, 310017b, 1.3/4"x11-7/8", 2 -ply (3-1/2"x11-718") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16'-2.0'; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) -Inn unc gn,q Criterion Analysis Value Desin Value Anal sls/Desi n Shear fv = 50 FU= 356 fv Fv' = 0.161 Bending (+) fb 1190 Fb' - 3051 fb/Fb' - 0.39 Dead Defl'n 0.14 <L/999 CRITICAL LOAD COMBINATIONS: Live De fl'n 0.16 = <L/999 0.54 = L/360 0,30 Total Defl'n 0.38 = L/511 0.80 = L/240 0.q7 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC8 Fv' 285 1.25 - 1.00 - - - - 1.00 - 1.00 2 Fb'+ 3100 1.25 - 1.00 0.787 1.00 - 1.00 1,00 - - 2 Fcp' 750 - - 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: Shear : LC 112 = D+Lr, V = 1611, V design - 1611 lbs Bending(+): LC 112 = D+Lr, M - 8158 lbs -ft Deflection: LC 112 = D+Lr (live) LC 02 = D+Lr (total) D=dead L=live S=snow w=wind I=impact Lr=roof live Lc=concentrated E=earthquake A11 LC,s are listed in the Analysis output Load combinations: ASCE 7-10 / .IDC 2012 CALCULATIONS: Deflection: EI = 488e06 lb-in2/ply "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection, Design Notes: 1. WoodWorks analysis and design ere In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. C ✓..l COMPANY PROJECT - Summit Structural Design WoodWorks May 5, 201510:49WrBeam9 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load - Type Distribution Pat- tern Location 'Iftl Start End Magnitude Start End Unit Loa 1 Dead Full Area 2491 Factored: 10.00(19.00)` psf Load2 Dead Point = 1738 2.50 1820 lbs Load3 Roof constr. Point - L/907 2.50 2340 lbs Load4 Dead Point - <L/999 4.00 1120 lbs Loa d5 ROOF constr. Point = L/394 4.00 1440 lbs Load6 Dead Point 9.00 672 lbs Load? Roof constr. Point 9.00 864 lbs Self-wei ht Dead Full UDL 18.0 if Maximum Reactions (lbs) and Bearing Lengths (in) : LVL.17' Analysis 0 Dead 3563 Anal sis/Desi n Roof Live 3008 2491 Factored: - 1636 Total 6571 -•"----- = 1738 Bearing: 3700 4127 Length 1.07 �•' ^ - L/907 Min re 'd 1.87- - length governed by the recuired width of ih= ---n- 1,17 1.17 - "Minimum bearing LVL n -ply, 2.OE, 310OFb, 1.3/4"x11-7/8", 3 -ply (5.1/4"x11.7/8") Supports: All - Timber -soft Beam, D.Fir-L,No.2 Total length: 11'-9.0' ; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (osil and Deflar:finn finl Criterion Analysis value Desi n value Anal sis/Desi n Shear fv = 152 Fv' = 356 v Fv' 0.43 Bending(+) Eb = 1738 Fb' = 3700 fb/Fb' = 0,46 Dead Defl'n 0.15 - L/907 ,Live Defl'n 0.12 - <L/999 0.39 - L/360 0.32 Total Defl'n 0.35 = L/394 0.50 = L/240 0.61 Additional Data: -" FACTORS: F/E(psi)CD CAI Ct CL CV Cfu Cr Cfrt Ci Cn LCB Fv' 285 1.25 - 1.00 -1.00 - 1.00 2 Fb'+ 3100 1,25 - 1.00 0.974 1 00 - 1.00 1.00 - - 2 Fcp' 750 - 1.00 - - E' 2.0 million - 1.00 - - - - '1.00 - - 2 Eminy' 1.04 million - 1.00 - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 - D+Lr, V - 6556, V design 6335 lbs Bending(+): LC 02 = D+Lr, M - 17874 lbs -ft Deflection: LC 92 = D+Lr (live) LC 02 = D+Lr (total) n. D=dead L=live S=snow W=wind 1 -impact Lr -roof live Lc -concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 488eO6 lb-int/ply . "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection, Design Notes: - 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. I.- 'V COMPANY PROJECT d Summit Structural Design WO, k ^ f� May 5, 2015 08:45 SOFrn'AFEFOR WOOODFSj(;,y Beam10 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) ; 21'-2" - Unfactored: Dead 1301 Roof Live 1429 - 1:301 Factored: 129 Total 2729 -.--_. Bearing: 2729 Length 1.00' .----_. Min re 'd 1.00' 1.00° Minimum bearing length setting used: t" for end supports _-_- 1.00. LVL n -ply, 2.OE, 310OFb, 1-3/4"x11-7/8", 3 -ply (5••1/4"x11.7/6") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 21'-2.0': Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (int Load Type Distribution Pat- Location (ft) Magnitude Unit Shear Load/ Dead Full Area tern Start End Start End Bending(+) �9 fb 1399 Load2 Roof constr. Full Area 19.00 (7,501' psf - 0,37 L/678 Self-wei ht Dead Full UDL 18.00 17.50)• psf 0.70 - L/360 - 0.50 +Tributary wi th (fl, Total Defl'n 18.0 if 0.57 Maximum Reactions (lbs) and Bearing Lengths (in) ; 21'-2" - Unfactored: Dead 1301 Roof Live 1429 - 1:301 Factored: 129 Total 2729 -.--_. Bearing: 2729 Length 1.00' .----_. Min re 'd 1.00' 1.00° Minimum bearing length setting used: t" for end supports _-_- 1.00. LVL n -ply, 2.OE, 310OFb, 1-3/4"x11-7/8", 3 -ply (5••1/4"x11.7/6") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 21'-2.0': Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (int Additional Data: - FACTORS: F/E(psi)CD CM Ct CL cV Cfu Cr Cfrt Ci C LCII Fv' 285 1.25 - 1.00 - - 1.00 - 1,00 2 Fb'+ 3100 1.25 - 1.00 0.934 1.00 - 1.00 1.00 2 E, 750 - 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: Shear : LC 112 = D+Lr, V = 2719, V design - 2453 lbs Bending(+): LC 02 - D+Lr, M - 14334 lbs -ft Deflection: LC 02 = D+Lr (live) LC 82 D+Lr (total) D --dead L=live S=snow ll -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 2012 CALCULATIONS: Deflection: EI 488eO6 lb-in2/ply "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection 0.50(Dead Load Deflection) + Live Load Deflection, Design Notes: - ----- - 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and'NDS Resign 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. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Criterion Anal sis Value Shear fv = Design Value Anal sis/Desi n Bending(+) �9 fb 1399 Fv' = 356 Fb' = 3624 fv Fv' 0,17 fb/Fb' - 0.30 Dead Deft -n - 0,37 L/678 Live Defl'n 0.41 = L/617 0.70 - L/360 - 0.50 Total Defl'n 0.60 - L/424 1.05 = L/240 0.57 Additional Data: - FACTORS: F/E(psi)CD CM Ct CL cV Cfu Cr Cfrt Ci C LCII Fv' 285 1.25 - 1.00 - - 1.00 - 1,00 2 Fb'+ 3100 1.25 - 1.00 0.934 1.00 - 1.00 1.00 2 E, 750 - 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: Shear : LC 112 = D+Lr, V = 2719, V design - 2453 lbs Bending(+): LC 02 - D+Lr, M - 14334 lbs -ft Deflection: LC 02 = D+Lr (live) LC 82 D+Lr (total) D --dead L=live S=snow ll -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 2012 CALCULATIONS: Deflection: EI 488eO6 lb-in2/ply "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection 0.50(Dead Load Deflection) + Live Load Deflection, Design Notes: - ----- - 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and'NDS Resign 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. