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HomeMy WebLinkAboutB16-2004 000-000-000BUILDING ENERGY ANALYSIS REPORT i BUTTE COZiNTY 1,:16111 X15 Taylor Residence 3911 San Juan Court (Lot #52) Chico, CA 95973 Project Designer: Lynn Smith 199 Sycamore Valley Road Chico, CA 95973 (530) 891-0585 Report Prepared by: Max Ramirez 22189 Samson Ave. Corning, CA 96021 (530) 321-7242 PERMIT# Qlb �ZOC1-° BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE,, E 2 -1 kip BY AAA21 Job Number: 090516 -Shuster #3527-Pln Ck REVIEYED FOR CODE COMPLIANCE Date: OCT 3 1 2016 10/18/2016 OCT 20 20% DEVELOPMENT SERVICES 00 OCT 2 4 2016 81glEAM VERITAS BUREW VERITAS NORTH M ERU, INC. 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. EnergyPro 6. by EnergySoft User Number: 5733 /D: 090516 -Shuster #352 0 r TABLE OF CONTENTS Cover Page 1 Table of Contents 2, Form CF -1 R -PRF -01-E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 12 Form MF -1 R Mandatory Measures Summary 13 EnergyPro 6. by EnergySoft Job Number: ID: 090516 -Shuster #3527-P1n Ck User Number: 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 17:18, Tue, Oct 18, 2016 Page 1 of 9 Calculation Description: Title 24 Analysis Input File Name: 090516 -Shuster #3527 Florence -Lot #52 - Taylor (LS)-Pln Ck .ribdx GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Residential Building 04 05 02 Calculation Description Title 24 Analysis 08 Energy Use (kTDV/ft2-yr) 03 Project Location 3911 San Juan Court (Lot #52) Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 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 (ft) 3527 15 Number of Zones 1 16 Slab Area (ft2) 3527 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ft). N/A 21 Glazing Percentage (%) 17.6% COMPLIANCE RESULTS 01 Building Complies with Computer Performance-" 02 This building incorporates features that require field testing and/or:verificatiori by a certifieiid.; HERS pater under the supervision of a CEC-approved HERS provider. • t requiread 03 This building incorporates one"or more Special Features showbelow' ._. , V,% it 9 A N..J Registration Number: 216-N0329983B-000000000-0000 Registration Date/Time: 2016-10-18 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-18 17:19:38 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 56.33 44.02 12.31 21.9% Space Cooling 37.35 35.13 2.22 5.9% IAQ Ventilation 0.96 0.96 0.00 0.0% Water Heating 21.45 20.66 0.79 3.7% Photovoltaic Offset -- 0.00 0.00 -- Compliance Energy Total 116.09 100.77 15.32 13.2% Registration Number: 216-N0329983B-000000000-0000 Registration Date/Time: 2016-10-18 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-18 17:19:38 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 - Project Name: Residential Building Calculation Date/Time: 17:18, Tue, Oct 18, 2016 Page 2 of 9 Calculation Description: Title 24 Analysis Input File Name: 090516 -Shuster #3527 Florence -Lot #52 - Taylor (LS)-Pln Ck .ribdx REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins 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 — 1 ENERGY DESIGN RATING f This is the sum of the annual TDV energy consumption for energy use components included in the; performance'compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not -regulated by Title`24Part 6 (such as domestic.appliances_and consumer electrorncs) and accounting for the annual TDV energy offset by an on-site renewable energy system. x r IL_ WA 0: U 11 tj ,kReferenceaEnergy Use �,, Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)" 4167.05^• 148.77 18.28 10.9% ` 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 3527 1 4 1 0 1 ZONE INFORMATION. 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 -House Conditioned HVAC Systeml 3527 12 DHW Sys 1 Registration Number: 216-NO329983B-000000000-0000 Registration Date/Time: 2016-10-18 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-18 17:19:38 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 - Project Name: Residential Building Calculation Date/Time: 17:18, Tue, Oct 18, 2016 Page 3 of 9 Calculation Description: Title 24 Analysis Input File Name: 090516 -Shuster #3527 Florence -Lot #52 - Taylor (LS)-Pln Ck .ribdx OPAQUE SURFACES 01 02 1 A 03... r-- 04,1h �it 05,.E 06 07 08 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-21 Wall + R-3 Ridgid 0 Front 501.6 111.8 90 Left Wall Zone 1 -House R-21 Wall + R-3 Ridgid 90 Left 687.1 68 90 Rear Wall Zone 1 -House R-21 Wall + R-3 Ridgid 180 Back 819.1 311 90 Right Wall Zone 1 -House R-21 Wall + R-3 Ridgid 270 Right 659.3 104.299 90 SE Wall Zone 1 -House R-21 Wall + R-3 Ridgid 135 specify - 30 18 90 SW Wall Zone 1 -House R-21 Wall + R-3 Ridgid 225 specify - 30 18 90 2x6 Demising Wall Zone 1-House»_Garage_ R-21 Wall 470 21.3 Roof Zone 1 -House R-38 Roof Attic w/ RB 3527 Front Wall 2 Garage_ R-0 Wall 2X6 0 Front 447 224 90 Left Wall 2 Garage_ R-0 Wall 2X6 90 Left 318 90 Right Wall 2 Garage_ R-0 Wall 2X6 270 Right 288 90 Roof 2 Garage_ R-0 Roof Attic 1173 ATTIC 01 02 1 A 03... r-- 04,1h �it 05,.E 06 07 08 Name Construction ° `Type ` "" 'Roof Rise "` `Roof Reflectance' 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 Registration Number: 216-No329983B-000000000-0000 Registration Date/Time: 2016-10-18 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-03112016-433 Report Generated at: 2016-10-18 17:19:38 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 17:18, Tue, Oct 18, 2016 Page 4 of 9 Calculation Description: Title 24 Analysis Input File Name: 090516 -Shuster #3527 Florence -Lot #52 - Taylor (LS)-Pln Ck .ribdx WINDOWS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent 01 fl11 # 02r a . L. r. �. 01 02 03 04 OS 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 99.8 0.30 0.23 Insect Screen (default) Window 2 Window Left Wall (Left -90) -- -- 1 68.0 0.30 0.23 Insect Screen (default) Window 3 Window Rear Wall (Back -180) --- -- 1 93.0 0.30 0.23 Insect Screen (default) Window East Block Window Rear Wall (Back -180) 12.8 10.0 1.094 140.0 0.30 0.23 Insect Screen (default) Window West Block Window Rear Wall (Back -180) 11.0 8.0 0.886 78.0 0.30 0.23 Insect Screen (default) Window 4 Window Right Wall (Right -270) --- - 1 68.0 0.30 0.23 Insect Screen (default) Window Right 2880 Window Right Wall (Right -270) 2.6 8.0 1.024 21.3 0.30 0.23 Insect Screen (default) Window Right 2660 Window Right Wall (Right -270) 2.5 6.0 1 15.0 0.30 0.23 Insect Screen (default) Window 5 Window SE Wall (- specify -135) -- - 1 18.0 0.30 0.23 Insect Screen (default) Window 6 Window SW Wall (- specify -225) -- -- 1 18.0 0.30 0.23 Insect Screen (default) DOORS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent 01 fl11 # 02r a . L. r. �. 03 04 Name � 'of Building - 1 , i Area (ft2) U -factor Door y i " I" lFront Wall f-. " r ^ _ � rw. 12.0 0.50 Door 2 - - 2x6 Demising Wall 2 -' 21.3 0.50 Door 3 Front Wall 2 0 0 0 224.0 0.14 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up Window East Block 10 3.5 20.4 2.4 0 0 0 0 0 10 0 2.4 0 Window West Block 14 2 1.5 23.3 0 0 0 0 0 0 0 0 0 Window Right 2880 37.8 5 48 5.6 0 37.8 0 1.6 0 0 0 0 0 Window Right 2660 17.5 2 46 11 1 0 17.5 0 0.5 1 0 0 0 1 0 0 Registration Number: 216-NO329983B-000000000-0000 Registration Date/Time: 2016-10-18 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-18 17:19:38 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 17:18, Tue, Oct 18, 2016 Page 5 of 9 Calculation Description: Title 24 Analysis Input File Name: 090516 -Shuster #3527 Florence -Lot #52 - Taylor (LS)-Pln Ck .ribdx 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 3527 252.1 None 0.8 No • Inside Finish: Gypsum Board Garage_ 1173 106.1 None 0 No • Cavity/ Frame: no insul. / 2x4 R-0 Wall 2X6 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco 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 2x4 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 Roof Truss @ 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-21 / 2x6 • Sheathing/ Insulation: R3 Sheathing R-21 Wall + R-3 Ridgid Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.054 Exterior Finish: 3 Coat Stucco Ceilings (below — t t f �` F Inside Finish: Gypsum Board Cavity/ Frame: R-9.1 /2x4 R-38 Roof Attic RB Framed Ceiling 24 ini O.C. F 38 } E 0.025 Over Ceiling Joists: R-28.9 insul. w/ attic) .Wood (2x4 @ , )t I S ° W Inside Finish: Gypsum Board ,P' Cavity/Frame: R-21 /2x6 R-21 Wall Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.064 Other Side Finish: Gypsum Board SLAB FLOORS 01 02 03 04 05 06 07 Name Zone Area (ft2) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab Zone 1 -House 3527 252.1 None 0.8 No Slab 2 Garage_ 1173 106.1 None 0 No 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 -- Registration Number: 216-N0329983B-000000000-0000 Registration Date/Time: 2016-10-18 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-18 17:19:38 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 - Project Name: Residential Building Calculation Date/Time: 17:18, Tue, Oct 18, 2016 Page 6 of 9 Calculation Description: Title 24 Analysis Input File Name: 090516 -Shuster #3527 Florence -Lot #52 - Taylor (LS)-Pln Ck .ribdx 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 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 P ,.� . il`-a i i �_,-_)._, "'"s-, — — T% i2 tI II IA t-'.' -.,\ I= It if ft SPACE CONDITIONING SYSTEMS_..yi`" 01 "+. 02 � a t "_. U3 1a ;04�; 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name HVAC System1 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 90 AFUE Registration Number: 216-No329983B-000000000-0000 Registration Date/Time: 2016-10-16 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-18 17:19:38 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 17:18, Tue, Oct 18, 2016 Page 7 of 9 Calculation Description: Title 24 Analysis Input File Name: 090516 -Shuster #3527 Florence -Lot #52 - Taylor (LS)-Pln Ck .ribdx HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 SplitAirCond 12.2 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 S stem 1 y DuctsAttic t! -, t1 •—�ti - Sealed and.tested u=,"`�, I rt I w s� �. 8' t -.)l �i K Attic _� None Air Distribution System 1 -hers -dist 1! 1\ ,- -, I h. 'S 4 1 Z 1 I I I I T I F I I S d HVAC DISTRIBUTION - HERS VERIFICATION 01 02 ` r f :.01M +"fir V 04 `% 4.— 1 ' ` 05 C V"� 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-N0329983B-000000000-0000 Registration Date/Time: 2016-10-18 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-18 17:19:38 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 17:18, Tue, Oct 18, 2016 Page 8 of 9 Calculation Description: Title 24 Analysis Input File Name: 090516 -Shuster #3527 Florence -Lot #52 - Taylor (LS)-Pln Ck .ribdx IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 72.77 0.25 Default 0 Required Registration Number: 216-No329983B-000000000-0000 Registration Date/Time: 2016-10-18 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-18 17:19:38 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Date/Time: 17:18, Tue, Oct 18, 2016 Page 9 of 9 Calculation Description: Title 24 Analysis Input File Name: 090516 -Shuster #3527 Florence -Lot #52 - Taylor (LS)-Pln Ck .ribdx DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Max Ramirez �62r 'Ramirez Company: Signature Date: Golden Sun Designs 2016-10-18 17:29:03 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave N/A 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. 1 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 agency,for approval;with,this building per=mit application. Responsible Designer Name: l ¢¢ ) Sal L' Responsible Designer Signature: '. LW. Jzamirez Max Ramirez k Company: p Date Signed: _ 2016 10 1817: 9:03 117*` Golden Sun Designs Address: License: 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 Digitally signed by CaICERTS. 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-N0329983B-000000000-0000 Registration Date/Time: 2016-10-18 17:29:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-10-18 17:19:38 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Taylor Residence Building Type 10 Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 10/18/2016 Project Address 3911 San Juan Court (Lot #52) Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 3,527 Addition n/a # of Units 1 INSULATION Construction Type Cavi(ft) Area Special Features Status Wall Wood Framed R 21 2,096 Rigid=R-3.0 New Door Opaque Door - no insulation 12 New Roof Wood Framed Attic R36 3,527 New Slab Unheated Slab -on -Grade - no insulation 3,527 Perim = 252' New Demising Wood Framed R 21 449 New s FENESTRATION Orientation Area(ft) I Total Area: fi19 Glazing Percentage: 17.6 % U -Fac SHGC Overhang Sidefins New/Altered Average U -Factor: 0.30 Exterior Shades Status Front (N) 99.8 0.300 0.23 none none Bug Screen New Left (E) 68.0 0.300 0.23 none none Bug Screen New Rear (S) 93.0 0.300 0.23 none none Bug Screen New Rear (S) 140.0 0.300 0.23 10.0 0.00/10.00 Bug Screen New Rear (S) 78.0 0.300 0.23 14.0 none Bug Screen New Right (1/10 68.0 0.300 0.23 none none Bug Screen New Right (Vtq 21.3 0.300 0.23 37.8 37.80/0.00 Bug Screen New Right (Aq 15.0 0.300 0.23 17.5 17.50/0.00 Bug Screen New Left (SE) 18.0 0.300 0.23 none none Bug Screen New Rear (SVt9 18.0 0.300 0.23 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff ; Thermostat Status 1 Central Furnace 90% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R -Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Storage Gas 50 0.62 Standard New t EnergyPro 6. by EnerqySoft User Number.