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. �jf t COMPANY PROJECT Summit Structural Design ® o I Works 0May 5, 2015 08:48 'W SOFTwneeFoe WOOD DtsrcN Beaml l Design Check Calculation Sheet - WoodWorks Sizer 10.1 Loads: Analysis vs. Allowable Stress (psi) and Deflection (in) -1- unc ln,l . Criterion Load Type Distribution Pat- Location (ftl Magnitude Unit Anal sis/Desi nShear Loadl Dead Trapezoidal tern Start End 0,00 10.00 Start End 42.0 112.0 plf Total1820 Load combinations: ASCE 7-10 / IBC 2012 Load2 Roof constr. Trapezoidal Bearing: 0.00 10.00 54.0 144.0 plf Length 1.00' -•-----•- 0.50 L/240 Load3 Dead Full Area - 14.00(14.00)' psf Self-wei lit *Tr Width Dead IFr� Full UDL 12.1 if Analysis vs. Allowable Stress (psi) and Deflection (in) -1- unc ln,l . Criterion Analysis Value Maximum Reactions (lbs) and Bearing Lengths (in) �-- - 101-2" - - --� fv = 37 Value Anal sis/Desi nShear Shear : LC 01 - D only, V = 1486, V design = 1243 lbs Bending(+): LC 01 = D only, M = 3631 lbs -ft 1oQ1 Dead 1391 Fv'=.29Bending(+) fb/Fb' = 0.71 Roof Live 429 Factored: 1494 561 0.14 = L/858 Total1820 Load combinations: ASCE 7-10 / IBC 2012 •-- Live Defl'n 0,05 = <L/999 Bearing: _ 2055 Total Defl'n Length 1.00' -•-----•- 0.50 L/240 Min re 'd 1.00• 'Minimum bearing length setting used: 1" for end supports .1.00' _�00 Timber -soft, D.Fir-L, No,2, 6x10 (5-1/2"X9-1/4") ~ i Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-2.0'; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) -1- unc ln,l . Criterion Analysis Value FACTORS: F/E(psi)CO CM Ct CL CF Cfu Cr Cfrt Ci Cn hC II Fv' 170 0.90 1.00 1,001.00 1,00 1,00 1 Fb'+ 875 0.90 1.00 1.00 1,000 1,000 1.00 1.00 1.00 1,00 I fv = 37 Value Anal sis/Desi nShear Shear : LC 01 - D only, V = 1486, V design = 1243 lbs Bending(+): LC 01 = D only, M = 3631 lbs -ft fb = 556 rDe�ip. Fv]53fv Fb' = 787 Fv'=.29Bending(+) fb/Fb' = 0.71 LC 02 - D+Lr (total) Dead Defl'n 0.14 = L/858 Load combinations: ASCE 7-10 / IBC 2012 Live Defl'n 0,05 = <L/999 .34 L/360 0.15 ' Total Defl'n 0,26 0.50 L/240 0.52 Additional Data: -� FACTORS: F/E(psi)CO CM Ct CL CF Cfu Cr Cfrt Ci Cn hC II Fv' 170 0.90 1.00 1,001.00 1,00 1,00 1 Fb'+ 875 0.90 1.00 1.00 1,000 1,000 1.00 1.00 1.00 1,00 I Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 F,' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 01 - D only, V = 1486, V design = 1243 lbs Bending(+): LC 01 = D only, M = 3631 lbs -ft Deflection: LC 02 - D+ -Lr (live) LC 02 - D+Lr (total) , D=dead L=live S=snow W=wind I -impact Lr -roof live Lc -concentrated F.=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 472eOG 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. WoodWorks analysis and design are In accordance with the ICC International Building Code (18C 2012), the National Design Specification (NDS 2012), 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 WoodWorks SummitSlruclural Design May 5,2015 10:53 WIBeam12 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Maximum Rea ction s (lbs)�and Bearing Lengths (in) I 21'-2.1" Unfactored_ : - 2.1'-1.1" Dead 1746 _ Roof Live 2001 1746 Factored: 2001 Total 3147 Bearing: 3747 Length 1.07 Min re 'd 1.07•• 1.07 "Minimum bearing length governed by the required width of the supporting member. ---•-- 0711 LVL n -ply, 2.OE, 3100Fb, 1-3/4"x11.7/8", 3 -ply (5-1/4"x11-7/8") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 21'-2.1' ; Lateral support: lop= atsupports, bottom= at supports; Analysis vs, Allowable Stress (psi) and Deflection (in) „_ " Kine in+o . Load Type Distribution Pat-. Location (ft) Magnitude Unit S ear Loa 1 Dead Fu 11 Area tern Start End Start End Banding(+) fv 81 fb - 1914 Load2 Roof constr, Full Area 14.00(10.50)• ps 0.50 - L/505 Self -wet ht Dead Full UDI 18,00(10.50)' Pat! 0.70 - L/760 0,02 •Tri -I.-y Width tft Total Defl'n 18.0 if 0,70 Maximum Rea ction s (lbs)�and Bearing Lengths (in) I 21'-2.1" Unfactored_ : - 2.1'-1.1" Dead 1746 _ Roof Live 2001 1746 Factored: 2001 Total 3147 Bearing: 3747 Length 1.07 Min re 'd 1.07•• 1.07 "Minimum bearing length governed by the required width of the supporting member. ---•-- 0711 LVL n -ply, 2.OE, 3100Fb, 1-3/4"x11.7/8", 3 -ply (5-1/4"x11-7/8") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 21'-2.1' ; Lateral support: lop= atsupports, bottom= at supports; Analysis vs, Allowable Stress (psi) and Deflection (in) „_ " Kine in+o . Additional Data: ------- FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCH Fv' 285 1,25 - 1.00 - - 1.00 - 1.00 2 Fb1+ 3100 1.25 - 1.00 -0.934 1,-00 - 1.00 1,00 2 Fcp' 750 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: Shear : LC 112 = Di -Lr, V - 3732, V design 3366 lbs ' Bending(+): LC 112 - D+Lr, M - 19678 lbs -ft Deflection: LC 82 - D+Lr (live) LC lit - D+Lr (total) 0 -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 2012 CALCULATIONS: Deflection: EI = 488e06 lb-int/ply "Live" deflection Deflection from all non -dead loads (live, wind, snow..I Total Deflection 0.50(Dead Load Deflection) + Live Load Deflection. Design Notes: - --- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDFi 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. BUILT-UP.SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. Criterion Anal sis Value S ear Desi n Value Anal sis/Desi n`y Banding(+) fv 81 fb - 1914 FU ' = 33g Fb' = 3624 v Fv' 0.23 fb/Fb' - 0,53 ' Dead Defl'n. 0.50 - L/505 Live Defl'n 0.57 - L/440 0.70 - L/760 0,02 Total Defl'n 0.82 = L/306 1,05 - L/240 0,70 ' Additional Data: ------- FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LCH Fv' 285 1,25 - 1.00 - - 1.00 - 1.00 2 Fb1+ 3100 1.25 - 1.00 -0.934 1,-00 - 1.00 1,00 2 Fcp' 750 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: Shear : LC 112 = Di -Lr, V - 3732, V design 3366 lbs ' Bending(+): LC 112 - D+Lr, M - 19678 lbs -ft Deflection: LC 82 - D+Lr (live) LC lit - D+Lr (total) 0 -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 2012 CALCULATIONS: Deflection: EI = 488e06 lb-int/ply "Live" deflection Deflection from all non -dead loads (live, wind, snow..I Total Deflection 0.50(Dead Load Deflection) + Live Load Deflection. Design Notes: - --- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDFi 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. BUILT-UP.SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT - Summit Structural Design WoodWorks"')May 5, 2015 10:54 WrBeem13 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads; Analysis vs, Allowable Stress (psi) and Deflection (in) usinn une zn,g Criterion Load TypeDistribution Anal sis/Desi n Pat- Location (ft) Magnitude Unit fv - 30 Fv' = 212 fv Fv' = - Bendingl+) tern Start . End Start End Unfactored: fb/Fb' 0.40 CRITICAL LOAD COMBINATIONS: LoaFl- Dead Full Area 14.00 (8.00)+ psf Roof Live 604 toad2 Roof constr. Full Area 18.00 (8,00)• psf 004 Total Self -weight �T�• Dead Full UDL 14.7 pjf "Live" deflection - Deflection from all non -dead loads (live, wind,, snow...) Analysis vs, Allowable Stress (psi) and Deflection (in) usinn une zn,g Criterion Anal sis Value Maximum Reactions (lbs) and Bearing Lengths (in) ; Anal sis/Desi n 11'-2" y fv - 30 Fv' = 212 fv Fv' = - Bendingl+) fb = 430 Unfactored: fb/Fb' 0.40 CRITICAL LOAD COMBINATIONS: Dead Defl'n Dead 707 Bending(+): LC 112 - D+Lr, M - 4151 lbs -ft Roof Live 604 _ 707 Factored: Total Defl'n ' 004 Total 1511 CALCULATIONS: -'---•- - Bearing: "Live" deflection - Deflection from all non -dead loads (live, wind,, snow...) 1.511 Length 1.00' -•---••- Min re 'd 1.00+ 1.00° 