- 5733 /D: 090516 -Shuster #352 Pae 12 of 16 ` 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 compliance approach used Exceptions may apply. Review the respective code section for more information. Building Envelope Measures: §1 10.6(a)]: 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 I a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 1 10.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 1 10.8(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 CFI R. § 110.80): 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 1 -1 -factor shall not exceed 0.031. Minimum R-19 in a § I50.0(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. § I50.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. 1 50.0(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). §I50.0(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(8)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 11 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)1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §I50.0(e)I B: 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. §I50.0(e)IC: 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: §1 10.0-§1 10.3: HVAC equipment, water heaters, showerheads, 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 §1 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)1: bleating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §I50.0(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. § I50.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 1 10.2(c). § 150.00)1 A: 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. § 150.00)113: 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 11 -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 ol'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 § I50.00)2C: Pipe for cooling system lines shall be insulated as specified in § I50.00)2A. Piping insulation for steam and hydronic heating systems or hot water systems 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)3 B: or Class If vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class Il 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 §1 50.0(n)] : 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 allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 1 10.3(c)5. § 150.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are scaled 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 § I50.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than %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. § I50.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § I50.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §I50.0(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 § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, 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 §I50.0(m)11: scaled 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 §I50.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §I50.0(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:5 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)I5: 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 <_ 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. § I50.0(o)I 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 §1 10.4(6)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. §1 10.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § I50.0(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. §I50.0(k)I A: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with § I50.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §I50.0(k)I B: 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 § I50.0(k)1 C: § 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. § I50.0(k) I D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kliz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) I E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § I30.0(c). Night lights do not need to be controlled by vacancy sensors. § I50.0(k)I F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § I50.0(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. § I50.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § I50.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §I50.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § I50.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of §I50.0(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. § 150.0(k)21: 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 § I50.0(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 § I50.0(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 if they 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. §I50.0(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. §I50.0(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 § I50.0(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 §1 50.0(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 turn 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 fighting 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 §150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. §I50.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by §I50.0(k)9B or 150.0(k)9D shall comply with tile 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 with a total of eight or more vehicles per site shall comply with the applicable requirements in § 1 10.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §I50.0(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 §I30.0(c). § 150.0(k)1 1: 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 § I50.0(k)I2A: 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: §I50.0(k)12B: i. Comply with the applicable requirements in §110.9, §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)1: 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(b) through § 1 10.10(e). §I 10.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §1 10.10(6) through §1 10.10(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 -none 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 § 1 10.10(b)l : 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. § 1 10.10(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 -none shall be located at least twice § 110.10(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. § 1 10.10(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 § 1 10.10(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 § 1 10.10(b) through § 110.10(c) shall be provided to the occupant. §I 10.10(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 § 1 10.10(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". :a. BUTTE COUNTY SEP 0 9 2016 DEVELOPMENT SERVICES 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Steve Schuster, Schuster Homes, Inc. Project; REVILIN10 FOR CODE COMPLIANCE "The Florence - Revised OCT 3 2016 Address: Sierra Moon Subdivision, Chico, CA BUREAU VERITAS NORTH NAERICA, INC. Note: Wet -stamped and signed site specific approval letter from Summit Structural Design required for each unique build. PERMrr BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE 1(—I—( (,e BY QUAE itiED),BGK� m EXP. k))SEP 2 0 2016 9 I16 BURSA Atha ,�,ci N. Note: Summit Structural Design (SSD) is not responsible -for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specifiE:d 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, tht. latest edition of the California Building Code, and local building department standards. Summit Structural Desi�n PROJECT: Florence •• Revised STRUCTURAL NOTES 1. GENERAL A) ALL 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 SHALT. VERIFY THAT ALL CONSTRUCTION IS IN FULL. AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS, SHOULD ANY CHANGES BE MADE FROM THE: DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE: ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE 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) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCII-S MUST BE BROUGHT TO THE A17ENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER, 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 THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL 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 ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDA IONS 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%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PL.ACEMEN'rs IN VIOLATION 01= FIGURE 1808.7.1 OF THE 2013 CBC, THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 C13C. 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 II 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 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR, SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 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 03 AT 15".E.W, ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF -ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. i Summit Structural Desi ;n PROJECT: Florence - Revised G) SAW-CU'T TOP %" 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 CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1 Yi" #6 BARS AND LARGER: 2" CONCRETE 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.U. AND LAP TOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O, K) #5 AND LARGER REBAR SHALL NOT BE RE: -BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT, 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: 5/8" 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. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL 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 CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) 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 & FV = 290 PSI MIN., AND SHALL BE 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 FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL LINO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL. BE DF --L 42 U.N.O. 4. 2X JOISTS SHALL BE DF -L 112 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) 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: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) 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. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (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 "I" JOISTS. USE A DOUBLE RIM OR 1 LVL RINI AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). Summit Structural Design PROJECT': Florence - Revised 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEM13ERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'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 SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL 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 MAY NOT 13E SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN' JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS 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 POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED 1-0 THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE'rOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CEN -r ER 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 U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN (CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE: 6-1 D. 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 WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE: OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-2 CUT AND STACKED ROOF FRAMING. A.) CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO 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. Summit Structural Desi ,��n l� ,_ PROJECT: Florence - Revised^� B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMENTS TO THE FOUNDATION, THE ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING.DETAIL REQUIREMENTS FOR ALL 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 15 REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. 