'Minimum bearing length setting used: 1" for and supports - 1 . Do' Timber -soft, D.Fir-L, No.2, 6x12 (5.1/2"x11.1/4") Supports: All - Timber -soft Seem, D.FIr•L No.2 Total length: 11'-2.0' ; Lateral support: lop= at supports, bottom= at supports; Analysis vs, Allowable Stress (psi) and Deflection (in) usinn une zn,g Criterion Anal sis Value Design Value Anal sis/Desi n Fv' 170 1,25 1.00 1,00 - - - - 1.00 1.00 1.00 Shear fv - 30 Fv' = 212 fv Fv' = - Bendingl+) fb = 430 Fb' = 1082 fb/Fb' 0.40 CRITICAL LOAD COMBINATIONS: Dead Defl'n 0,05 = <L/999 Bending(+): LC 112 - D+Lr, M - 4151 lbs -ft Live Defl'n 0.06 <L/999 0.37 - L/360 0.16 D=dead L=live S=snow W=wind I=impact Lr -roof live Lc -concentrated E=earthquake Total Defl'n 0.13 L/994 0.55 = L/240 0,24 Additional Data: -- FACTORS: F/E(psi)CD CM CG CL CF Cfu Cr Cfrt CS Cn LCII Fv' 170 1,25 1.00 1,00 - - - - 1.00 1.00 1.00 ✓ 2 Fb'+ 875 1.25 1.00 1.00 0.989 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 - 2 &min' 0.47 million 1.00 1.00 - - - - 1,00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC 82 = D+Lr, V = 1500, V design = 1235 lbs Bending(+): LC 112 - D+Lr, M - 4151 lbs -ft Deflection: LC 02 - D+Lr (live) LC 112 = D+Lr (total) D=dead L=live S=snow W=wind I=impact Lr -roof live Lc -concentrated E=earthquake All We are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 848e06 lb -int "Live" deflection - Deflection from all non -dead loads (live, wind,, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: -- 1. WoodWorks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the Nal(onnl Design Specification (NDS 2012), 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 Summit Structural Design May 5, 2015 10;56 wood-Work SOrnVAkUFOR WOOD DFNGN Beam14 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : Load 11,-2„ - ----� LCH Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 0' ¢ Anal sis/Desi n Type Distribution Pat- Location [ft) Magnitude: Unit Deflection: LC 112 ='D+Lr (live) Loadl Dead Dead tern Start End Start End Roof Live 228 2.25 Point Factored: 5.50 350 lbs Design Notes: Load2 Roof constr. Point 0,42 5.50 450 lbs Self -weight Dead Full UDL - Min re 'd I 1.00+ 9.5 pit -.0-0 Maximum Reactions (lbs) and Bearing Lengths (in) : Criterion 11,-2„ - ----� LCH Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 0' ¢ Anal sis/Desi n 2 CRITICAL LOAD COMBINATIONS: Unfactored; fv = 17 Fv' 212 fv/Fv' 0.08 Deflection: LC 112 ='D+Lr (live) Bending (+) fb - 588 Dead 230 All LC's are listed in the Analysis output Roof Live 228 2.25 Deflection: 'EI = 227e06 lb-in2 Factored: 0.10 = <L/999- 0.37 = L/360 222 Design Notes: Total 459 - - 0,42 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Bearing: 446 Length 1,00+ - -- - - Min re 'd I 1.00+ ]..00" 'Minimum bearing length selling used: 1" for end supports _--- -.0-0 Timber -soft, D.Fir-L, No.2, 6x8 (5-11/2'W-1/4") Supports: All • Timber -soft Beam, D.Fir-L No.2 Total length: 11'-2.0"; Lateral support: top= at supports, bottom= at ;supports; Analysis vs. Allowable Stress (psi) and Deflection (inl uclnn Nn.q gn17 Additional Data: Criterion Anal sis Value LCH Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.25 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 Design Value Anal sis/Desi n 2 CRITICAL LOAD COMBINATIONS: Shear fv = 17 Fv' 212 fv/Fv' 0.08 Deflection: LC 112 ='D+Lr (live) Bending (+) fb - 588 Fb' = 937 fb/Fb' - 0.63 All LC's are listed in the Analysis output Dead Defl'n 0.09 - <L/999 CALCULATIONS: Deflection: 'EI = 227e06 lb-in2 Live Defl'n 0.10 = <L/999- 0.37 = L/360 0.26 Design Notes: Total Defl'n 0.23 - L/574 0.55 - L/240 0,42 Additional Data: ----� --� FACTORS: F/E(psi)CD CM CL' CL CF Cfu Cr Cfrt Ci Cn LCH Fv' 170 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 750 1.25 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 - 2 CRITICAL LOAD COMBINATIONS: Shear. LC H2 - D+Lr, V - 459, V design = 452 lbs Bending(+): LC 112 - D+Lr, M - 2362 lbs -ft Deflection: LC 112 ='D+Lr (live) LC It = D+Lr (total) D=dead L=live %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 2012 CALCULATIONS: Deflection: 'EI = 227e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, 'snow...) Total Deflection = 1.50(Dead Load Deflection) 4 Live Load Deflection. Design Notes: -- 1. Wood Works analysis and design are in accordance with the (CC International Building Code (IBC 2012), the Design Supplement. . National Design Specification (NbS 2012), and NDS 2. Please verity that the default deflectlon 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 Q Summit Structural Design May 5, 2015 11:02WoodWq,k, Wj- Beam15 Design Check Calculation Sheet _ - WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) Load Type Distribution Pat- Location tfti Magnitude Unit Desi n Ya-IX-is/Designlue Unfactored: Loadl int tern Start End Start End Factored: Dead DefI'n Total852 Load2 Roof constr. Point d44 5.00 700 900 jib lbs 1'Minimum bearing length setting used: 1" for end supports r Self -weight Dead Full UDL 0.50 - L/240 Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-2.0"; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection fin! ...,__., - -- 7.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) Analsis 4 I 10'-2" ----- I S ear Value p,=. Desi n Ya-IX-is/Designlue Unfactored: Dead 395 39 fb - 993 Roof Live 457 fv Fv0.17 Factored: Dead DefI'n Total852 _ Bearing: d44 Length 1.00' __- nd1.00+ 1'Minimum bearing length setting used: 1" for end supports r 1 Lumber -soft, D.Fir-L, No.2, 410 (3.1/2"x9-1/4") 0.50 - L/240 Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-2.0"; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection fin! ...,__., - -- Criterion Analsis S ear Value p,=. Desi n Ya-IX-is/Designlue An Bending(+) 39 fb - 993 Fv' = 225 Fb' - 1319 fv Fv0.17 Dead DefI'n 0.07 - <L/999 fb/Fb' - 0,75 Live Defl'n 0.09 - <L/999 0.34 - L/360 0.27 Total Defl'n' 0.20 - L/598 0.50 - L/240 0,40 Additional Data: -- --- FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr, Cfrt Ci Cn LCI) Fb'+ Fv' 180 1.25 1.00 1.00 - 1.00 1,00 1,00 2 900 1.25 1,00 1.00 0.977 1.200 1.00 1.00 1,00 1.00 2 Fcp' 625 - 1.00 1.00 - - - - 1,00 1.00 E. 1.6 million 1,00 1,00 - - - - 1,00 1.00 - 2 Emin' 0.58 million 1,00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear o LC 02 = D+Lr, V - - 852, V design 846 lbs Bending(+): LC 112 - D+Lr, M - 4130 lbs -ft Deflection: LC 02 - D+Lr (live) ' , LC 82 =. D+Lr (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 2012 CALCULATIONS: Deflection: EI - 369eo6 lb -int "Live" deflection = Deflection From all non -dead loads (live, wind, snow.,.) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: --. -- 1. WoodWorks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplemenl. 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. y COMPANY PROJECT - Summit Structural Design Q)'WoodWorkso PAay 5, 2015 11:04 v000 ogsren Beam16 Design Check Calculation Sheet - ^ Wood Works Sizer 10.1 Loads: ' Load Type _ Distribution Pat- Location (fti Magnitude Unit n Anal sis/Desi n Load, -De-a- Full Area tern Start End Start End 154A Factored: Load2 -Roof constr. Full Area18.00 2641 - --•---.- 24.00 (8.00)+ (8,00)+ psf ` Bearing: Self-wei ht •Tri utary w,�th Dead rfr Full UDL Length 1.09 1 12.0 if ' Analysis vs. Allowable Stress (psi) and Deflection (In) „=In,, eJmc 2041 . CriterionAnal sis Value Maximum Reactions (Ibs) and Bearing Lengths (In) 15'-2.2" Shear fv = 82 n Anal sis/Desi n Unfactored: - .15'•1.1" Dead 1548 _-.- Roof Live 1093 154A Factored: 1093 Total 2641 - --•---.- 0.50 - L/360 0.34 Bearing: Total Defi'n 0.54 = L/336 2641 Length 1.09 ---•--- Plin re 'd 1.09•' 1.09 "Minimum bearing length governed by the required width of the supporting member. -._.___._- 1_09 • LVL n -ply, 2.0E, 3100Fb, 1-3/4"x11.7/8", 2 -ply (3••1/2"x11.7/8") Supports: All - Timber -soft Beam, O.Fir-L N0.2 Total length: 151-2.2"; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (In) „=In,, eJmc 2041 . CriterionAnal sis Value Desi 'Value Shear fv = 82 n Anal sis/Desi n Bending (+) fb = 1445 Fv' 3560.23 Bb' = 3159 fb/Fb' = 0.46 - DeadDefl'n 0.24 - L/743 Live Defl'n 0.17 - <L/999 0.50 - L/360 0.34 Total Defi'n 0.54 = L/336 0.75 - L/240 0.71 Additional Data - FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci Cn LC8 Fv' 285 1,25 - 1.00 -1.00 - 1.00 2 Fb'+ 3100 1.25 - 1.00 0.814 1.00 - 1.00 1.00 - p Fcp' 750 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: Shear : LC 92 - D+Lr, V - 2626, V design - 2265 lbs Bending(+): LC 92 - D+Lr, M - 9906 lbs -ft Deflection: LC 92 = D+Lr (live) LC 02 - D+Lr (total) D=dead L=live S -snow 41=wind 1 -impact Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IDC 2012 CALCULATIONS: Deflection: EI = 488e06 lb-in2/ply "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: ----- 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (Nos 2012), 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 manufaclumr. 4. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. S. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members ere not rated for fire endurance. COMPANY PROJECT Summit Structural Design Wood Wroorks ®R May 5, 201511:06 sorrn'Aaea wood ofsIOBeam17 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Analysis vs. Allowable Stress (psi) and Deflection (in) � �,,,,, hunt gni, . Criterion Load Type Distribution Pat- Location [ft) Magnitude Unit Anal sis/Desi n Loa 1 DeacT FuIT Area tern Start End Start End Factored: 1510 Load2 Roof constr. Full Acea 0.50 - L/360 0,47 24.00(11,00)• psf 3613 0.76 = L/240 -weight Dead Full UDL 1.49 "Minimum bearing length governed by the required width of the supporting member. 18.00(11.00)• psf - - Supports: All - Tlmber-soft Beam, D.Fir-L N0.2 .Self •Tri utary w, hh (ft? Lateral support: lop= at supports, bottom= at supports; 12.0 if ' Analysis vs. Allowable Stress (psi) and Deflection (in) � �,,,,, hunt gni, . Criterion Mal sis Value Maximum Reactions (lbs) and Bearing Lengths (in) ; p fv 111 Desi n Value Anal sis/Desi n Unfactored: fb - 1977 Dead 2103 fv Fv' = 0,31 fb/Fb' 0.63 Roof Live 1510 2103 Factored: 1510 Total3613 Live De fl'n - - 0.50 - L/360 0,47 Bearing: Total Defl'n 3613 0.76 = L/240 Length 1.99 ----- Min re 'd 1,49•• 1.49 "Minimum bearing length governed by the required width of the supporting member. ------•-- l ' 49-, ' LVL n -ply, 2.0E, 3100Fb, 1-3/4"x11.7/8", 2 -ply (3.1/2"x11-7/8") - - Supports: All - Tlmber-soft Beam, D.Fir-L N0.2 Total length: 16-3.0"; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) � �,,,,, hunt gni, . Criterion Mal sis Value Shear fv 111 Desi n Value Anal sis/Desi n bending(+) fb - 1977 Fv 3 Fb' = 3155 fv Fv' = 0,31 fb/Fb' 0.63 Dead Defl'n 0.33 - L/545 Live De fl'n 0.24 - L/760 0.50 - L/360 0,47 Total Defl'n 0.74 - L/246 0.76 = L/240 0.98 Additional Data: - - -- FACTORS: F/E(psl)CD CM Ct CL Cv Cfu Cr Cert C1 Cn LC 11 Fv' 285 1.25 - 1.00 - - 1.00 - 1.00 2 Fb'+ 3100 1.25 - 1.00 0.813 1,00 - 1 00 1.00 2 Fr: 750 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: Shear : LC 82 - D+Lr, V - 3584, V design - 3086 lbs Bending(+): LC 112 = D+Lr, M - 13553 lbs -ft Deflection: LC 112 D+Lr (live) LC 02 D+Lr (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'/ TBC 2012 CALCULATIONS: Deflection: EI 488e06 lb-in2/ply "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection, Design Notes: -------- 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012); and ND;i Design Su)lplemnni. 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. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, and multi -ply members are not feted for fire endurance. `t k COMPANY PROJECT - Summit Structural Design Wood-Wor-kso May 5, 2015 11: •13 ir.,v Beam18 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Additional Data: --' -- FACTORS: F/E(psi)CD CM Ct CL CF Cfu. Cr Cfrt Ci Cn LCB Fv' 180 1.25 1.00 1.00 -1.00 1.00 1.00 2 Fb'+ 900 1.25 1.00 1.00 0.970 .200 1.00 1.00 1.00 1,00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1,6 million 1.00 1.00 - - - - 1.00 1.00 2' Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear' : LC 02 - D+Lr, V = 695, V design 689 lbs Bending(+): LC 92 = D+Lr, M - 4006 lbs -ft Deflection: LC 112 = D+Lr (live) LC 02 = D+Lr (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 2012 CALCULATIONS: Deflection: EI = 369eO6 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: -- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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. Load TypeDistribution 12'-2, -----� Shear fv Desicin Value Anal sis/Desi n Pat- Location (ft) Magnitude Pv/Fv' = 0.14 fb/Fb' Loadl Dead Point tern Start End Start End Roof Live Factored: 365 323 355 Load2 Roof constr, Point 695 -- - 6.00 6.00 560 720 Fb Min re 'd 1 1.00*1 'Minimum bearing length setting used: 1" for end supports ----1 Self-wei ht Dead Full UDL Total length: 12'-2.0'; Lateral support: lop= at supports, bottom= at supports; 7.7 Additional Data: --' -- FACTORS: F/E(psi)CD CM Ct CL CF Cfu. Cr Cfrt Ci Cn LCB Fv' 180 1.25 1.00 1.00 -1.00 1.00 1.00 2 Fb'+ 900 1.25 1.00 1.00 0.970 .200 1.00 1.00 1.00 1,00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1,6 million 1.00 1.00 - - - - 1.00 1.00 2' Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear' : LC 02 - D+Lr, V = 695, V design 689 lbs Bending(+): LC 92 = D+Lr, M - 4006 lbs -ft Deflection: LC 112 = D+Lr (live) LC 02 = D+Lr (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 2012 CALCULATIONS: Deflection: EI = 369eO6 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: -- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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. Maximum Reactions (lbs) and Bearing Lengths (in) Anal sis Value 12'-2, -----� Shear fv Desicin Value Anal sis/Desi n Bending(+) = 32 fb = 963 Unfactored: Pv/Fv' = 0.14 fb/Fb' Dead Defl'n Dead 330 0.74 Roof Live Factored: 365 323 355 0.31 Total