9. DESIGN LOADS A) ALL OESIGN LOADS ARE -PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: "110 MPH EXP C J Surnrn.it: Structural Design Project: Florence Revised Engineer: RKB Design of : Gravity Loads Roof Slope= 6 to 12 Roof Dead Load Ply 2.0 psf Roofing 7.0.0 psf Framing 5.0 psf Gyp 2.2 psf Insul 1.0 psf Misc. _ 2.1 psf Total (sloped) 22:3 psf Total (horiz) 24.0 psf Roof Live Load Roof Live Load 20.0 psf Z Wall Dead Load Siding 10.5 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing 2.2 psf Gyp• 2.2 psf Insul. 1.3 psf Total �-18.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total X6.0 psf rN v 4�; 4, S. S '3K I I mi Summit "Structural Design Project: Florence Revised Engineer: RK'B Design of:. Seismic Mass and Seismic Load Development .Area (ft2) Weight (Ibs) Roof 5756 138210 Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight (Ibs) Walls(ext) 12 353 3812.4 Walls(int) 12 210 7560 Total 183894 Roof Area (ft2) Floor Area (ft2) Ultimate Working Stress 5756 0 15202 10859 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line Area (ft2) Working Stress rho Total 1 971 11332 1.00 _ 1832 2 2712 5116 1.00 5116 3 2073 3911 1.00 3911 A 2329 4394 1.00 4394 B 2292 4324 1.00 4324 c 1135 2141 1.00 2141 GoC)Slle Earth feet;.l sHmiM®2000 C11eterSi �® q�nem®MUMMIn mmHg 900 u i Design Map; Se mnlary Repo.r,t i User -Specified Input Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates. 39.810N, -121.880W Site ::coil Classification Site C:I8-ss D "Stiff Soil" Risk Category I/II/I1:I USGS-Provided C►utput SS = 0.617'g SMS = 0. 06 g Sos = 0.537 g S1 =0 2'76 g SMI = 0510 g Sp, _ _ 0340 g For information on how, the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic.ground motions in the direction of maximum horizontal response, please return to the application and, select the "2009 NEHRF" building code reference dUCLIment. MCEa Response Spectrum 0.50 0.91 ' --- 0.72 0.,` 0.54 0.45 in 0.3,' 0.27 0.19..- 0.09 0.00—F—t— F—I h 0.00 0.20 0.40 0.60 0.90 1.00 1.20 1.40 1.,0 1.90 2.00 Period, T ('sec) Design Response Spectrum 0.54 0.48 0.42 0. 3r, 0.30 N 0:.25 0.13 0.05 0.00 0 )0 Period, T (sec) Although this information Is a product of the U,S. Geological Survey, we -provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject-matfier knowledge. t I Surnmit Structural DE!Sign Project: Florence Revised Engineer: RKB Design of: Seismic Load Development (ASCE 7-10) Seismic Design Category Ss 0.617 Mapped 0.2 sec spectral response Occupancy S1 0.276 Mapped 1 sec spectral response I Site Class rD w In accordance with Ch 20. rL i .• SMS 0.81 Max Considered EQ SM1 0.51 Max Considered EQ SDS 0.537 Design Spectral Response (0.2 Sec) SDI 0.340 Design Spectral Response (1.0 Sec) System Fl.lght Framed Shear Walls R 6.5 Omega 3 Cd Cs 0.08 12.8-2 Max Cs 0.41 Ct 0.02 x 0.75 Ta 0.13 Cu 1.4 Max T Use T 0.13 Alt Ss 0.617 V= 0.083 *W Height to Roof (hn) _ V= 15.2 k Vert Dist Exp. (k) 4 Ht limit 65 Min Cs 0.02 (.01 outside of SJ) 0.18 No limit for drift 12 ft 1 Level Si:ory Ht. (ft) hi(ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) f S VEQ (kips) Uiaph. (kips) ROOF 12 1?_ 184 2207 1.00 15.2 15t �_V 20_9 II ras.v I /tui M I Summit: Structural Design Project: Florence Revised Engineer: RKS Design of: MMS -Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: tn.' 1. Simple Diaphragm CASE 13 O ' 1 ^ 2. Low-rise i' Q 0--Q' r'( , ' 3. Enclosed -� 4. Regular Shaped 5. Not Flexible 6. Plot Subject to: ''1= A. �. a) across wind loading ��,• b) vortex shedding _..... c) instability (gallup/flutter) d) channeling effect buffeting e) (upwind obstructions) 7. Approx. Symetrical Cross Section `'moo�'il)j' /1 With Flat, Gable, or Hip Roof:5 45° . Exempt From Torsional Loa Gases Indicated in Note 5 of Fig. 28.4-1, or =' the Torsional Load Cases do not CASE A �'� Control the Design: CASE Btea' • ,�;- (1) .story and h530 ft. or ;E Cir•: }" (2) :story max and light framed or (2) :story max and flex. diaphragm L= 92.5 Long. Bldg. Dim. (ft) 4 2aL= 11.2 ft. T= 82.8 Transv. Bldg. Dim. (ft) _> 2aT= 11.2 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 14 Mean Roof Height (ft) Exposure, X 0= 25 Closest Roof Angle Mean Roof Exposure_ (50,10°,15°,20°, 25°,or 30') Ht. (ft) _ _ B C D MWFRS Wind Loads (psf), ps=LCF*;k*Kzt*ps30 15 1.21 1.47_ Location ps, 0=0 ps, 0=25 (`/lin. Net Ovhg. 20 _1.00 1.00 1.29 1^5 A-110 13.9 17.5 9.6 25 1 1.35 ]..65 8- 110 2.8 4.8 30 _:1.00 :1.00 1.40 3..68 C-110- 9.2 13.6 9.6 35 .1.05 1.45 6 D-13.0 �' "2.9 4.8 40 1.09 1.49 _]'. 1,74! E-110 -3.6.8 -7.8 -14.4 45 __ 1.12 1.53 3..78 F-110 _ -9.5 -10.650 1.56 1..u1 G-110 .-11.6 -5.6 -12.3 55 _:1.16 1.19 1.59 1.84 [__FF 10 -7.3 - 60 :1.22 1.62 1.87 Summit Structural Design Project: Florence Revised Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5) =5=. (?Z �� ;%), (JQ�r ; (i) 5) G: {�� HIS ROOF ;7'% E� X25' Ifs ROOF (2`,'< o c27", `�; �• FLA ROS F 3 cl GABLE ROOF P'< 0 <VI GABLE Roc:F (0<7')15 L= 92.5 Long. Bldg. Dim. (ft) T= 82_.8 Transv. Bldg. Dim. (ft) a (ft) = 5.6 V= 110 Basic Wind Speed (110 or 115 mph) LC F= 0.6 Load Combination Factor A= 1.21 Adjustment Factor, KZt= 1 Topographic Factor h= 14 Mean Roof Height (ft) RAN= 2 Roof Angle Number 0=0°-7° 2=8°-27° 3=280-45°) Conditions: 1. Mean Roof Height <- 60 ft. 2. Enclosed 3. Regular Shaped- 4. Not 'Subject to: a) acro,,s wind loading b) vortex shedding - - --- c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat f�oof or Gable Roof <_ 45° - , or Hip Roof <- 27° Adjustment Factor for Bldg Height and Exposure, A can Roof Hl. fl Exposure B - - � _ 1.00 1.21 1.47 20 _ 1.00 1.29 1.55 25 _ 1.00 1.35 61 30 _1_ 1.00 1.40 1.66 _ 35 _ 1.05 1.45 1.70 40 1.09 1.49 1.74 _ 45 1.12 1.53 1.78 50 1.16 1.56 _ 55 _1_.81 1.19 1.59 1.84 60 1.22 1.62 1.87 _ C+C Wind Leads (psf), pnet=LCF*A*Kzt*pne13O Loc. Zone(ft EWA pnet Ovhg. 2 + _ _ Loc. Zone EWA ft pnet + - ,� 0 �- 10 11-6-71-4.4 Z�--TU-'-T5 4 10 15.8 -17.1 �- 0 11.5 -14.1 14--2 15.1 -16.4 1 50 11.6 -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 1.6 -23.2 -29.5 8 21.1 2 50 1.6 -20.5 -29.5 5 20 15.19.7 2 00 1.6 X8.5 -29.5 _ 5 50.__T4-.2-_--1 7.9 3 10 11.6 -37.2 -49.6 _ 5 100 13.4 -•16.4 3 20 11.6 -34.8 -44.7 5 500 11.8 13.1 3 50 11.E -31.6 _ -� 3 100 1.6 -29.2 1 -33.5 1 Summit: Structural Design Project: Florence Revised Engineer: RKB Design of : Wind Loads A B C D End Zone End Zone Int. Zane Int. Zone Line Ain, Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (lbs) Shear (lbs) Control 1 53 36 42 72 1769 1430 1769 2 228 309 3778 3672 3778 3 94 192 183 4602 3624 4602 A 55 50 112 248 3239 3034 3239 B 128 200 2198 2189 2198 C 55 36 40 120 1918 1661 1918 Sumrriit Structural Design Project: Florence Revised Engineer: RKB Design of : Lateral Force Summary Wind Seismic Wall Line Shear (lbs) Shear (lbs) Control 1 1769 1832 Seismic 2 3778 5116 Seismic 3 4602 3911 Wine A 3239 4394 Seismic 6 2198 4324 Seismic C 1918 2141 Seismic i� .S SLAMMit Structural Desi -n Project: Florence Revised Engineer: RKB Design of: Shear Walls Panel Thickness 0/8 :r Panel Orientation I Short Dimension Across Studs 7_ - Nail Type Anchor Bold Diam. 1/2 v Stud Spacing 16 in O.C. Spec Grav Of Framing 0.5 Fnd Sill Plate Grade _.....__. _.......... DF -L v AB in 2X Sill 620 lbs AB in 3X Sill 730 lbs Sill Plate/Rim Anchorage Nail Embed Index # _Nail length (in) Diam. (in) (in) Cd load (lbs) 1 12d 3.25 0.1:15 1.75 1.6 165 _ 2 16d 3.5 0.148 2.00 1.6 189 3 20d 4 0.177 2.50 1.6 261 4 30d 4.5 0:192 3.00 1.6 272 5 1/4" SOS 3.5 0.25 2.00 1.6 544 6 A35 1.6 695 7 A34 1.6 515 Shear Wall SW Plate Fastening SW. Rim Fastening (No Ply E.N.) AB Spacing (ft) Edge Nail (in) load (lbs) Fastener #: Spacing 'Fastener # Spacing 2X Sill 3.K Sill 6 260 1 7.6 inches 6 32.1 inches 3.82 4.49 4 350 1. 5.7 inches 6 23.8 inches 2.83 3.34 4, Note 1 380 1 5.:: inches 6 21.9 inches 1.31 3.07 3, Note 1 490 1 4.0 inches 6 17.0 inches 1.01 2.38 2, Note 1 640 1. 3.1. inches 6 13.0 inches NG 1.83 44, Note 1 760 3 4.1. inches 6 11.0 inches NG - 1..54 33, Note 1 980 3 3.2 inches 6 8.5 inches NG 1..19 22, Note 1 1.280 3 2.A inches 6 6.5 inches NG 0.91 1. Use 3X framing ait adjacent panel edges and stagger nailing A -w 32.39 18.75 Summit Structural Design 6" 4.00 4.00 1.00 Project: Florence Revised 6910 2400 1367 A -eq 4394 18.75 234 4"' 4.00 4.00 Engineer: RKB 300 10 9373 2400 1983 B -w 2198 34.50 64 6" 12.00 Design of : Shear 1n/all Framing ---�- 1.00 150 10 7644 10800 97 B -eq 4324 34.50 125 'total 12.00 12.00 1.00 150 10 15039 10800 713 C -w -"-" 11.00 Resistive 6" 2.50 Segment Segment 300 7.75 3378 938 117.6 C -eq Lateral Wall 195 4+" Overall Resistive Aspect 'Gravity OT OT Righting Net Wall Load Length Load Edge Nail Len@,th Length Ratio Load Height. Moment Moment M/0 Line (lee)_ (ft) (plf) _(in) (ft) (ft) ' Factor (Ib/ft) (ft) (ft -Ib) (ft Ib) (Ib) 1-w 1769 12.00 147 6" 12.00 12.00 1.00 300 10 17689 21600 394 1 -eq 1832 12.00 153 6" 12.00 12.00 1.00 300 10 18318 2.1600 446 2-w 3778 26.50 143 6" 4.75 4.75 1.00 300 10 6771 3384 998 2 -eq 5116 26.50 193 6" 4.75 4.75 1.00 300 10 9170 3384 1503 3-w 4602 16.50 279 4- 4.00 4.00 1.00 300 10 11155 2400 242.9 3 -eq 3911 16.50 237 4•" 4.00 4.00 0.80 300 10 9480 2400 2010 > A -w 32.39 18.75 173 6" 4.00 4.00 1.00 300 10 6910 2400 1367 A -eq 4394 18.75 234 4"' 4.00 4.00 0.80 300 10 9373 2400 1983 B -w 2198 34.50 64 6" 12.00 12.00 1.00 150 10 7644 10800 97 B -eq 4324 34.50 125 6" 12.00 12.00 1.00 150 10 15039 10800 713 C -w 1918 11.00 174 6" 2.50 2.50 1.00 300 7.75 3378 938 117.6 C -eq 2141 + 1.00 195 4+" 2.50 2.50 0.65 300 7.75 3771 938 1284 Summit Structural Design Project: Florence Revised Engineer: RIG Design of: Force Transfer Around Opening in Shear Wall Location, Wall Line B Wall Shear 1250 # ILS)horiz Wall Dead load 300 plf y vert Wall Length 16 ft OT Force -659 # Wall Height 10 ft 313 Window length 6 ft _ A B c Window Height 5 ft _ D E Window X dire 4 ft _ F G_ H Window Y dim 3.00 ft 2.00 Element Dimerisions tiement §3 fttl ILS)horiz (plf) P horiz# y vert _P verb A 4 2.00 78 313 -66 -132 B 6 2.00 78469 -132 -264 c ........... 6 _ _—. ,. 2.00 78 469 -66 -132 D 4 5.00 .... . _ ...125 500 -66 -329 E ! 6 5.00 125 750 -66 -329 F 4 3.00 78 313 -66 -198 G 6 3.00 78 469 -132 -395 H 6 3.00 78 469 -66 -198 Max 125 plf -66 plf Static Tie Forces Tie force into D 188 # Upper Left Tie force into E 281 # Upper Right Tie force From F 188 # Lower Left Tie force from li 281 # Lower Right Element Equilibrium Tie force at top of window into D -316 # Upper Left Tie force at top of window into E -474 # Upper Right Tie force at bou of window into F -158 # Lower Left Tie force at top of window into H -2.37 # Lower Right Max 281 # Summit Structural Design. Project: Florence Revised Engineer: RK13 Design of : Latera.1 Drags Lateral Wall Load Line (lbs) 1-w 1 -eq 2-w 2--ecl 3-w 3 -eq A -w A -eq B -w B -eq C -W C -eq 1769 2977 3778 8314 4602 6355 3239 7140 2198 7026 1918 3479 Overall Shear per Length to Drag Length Foot be dragged Load _ (ft) (plf) (ft). (I1)s) 44.0 40.2 16.0 643 44.0 67.7 16.0 1082 82.8 45.6 28.0 1277 82.8 100.4 28.0 289.1 60.5 76.1 21.5 1635 60.5 105.0 21.5 2258 70.0 46.3 23.0 1064 70:0 .102.0 23.0 2346 92.5 23.8: 22.0 523 92.5 76.0 22.0 1671 42.0 45.7 9.0 411 42.0 82.8. 9.0 745 Drag Type if applicable A A A C A B A B A A A A i 1� Summit Structural DE! Sign Project: Florence Revised Engineer: R.KB Design of: Foundations Allowable Soil Bearing: 1500 'psf Concrete Compressive Strength: 2500 psi Concrete Stein Wall (Non -Retaining): 6" wide with (1) #4 continuous at top and bottom of wall and #4 at 18" o.c. fill height. Provide #4 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) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cont. Spread footings: Note: Bottorn of each footing shall be at least 12" below finished grade or as per local requirements. Reinforcing Cap. Label Size Thick. (in) Each Way Kips F1 1'-0" 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) #4 9.375 F3 3'-0" Sq. 12 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 F4 4'-0" Sq. 12 (5) #4 24 F4.5 .4'-6" Sq. 12 (6) #4 30.375 F5 5'-0" Sq. 12 (7) ##4 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 Note: Bottorn of each footing shall be at least 12" below finished grade or as per local requirements. 1% COMPANY PROJECT Summit Structural Design WoodWorks' May 28, 2016 10:28 SrMVAAR6 FOR 1V000 OFSlGA' Typical Stud Design Check Calculation Sheet - LNoodWorks Sizer 10.1 Loads: Load _ Type Distribution - Pat- tern, Location (ft) Start End Magnitude Start End Unit Loadi Dead Ax_aUDL - (ECC. a 0.0011) 2'15 pll' Load2 tli n :cC Axial UDLlEcc. Fb' > 0.00) 00 pl.f I.0ad3 Roof :orstr. Axial I1D!. L ->R (Ecc. 0.00") 80 pif Loadil 'rlind :r,C Full Area 6: = 63 26.00 (16.0)' psf Self-weiahc Dead Axial UDL Support Bear'in r fc!i - 20 plf Tributary wrath n! Lateral Reactions (lbs): -.- --- - 13'-7.5" - -- ------------f 01 IN 13'-7.5" Unfattored: Anal/sis value - -- An , sis/Desi n" Dead i -e v' Wird 236 9 23G Roof Live 766 Fb' 1286 Factored: 0.59 f': = L ->R '42 434 f<:/Fc' = Lumber Stud, D.Fir-L, Stud, 2x6.(1.1!2"x5.1/2") Support. Lumber Stud Bottom plate, D.F(r-L Stud; Bearing length = slue thickness Spaced at 16.0" dc; Total length:! 13'-7.5 Pinned baso; Load Paco = wi i!h(b); Ke x Lb: 1.0 x 0.0 = OA (ft); Ke x Ld: 1.0 x 13.63 = 13.63 (it): Lateral support: top = Lb, botlorn = Lb; Repetitive factor: applied whure permitted (refar to online hoip); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal/sis value Desip Value An , sis/Desi n" Shea r ear i -e v' 2- b 1'v Fv e 9 Bending(•! fh - 766 Fb' 1286 fb/Fb' 0.59 Arial f': = 6.3 F'c' 434 f<:/Fc' = 0.15 Axial. Bearing 6: = 63 FC' 1360 fa/Fc' > 0.05 Support Bear'in r fc!i - 63 F'cp > '781 tcp/F'cp = 0.08 Combined (ar.ia compression + sale load bending) Eq.3.9-3 > 0.69 Dead Def! 'n negligible live Dofl.'r. 0.31 > L/47.i 0.45 L/360 0.85 focal Defl'n 0.3'1 = L/47.! 0.66 > L/240 0.57 Additional Data: FACTORS: F/Etpsi3CD a,, Ct C.L/cP CF Cfu Cr Cfrt Ci !X0 Fv' 18G 1.6') 1.00 1.CU - - - - 1.00 1.00 4 Fb'r 700 1.G') 1.00 1.00 1.000 ?.000 1..00 1.15 1.00 1.00 4 Fc' 650 1.67 1.00 1.00 0.319 1.000 - - 1.00 1.00 3 Fc'comb 950 1.69 - - C'. 319 - - - - - 5 F.' 1.4 miiItell 1.00 1.00 - - - - 1.00 i.00 4 Erni n 0,5) million 1.00 1..00 - - - - 1.00 1.00 4 Fr.• 950 1.69 1.00 1.00 - i.000 - - i.00. 1.00 3 Fcp sup 62.5 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: ShearLt: 1114 m .6D..614, V > 142, V design 142 los Bendl.o14): LC 114 _ .6D -.6W, M - 49.3 .lbs -ft Def lectior.: LC k4 > .6D:. 47.w (live) LC 114 .GDr.421.1 (total) Axis, 3. LC 43 D:.75fLr..6W1, P - 521 lbs Comb: ned LC 45 - D+. 6W; (I - fc/FCE! = 0.13P Support LC i;3 > D4.75(Lr-.6;•)); R - 52.1 lbs, Cap •' 6445, Lb - 1.50", Cb - 1'.25 D=dead L=live 5 -snow fiJ-wind !-impact Lr=roof live Lc -concentrated E=earthquake All LC'6 are listed :n the Analysis output Load combinations: MCE 7-10 / IBC 2012 CALCULATIONS: Deflection: El > 29e06 lb-in2. "Live" deflection > Deflection from allnon-dead loads (live, wind, snow...) Total Deflection - 1 50(Dead Load Deflection) : Live lore) 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 Supplemrm. 2, Please verify Ihnt the dofeAt deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 111 _-- ------ -COMPANY PROJECT ---•-------- Summit Structural Design Wood"Works Q May 28, 2016 10:31 s0l-'-'l%V4fea w000 0151<:n• King -Trimmer for 18' Opening Design Check Calculation Sheet - WoodWorks Sizer 10.1 Loads:173- 'Tributary Width ftl Lateral Reactions (lbs): - f- - 9'-7.T' - --------- a gr -7 5" Unfactore0: - -- Dead L-111 LEI RoofiPaCrorodL->R Lumber n -ply, D.Fir-L, Stud,W, 3 -ply (4-112'W-112") - Support: Non -wood; Bearing length = column width Total length: 9'-7.5'; , Pinned base; Load face = wi;ith(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (ft); Ke x Ld: 1.0 x`9.63 = 9.63 (ftl; 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': Cr i. ter ion Analysis Value Desiqn value Anal sie/Dal n Mar 'y = Fv �l8U fv Fv• C.14 Bending(+) f: - 860 Fb' 1285 fb/Fb' = 0.67 Axial f: . 73 FC' = 692 fC/Fc' 0.11 Axial Reariog f: 73 Fc` = 1062 fc/Fc' = O.01 Combined (aria cam,:-resslon -1 sale load bending) Eq.3.9-3 0.72 Dead Pefl'n-egligible Live Defl'n 0.22 L/531 0.32 = L/360 0.60 Total Def l'n 0_22 v L/531 0.48 L/24C' 0.45 Additional Data: FACTORS: F/I:(psi.)CD 'CM Ct CL/CP Cr Cfu Cr Cfrt Ci LC 11 Fv' 160 1.6: 1.00 1.00 - - - - 1.00 '1.00 4 Fb'+ 700 1.6i 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1..00 4 FC' 850 1.2` 1.00 1.00 0.651 1.000 - - 1.00 1.00 Fc'r-omb 850 1.6: - - ().558 - - - - - 5 E' 1.4 m...1io:. 1,00 1.00 - - - - 1.00 1.00 4 F. I'll' 0.51 mx 1.1 for 1.00 1.00 - - - - 1.00 1.00 4 Fc, 050 1.2f 1.00 1.00 - 1..000 .. - 1.40 i.00 2 CRITICAL LOAD CONiBINA'f1ONS: Shear : LC 114 .6D,.6W, V = 676, V de_gi-. 676 lbs Dendingr•): LC 114 .6D+,6t•7, M = :62e, Ibs••ft Deflection: 1,C 04 .60+. 421.7 tlivei l,C 04 ,6D•.42Sa 1totaII Axial LC 112 •= D•Lr, 1817 Ill!: Kf .00 Comb i. ned LC' 115 = D; .6w; v (I - fc/FCE) _= 0.94. D=dead L=live S=•snow w -wind 1 -impact Lr.-rcof live Lc=i:oncentrated E=earthquake All LC': are fisted in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 29eO6 lb-int/ply "Live" deflection m :efiection from all non -dead loads (live, wind, snow,..! Total Deflection = 1.50IDead 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 (NOS 2012)• and NDS De:;ign Supplement. 2. Please verify that the delault'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 Bre endurance. Load Type Distribution Pa[- Location (ft] Magnitude Unit _ tern Start End Start End Loa 1 Deno Axxal. (Ecc. _ D. 0') 960 s l,oad2 tai ltd d(: Axial It:cc. 0,007 QOU lbs Load'3 Iioof :2nstr. racial (ECC. = 0.00! P00 lbs Loar14 taind dC Full Area 26'.011 15.U0)' Ps C, Seif-wet l:c Dead Axial 57 Lbs Summit Structural Design Project: Florence Revised Engineer: F',KB Design of: 4x Timber Column Design Values (NDS 3.7) 4X DF-L(N) #7. Fc E d KCE c co 1400 1600000 15 0.3 0.3 1.25 I_ 4X4 Stability 4X10 4X1.2 Reduction 17350 I e (ft) Cp Fc' (p; 5 0.64 901 6 0.55 767 7 0.46 649 8 0.39 549 9 0.33 467 10 0.29 399 11 0.25 344 12 0.21 298 13 0.19 260 14 0.16 229 - 15 0.14 "203 16 0.13 181 17 0.12 162 18 0.10 146 19 0.09 132 20 0.09 120 I_ 4X4 Column Capacity (lbs) 4X6 4X8 4X10 4X1.2 11041 17350 23660 _ 29969 36278 9397 14766 20136 25505 30875 7951 12494 17037 21580 26123 6729 10574 1441.8 18263 22108 5718 8985 12252 15519 18786' 4888 7682 10475 13268 16062 4209 6614 9020 11425 13830 3651 5737 7823 9910 11996 3190 5012 6835 8658 .10480 2806 4409 6013 7616 9219 2484 3904 5324 6743 8163 2213 3477 4742 6007 7271 1982 3115 4248 5380 6513 1785 2805 3824 4.844 5864 1615 2537 3460 4382 5305 1467 2305 3144 3982 4820 Summit Structural Desigin Project: Florence Revised Engineer: I -;KB Design of: -6X Timber Column Design Values (NDS 3.7) _ 6X6 DF-L(N) N1 Fc E d KCE c CD 1000 1600000 5.5 0.3 0.3 1.25 le (ft 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Stability Reduction Cp 0.87 0.82 0.77 0.71 0.66 0.61 0.56 0.51 0.46 0.42 0.39 0.36 0.33 0.30 0.28 0.25 Fc' (psi 872 823 770 715 660 606 556 508 464 424 388 355 326 299 276 254 Column Capacity (Ibs) I 6X6 6X8 6X10 _ 6X12 26386 35981 45576 55171 24895 33948 43000 52053 23288 31756 40224 48692 21625 29488 37351 4523.5 199,61 27220 34479 41737 18344 25014 31685 38355 16806 22917 29028 35139 15368 20957 26.545 32133 14043 19150 24256 29363 12833 17500 22167 26834 11737 16005 20273 24541 10748 14656 18564 22472 9857 13442 17027 20611 9058 12352 15645 18939 8340 11372 14405 17437 7694 10492 13290 16088 `v� Summit Structural Design Project: Florence Revised Engineer: RKB Design of: Roof Framing (Conventional) Roof Loads DL= X24 psf Ll.= 20 psf c Roof plywood: 5/8" ANA 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: Cut -and -stacked roof systems shall be built to the conventional framing requirements of the 2013 CBC (CBC 2308.10). Purlins, braces, intermetiate supports, and connections shall be provided by the contractor which are capable of transmitting all gravity and wind loads to the foundation. The following additional limitations shall apply: 1. Rafter Maximum Spans a. 2X4 DF -L 02: 6'-0" b. 2X6 DF -L 42': 12'-0" c. 2X8 DF -1-112: 13'-0" d. 2X10 DF -L #2: 16'-9" 2. Minimum Brace Size= 2X6 3. Max Brace Spacing = 4'-0" o.c. Typical Headers (U.N.O.) Use 6X8 DF02, use (2) trimmers min. at all openings larger than 4'-0". f COMPANY PROJECT Summit Structural Design IlNoo Works' Sep. 7, 201614:33 sarnyAR6 FOR woo0 DFS/6:v B1 Design Check Calculation Sheet woodworks sizer 10.1 Loads: Load Type Distribution Pat- tern Location fft.l Start End Magnitude Start End Unit LOadl Dea Point Length 10.08. - 98� lbs Load2 Wind CSCPoint 10 08,1140 lbs Load3 Roof constr. Point 10:.00 1140 lbs Ldad4 Dead Point 19.08 504 lbs l.oad5 Wm d CSC Point 19.00 :\720 lbs Load6 Roof const r. Po i.nt 19.08 "'72 lbs Self-wei ht Dead Full 10-L is. 0 if Maximum Reactions (lbs) and Bearing Lengths (in) : 22'-2" Unfactored: - --- -"-"----"- Dead 703 99'6 ,,Intl 7211'.:19 Roof Live Factored: 721 1t-19 Total Ben ring: 1560 2363 --- Length _ ---__-'-- _ 1.00• Ml:n re 'd 'Minimum bearina 1.00' lennlh sallinn used- 1" fn. n-1 --a. LVI_ n -ply, 2.OE, 310OFb, 1.314"x11.718", 3 -ply (5.1/4"x1,1-7/8") Supports: All - Timber -soft Beam, O.Fir•L No.2 Total length: 22'-2.0": Lateral support: top= at supports, bottom= full: Repetitive factor: applied where permitted (refer to online help): Analysis vs. Allowable Stress (psi) and Deflection (in) using NOS 2012: Criterion Sea Anal ys l.5 Value f (• = 1 Dcuign Value Anal sis/Design Pv' = 756 v Fv' 0.14 ©ending,+) fb - 1302 I'b' 3720 fb/Fl1' " 0.35 Dead Defl'n 0.33 - 1,/808 Live Def!'n 0.4( - L/663 0.74 = L/360 0,54 Total Defl•n 0_5 E x L/470 1A 0 = L/240 0,51. Additional Data: FACTORS: F/E(psi)CD Ch Cr. L:I,CV Cfu Cr Cf rt Ci Cn LCA Fv' 295 1.25 - 1.00 - - - - 1,00 - 1.09 2 Fb'+ 3100 1 ?`. - .00 0.922 ..Oi: 1.04 !,00 FCP' 750 - - 1.00 .. - - - !.00 - - Eminy' I.04 mil Iior. - 1.00 - - - - !.00 - .3 CRITICAL LOAD COMBINATIONS: Shear : LC 02 > D+Lr, v = 21:.9, V design = 2119 Its Send ing(+I: LC 82 = 0 -Lr, M = 13391 lbs -f[ Deflection: LC 83 - D+.75(1,r•+.42W) (live) LC A3 = D+.15(Lr+.421r1 (total) D=dead L -live S=snow W=wind 1 -impact: Lr -roof Sive Lc -concentrated F-=earthquak.0 A1..1 LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC ::012 CALCULATIONS: Deflection: E1 488e0.6 Lb-in2/ply "Li.ve" deflection = E,efleetion from all nen-deed loads (live, wind, snow...) Total Deflection - 0.50(Dead Load Deflection) r Live Load Deflection. Design Notes: 1. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Desigr, Specification (NOS 2012), and NDS Oesmgn Supplemeni. 2. Please verify that the default deflection limits ere appropriate for your application. 3. System factor KH may not apply to field-assemaled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member des!gn contact your local SCL manufacturer. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, waF studs, and multi -ply member:; are not rated for fire endurance. 1.1 COMPANY PROJECT Summit Structural Design rs(tD IlWood)AV®rksoMay 28,2016 10:38 soirrwN!t fore woon UttlCN B2 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads Load Type Distribution Pat- Location Ift) Magnitude Unit 661 61,1 _ •- __ �____ __ Cern Start End Start End _ _ •_ _ Loa 1 Dead F?:11 Area 1.00• i.du. 14.00.( o)_' ps' Load7. Wind C&C Full Area 20.00-A.6, 50 )-` pst Load3 Roof constr. Full Are;: X20-,00 (5,501' psf Sell-wC: h[ Dead Full UD!, 14.7 ni.r ": aouca ry wtocn a =i Maximum Reactions (lbs) and Bearing Lengths (in) : Unfactored: -� Gead 537 ;•:ind 661 66! hoof !,ive 661 61,1 Factored: •- __ �____ __ Total 1330 1330 Bearing: _ _ •_ _ Length 1.00' t.00, Min rc 'd 1.00• i.du. rvunnnum unmm0 leiyrn seiung used: i for eno supports Timber -soft, D.Fir-L, No.2, 6x12 (5-1/2"x11-114") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-2.0' Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: cr[teI!on Shear - Anulpsis Value fr 73 Denicin Value• Analsls/Ges! n Fv' -212- tv Fv' Bending i'1 fb = 310 1'b' - 1083 fb/F'!,' Dead De L!'n 0.0: _ <L/999 Live UePt'n 0.04 =' <L/999, 0.34 - L/360 0.11 Total Def!'n O.OE_ <L/999 0.50 = L/240 0.16 Additional Data: FACTORS: F/F,(psr)CD CM Ct cL CF Cfu Cr Cfrt Ci cn LCI) Fv' 170 1.2` 1.00 1.00 - - - - 1.00 1..00 1.00 2 Pb'• 8715 1.29 1.00 1.00 0.990 1.000 1..00 1.00 1.00 1.00 - 2 Fcp' 62'1 - 1.00 1.00 - - - - 1.00 1:00 - - E' 1.,3 mil lion 1.00 1.00 - - - - 1.00 1.00 - 3 E:ri r,' 0. 4*1 mi 11 ior. 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC 02 D4 Lr, V = 1100, v design 950 lbs Dendi11910 : !� 02 = D+ Lr M 2996 lbs - ft Ue f!ectlon: IF 93 - D1..75i!. r'+.424:1 (live) i.0 fi3 - D1.75(Lr+.42W) (total) D -dear! L-li.ve 5^snow W=wind 1-imoacl.Lr-roof live Lc -concentrated E=earthquako Ail LC's arc listed in the Analysis output Load corioinations: ASCE 7-10 / isc ::017. CALCULATIONS: Deflectiun: 848e06 lb -n2 "Live" deflection = f'eflection fron all non-dezd loads (live, wird, snow...1 Total Deflection - 1.50(Dead Load Deflection) 1 Live Load Deflection. Design Notes: t. Wood Works analysis and design are in accordance will, the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplernen!. 2.. Please verily that the defaull deflection limits aro appropriate for your application. 3. Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1, - 7 c� COMPANY PROJECT 'jV V0od\A/o r Summit SlDesign � � � Sep. 7.201616 14:4 14:42 s 7rnvneerunwood nrsrc.l• B3 Design Check Calculation Sheet [ Loads: WoodWorks Sizer 10.1 Maximum Reactions (Ibs) and.Bearing Lengths (in) s UnfacCored: Dead 7152 Wind 5839 7_,� Roo: Live 5839 •33� Factored: .