Bearing: 695 -- - 678 0.60 - L/240 Length 1,00* ---- Min re 'd 1 1.00*1 'Minimum bearing length setting used: 1" for end supports ----1 1.001 .00* Lumber -soft, D.Fir-L, No.2, 4x10 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12'-2.0'; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (Inl iminn Nnc .)nio • --- Additional Data: --' -- FACTORS: F/E(psi)CD CM Ct CL CF Cfu. Cr Cfrt Ci Cn LCB Fv' 180 1.25 1.00 1.00 -1.00 1.00 1.00 2 Fb'+ 900 1.25 1.00 1.00 0.970 .200 1.00 1.00 1.00 1,00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1,6 million 1.00 1.00 - - - - 1.00 1.00 2' Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear' : LC 02 - D+Lr, V = 695, V design 689 lbs Bending(+): LC 92 = D+Lr, M - 4006 lbs -ft Deflection: LC 112 = D+Lr (live) LC 02 = D+Lr (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 2012 CALCULATIONS: Deflection: EI = 369eO6 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: -- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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. Criterion Anal sis Value Shear fv Desicin Value Anal sis/Desi n Bending(+) = 32 fb = 963 Fv' - 225 Fb' = 1310 Pv/Fv' = 0.14 fb/Fb' Dead Defl'n 0.11 - <L/999 0.74 Live Defl'n 0.12 - <L/999 0.40 - L/360 0.31 Total Defl'n 0.28 = L/512 0.60 - L/240 0,47 Additional Data: --' -- FACTORS: F/E(psi)CD CM Ct CL CF Cfu. Cr Cfrt Ci Cn LCB Fv' 180 1.25 1.00 1.00 -1.00 1.00 1.00 2 Fb'+ 900 1.25 1.00 1.00 0.970 .200 1.00 1.00 1.00 1,00 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1,6 million 1.00 1.00 - - - - 1.00 1.00 2' Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear' : LC 02 - D+Lr, V = 695, V design 689 lbs Bending(+): LC 92 = D+Lr, M - 4006 lbs -ft Deflection: LC 112 = D+Lr (live) LC 02 = D+Lr (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 2012 CALCULATIONS: Deflection: EI = 369eO6 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, snow...I Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: -- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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 Summit Structural Design WoodWorks © May 5, 2015 11:'14 I Beam19 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) 12'-2" 0. Load Dead 330 - Desi n= Value Anal sis/Desi n Roof Live 365 323 Type Distribution Pat- Location (ft) Magnitude Unit 695 - Dead Defl'n Bearing: 678 tern Start End Start End 0.40 = L/360 0.31 Min re 'd 1.00•1 Loadl Dead _ Point lenoth settino used 1" rnr pnei c,,,,n,,,+c 6.00 560 lbs Load2 Roof constr, Point- 6.00 720 lbs Self-wei ht Dead Full UDL 7.7 if Maximum Reactions (lbs) and Bearing Lengths (in) 12'-2" 0. Lumber -soft, D.Fir-L, No.2, 410 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12'-2.0"; Lateral support: top= at supports, bottom= at :supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012, - Criterion Unfactored; Dead 330 - Desi n= Value Anal sis/Desi n Roof Live 365 323 Fv'225 Factored: I 355 fb 963 Total 695 - Dead Defl'n Bearing: 678 Length 1.00• -' - 0.40 = L/360 0.31 Min re 'd 1.00•1 1.00" 0.60 = L/240 Minimum bearing lenoth settino used 1" rnr pnei c,,,,n,,,+c 1.00' Lumber -soft, D.Fir-L, No.2, 410 (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 12'-2.0"; Lateral support: top= at supports, bottom= at :supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012, - Criterion Analysis Value Desi n= Value Anal sis/Desi n Shear fv 32 Fv'225 fv/Fv' 0.14 I Bending(+) fb 963 Fb' = 1310 fb/Fb' - 0.74 Dead Defl'n 0.11 = <L/999 Live Defl'n 0.12 <L/999 0.40 = L/360 0.31 Total Defl'n 0.28 = L/512 0.60 = L/240 0,47 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCII Fv' 180 1.25 1.00 1.00 -- - 1.00 1,00 1.00 2 Fb'+ 90.0 1,25 1.00 1.00 0.970 1.200 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear : LC .02 - D+Lr, V - 695, V design - 689 lbs Bending(+): LC 42 - D+Lr, M - 4006 lbs -ft Deflection: LC 112 - D+Lr (live) LC 92 - D+Lr (total) D=dead L=live S=snow W=wind I -impact Lr -roof live Lc -concentrated E=earthquake A11 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 369e06 lb-in7. "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: - -- 1. Wood Works analysis and design are In accordance with the ICC International Building Code (IBC 20'12), the National Design Specification (NDS 2012), and NDS 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 NDS Clause 4.4.1. COMPANY PROJECT ^'v Summit Structural Design WoodWorks © comp 01511:15 SOFFWAREFOR'WOOD OESrcA' Beam20 Design Check Calculation Sheet '^ Wood Works Sizer 10.1 I Loads: Maximum Reactions (Ibs) and Bearing Lengths (In) Unfactored: -_ 7.1, Dead 329 Roof Live 368 316 Factored: .157. Total698 Bearing: 668 Length 1.00' "---- Min re 'd 1.00• 1.00' 'Minimum bearing length setting used: 1" Ior end supports __ 1.00, Tlmber•soft, D.Flr-L, No.2, 6x10 (5-1/2"41.114") _ Supports: All - Timber -soft Beam, D.Fir•L No.2 Total length: 7'-2.0' Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) uslnn NDS 2012 Criterion Load Desi n Value Anal sis/Desi n Shear fv 20 Type Distribution Pat- Location (ft) Magnitude Unit Fb' = 1094 fb/Fb' 0.33 ' tern Start End Start End Loa 1 Dea Po nt 3. 0 0 - lbs Total Defl'n ad Roof constr. Point 3.50 720 lbs Self -wet ht Dead Full UDI 12.1 plf Maximum Reactions (Ibs) and Bearing Lengths (In) Unfactored: -_ 7.1, Dead 329 Roof Live 368 316 Factored: .157. Total698 Bearing: 668 Length 1.00' "---- Min re 'd 1.00• 1.00' 'Minimum bearing length setting used: 1" Ior end supports __ 1.00, Tlmber•soft, D.Flr-L, No.2, 6x10 (5-1/2"41.114") _ Supports: All - Timber -soft Beam, D.Fir•L No.2 Total length: 7'-2.0' Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) uslnn NDS 2012 Criterion lAnalvsis Value Desi n Value Anal sis/Desi n Shear fv 20 Fv' 212 v Fv' 'v" Bending (+) lb = 358 Fb' = 1094 fb/Fb' 0.33 ' Dead Defl'n 0.02 <L/999 Live Dafl'n 0.02 1L/999 0.24 - L/360 0.08 Total Defl'n 0.04 = <L/999 0.35 - 1,/290 0,13 Additional Data: -- -- FACTORS: 'F/E(PSI)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCII - Fv' 110 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+• 875 1.25 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 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 92 = D+Lr, V - 698, V design 688 lbs ' Bending(+): LC 112 = D+Lr, M - 2341 lbs -ft Deflection: LC 92 = D+Lr (live) LC 92 = D+Lr (total) D=dead L=live S=snow w=wind I -impact Lr -roof live Lc -concentrated E=earthquake All We are listed In the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 472e06 lb-Sn2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: - -- 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), 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. G--1 COMPANY PROJECT Summit Structural Design G� May 5, 2015 11:16 oodWork SORWAREFOR IV000 DESICN Beam21 , Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: . Load Type Distribution Pat- Location (ft1 Magnitude Unit - Loadl Dea Trapezoidal tern Start F.nd 0.00 Start End Unfactored: Dead Defl'n 'Load2 Roof constr. Trapezoidal Dead 8.50 0.00 8,50 49.0 112.0 63,0 144.0 plf plf 0,20 Load3 Self -weight Dead Dead Full Area 0.43 - L/240 Total 950 17.00 (3.00)+psf Bearing: Length 1.00' 1129 --.