� i4e3 'rural 14158 Dearing: ___-.--.- Length 3.24 - _ ' Iq1.5o" Ft in re 'd 3.24•• -- ,32n . "Minimum bearing length governed by the requirad wwidth 0f the supporting member. - i 3. " L n -ply, 2.OE, 3100Fb, 1-3/4"x18", 4 -ply (7"x18") Supports: All . 'timber -soft Beam, D.Fir-L No.2 Total length: 26•6.5•': Lateral support: lop= 16 bottom= 16 (in) Repetitive factor: applied where permitted (refer to online help): Analysis vs. Allowable Stress (psi) and Defleclinn rine -- -- Load valve Anal sd. fv '• l3q 1'b 2G82 Des: r. .lue An�i•s a/Desi un Fb 3g 0. F"b' _: JAI'). Dead Defl'r: C.OS L/372 fb/Fb• 0.70 Live Def't'n Type DisCrt.bu Cion Yat•-7oca Cion (ftj Nagni Cude !)nit 1.31 L/2.40 '0..89 Loa 7 Deed Fu,l l;rea tend Stbrl'. End Start End Dead Full Area !0.^9(19 .50;•P"l.oad2 p Load3 Hind •:6C Full Area 14.00!)2.00>' s P t Lcad4 Floof •:onstr. Full F.rea 20. CCi.7..pGi• psf. Self -weight 'Tr! ucary`1.1'dth Dead Full l'DL (ftp 20.00;2'2.001' 36.' pef pit . Maximum Reactions (Ibs) and.Bearing Lengths (in) s UnfacCored: Dead 7152 Wind 5839 7_,� Roo: Live 5839 •33� Factored: .� i4e3 'rural 14158 Dearing: ___-.--.- Length 3.24 - _ ' Iq1.5o" Ft in re 'd 3.24•• -- ,32n . "Minimum bearing length governed by the requirad wwidth 0f the supporting member. - i 3. " L n -ply, 2.OE, 3100Fb, 1-3/4"x18", 4 -ply (7"x18") Supports: All . 'timber -soft Beam, D.Fir-L No.2 Total length: 26•6.5•': Lateral support: lop= 16 bottom= 16 (in) Repetitive factor: applied where permitted (refer to online help): Analysis vs. Allowable Stress (psi) and Defleclinn rine -- -- Additional Data: - ---- F:.CTCRS: F/L'losi)CD CN Cr CL C Cfu Cr Cfrt Ci G) LCA Fv' 205 1.25 - 1.00 - 1.00 - 1.00 2 Fb'= .3100 1.25 - 1.00 0•998 0.95 - 1.04 1.00 Fcp' 750 - - 1.00 - _ - - 1. E' 2.0 rni /Lion - 1.00• _ - - 1.00 Emin.y' 1.04 nillion - • _ - - 1.00 - - 3 1.00 CRITICAL LOAD COMBINATIONS: 1.00 3 Shear : LC 112 a D4 Lr, V - 12863, V design •• 11262 lbs sending(.): LC 02 - DI -Lr, K - 84470 lbs -ft Defleetiori: LC fl3 " D4-,75(Lr4.4211) !live) LC, 03 - D4,1511,r..42W) :total) DndeaC L=Itve S -snow Dhwind 1-impaCt Lr -toot' live Lc -concentrated E=•earthqua):e All 1.(.'s are listed In the Analys;s output Load combinations: ASC'-- 7-l0 / IDC 2012 CALCULATIONS: DefleCtion: EI � 1791e06 lb-int./ply "lave" deflection Do.`.lectlon from all non -dead loads (live, wind, Total De:lec_ clon 0.5o(Dead Load Defleccioni + Live -Load Def.leccion. Design Notes: - ---- _-- 1. WoodWorks analysis and design are in accorden(:e with the ICC International Building Code (IBC 2012), the Nacional Design S()Ocification (NDS 2012), and NDS Design Supplemerl. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads aro not applied equally to all plys. 7. FIRE RATING: Joists. wall studs, and multi -ply members are not rated for fife endurance. Criterion Shear fii.s 9 ) valve Anal sd. fv '• l3q 1'b 2G82 Des: r. .lue An�i•s a/Desi un Fb 3g 0. F"b' _: JAI'). Dead Defl'r: C.OS L/372 fb/Fb• 0.70 Live Def't'n 0,74 •• L/42.1 0.06 L!360 0,84 Total Defl'n I.. i6 •= L/271 1.31 L/2.40 '0..89 Additional Data: - ---- F:.CTCRS: F/L'losi)CD CN Cr CL C Cfu Cr Cfrt Ci G) LCA Fv' 205 1.25 - 1.00 - 1.00 - 1.00 2 Fb'= .3100 1.25 - 1.00 0•998 0.95 - 1.04 1.00 Fcp' 750 - - 1.00 - _ - - 1. E' 2.0 rni /Lion - 1.00• _ - - 1.00 Emin.y' 1.04 nillion - • _ - - 1.00 - - 3 1.00 CRITICAL LOAD COMBINATIONS: 1.00 3 Shear : LC 112 a D4 Lr, V - 12863, V design •• 11262 lbs sending(.): LC 02 - DI -Lr, K - 84470 lbs -ft Defleetiori: LC fl3 " D4-,75(Lr4.4211) !live) LC, 03 - D4,1511,r..42W) :total) DndeaC L=Itve S -snow Dhwind 1-impaCt Lr -toot' live Lc -concentrated E=•earthqua):e All 1.(.'s are listed In the Analys;s output Load combinations: ASC'-- 7-l0 / IDC 2012 CALCULATIONS: DefleCtion: EI � 1791e06 lb-int./ply "lave" deflection Do.`.lectlon from all non -dead loads (live, wind, Total De:lec_ clon 0.5o(Dead Load Defleccioni + Live -Load Def.leccion. Design Notes: - ---- _-- 1. WoodWorks analysis and design are in accorden(:e with the ICC International Building Code (IBC 2012), the Nacional Design S()Ocification (NDS 2012), and NDS Design Supplemerl. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads aro not applied equally to all plys. 7. FIRE RATING: Joists. wall studs, and multi -ply members are not rated for fife endurance. i� COMPANY PROJECT - Summit Structural Design 61WOOldWorkso Sep. 7.2016 14:47 Sr7FTIVARE FOR WOOD nESJG.1' 84 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 Maximum Reactions (lbs) and Bearing Lengths (in) -- - - -- X18'43" ---- --- - L'nfaatored: - 18'-2.1" Dead 5155 -- -- Wind 3955 Roof Live 3955 "f •i [Factored: 21-� focal 9901 - °"•-fir' aring: -_- ergth 2.82 - 5091 in re 'd 2.a2-4 -- '-- 4, "Minimum bearing length guvetned by the required wid111 of the supporting niembar. - ---_ _- 1. •; 5 LVL n -ply, 2.0E, 3100Fb, 1.314"x14", 3-ply(5.1/4"x14'. ______.._] Supports. All . Timber -soft Beam. O.Fir-L N0.2 Total length. 18'.4,3": Lateral suppun: top= at supports, bottom= at supports: Repetitive factor: applied wheretlrinitled (refer to online - p help): Analysisvs. Allowable Stress (psi) and Deflection (inl -i. unc 2010. - Load Anal is Value v.- 101 fb - 3107 Deslgn Value Fv' _ )SG Fb' = 3735 i�nal sis/Design v fv Fv' 0. 1 Dead DePl'n 0,51 L/426 fb/Fb' 0.03 Type Di stri. t.,u L!on Pat- Location (rt, Plagnitude Unit Load! DeadCern Fu Area 0.7q Star; End Stdrt End Load2 9)"d CaC Full Area !.00 j5, 00)' 144.00 ps. Load3 Roof constr. FLIT Area 15. 00)' psC Load4 Load5 Dead Hind Point 20.00 15.00)' 6'072• psf lbs Load6 C:&C Hoof Point8 5.20 4239 lbs Self -weight 'Tributary t')i ti c:onscr. Dead _ c.ti- Point Full llDL --• 5.28 4239 21.2 .lbs if Maximum Reactions (lbs) and Bearing Lengths (in) -- - - -- X18'43" ---- --- - L'nfaatored: - 18'-2.1" Dead 5155 -- -- Wind 3955 Roof Live 3955 "f •i [Factored: 21-� focal 9901 - °"•-fir' aring: -_- ergth 2.82 - 5091 in re 'd 2.a2-4 -- '-- 4, "Minimum bearing length guvetned by the required wid111 of the supporting niembar. - ---_ _- 1. •; 5 LVL n -ply, 2.0E, 3100Fb, 1.314"x14", 3-ply(5.1/4"x14'. ______.._] Supports. All . Timber -soft Beam. O.Fir-L N0.2 Total length. 18'.4,3": Lateral suppun: top= at supports, bottom= at supports: Repetitive factor: applied wheretlrinitled (refer to online - p help): Analysisvs. Allowable Stress (psi) and Deflection (inl -i. unc 2010. - Additional Data: FACTORS: F/E(psi)CD CM. C C:L CV C.."u Cr Fv' 285 1.25 - 1.00 .. Cf.rc Ci Cl) LCU Fb'+ 3100 1.25 -1.00 0.327 t,, gR 1.00 - 1..00 2 Fcp' 750 _ - 1.00 .. _ •04 1.00 - 2 E.2.0 mi 1.1 Lon - 1.00 +.00 •• - - - Enisny' 1.04 )nil!ion !.00 1.00• - - - l.UO _ CRITICAL LOAD COMBINATIONS: 3 Shear : LC 02 D1Lr, V - 9090, V design 8045 lbs Sending(-): LC: 02 = Dr Lr. M - 44406 lbs -ft 4• Deflection: LC H3 = D'.75(Lr+.42t:! -.live) LC 03 D:..75(Lri.42a)) ;total)D='dCad L-li.vC S=snow Vl•wlnd l-inipact Lr -roof live Lc -concentrated F.=earthqua ape All. LC's are Its ted in the Analysis outpuC Load combinations: ASCE 7-10 / 18C 2012 CALCULATIONS: Deflection: E1 - 800e06 lb-in2/piy "Live" deflection De lection Prom all non -dead loads(live, wind, s..) 'Foca! nef!eccron 0.50(Dead Load Def.lect.:ont now. Live Load Deflectio, Design Notes: I. Wood Works analysis and deilign are In accordance with the ICC International Building Code (IBC 2012)• the National Design Specification (NDS 2012), and NOS Design Supplemer•! 2. Please verify that 111e default deflection limits are Appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacture,. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs• and multi -ply members are not rated for fire endurance. Criterion 5 Car Sending (+) Anal is Value v.- 101 fb - 3107 Deslgn Value Fv' _ )SG Fb' = 3735 i�nal sis/Design v fv Fv' 0. 1 Dead DePl'n 0,51 L/426 fb/Fb' 0.03 Live Defl'n 0.42 - L/517 0.61 - L/360 0.70 Total Uafl'n 0.68r� L/322 0.91 = !,/240 0.7q Additional Data: FACTORS: F/E(psi)CD CM. C C:L CV C.."u Cr Fv' 285 1.25 - 1.00 .. Cf.rc Ci Cl) LCU Fb'+ 3100 1.25 -1.00 0.327 t,, gR 1.00 - 1..00 2 Fcp' 750 _ - 1.00 .. _ •04 1.00 - 2 E.2.0 mi 1.1 Lon - 1.00 +.00 •• - - - Enisny' 1.04 )nil!ion !.00 1.00• - - - l.UO _ CRITICAL LOAD COMBINATIONS: 3 Shear : LC 02 D1Lr, V - 9090, V design 8045 lbs Sending(-): LC: 02 = Dr Lr. M - 44406 lbs -ft 4• Deflection: LC H3 = D'.75(Lr+.42t:! -.live) LC 03 D:..75(Lri.42a)) ;total)D='dCad L-li.vC S=snow Vl•wlnd l-inipact Lr -roof live Lc -concentrated F.=earthqua ape All. LC's are Its ted in the Analysis outpuC Load combinations: ASCE 7-10 / 18C 2012 CALCULATIONS: Deflection: E1 - 800e06 lb-in2/piy "Live" deflection De lection Prom all non -dead loads(live, wind, s..) 'Foca! nef!eccron 0.50(Dead Load Def.lect.:ont now. Live Load Deflectio, Design Notes: I. Wood Works analysis and deilign are In accordance with the ICC International Building Code (IBC 2012)• the National Design Specification (NDS 2012), and NOS Design Supplemer•! 2. Please verify that 111e default deflection limits are Appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacture,. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs• and multi -ply members are not rated for fire endurance. COMPANY PROJECT Wood\/Vorks' Summit Structural Design May 28. 2016 10:48 snFTtvnrsrfORW000 nFSIGA• as Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load- Ana Value s 19'_2 -- - -- - !.00 - �'" .3300 1.25 - 1.00 0.406 i.04 - 1.00 'rcp' Design Fv' Value- Type Jlstr:bul:ion Pat— Location f I•tj ! fagni Cude Unit' •v F'v' x1.16 £b%Fb' 0.46 ,oadi Ilea :adored: ._. tern Start Erti Start End Searing: �______.._ Load2 Wind CRC cu Area Area -._--.�-- 'Minimum bearing length sell)ng 24.00 (3.00) • psf 0.95 - Load3 Self-wciShC Roof constr. Full Full F,rea 20:0o (3.001• 20.OU'-(3.OQ)• psf •Tr Dead Full 11DL 9.3 psf if butary W G fti Maximum Reactions (lbs) and Bearing Lengths (in) Ana Value s 19'_2 -- - -- - !.00 - �'" .3300 1.25 - 1.00 0.406 i.04 - 1.00 'rcp' Design Fv' Value- Anal sis/Desi. n Uir facto rad: 191" Dead--- = Fb' = Wtnd 57g •v F'v' x1.16 £b%Fb' 0.46 Roof Live 575 0.53 • :adored: ._. •' 00 Tota! 1469 -- gn5 Searing: �______.._ Length '1.00• - 3.4ci r,!in raga 1.00' -._--.�-- 'Minimum bearing length sell)ng ;.00•. used: 1" for and supports 0.95 - LVL n -ply, 2.OE, 310OFb, 1.3/4"x9-1/4", 2 -ply (3-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: Ig' -2.0": Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) usin NDS 2012 Criterion Ana Value s Shea: as - !.00 - �'" .3300 1.25 - 1.00 0.406 i.04 - 1.00 'rcp' Design Fv' Value- Anal sis/Desi. n Bending(.) fb 1547 = Fb' = 356 3237 •v F'v' x1.16 £b%Fb' 0.46 Dead Defl'n 0.53 • L/435 •' 00 7 shear LC 02 = Dr LT, v = 1349. v design 12J4 lbs Sending Live Defl'n 0.41 = L/554 0.64 = 6/360 0.65 TUCa] Defl'n 0.68 = L%33a 0.95 - 1,1240 0.71 Additional Data: . the S• FACTORS: FlElpsliCD CN Cc CL CV Cfu Cr Fv285> 1.25 Cfrt Ct Cn LCN - !.00 - �'" .3300 1.25 - 1.00 0.406 i.04 - 1.00 'rcp' 1.00 1,00 - 1.00 2 750 - - 1.00 - _ - 2 _ E. 2..0 mi ii ion - 1,00 _ - 1.00 - - _ Eminy' 1,04 mi 1.1 ion - 1.00 .. - - I.OG- - 3 CRITICAL LOAD COMBINATIONS. •' 00 7 shear LC 02 = Dr LT, v = 1349. v design 12J4 lbs Sending t•i; L,: 132 • F)4 Lr, V,, .- 6434 lbs -ft Deflection: LC 113 - D1.75(Lr>.42W) :1 ival !•C 113 - Dr.75(Lr•.42W) :total) n =doad L - show p•.totnn r=impaCt Lr -roof live Lc=concentrated E=earthquake All LU's arelisted in cite Analysis output Load combinations: ASC': 7-10 / lBC 2017. CALCULATIONS: Deflectio::: El = 2.31e06 Lb-in2/ply "Live" deflection - Deflection from all non -dead loads Clive, wind, snow...? Total Deflection = 0.50113ead Load Deflection) + Live Load Deflection. Design Notes: - ----_ I. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Speciricalion (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 idtached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one mfmufacturer 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: Jofsls,.wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural D esign 1,D''WoodWorks 0 Sep. 8.2016 08:20 w 86 Design Check Calculation Sheet WoodWorks Sizer 10.1 , Loads: Load Ana1 sis Value v - 33 fb = 1032 Desdc�n t'a!ue Anal•si.s/Desi n Fv' = 2T2 rv. F'v' 0.1 Fb' - 1076 fb/Fb' 0..96 Dead Defl'n 0.18 - <L/999 1.00 2 Live Def!'n 0.25 - !./760 Type 10istributict, Total Defl'n Pat-- Location iftl Magnitude Unit. Loa 1 Oead Pornl:. tern- S' -rt End ,-StBr-C. End D=dead L -live S=snow W:'w.1nd i -impact Lr -roof live IX -concentrated All LC's are listed L'oad2 Yli.nd Cd(: Point Load combinations: ASCII 7-l0 / ISC 2012 •':;.8i00P. 'l!S8 CALCULATIONS: !bs Load3 Se l.f-weLla Roof constr. Dead Point snow G7.58 1440( 5440 �i4 lbs lbs Ful.t I;DL ♦°i it Maximum Reactions (lbs) and Bearing Lengths (in) Timber -soft, D.Fir-L, No.2, 6x12 (5.1/2"x11.1/4") Supports: All - Tlmber-soft Beam. D.Fir-L No.2 Total length: 15'•8.0'; Lateral support: top= al supports, bottom= at supports: Analysis vs. Allowable Strpcc Man ,a.,.t n„ct +: „_. Criterion Shear Oendtngl.j Ana1 sis Value v - 33 fb = 1032 Desdc�n t'a!ue Anal•si.s/Desi n Fv' = 2T2 rv. F'v' 0.1 Fb' - 1076 fb/Fb' 0..96 Dead Defl'n 0.18 - <L/999 1.00 2 Live Def!'n 0.25 - !./760 0.S2 = L%360 C.47 Total Defl'n 0.52.-, L/35'7 0. ,8 = L/24o 0.67 Additional Data: I FACTORS: F/ElpsilCD CAI Ct CL CF Cfu Cr Cfrt FV Ci Cn LC 11 170 1.25 3.00 1.00 1.00 Fb'+ 875 1.25 1.00 1.00 0..984 1.000 1 00 1.00 1.00 3.00 2 1.00 Fcp' 625 - 1.00 1.00 - 1.00 2 - - - 1.00 E' 1.3 million 1.00 1.00 - 1.00 - - - t.00 Ervin' 0.47 m111 ion 1.00 1.06 - I..00 - 3 - - - 1.00 CRITICAL LOAD COMBINATIONS: 1.00. - 3 " Shear : LC 82 - D•Lr, V = 1370, V design 1363 Its Sending(+): LC 62 = D.Lr, M - 9973 lbs -Et Deflection: LC i13 - 1'1,75(Lr+.42W) (live) I,C It 3. - [i'.75(Lr..42W (total; D=dead L -live S=snow W:'w.1nd i -impact Lr -roof live IX -concentrated All LC's are listed E=earthquake, In the Analysis ojtpdt Load combinations: ASCII 7-l0 / ISC 2012 CALCULATIONS: Deflectlon: EI 0,181:06 Ib- n2 "Live" de'lect!on m De:[lec[ion from all .on -dead loads (Live, wind, Total Deflection snow .,y01t1etd Load Defter:rio:U Live Load Def!ectic.^., ...} Design Notes: - -- ------ 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design SPOcificalmn (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 VV00l(1Wor1<s0' SummitStructural Design Sep. 8, 2016 08:22 v/ 137 Design Check Calculation Sheet -� Loads: WoodWorks Sizer 10.1 troad Type Uistr.lbution Pal'•• hocatibr. (Ptl Maynitude Unit LoadI r tezil Start End Start , .End Jead - Fu 1!rea 14.00 s7.0 1• pSt Load?. :•7ind C'i:C cull hree Load3 Hoot ;:enstr. .ull Area 20.00 i7..psP LOati4 Dead Full Area 20. GG hJ-,002• psf Self -weight Dead Full UDL 10.00(.11.r,0)- psi "Tributary (J;dc.: !rt"_ fti 10.0 rlf Maximum Reactions (Ibs) and Bearing Lengths (in) : --- --- Un Factored: - � _ ----- ._..__-'---'-�._-�o.•; 1.. Dead 216v -- -- Wird 1343 Roof Live 2343 _ Factored: Total 3777 - 1 4 Bear inq: _ --- •-- -•• I.eny th 1.07 I4in req'd 1.07•: --- '-- -- "Minimum bearing length governed by the required width of the supporting momber. .L7.. LVL I1 -ply, 2.0E, 3100Fb, 1-3/4"x11-7/8", 3 -ply (6-1/4"x11.7/8") Supports: All - Timber -soft Seem, D.Fir-L N0.2 Total length, 19.2.1" Lateral support: top= 24 bottom= at supports; lin) Repetitive factor: applied where permitted (refer to online holp): Analysis vs, Allowable: Stress (psi) and Deflection (in) using NDS 2012' Cr. LC0. 2 3 )=dead L -live S-snot.•t9:•eil.nd I=impact Lr -roof live LC -concentrated F.=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IOC 2012 CALCULATIONS: 'Deflection: EI 4e3e06 Lb-int/ply "Live" deflection - Deflection from all non -dead loads (live, .rind, snot+...) 1'otat Deflection 0. 511(pead load Deflection? + Live Load Deflection. 'Criterion Anal ais Value Des!gn Value Anal sis/Design Shear Fv' eud:n91.J :b !62i Dead Defi'n 9.46 .: L/49- Fb 4U1?) fb/Fb' � 0.4G i.ive Def1'n C.3C :• L/753 0.64 m L/3oC 'rota` tee P!'It U. S} : L/42F J. 95 6.48--- !./2411 r/. Jf Additional Data: fACTOi<S: F'/Elusi:Ca r: CC <':L I:V Fv' 2dS 1.25 i:[t: Cr Cfrf C.t i.. G C Fb'• ?: rr i, ..25 - .'0 U. ?5.6 Ian I .00 102 Eminy' !.04 mill: on(.Cn .. 1..00!.00 _ CRITICAL LOAD COMBINATIONS: Shear LC I!2 CI -Lr, V 3493; V dossyn •= 3115 lbs Sending(-) : LC 02DtLr, N = 16670 lbs -ft 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 Do::ign Supplement. 2. Please verify that the defoult dofloction limits We eppropriato for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Comrosito Lumber): the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer. 5. Size factors vary from one mznufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs• and mulli-ply members are not rated for fire endurance. LC 63 4 Dr.75(Lr..42Sa1 ;live) - LC N3 Dt.75(Lr..421•J} ;total] 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 Do::ign Supplement. 2. Please verify that the defoult dofloction limits We eppropriato for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Comrosito Lumber): the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer. 5. Size factors vary from one mznufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs• and mulli-ply members are not rated for fire endurance. t COMPANY PROJECT ASummit Structural Design ood" /' 'ori s May 26, 2016 70:59 W SOF71VA11r FOR n'0°n nrS)°A• 138 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Par Location [ft) Magnitude torr. Start End Star[ End Load?. Uead 761nc 6%r 4461 1.oad2 Wind r&C Poinc 6.06 '640 ]1b Load) Roof constr. Point L;08 640 Self -weight flead Full l'OL� 7 7 Maximum Reactions (lbs) and Bearing Lungths (in) : -"- - -- - 17.2 - -- - - ---y i Dead 210 ----•-- - " Wind 320 Roof l..tve 320 Factored: 32!1 _ Tota! 6.54 -- _ 32v" Dear i ng :-._-.'-._ Length i.0^' _ 654 Kin reo'd l.00• �--_-.--..- 'Minimum bearing length selling used: 1"for end supportti 1.D0' -,l , 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: 112'.2.0": Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in).usmg Nos 2012: - Criterion Aaal SSS Value Design Value Anal sis/Des.ftl•. 9near V 2'r FV' = 225 v F'v' _ ,17, Dendinq tt) fb '- 024 Fb' - !3l0 fb/Fb' - 0:63 ' Dead Defl'n 0.09 a <L/999 Live Defl'n 0.12,= <L/999 0.40 - L/360 0.29 Total Def.l'n 0.25 m L/585 0.60 L!240 __0.41 Additional Data: FACTORS: F/Flpsi)CD CM Ct CL CF Cfu Cr Gfrt CS Cn LCN Fv' 180 1.25 1,00 '1.00 1,00- .1.00 1.00 2• Fo'- 900 1.25 1.00 .1.00 6.970 1.200 1 00 100 1.Do 1.00 Fcp' 625 - 2 - 1.00 1.00 - _ E. 1.6 million 1.00 1.00 .. - 1..00 1.00 - - _ r=mir0.58 !at llion 1.00 1.00_ 1.00 1..00 - 31.00 _ _ CRITICAL LOAD COMBINATIONS: I . Do 1.00 3 Shea: : LC 02 - D+Lr, V - 585, V design •' 5D5 lbs Bondingi-): LC 112 - D,Lr, M .• 3427 lbs -ft. Deflertior,: Lr 0 - D' ;5;[:r,.42al •liver . LC !13 _ D••15;1,r-.42. a:! -total) D -dead L=Live S - snow Wuwi:id ;•,irlpact i,r.=ronr live ;X=Concentrated F,=eatthqua':e , LC's are listed in the. Analy's:s nlatput Load combinaciolls: ASCE 7-10 / IDC 2017 CALCULATIONS: Deflection: F1 369e06 lb -Int. "Live" def ieczion �• De::lect.ion from all non -dead loads !.live, wind, snow...) Total Deflection = 1..50iDead 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 (NOS 2012), and NDS Design Supplement 2. Please verily that the default deflection limits are Approprisde for your application. 3. Sawn lumber bending mOmbers shall belaterally Eupporled according to (he provisions 61 NDS Clause 4.4.1. n COMPANY PROJECT -- - �I1 m '� ®�� �� Summit Structural Design �9A1!{,'�,iegV// ®� � I � n May 28: 2016 11:00 SOFTWARE EOR MOOD. Df pc,, 89 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 Maximurn Reactions (lbs) and Bearing Lengths (in) : -" ----' Dead Wind W60 , 70 Roaf Lave !160 !6:: Factored: iiEO Tota; 2262 - Searing: ------ Lrngth :,Ott• Minimum bearing length sellalg used. - 1 - for end support;- l . 00 Timber -soft, D.Fir-L, No.2, 6x10 (5-112''x9.1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: V-8.0"; Lateral support: lop= al supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection lin) -- Load Type Dead Defl'n 0.01 - c1,/999 !,ive Def!'n U.10 <L/999 0.32 := t,/36o U.32 Distribution Pat- Location (ft) I•tagnitude Unit Load! Uead Fu I,rea- terra Start End Start _...End _ wad2 wird <cc null Area 1;.00(12.001' psf Load: Roof constr. Fu1.1 P.rea 20.00f12.00),- psf <<"0. U0(12. UU Se!f.-w'eicht Dead Full UU1, 1 psf 'Trbutary 'Idt: Ift'. --- 12.1 n!f Maximurn Reactions (lbs) and Bearing Lengths (in) : -" ----' Dead Wind W60 , 70 Roaf Lave !160 !6:: Factored: iiEO Tota; 2262 - Searing: ------ Lrngth :,Ott• Minimum bearing length sellalg used. - 1 - for end support;- l . 00 Timber -soft, D.Fir-L, No.2, 6x10 (5-112''x9.1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: V-8.0"; Lateral support: lop= al supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection lin) -- Additional Data: - -- FAC'ORS: FIF:Ipsl)CD C14 Ct Cl. CF Cfu Cr Cfrt Ci Cr, LCII Fv170 !.25 1.00 1.00 - - ^0 1.00 1.00 1.00 2 '+ 875 1.25 1.00 1.00 ..000 1.000 1.00 100 !.00 1.00 2 Fcp' 625 - 1.00 1.00 - 1.00 1.00 E. 1.3 mill Lon 1.00 1.0o - - CRITICAL LOAD COMBINATIONS: - - - 1.00 1 .00 3 Shear : -I:C 92 > D;Lr, V = 2013, V design •• 1672 lbs Bending(+): LC 02 = de -Lr., 14 - 4823 lbs -ft Deflection: LC 113 - D..75(1,r+.42.11) (live) LC N3 - D1.75(Lr+.42%') (total) 0 -dead L=live !;=sno•,r 11�-wirld 1=impact Lr -roof live Lc -concentrated E=earthquake All Lr's are 1Lsted in the Analysis output Load combinations: ASC.": 7-10 / 18C 2012 CALCULATIONS: Deficct W'!: EI 4i2e06 Ib -int. "Live" deflection . Deflection from all nor: -dead !oasis (live, wind, snow...} TOtai Defleccion 1.57iDead Load Deflection) . :.Ivo Load Deflection. Design Notes: - -- _-. 1. WoodWorks analysis and design are in accordance YAM 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 membors shall be laterally ::upponed according to the provisions of NDS Clause 4.4.1. Critertnn - Ana:is Value Desi«�_taiue Ana! s1s/Desi n Shebr CV 49 Fv' .� 212 Bendin3(.) fb = 738 Fb' to -!4 fb/Fb' 0.ti1 Dead Defl'n 0.01 - c1,/999 !,ive Def!'n U.10 <L/999 0.32 := t,/36o U.32 local Def!'n 3.21 L/5.13 0.48 u 1.!240 0.4•i Additional Data: - -- FAC'ORS: FIF:Ipsl)CD C14 Ct Cl. CF Cfu Cr Cfrt Ci Cr, LCII Fv170 !.25 1.00 1.00 - - ^0 1.00 1.00 1.00 2 '+ 875 1.25 1.00 1.00 ..000 1.000 1.00 100 !.00 1.00 2 Fcp' 625 - 1.00 1.00 - 1.00 1.00 E. 1.3 mill Lon 1.00 1.0o - - CRITICAL LOAD COMBINATIONS: - - - 1.00 1 .00 3 Shear : -I:C 92 > D;Lr, V = 2013, V design •• 1672 lbs Bending(+): LC 02 = de -Lr., 14 - 4823 lbs -ft Deflection: LC 113 - D..75(1,r+.42.11) (live) LC N3 - D1.75(Lr+.42%') (total) 0 -dead L=live !;=sno•,r 11�-wirld 1=impact Lr -roof live Lc -concentrated E=earthquake All Lr's are 1Lsted in the Analysis output Load combinations: ASC.": 7-10 / 18C 2012 CALCULATIONS: Deficct W'!: EI 4i2e06 Ib -int. "Live" deflection . Deflection from all nor: -dead !oasis (live, wind, snow...} TOtai Defleccion 1.57iDead Load Deflection) . :.Ivo Load Deflection. Design Notes: - -- _-. 1. WoodWorks analysis and design are in accordance YAM 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 membors shall be laterally ::upponed according to the provisions of NDS Clause 4.4.1. COMPANY PROJECTWood'Works Summit Structural Design Jt May 28, 2016 11:03 tWI810 Design Check Calculation Sheet WoodWorks.Sizer 10.1 Loads; Maximum Reactions (lbs) and Bearing Lengths (in) ; ----- Unfactored: _ 13'-7" Dead 436 �- hoof Live S^( 404 Factored: .- y4 Tota! 1044 - -- .. Searing: .- - --_ 1:',2U Length 1.00• --------_ Mtn re 'd 1.00' 'Minimum bearing length setting used: 1" for and supports - - ! • Op' Timber -soft, D.Fir-L, N0.2, 6x10 (5.1/2"x9-1/4") Supports: All - Timber -soft Boom; D.Fir-L No.2 Total length: 13'-8.0"; Lateral support: top= at supports; bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection finl -., unc in,i Criterion _ Shear Bendingt+) Load value Anal ss/DesSgn`V - F`r' �. 2r2 t`1 FUi0.!3 Fb' J'.9'1 fb/Fb' - 0.65 Dead Def l'n 0.15 • eL/999 Live 1)afl'n 0.20 - L/600 0.45 . 1,/360 0.45 Type Uistr:. but ion Pat- Location [ft) Magnitude Unit Loa 1 Dead _ tern Start End Start End Load2 Wind ;:6C Point Point 6.75.100 6.75 1000 lbs LDad3 Roof ::onstr. Point 6.751000 lbs lbs Self -weight Dead Full UDL 12.1 if Maximum Reactions (lbs) and Bearing Lengths (in) ; ----- Unfactored: _ 13'-7" Dead 436 �- hoof Live S^( 404 Factored: .- y4 Tota! 1044 - -- .. Searing: .- - --_ 1:',2U Length 1.00• --------_ Mtn re 'd 1.00' 'Minimum bearing length setting used: 1" for and supports - - ! • Op' Timber -soft, D.Fir-L, N0.2, 6x10 (5.1/2"x9-1/4") Supports: All - Timber -soft Boom; D.Fir-L No.2 Total length: 13'-8.0"; Lateral support: top= at supports; bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection finl -., unc in,i Criterion _ Shear Bendingt+) Fnal !:is valueDesdgn d= 2 f.!1 > 926 value Anal ss/DesSgn`V - F`r' �. 2r2 t`1 FUi0.!3 Fb' J'.9'1 fb/Fb' - 0.65 Dead Def l'n 0.15 • eL/999 Live 1)afl'n 0.20 - L/600 0.45 . 1,/360 0.45 Total Defl'n 0.43.1' L/375 0.68 - 1./240 0.69 Additional Data: - FF.CTORS: F/E(ps.)CD CM Cc CL CF Cfu cr Cfrt Ci Cn LCO Fv' 170 .1.25 1.00 1.00 - 1.00 i.00 1.00 2 Eq'� 87.5 1.25 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 2 -p' 675 - 1.00 1.00 - - - - 1.00 1.00 E' 1.3 mill ton 1.00 1.00 - - - - 1.00 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC It: L',.Lr, v = 942, v desa.gn 933 lbs Bending(+): LC (i/. U+Lr, N - 6051 lbs -ft Deflection: LC• 63 b1.75(Lr-.42W) (live) LC 113 W.75(Lr.,4214) (tota.)l D-deAd L -live S=snow if -wind i.'i1npact Lr -roof live Lc -concentrated F.