-..._._ •Tributary w dr r, Full UDL Total length: 8'-8.0'; - 9.5 if Analysis vs. Allowable Stress (psi) and Deflection Ifni Criterion Anal sis Value Maximum Reactions (lbs) and Bearing Lengths (in) ; L Shear fv Desi? n Value Anal sDe is/si n _ Bending(+) 36 fb = 565 FU = 212 Flo- = 937 fv Fv' = 0.17 Unfactored: Dead Defl'n 8'-7" fb/Fb'.= 0.60 Dead 566 0.29 - L/360 0,20 -Roof Live Factored: 392 691 988 0.43 - L/240 Total 950 -. Bearing: Length 1.00' 1129 --.-..._._ Min re 'd 1,00` - - Minimum bearing length selling used: 1" for end supports 1.00• _ _-.._ 1-00, Timber -soft, D.Fir-L, No.2, 6x8 (5.1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8'-8.0'; - Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection Ifni Criterion Anal sis Value Shear fv Desi? n Value Anal sDe is/si n _ Bending(+) 36 fb = 565 FU = 212 Flo- = 937 fv Fv' = 0.17 Dead Defl'n 0.08 - <L/999 fb/Fb'.= 0.60 Live Defl'n 0.06 - <L/999 0.29 - L/360 0,20 Total Defl'n 0.17 = L/605 0.43 - L/240 0,90 ' Additional Data. - FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCIf Fv' 170 1.25 1.00 1.00 1.00 1.00 1.00 2 Fb'« 750 1,25 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 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 ='D+Lr, V - 1127, V design - 960 lbs Bending(+): LC 112 - D+Lr, M = 2268 lbs -ft Deflection: LC 02 - D+Lr (live) LC '02 - D+Lr (total) b=dead L=live S=snow W=wind I -impact Lr -roof live Lc=concentrated E=earthquake . All LCIS are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI 227e06 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. Wood Works analysis and design are in accordance with the ICC International Building Code (18C 2012), the National Design Specification (NDS 2012), 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. . 4 -wood . W Fe : orks-0 YOrlIVARBFOR IV000O6b'rQN LOADS: (lbs, psf,:or plf ) Load Type Distribution Loadl Dead friang— ular Load2 Constr, Triangular COMPANY I PROJECT Design Check Calculation Sheet Sizer 2002a Magnitude Location (ft) ttern Start End Start End ad? 0•11) 112,0 0.00 16.00No FNo 0.0 144.0 0.00 16.00 772 MAXIMUM REACTIONS"(lbs) and BEARING LENGTHS (in) : 16'•11.7" - — Dead 3A4 Live —'-"- Total 7?9 668 Bearing; 772 Len th 1441 LVL Slope; 19.5 deg;, Total length: 16'711.7-1, Self Weight of 3/66 plf1a� tomatca�y Included in loads; Load combinations; ICC -IBC; SECTION Vs. DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in ) Crit:Defltn n Final==3 a Anal sis/Desi n _ !]Bending hear V@r = 3014 V/Vr = 0.40 ) r - 5301 M/Mr 0.83ive l'n 1.0L/180otal 1_50 = 0.95 L/120 0.91 + ADDITIONAL DATA; _ —-------- -- FACTORS: F CD CM Ct CL CF CV Cfu Cr LCH Fb'+= 3100 1.25 1.00 1,00 1.000 1.07 1.000 1.00 1.00 2 Fv' = 285 1,25 1.00 1.00 Fcp'= 750 1.00 1.00 2 E' = 2.0 million 1.00 1.00 - 2 Bending(+): LCII 2 = D+C, M = 4414 lbs -ft Shear : LCII 2' - D+C, V = 1351, V@d - 1213 lbs Deflection: LC(I 2 - D+C EI= 111,15e06 lb-in2 Total Deflection = 0.50(Dead Load Deflection) + Live Load' *Deflection. (D=dead) L=live S='snow W=wind I=i.mpact C=Construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: -- 1. Please verify that the Default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SOL selection Is for preliminary design only. For final member design contact your local SOL manufacturer. 3. BUILT-UP SGL -BEAMS; contact manufacturer for connection details when loads are not applied equally to all ply$. 4. SLOPED BEAMS; level bearing Is required for all sloped beams, a COMPANY PROJECT (2)'W0!0dWo--r'-ksilD° Sorn"1101"ORWOOD nr39(;1V Design Check Calculation Sheet kaf LOADS; ( Ibs, psf,: or plf ) Sizer 2002a Load Type Distribution Magnitude Start End . Srar�ion End) EN ad7rn Loadl Dead y'ull Rrea 19.00 (29.0)* Load2 Constr, Full Area 18.00 (29,0)* *Tributary•Widt}i (in) - MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS In --�� 12'•62" 0' Dead 175 _ 11'-2.4 Live 202 - Total 377 ]77 Bearing: 2Len th 1.0 ---__—__— 31 Lumber -soft, D.Fir-L, No,2, 2u61"Spaced at 24" c/o; Slope: 26.5 -- Lateral support::top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online hel Load combinatioris: ICC - IBC; SECTION vs, DESIGN CODE NDS -1997: (stress=psi, and In) Criterion Anal sis value [Desi n Value Analsis/Desi nShear fv @d =57 Bending(+) fb = 1679 , 119fv Fv' = 098 Live Defl'n 0.98 L 319 -1682 fb/Fb' 1.00 Total Defl'n 1.10 = L/136 5 = L/180 0.57 L/120 0.88 ADDITIONAL DATA; FACTORS; F CD CM Ct C:L CF CV Cfu Cr Fb'+= 900 1.25 1.00 .LCN Fv' = 100 1.000 1.30 1.000. 1.00 1.15 2 95 1.25 1.00 1.00 Fcp'= 625 1.00 1.00 2 E' = 1.6 million 1.00 1.00 2 Bending(+)t LC() 2 - D+C, M = 1055 lbs -ft Shear ; LC@ 2 - D+C, V - 337 V@d = Deflection;. LCM 2 - D+C EI= ' 313 lbs Total Deflection = 1.50(Dead Load Deflection)2+ Live•Load Deflection, (D=dead 1 -live S=snow W=wind I=J.mpact C=construction CLd=concentrated) (All LC's are listed in the Analysi:i output) DESIGN NOTES: --------------___._._ _____ 1. Please verify:that the default deflection limits are appropriate for your application. 2, Sawn lumber:bending;members shall be laterally supported according to the provisions of NUS Clause 4.4,1, 3. SLOPED BEAMS: level bearing Is required for all sloped beams. �i COMPANY WoodWcirks- SUi'fIVAl1FFUf1{4UUDDFSf<:lr — ---------- - ------ Design Check Calculation Sheot' Sizer 2002a LOADS; ( Ibis, psfi or pif ) Load Typi Distribution Magnitude Location (ft)Pf)ttern Lo dl Dead cul]. Area — Start End Start End L)ad? Load2 Const~r, Full Area 14,00 No 10,00 No MAXIMUM REACTIONS (lbs); ' r _ Live lqp Total 336 PROJECT h•Joist, generic, low stg,, 1-3/4x9-1/2" Load combinat ons: IQC-IBC; Spaced at 16" c/c; SECTION v . DESIGN CODE NDS -1997: ( lbs, lbs -ft, or in) _ Criterio Anal sis value De Shear V = 336 sVr i n Value Anal siv V 33 r = 0.s/Desi n 1006 Bending(+) M 1764 Mr = 3675 M/Mr = 0,48 Live Def1'n 0,35 - L/730 0,70 = L/360 0.49 Total Defk'n 0,59 = L/429 1:05 = L/240 0.56_ ADDITIONAL DATA; — - - -- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+- n/a, 1,25 1.00 1.00 1,000 1,00 1,000 1.00 11.00 2 Fv' = n/a' 1,25 1.00 1,00 2 E' = n/a: 1,00 1,00 2 Bending(+):: LC# 2 = D+C, M - 1764 .lbs -ft Shear : LC# 2 = D+C, V = 336 lbs Deflection;: LC# 2 - D+C EI= 169,09e06 lb-in2 Total Deflection = 0,50(Dead Load Deflection) + Live Load Deflection, . (D=dead :L=live S=snow W=wind I -impact C=construction CLd=concentrated) (A11 LC .s are listed in the Analysis output) DESIGN NOTES; -�— --- 1. Please verify that the default deflection limits aa: appropriate for your applicatlon, 2. I -JOISTS: the attached I -Joist selection Is for preliminary design only, For final member design contact your local I -Joist M@nufacturer. 