=earthquake Al! W's are !.islati in the Analysis output Load co:nbin.ations: ASCE, 7-10 / IBC 2012 CALCULATIONS: Defleetlonl El = 472c06 lb -int "Live" deflection Deflection from all non -dead loads (live, wind, snow...) T061 Deflection 1.SD(Dead Load Deflection) + Live Load Deflection. Design Notes: - 1. WoodWorks analysis and design are in accordance vAth 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. Sewn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. S�o COMPANY PROJECT Summit Slntclural Design 1+ Vo Sep. 6.2016 08:35 I¢IWorI<sswenn nesrr.:v all Design Check Calculation Sheet Loads: W00dW0As Sher 10.1 Land TYPO Oi at r fbu [: on ,r c: 1 tv[n i'o utt -- Lo: of len 1:'t( End t.l M.tllnitudo State no Unit Load1 peed Load2 Wind D4C DOlnt 0.14 1 5 1500, s lbs l,oatl3 Lond4 Roof concoct. Point /6.14 1500 lba LoedS bundPo:nc 5975 1ba 11. 1i 1288 ba j..(16 ;Pitot CAC Roof Point 1.1:14 1840 lbs Load? const:. Doad Point 14.14 1840 lbs L Wind CAC Poinc Point .13.14 756 lbs adO Lod9 Roof eons.". Point 13.14. 13.14 1080 il» Load]0 ucrao Acca ]000 lbs 9cif-welaht Dead Full v.1 vU1 10.00(17..5016 .2 psf 'Tr 1SH; ry Witll {; ci -- 1,7. lE Maximum Reactions (Ib:;) and Bearing Lengths (In) ; -- --- 20'.3.5- ant 0'•3.5'unl-' - -- --- - Ucad 3)76 - .__• Wind 1593 Roof Live1483 $CQ6 Fnccnrod: _ Totn1 2c�. Length E.64 GG21 :lin [ r'd 1.64•• � �- .69 "Min mum Duennp IOngtn povem.0 Uy lhrre0utre wrdm OI me sup!mniiq memUor. - _. ! . yy LVL n -ply, 2.OE, 310OFb, 1.3/4"x14", 3 -ply (5.1/4"x14") Supports: NI - Timber -50A Berm. D.Fir•L N0.2 t a I lenglh: 201•3.5'; Lalcral support: lop= at suppons. bottom= at sup Tootal Repetitive factor. applied wn0re pormilled (rotor to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Cricardo: 9 vac Send'",'!" ad Ue 11 'n Melva` !s Valus [v o ••. 1'b 2406 0.61 1.1394 DeslOne Ynluc Anal. is/Ueslon yG, - .3 " 3665 (U/Fb• O. G7 Lr vo Defl•n Total Dofl'n_ 0.47 0.78 I,r513 • L.r 311 0.47 1.01 L/360 L/240 0.70 0.77 Additional Data; FACTORS: F/Z(pe I; CD Cn: Ct CL Cr eft Cr Cfrt FD' 205 1.25 ci co LCri ' 3!n0 1.25 - 1.00 0.909 0,96 '150 1.00 1.,00 - l.0< 'IUO 2 P. - - 7.00 2.0 m1.1 Ltor• ;.OU _ ._ 1.00 - 2 lro:ny' 1-04 -111 iar. - 1.00 3 CRITICAL LOAD COMBINATIONS: an Onr r LC a2 D -L[, V •: 6119. V dus:.gn •. 5975 1ba 0nndingl+!: I& N2. D•L[, M o 35274 len-1c Ucf!rccion: LC 03 D*. 751 Lri.42W1 il': vel LC O3 ap-,75,Lr-,4214! nota:: U•AenA L •'•snow :++wine' 1=::nn..tet I.c ••toot l;v. _. .u: _raend F.+v.,r t:;n:,"t;,. 'On•a :on:n tnetilonn: ASr:'r,-IO .•' IBC 2012 CALCUTATIONS'. Dv l'/.cOctun: F.1 6n00( li• n21p!y - "Live" dniisct:Def tact luu Erom n1l non-clvnd 'rots! ]mc+s {two, wt U0:'l naion 0.501 Vac, I_to Dof.lection! - l.:ve nd. unow...7 1-10 Uv!lacn nn. Design Notes: I. W000Works analysis and design 1u0 to accordance wish mu ICC Internaliona+ BUilding Code (IBC 2012), the National Design SpOcificatlon (NOS 2012), and NDS Design Supplement, 2. Please verity that Ih0 default Woolen limits are appropriate for your applicalic n. 3. System fb0lor KH may not apply to fled -assembled multi•p:y beams. A. SCL-BEAMS (Stfuvary from Composite L car top: Ice attached SCL selection Is for preliminary design only. For li%member design conlau your local SCL manufacturer. $. Sita IaUors vary tram ono miu,ufaclurer to another for SCI. matodal:. They can be changed In the database adilor. 6. BUILT-UP SCL-BEAN..S: conlaol mmnalavurer for connection demlls r4len loads are not npplioU equally to all plys. 1. FIRE RATING: Jolsls, wall studs, and multi ply members oto not rated for fire endurance. COMPANY PROJECT Summit Structural Design G.Woold"Works" Sep. 8, 2016.08:47 SOrrWARr FOR WOOD DE3'rG:V 812 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Anal isvalue 71 fb - 1538 Desi •alae Fr' - FW " 3560 Ana i•si s/Desi n ,v Fv' m ?3.20 fb/Fh' Dead Defl•n 0.38 = i,/779 C.43 Live Def -)'n Type Distribution Pat•- Location (ft) Magnitude Un!L 0.60 Death-� tern Start End Start End I.oad2 i9ind CSC Fu 1 Area Full ;lrea 14.00 (9.50)' Ps Load3 Roof conscr. Full ilrea 20.00 19.50)' psf Self -wet itc Dead Full UDI, 20.00 (9,501' psf 'Tributary Width (ft) 21.2 if Maximum Reactions (lbs) and Bearing Lengths (in) : unfactoree: Dead 1749 Mind 2157 Roof Live 2357 Factored; Total 4338 Bearing; - Length ,1,23 M,n req'd 1.23'+ 22•-8.5" member. I.VL n -ply, 2.0E, 3100Fb, 1-3/4"x14", 3 -ply (5-1/4"x14") Supports: All -Timber-soft Beam, D.Fir-L No.2 Total length: 22'-8.5": Lateral support: top= at supports, bottom= at supports; Repetitive factor: applied where peimilted (refer to online help). Analysis vs. Allowable Stress (psi) and Deflertlon fins Cri.cerim: Shear:. bending J,) Anal isvalue 71 fb - 1538 Desi •alae Fr' - FW " 3560 Ana i•si s/Desi n ,v Fv' m ?3.20 fb/Fh' Dead Defl•n 0.38 = i,/779 C.43 Live Def -)'n 0.49 „ L/548 0.:5 - L/360 0.66 Total Def!'n 0.68 a L/396 1.13 = !./240 0.60 Additional Data: FACTORS: F/S:(Psi.)CD CM Ct CL Cv Cfu Cr Cfrt C1 Cn Fv' 285 1.225 - i.00_ - '1..00 - 1.00 Fb'+ 3100 1..25 - 1.00 0,803 0 98 - 1.04 I.DO `-cp' 750 - ... 1 . oo - - - - ! . 00 - 2. 2.0 million - 1.00 - - - !.00 - Em:.ny" 1.04 mil li otr - 1.00 - _ _ _ 1.00 _ CRITICAL LOAD COMBINATIONS: Shear : LC 02 h -Lr, V - 3890, V design 34-11 lbs Bend ng(4)t LC 92 D+Lr, M = 21980 lbs -ft Deflection: LC B3 • D+.75(!.r+.42t1I (live) 1.0 03 n:,75lLr+.421.71 (total. -dead L=!ive S -snow W -wind I=impact Lr -roof live Lc=concentrated E-ea'rchqua7•.e All LC's are listed in the Analysis oitput Load combinations: ASCI: 7-10 / IBC 2012 ;ALCULATIONS: Deflection: ES 800006 lb-in2/ply "Live" deflection - De'lection from all non --dead loads (live, wind, snow...) Total. Def:.ecciwt 0.50(Dead Load Def.lectionl + Live Load Deflection. Design Notes: ---- - i. Woodworks analysis and design are in accordance with Im ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012)• and NDS Design Supplement. 2. Please verity that the default deflection limits are 9ppropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the .attached SCL -election is for preliminary design only. For final member design contact your local SCL manufacturer. 5. Size factors vary from one manufacturer to anolhor for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys 7. FIRE RATING: Joists, wall studs, and multi -ply members ere not rated for fire endurance. 749 2157 215-1 43.38 23 151 1lp COMPANY PROJECT Summit Structural Design O'lWood"Works@ Sep. 8, 2016 08:50 torrh'A!tr r0R wood nrsrc:r B13 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads Load Anal Cfrt. CI Shear Bend.11 TYPe Distr%bution Pat- Locat.lon (ftl Magnitude Unit Load/ Dead - cern FU1. ltrea Start End Start End -f- Total Def! In-_ Load2 wind ::aC Full Area 24,00 6.0-0) • py, Load3 Roof =onstr. Full Area 20.00 (6.00)' PS Self -110!ght Dead Full UDL 7.0.00 {6.110)' Psf 'Tributary Width-( ci 12.0 ,lf Maximum Reactions (lbs) and Bearing Lengths (in) : -- -- ullfactored: - _ 1940 Dead 1556 ---- --- -- Wind!197 155ri Roof Live 1191 Factored: _- ,;o.;, Total 2993 - .__- - Bearing: _ Length 1.24 Min re 'd 1.24'•- , mum bearing length governed by (he required width of the sunnnrtinn mnmhu. LVL n' -ply, 2.OE, 3100FID, 1-3/4"x11-718", 2 -ply (3.1/2"x11-7/8") Supports: All - Timber -sort Beam, D.Fir-L No.2 Total length: 19%11.5" Lateral support: (op= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflec('ion rinl Criterion Anal Cfrt. CI Shear Bend.11 u -S Value EV e: 88 Pb " 2156 Deal 11 Value Anal 913/OC91gn FV 33G E'. E'v' _: 0,25 Ft. 2756 fb/F7:' Dead Defl':; a 0.56 L/426 :•. 0.70 Live Defl'n 0.46 L/520 O.E6 - L/360 0.69 Total Def! In-_ 0.74 •. L/323 0.99 =_/240 0.74 Additional Data: FACTORS: F/E(Ps iICD CM C Fv' CL CV Cfu Cr Cfrt. CI Cn LCN 285 1.25• 1.00 Fb'+ 3100 1.60 - 1.00 - - 0.555 1.00 - 1.00 1.00 - 1.00 2 FCP' 750 - 1.00 - !.00 _ 3 F.' 2.0 million - 1.00 _ _ _ - 1.00 - Eminy' 1.04 million - 1.00 - - - - 1.9D 3 CRITICAL LOAD COMBINATIONS: - - - 3 linear : LC. 62 = f.•Lr, V - 2739, V de:)ign = 2452 lbs L'endinq(-,: LC H3 --r.751Lr+.GW;, I: = 14')7g lbs -ft Deflection: LC 03 = C -•-750.r, .421.11 (live) LC 113 - C -. 75 (1, r., 42W) D=d e)i Ito;.a l.1 Geo(. 1. _.ve S=snow W) wind I=lmpact l:r=roci! live Lc=concent'rated E=earthquake All Ws are listed in the Analysis output Load combinations: ASCI: 1-10 / IAC 2022 CALCULATIONS: Deflection: Ei 488e06 !b-in2/olv "Live" deflection - De Ilett ion froma;.l S)on-dead loads ill.ve, wind, snow...) Total Deflection = 0.5;(Dead Load Deflection) +• hive 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. COMPANY PROJECT j` ®®®® Summit Structural Design t1WO O d Wo ,a ., Q May 28, 2016 11:26 sr)r7WARf FOR WOOD Or•SrdN. 814 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Wad (.Oddi Type i )fdd Distribution: rUl area Pat- Location Ift) Magnitude e'r�'• Start End Star[ Erd 1602 tlind -:6C Fu.11 i.rea (8.0 i`Load2 If wind Ror Live Roof .:Dnstr. Full Area 20.00 18.00)•Load3 Factored: Daad Full UDI, 20.00 18.001'Self-weight 'Tributary 1'1dt a ;ft} 12.0 Maximum Reactions (lbs) and Bearing Lengths (in) : 15'-8.6" Un_`ac tor.ed: _-- _ 15'•`/.3" Dead 1602 - wind Ror Live 1257 1257 cot Factored: r757 ?otal 3111 _--- _ 2257 Dearing: Length 1.26 1.26 3121 Min rev'd 1..26--, - "Minimum boilring length governed by the required width ofifie suonnni�n m.,,.,r.-. 1.28 2a LVL n -ply, 2.0E, 3100Fb, 1-3/4"x11.718", 2 -ply (3.1/2"x11.7/8") Supports: All - Timber -soft Beam, D.Fir•L No.2 Total length: 15'.8.6"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Analysis Value Desi gt_ Value Anal sis/Desi n Shear fv 9 Fv' o�G tv/Fy 0. Bending(+) fb - 1:759 F'b' = 3368 fb/Fb' 0.52 Dead Defl'n 0.28 L/671 Live Defl'n 0.23 �= L/804 0.52 - L.!360 0.45 Total Deft=n 0,37 1:/503 0.711_ 1_!240 0.48 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CV Cfu Cr Cfrt Ci' Cn LCII Fv' 275 1.25 - 1.00 Fb'• 3100 1.60 1.00 0.��7g - - ].. OU _ 1.00 2 Fcp' 750 1.00 - 1..00 1.00 - - 3 E. 2.0 mil.- - 1.00 •• - - - 1.00 - - '1on 1.00 •• - 1.003 Eminy' 1.04 iailllon 1.00 •• - - - 1.00 - CRITICAL LOAD COMBINATIONS: 3 Shear : LC 82 D+Lr, v - 2840, V design 2461 !ba Sending(.): LC 03 - D,.7511.r�..6'r!), M = 1'T.G57 lbs -ft Deflection: LC 113 01.75(Lr+,42:•7) :live! LC d3 - D-.75(Lr..42w) !total) D=dead L-llve S -snow t•1•wind 1=ilapact Lr -roof live Lc=concentrated E -earthquake All LC's are listed In the Analysis output Load combinations: ASCI' 7-10 / IBC 2012. CALCULATIONS: Deflection: E1 = 457eOG 1b-in2/ply "Live" deflection = De -'lection from all non -dead loads (live, wind, snow...) Tota! Deflection =• 0.50IDuad 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 Spocification (NDS 2012), and NDS Design Supplemerl. 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 mCh1Uf3e(urer to another for SCI. materials. They can be changed in the database editor. 5. BUILT-UP SCL•BEAN48: contz,cl manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall studs, end multiply members are not rated for fire endurance. �o COMPANY PROJECT - - V Summit Structural Design v00,ell wort., © May 28, 2016 11:30 so►WrTWAARE FOR WOOD orsrc:v 815 Design Check Calculation Sheet - WoodWorks Sizer 16.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) unfactored: -_-- 13-7" Dead 433 Wind 477 -tori Roof Live 471 91.3 Factored: ..- 923 Tutdi 1006 - ----- Bear:ing: Length 1.00' - --- •-- Min re 'd 1.00• 1.CC' Minimum bearing longlh selbng used.. 1" for end supaorls 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: 13'-8.0''; Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) ,and Deflection (in) using Nos 2012 • Additional Data: ---"--- FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC II Fv' 170 1.25 1.00 1.00 - - 1,00 .1.00 I.00 2 Fb'+ 875 1.25 1.00 1.00 0.987 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 1.0U - 3 Ervin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - CRITICAL LOAD COMBINATIONS: Shear : LC 112 - If+Lr, V = 1656, V design 1656 lbs Bendingi•): LC 112 - D -Lr, M - 7564 lbs -ft Deflection: LC 03 - [it (l,r,. 42W) (live) LC 03 - U+,75(Lr+.42W) (Coca 11 D=dead "live S=snnw W=wind T=impact Lr --roof live Lc -concentrated £=earthquake All IX 's are listed in the Analysis output Load combinations: ASCE '?-lo / 1BC 2012 CALCULATIONS: Daflec'_Ion: F-1 - 648e06 lb-in2- "Live" deflectior. Deflection from all nbn-dead loads (Live, vand, snow...) Total Deflection i.`.