196 140 336 COMPANY PROJECT-Q)— 'W0-odVl/orks@ - YUFrIlAltffOh {YUUU UFSIUN ' Design Check Calculation Sheet Sizer 2002a LOADS; ( lbs, psf., or pif ) Load Type ` Distribution Magnitude Location (ft) Pattern Sttart End Start End Load? Loadl Dead IFu11 Area 10.00 Load2 Constr. :Full Area 10.00 No Load3 Constr. :Partial Area 10,00 No 7,75 15.25 No MAXIMUM REACTIONS (lbs); 0, — —� :Dead 153 — 23' Live 203 - -� 153 Total 357 203 -- F 357 I• -Joist, generic, low stg., 1-3/4,11.1/4" — Load combinations: I(:C-IEIC; Spaced at 16" c/c; SECTION Vs, DESIGN CODE NDS -1997: ( lbs, lbs -ft, or In ) �- Criterion Anal si� ue Desi n Value Anal sis/Desi n Shear -v = 357 Vr = 1275 V Vr = 0.28 Bending(+) M = 2245 Mr - 4705 M/Mr = 0.48 Live .Deflin 0.49 = L/565 0.77 - L/360 Total Defl'n 0.650.64 L/423 1.15 L/290 0.57 ADDITIONAL DATA; — ------ — FACTORS; F CD CM Ct CL CF CV Cfu Cr LCB Fb'+= n/a 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1,00 2 Fv' = n/a 3..25 1,00 1.00 E' = n/a 1.00 1,002 2 Bending(+); LCB 2 - D+C, M = 2245 lbs -ft Shear LCII 2 = D+C, V - 357 lbs Deflection; LCB 2 = D+C EI= 257.27e06 lb -int Total Deflection = 0.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind 1 -impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: — --- ---- 1, Please verify that the default deflection limits are appropriate for your application. 2. I -JOISTS: the attached I-jolst selection Is for pr'31iminary design only. For final member deaign contact your local I -Joist manufacturer, -------------- r- L) 11 TAssociates Agency., County of Butte RB - TRB+ Project Number. 15.054.115.1 Initial Plan Review Page 1 of 5 Date: June 16, 2015 RECEIVED To: Stephen Schuster AUG , $ 3746 Keefer Road Chico, CA 95973 TRIS AND ASSOCIATES Email: sashidog@msn.com (via email) Cc: " Philo Hunt, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner Email: Phunt(a)-buttecounty.net, nspringerl�_)buttecounty.net; ddebrunner(o-buttecoutny.net; iordandebrunnerbuttecounty. net (via email) . • RE: Plan Review for: Schuster — Master NSF (DICAMONO REVISED) Project Address: Sierra Moon Subd., Phase 2, Chico, CA Agency App. No.: MP15-0006 TRB+ Project No.. 15.054.115.1 At the County of Butte's request, TRB + Associates has completed its plan review for the project listed above. Please see the section entitled "FORWARD" on the following page for information on the scope of the review, instructions on how to resubmit, and contact information for your project. The following documents were received for review: Plans: (2 sets) Sheets dated 05/06/15: 1 — 6 Sheets dated 05/05/15: SN, SD1, .SD2 Structural Calculations: (2 copies) Ryland Kennedy Burdette, date 05/06/15 Energy Calculations: (2 copies) Max Ramirez, dated 05/07/15 Plan review comments are listed on the following pages Sincerely, TRB + ASSOCIATES, INC. Todd Bailey, PE " ICC Certified Plans Examiner BUILDING SOLUTIONS for MUNICIPALITIES ec V TRB + Associates, Inc. r 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 T 925 866.2633 F 925 790.0011 �t www.TRBplus.com �� Co Agency: County of Butte TRB+ Project Number; 15.054.115.1 PROJECT DATA Occupancy Group: R3 U Type of `Construction: VB ';.. Number of Stories: One Conditioned Floor Area: 3,287 sq -P. dwelling ; •4 ! � 39 sq. ft. exterior covered patio � - .�': i 1,117 sq. ft. garage ' 'Fire a Sprinklered: - yes' r Valuation: Unknown Y .FORWARD ;° t• '. '�' ■ ° This plan review is only for the purpose of evaluating compliance with the provisions contained in the 2013 CBC 2013 CPC;, 2013 CMC 2013 CEC 2013'CRC 2013.Green Building Standards Code,'2013 Energy Code,'and County of Butte Ordinances. Please, note that our "°: i ' • review does not encompass provisions regulated and enforced :•by Planning, Engineering,.. Public Works; ,Health Departments; or "other..authorities', outside the jurisdiction of the Building Department. '• ' .E; Please address all of the following items and return a copy of this list, along with a response { " . sheet, indicating' the location 'of' all required changes to the plans, specifications and/or calculations. Be as specific as, possible in ;,your responses sothat we may expedite your �- recheck !' " : � 17` Af any changes have been made to the plan documents unrelated to those items identified in ; ;- a` •;� this comment list, please list,the changes on a separate sheet and include in your resubmittal documentation. , Please submit two (2) complete' revised sets of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record, to: :,County of Butte 'Department of Development Services �� "7 County Center Drive t Oroville, CA 05065 :,}•.fes i :.. ,`,ry -. f } �.. ^ Y F GENERAL COMMENTS " { " G1. Please elude the total�i ware footage of the:dwellmg urnt the�ga�age and,aIl eo t porches :on theYcover sheetkoTA , "plans i G2.1lease:p pla ox�thplot st"iJCture ana!l ro e �andfid�enanctmd�stan°> s to the d` eIU k . „imes .�>.,_x#nor :ails.. G3. 4 ri tte tte Jan, 'lease show IocattaCa electcal " co ectan were an .of :powe and to connection Pleases ow lace#inn of prone anks> s4eptics�y�fo gas lo'ac. i es. ea a ti a e h the^hc:.e1 c ric I seryfce conductor de `run: r ov hen` s. ,". } ` w i� Page2of5�(�' , a 0RB� Agency.- County of Butte - '", ... ..." y TRB+ Project Nu mber.•:15.054.115.1` r , ARCHITECTURAL COMMENTS Review performed by: Todd Bailey r Al Pleaseprovidegthelocation off attic eve VentsCRC 8806 1,and �. .- . _ 5 Sheet 5,, 'I ' n oRIaois se erence currentRcode 2013 'CRC 'vs wi.wl.awtuo ¢$;eY.^aY' •..mi.,..... ...ja. .Ss. A..Ec.a.....vi.M,...f. y7. ti ,Sheet Y �.'A4: Please modifyElectrical Note torefereneecurrentcodeZ013CEC�s. 2010CEC, : f ; ENERGY COMPLIANCE COMMENTS' .• `,. s+`ra �p�"'"°'�•.spy'"""";""y"�n"'"^•".^p".�T „ "" �WWI! T1. Please Ilst on he eover�sheet all�Energy3requlements forthe Special,Feature (Radiant ;and HERS Verificationi Duct Tesfin Per Ener Corn Bance documentatlon�t. f ) H mom � _�y 9), . T2�. Please list57 f e cover= sheet all Energy" r q irern r the Special Features antl 07 required wall, ceiling and`.,un'derfloor_ nsulabon Perr,Eeergy`'Cornp.l ance ti'o,ns A Y$ FAN,ls,but ing incorporates a Ai R 1 bThls buildmgiacorporatesaa Radiant Barney �; ' c iThis building' fico p gates NUall Insult �� n d� Thisbuilding4incorporatesAtticInsulationof R'44 •T3.� feaseshow tin plans all Iu tnaire �xture and canti6l pe'. 1� ease re,r to h �' t t d tory Me`asur>es for Ftesrderttial LI S tm ensures ache t't # E er _3 G11, rice curve tatlon for energy cplianCe re ult , en11 t 1='rovide hl 'h'efflc c ' t�' _ t r ghts, - r 1 to fftcacy (5e•g;: �hcantlesce: II t: ), cl d. dmir Baca ` ual-: c - s' so AU in d s t exterior li la s r iii a >:hot c ils waft t i art oft 3 light ext r s show art the alghitng pia ' re nopidl ntified n fikte I P rid E' k aspd de scl�to watta� �d•lu"��thai� a .. �' . _ � 4 T4: t s th tithe tota sq , ar foo aged a cor7dl#lo ffIs s ifieIt th is :, ' Ar cu at`bn ytloe at in chwhat s I�catetl t a chute rira `n ;Sa a men ' ., �# '' � E .. as verify' an • 'revise • t GREEN BUILDING COMMENTS _ + GB 1. leas arisen ; pians to include acheek list for the = antlatory measu s to ber=spe xcailE .' .. _, m'pfe et =r r urred�fo-�thls p•ojec . A:R de=tialUf �dato IVleas� res ��ier Ips ? ' � 5 a y b db#aloe: framthe County8uln > Counter aft" cna£iuela , please ' fer• to Cafe t _ `t . �, "� A4.: - n 2 for an•aftemat checklrst= m Mato rtei�s on Z01�3 � al „ ree ��1ec#ta�n , .,'ELECTRICAL • ICALJ MECHANICAL/ PLUMBING COMMENTS ' EMP1 Please specify wh habathr o exhau t fan w II bemused torp de for the wfiole�h'o' use t ientilat qulrernents Ple",esee not on Sheet 6 ~ stof T,1B.. Page 3 5 f Agency: County of Butte • TRB+ Project Number: 15.054.115.1 EMP2. Provide and show the'moisture exhaust duct.with.back-draft damperfor>the Dryer E exhaust °(14' feet maximumaen— t of dryer,�exhaust�duct );CMC Sections: 4 3;1 & 504 3.2T(_ _ .___. _ _ EMP3. to se speci wtiettrer.natu5Figas?orip�opane:gas ins beirt rovide 773a sub" t=situ EMP4. Please clarifythe legend for,GFCI and Arch fault receptaclesPlease iiaentify Ila GFCI - .tet . receptacles on _the.floor plan. �EMP5. All receptacles within theegaragesshallwbe GFCI 6rotected'.2013FEC Art 210.8 (A)(2 1:. IncludingAgarage dooms openers: PleaseI te: ___._ EMP6. Providg" receptacle�outlet`in the hallway thatµis 10 -feet ormore �n length. 2013 CEC h Art:- 2,10.52{H),_ See hallway to,,A steF bedroom & hallwa topkitchert from,garage � _.._ _ _.yam _.., .. ,, r ,�.... ,,� EMP7 Receptacles shall be installed so that no point measured:horizontally;along the floorline in zany wall space is'more'than 6 -feet from a receptacle. -Any wallispace'2-feet or morein +: width and,unbroken along the floor line'by doorways.and similar openings shall have a— At; ' receptacle CEC Art 210.52 (A)? See receptacle°location within bedroom,behind'maste • t baths - EMP8. Ple a install GFCI receptacles in an additional GFCl receptacle at the kitchen counter k._..__. next to the range to comply with article 210.52 B-3-12013 CEC. EMP9�Provide and show outdoor: -receptacles outlet front and rear ofrthe DwellingL`.,Exterior; receptacles must be WP/GFCI protected 2013 CEC'Art -210.52,,(E)(1) 8 210 8 Provide an"outlet at;rear patio`area _ _ EMP100Iease clarify'notes`owpltieetCNotes around floor plarl d7not`reflect.the.number 11 s'stem.in therou _ of notes listed at.the-bottom aof the< tans. ;F?lease modifyall notes � rovidWthrou hout the'floor lanYto`reflect the correct numberin s stem as`the route` A p 9. p g: Y _ _ group. of notes provided on the pian sheet. Forexample,7the note 16�referring;to laundry?groom. , _ �ecepta`cles isnot the same'number as the note about the laundry'=room';in the group of notes located;on,the plan'sheet.. This is a typ cal_condition for all or most of the notes, ,. listed on thisgsheet __ STRUCTU RAL COMMENTS - i• . Sheet 1: S1. Please check the shear wall aspect ratios per SDPWS-2008 section 4.3.4 and table 4.3.4. Note that some of the short wall piers exceed the code required maximum h/bs ratio and _ shall not be considered as portions of later -force -transfer shear walls. For example, wall �. piers with length of 35, 3.75', 4' etc. S2. The'shear walls between the bedroom #4 and kitchen are not analyzed in the structural calculations. Please revise shear wall layout on the drawing, or structural calculations for u shear walls to match. M Sheet 2: S3. At the locations where the independent footings intersect with each other, please show as combined footing, and design the footing with combined load from posts/wall studs. Page 4 of 5. - 1 RB Agency: County of Butte TRB+ Project Number. 15.054.115.1 S4. � Provide cross reference for the post to independent footing anchorage detail. If this detail = 'does not exist, please develop detail to show the anchorage connection at the bottom of post. S5. Independent footings for the posts located in the bearing walls are not provided on the foundation plan. If wall footings are meant to support the posts, please provide structural calculation to verify the spread wall footing is able to support the load from the posts. Sheet 4: S6. Please provide cross reference to drag strap detail 10/SD2 on roof framing plan. Please ` ►, ensure strap detail reflects criteria shown on structural calculation page 18. ' S7. In the "Roof Plan Structural Notes", note 2 calls out "5/8" thick APA Teco, or Pittsburgh rated sheathing": please provide current ICC evaluation report number for this product. f` Sheet SD2: : } S8. Detail 7: Please indicate type and size of rafter tie in the detail. Structural Calculations: ` S9. Page 16: Please amend the calculations to check the shear wall aspect ratios for each individual wall pier. Calculations appear to reflect the total shear wall length for each grid `• line (instead of the individual wall piers). Please clarify and revise accordingly. S10. Page 23-24: The timber column calculations appear to only show the capacity of the columns, and do not show the demand. Please verify and revise accordingly. S11. Page 48-51: The calculation print-outs from WoodWorks show the design code is "NDS - 1997." Please update calculations to reflect current design code standard. S12. Pages 50 and 51: Joist sizes identified in the calculations do not appear to match the joist sizes called out in plans. Please verify and revise accordingly. A ' + Page 5 of 5. ` TRS ' .Slik `U ` MR OWN AVILA' 44 01, Win EM WWW AW ` ^ MR OWN AVILA' 44 01, ^ it I No P.M. %I Iii M/M r.M ME nil ,11 ENCE! for: "N AVIIA L.T III �-t'�tl�'-ON.EGTION IPETAI . I G� I A FOUR BEDROOM RESIDENCE for: NMN A%nLA L- I T—A. owbi: �.A. nut -1 La Li It, 11- 1 RESIOENTAL KITCHEN IJGHTNG WGR�K6X�EET u•v.«m WSdR n.o m iNQ DYAM_n0 N�+ 9/9/101> w4•ryau«inu�iVanlgraN Atp. u+..+•a M�iaardep.!o�! .. +A urea!+ NO»Veu.gl• 4Unry avmn Alan NMY a.rtatiaaaxx� Y» wX w vaVnq, 1e%fe 124 +cw••• •aawe... waX.iG .. b. _ �-.C'n.�'��.ai:.�+�r`�,..'.�-"w'ea.'.ci«'rs;w4:.`:'.a�i• `•� _. _ ..:.:L: _ _L. Y....•_ a: may.... `,\ • wee..7. A POUR 9EPKPQM REBIOEHOE fOr: L!MO eKEVIN AVILAuw?7i Ilk, L-il'i i (,aI j ij ( :,;i'I :D .....a..aaa. I G M O o o •®gbg+pa• m oQp-*o •.o WEEeo To .n O ®®�o•e0 O 000 o- S'DO oDR Ops 0D I® oe� o .. o. aaa�ee» RESIOENTAL KITCHEN IJGHTNG WGR�K6X�EET u•v.«m WSdR n.o m iNQ DYAM_n0 N�+ 9/9/101> w4•ryau«inu�iVanlgraN Atp. u+..+•a M�iaardep.!o�! .. +A urea!+ NO»Veu.gl• 4Unry avmn Alan NMY a.rtatiaaaxx� Y» wX w vaVnq, 1e%fe 124 +cw••• •aawe... waX.iG .. b. _ �-.C'n.�'��.ai:.�+�r`�,..'.�-"w'ea.'.ci«'rs;w4:.`:'.a�i• `•� _. _ ..:.:L: _ _L. Y....•_ a: may.... `,\ • wee..7. A POUR 9EPKPQM REBIOEHOE fOr: L!MO eKEVIN AVILAuw?7i Ilk, L-il'i i (,aI j ij ( :,;i'I II 55_(54 I� 9 0 SUBJECT _ I v- -TO. NORTN J, 1 d f ------------------------- ......f ------ f . 7 '� � � A POUR BEDROOM RESIDENCE for: KEVIN AVILA ,o, s; v iRi � �A, �� \`y7� +�D t r � 7 if• S �,t;d: ., � � LOl'iO. TUSG�N DRNe,PnRAD154GnLiPORNN 99ab9. bj'oi ssessoas r.Rce�•oss-s.o-oz y, 7 y:;- df Jt, �