�O(Dead Load Deflection) +� Live Load Deflection. Design Notes: ---~- - 1. WoodWorks analysis and design are in accordance vtilh the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Dosign Supplement, 2. Please verify (hat the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shell be laterally supported according to the provisions of NDS Clause 4.4.1. Load Type Dis[r;but ion fat- Location ?ft! Magni Cure Unit __ tern Start End Sta:'t End Dt�' Poinc 9.0P 60 I ihs le Wind Wind CGC Point 9.00 1400 lbs Load3 Roof uonstr. Point 9.00 1400 lbs 5e1'f-waf hf Dead FIa J. IDL Criterion Shear Anal. sis Value fv'= Des:.c���alue Anal sis/Desigr fv Fv' � O.iJ Bendinryr+! fb = 782 Ft)' 1079 fb/Fb-' = 0,73 Dead DaPl'n 0.10 = <L/999 Live Def l.'n 0.i.4 � <L/999 0.45 = L./300 0.31 Total DeP1'n 0_29 =• L/554 O. G0 = L./240 0.43 14.7 elf Criterion Shear Anal. sis Value fv'= Des:.c���alue Anal sis/Desigr fv Fv' � O.iJ Bendinryr+! fb = 782 Ft)' 1079 fb/Fb-' = 0,73 Dead DaPl'n 0.10 = <L/999 Live Def l.'n 0.i.4 � <L/999 0.45 = L./300 0.31 Total DeP1'n 0_29 =• L/554 O. G0 = L./240 0.43 COMPANY PROJECT Wood'Works Summit Structural Design (D MaY 28. 2016 11:31 1,VB16 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distr:.bution Pat- Location Iftl Magnitude Unit Loadl Load2 Load3 Loa d4 Self -wet ht 'Tributary W.dtl Dea Roof consCr. {find ::SC Dead Dead ( ti- tr-rn Start End start End Fu 1 Brea .14.00 is. 0)- psf Full Area 20.00 (5.00)' psf Full Area 20.00 (5.00) • psf Full Area !8,00 15.UO)' psf full LIUL 8.00 if '- Maximum Reactions: (Itis) and Bearing Lengths (in) : Unfactored: Lead Wind 40S Root Live 408 Factored: Total 120.3 Bearing: Length I.00' 8.-2„ Timber -soft, D.Fir-L, No.2, 6x12 (5-112"x11.114") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length; 8'-2.0", Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowabl a Stracc fnsil and F;-% Criterion Shear Anal sls Va l.ue fv Design . Value renal sis/Desi n`v -2 T2 fv Fv � 0.10 Bondirgi+) fb 1085 fb/Fb' 0.21 Dead Dofl'n 0.02 =232b' Live Def l.'n 0.01 7 - L/3G0 0.04 Total Defl'n 0.04 0 - L/240 0,10 Additional Data: FACTORS: F/E(psl)cri CM Ct CL ;;F Cfu Cr Cfrt Ci Cn Fv' 170 1.25 1.00 1.00 1.00 1.00 1.00 Fb'4 875 1.25 1.00 1.00 0.992 1.000 1.r)0 1,00 1.00 1.00 FCO' 625 - i.Go 1.00 - - - - ' p0 1.00 - E' 1.3 m;.!llon 1.00 !.00 - - - - 1.00 1.00 F:min' 0.47 mi iii on I,00 1.00 - - - - 1.o9 - CRITICAL LOAD COMSINATIONS: Shear : LC 1)2 - DELI, V -.. !110, V design c 941 !La Bending(. I: LC 02 = DILr, M 2244 lbs -ft Deflection: LC 83 - D•1.75(Lrl.42Y1) (live) LC (13 = Dl.')5(Lr,.42Wi (total: D=dead L=live S=snow b ­wind l=impact Lr -roof Live Lc=concentrated E -earthquake All LC's are Its ted in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: F.i 8.18c0G lb-in2 "Live" deflection v De'leetion from aLl non --dead .loads (live, o:lnd, snow.,.) Total D2fleCti0:1 - '.50(Dead Load Deflectiol:) r Live Load Deflection. LC 11 2 2 3 3 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 Supolement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bantling members shall be laterally supported according to the provisions ofNDS Clause 4.4. 1. 40!; 408 Y\' m ` n �N1lYl �4/Bt '1 V0 �p d 1( /e o r k COMPANY Summit Structural Design May 26, 2016 17:33 PROJECT cO1MAIAARfrOR W(s0f) srGn Dead •- 817 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distr%butior, fat- Location (ft) Kagnittide Unit l,oaol Dead •- tern Start End Start End Fu] Brea Load2 Roof -::onstr. 14.U0(13.00)• psf Full Area 20.00(13.00)' psC Londa ttlnd ,'AC Full Area 20.00113.00)' psf Self -weight -Sri utary Wr Dead hh rft, Ful} UDL X2.0 ]f Maximum Reaction; (Ibs) and Bearing Lengths (in) : 14'•9.1" Unfactored: final value FACTORS: F/E;p51)CD Ch. CC CI. ... Cfu Cr Dead 1431 Fv' 285 1.25 - i.OG -- - - Design 1Yind 1919 Shear v Roof hive 1 9 1 a 35G i9'-8 factored: fb •= 1974 FW Total3735 - ----- - Bear i -ng: 373.3. Leng Ur 1.54 -- - 0.49 = min re. 'd 1.54'• Total. Defl.'n i.54'. "Minimum bearing length governed by the required vlidlti of the supporting member. - ----- 54•• (.VL n -ply, 2.OE, 3100Fb, 1.314"x11.7/8", 2 -ply (3-112"x11.7/8") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 14'-9.1"., Lateral support: top= at supports, bottom= at supports: Analysis vs, Allowable Stress (psi) and Deflection fin! n.:lnn rune gni,) Cri Lerion final value FACTORS: F/E;p51)CD Ch. CC CI. ... Cfu Cr Cf:c.Ci Cn. ;;is Fv' 285 1.25 - i.OG -- - - Design Value Anal sis/Desi qn Shear v l07 F•r' 35G tv Fv Bending(+1 fb •= 1974 FW 3536 .29 fb/Fb' - 0.56 Dead Defl'n 0.20 - L/857 Bending(-): LC s3 G�,75Ihr:.6F1}, I4 = 13535 lbs -ft Live. Defl.'n 0.29 - L/601 0.49 = 1./360 0.60 Total. Defl.'n 0.39-- 1./445 0.73 =_ 11/240 0..54 Additional Data: FACTORS: F/E;p51)CD Ch. CC CI. ... Cfu Cr Cf:c.Ci Cn. LC it Fv' 285 1.25 - i.OG -- - - - 1.00 'CO 2 3100 1.660 - 1.00 0.7122 i.00 - 1.00 1CO - - 3 Fcp, '150 - 1.00 - - - - 1.00 - - - =' 2.0 ni it ton - 1.00 - - - - 1.00 Emi ny' 1.04 million - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC ill. -,,-Lr, V - 3321, v design 2642 los Bending(-): LC s3 G�,75Ihr:.6F1}, I4 = 13535 lbs -ft Deflection: LC ))3 = L'+.75(Lr+.42W) (live.) LC fl3 = 1;�.75(Lr-.42ti) (cotal) D=dead L=live 5 -snow W -wind L=impact Lr -roof live Lc -concentrated E=earUlquake All LC's are listed in the Analysis output Load combinations: ASCI: "1-10 / 113C 2012 CALCULATIONS: Detleccion: El - 488e06 lir in2/ply "Live" deflection Deflection from all non -dead Loads ilive, wend, Total Deflection 0.1-0(Dead Load Deflection) I Live Load Deflection. Design Notes: - - - - 1, Wood Works analysis and Wsign are in accordance with the ICC International Building Code (I8C 2012), the National Design Specification (NDS 2012), and NDS Onsign Supplement. 2. Please verity that the default deflection limits are appropriate for your application, 3. SCL-BEAMS (Structural Composite Lumber): lhe,atlachad 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: conlau 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 n I®A Summit Structural Design CD ,1WO O ,��! 11 dN� �` o r ix� ^ n May 28, 2016 11:36 Sr�r71VAARrFOR M000 r1FflG`.V 818 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Load/ Load2 7yoe , Dea Wind &C rconstr. Distri.buClon Par- Location (ft) Maynicudc unit ten: Start End Start End Po nt 2.2 1931 lis Load3 Roof Point 2.25 1918 lbs Point 2.25 60ad4 Dead 1918 1bs Point 12".75 1032 1 bs Loads LOd6 Wind CBC Point 12.75 760 165 Self-weiaht Roof constr. Ucad point 12.75 760 lbs 915 915 To,4025 Full URL_ 12.0 IpLf Maximum Reactions (lbs) and Bearing Lengths (in) LVL n -ply, 2.OE, 3100Fb, 1-3/4"x11-7/8", 2 -ply (3-1/2"x11.7/8") Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length: 15'-2.7" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowablit Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal is value Oerigr` value Analysis/Design Spear v 32 N' - 35- lv Fv = 0.31 Bending(-) fb 164 tb' � 33:17 fb/Fb' = 0.37 Dead Derl'n 0.113 <L/999 Live Defi'n 0.!6 „ :L/999 0.5) = L.360 = Tota; DeK 'n 0.25 L/7.33 0•-.5 r 0.31 � L; 24� 0.73 Additional Data: = 15'2.7" -- - -------_..---� Cfrt C.3 Cn LC it U7Dlead 1.00 - 1.00 i.00 - 190917631235 Fcp' 750 - - 1.60 - •• - - E' - 1.00 - - 2 1763 1.00 Factored: - 915 915 To,4025 g Searing: _ -"- -- - Length l.. 66 2.333 Kin re 'd 1.66•' _ __ _ _ 'Minimum bearing length seti:ngused: 1" for and suppo I.Or,- rts "Minimum boaring length gcverned by the - �- required width of the supporting member. LVL n -ply, 2.OE, 3100Fb, 1-3/4"x11-7/8", 2 -ply (3-1/2"x11.7/8") Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length: 15'-2.7" Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowablit Stress (psi) and Deflection (in) using NDS 2012: Criterion Anal is value Oerigr` value Analysis/Design Spear v 32 N' - 35- lv Fv = 0.31 Bending(-) fb 164 tb' � 33:17 fb/Fb' = 0.37 Dead Derl'n 0.113 <L/999 Live Defi'n 0.!6 „ :L/999 0.5) = L.360 = Tota; DeK 'n 0.25 L/7.33 0•-.5 r 0.31 � L; 24� 0.73 Additional Data: CTORS: FiE (psi)CD CM Cc C3, CV Cfu Cr FV' 265 Cfrt C.3 Cn LC it 1.25 - 1.00 - I'll 'r. 3100 1,25 - 1.00 0.814 1:00 - 1.00 1.00 - 1.00 i.00 - 2 Fcp' 750 - - 1.60 - •• - - E' - 1.00 - - 2 2.0 million - 1.00 •• - - - Eminy' 1.04 million - 1.00 - - 1.00 3 - - CRITICAL LOAD COMBINATIONS: 1.00 g Shear : LC '112 - DtLr, V - 3612, V design 3660 lbs Bending t-): LC 42 = D+Lr, M - 7980 lbs -ft Oefl.ectimn LC 83 = D,-751I,r- 42W) (live.) LC 43 a 0••.75(Lr+.4211) (total) D -dead L=live Sasuow W -,wind 1=impact 1,r -roof live IX -Concentrated Ali W's are listed in the Analysis output E=earthquake Load combinations: ASCI: 1-10 / IBC 2012 CALCULATIONS: Deflection.: EI 411%16 lb-int/ply "Live" deflection = Oeflec:tion from all nor. -dead loads (live, Total Deflection mind, spew...) - 0.50IDoad Load Deflection) r Live Load Deflectio, Design Notes: ----•• 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2.012)• the National Design Specification (NDS 2012), and NUS Design Supplement 2. Please verify that Ilia default deflection limits are appropriate (or 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 menufacturar to another for SCI. 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 sltols, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural Design CD 11woodworr sea ks ®R SOP. B. 2016 09:02 819 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads.. Maximurn Reactions (lbs) and Bearing Lengths (in) 16.2" Unfactored! Dead 1033 W Ind 560 Roof Live 560 3 Factored: 560 TOLOI 1105 J-1 (I �, Sea r I ny: Length 01) re 'd 1.00: 'Minimum bearing length Selling used-. I- for end supports LVL n -ply, 2.01E, 3100FIb, 1-3/4"xil.1/4", 2 -ply (3.1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16'.2.0": Lateral Support: top= 81 supports, bottom= at supports. [Analysis VS. Allowable Stress (psi) and Deflection (int Cris erion _AIL�L.'!'s Value 71 . Design Value Anal siS/DeSi(n 5mr Bending(.) v ;;,- Fv, - 355 fV Fv' - 0.20 fb 2457 Fb' = 34$7 Eb/Fb' = 0.70 Do ad DeflIn 0.51 L/376 Live DeflIn 0.39 L/498 0.54 - L/360 0.72 Total De'l ',I _ 0.64 L/299 0*80 L/240 0.80 Additional Data: FACTORS: F/E(psi)CD CN. C" CL Cv Cfu Cr Circ Ci Cn LCH F V, 285 1.25 i.00- - 1.00 1.00 2 Fb :1!00 1.25 1.00 0.869 i..04 .00 1.00 - Fcp' 750 - 2 E, 1.00 - - - 1.00 2.0 Mi I. I I on 1.00 - - Erni ny 1 1.04 million- .1.00 CRITICAL LOAD COMBINATIONS i.00 1.01) Shear : LC 02 = D+ Lr, V = 1590, V decd 9'. 1525 Ills Bending(.): IC IQ D'r, 11, - 10221 lbs -ft De'lLetior%: LC k3 D,.'75 fLr- .421.,1) "11 ve) LC t, D' . 7$ (Ly. 4;1 ,W D --dead L -live S -snow tl-wind T-ij,,pacu Lrnroof livc I-c-concenr rated E=earthqual:a All. LC's are IJ ted in the An alysis o' t' pu - Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: "Live" El 231e06 !b-.02/rily Live" deflection be�lection fron 611 nor; -dead toads ilive, w.jnd, Six Total Deflection = 0.511(Dead Load beflectionj , Live Load Deflect , c t j cn. [Design Notes: 1. Wood Works analysis and design are in accordance with [tie. ICC* International Building Code (18C 2012). the National Design Specification (NDS 2012), and NOS Design Supplement 2. Please verify that the default dOlIeCtion limits are appropriate for your application. 3. SCL-BEAMS (Structural ComPosile Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCIL manufacturer. 4. Size factors vary from one m(Mufacluter to another for SCI. 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 pjys. 6. FIRE RATING: Joists. well Studs, and multi-p)y members are not rated for fire endurance. Load Loa 1� '- 7, T._7 7. -yp--- Pat-- Location Ife) Magnitude unit tern Start End Start End act Fu -rr -1trea 10.00 4 -p-, Load2 ('1 Dead Point 8. Be Lo d3 784 ind lbs W ,:4C Point 8.08 Loacla 1120 lbs Roof zonstr. Point. 8.OS Self -weight 1120 lbs Dead Full LID�, 'Tributary Width 9.5 plf Maximurn Reactions (lbs) and Bearing Lengths (in) 16.2" Unfactored! Dead 1033 W Ind 560 Roof Live 560 3 Factored: 560 TOLOI 1105 J-1 (I �, Sea r I ny: Length 01) re 'd 1.00: 'Minimum bearing length Selling used-. I- for end supports LVL n -ply, 2.01E, 3100FIb, 1-3/4"xil.1/4", 2 -ply (3.1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16'.2.0": Lateral Support: top= 81 supports, bottom= at supports. [Analysis VS. Allowable Stress (psi) and Deflection (int Cris erion _AIL�L.'!'s Value 71 . Design Value Anal siS/DeSi(n 5mr Bending(.) v ;;,- Fv, - 355 fV Fv' - 0.20 fb 2457 Fb' = 34$7 Eb/Fb' = 0.70 Do ad DeflIn 0.51 L/376 Live DeflIn 0.39 L/498 0.54 - L/360 0.72 Total De'l ',I _ 0.64 L/299 0*80 L/240 0.80 Additional Data: FACTORS: F/E(psi)CD CN. C" CL Cv Cfu Cr Circ Ci Cn LCH F V, 285 1.25 i.00- - 1.00 1.00 2 Fb :1!00 1.25 1.00 0.869 i..04 .00 1.00 - Fcp' 750 - 2 E, 1.00 - - - 1.00 2.0 Mi I. I I on 1.00 - - Erni ny 1 1.04 million- .1.00 CRITICAL LOAD COMBINATIONS i.00 1.01) Shear : LC 02 = D+ Lr, V = 1590, V decd 9'. 1525 Ills Bending(.): IC IQ D'r, 11, - 10221 lbs -ft De'lLetior%: LC k3 D,.'75 fLr- .421.,1) "11 ve) LC t, D' . 7$ (Ly. 4;1 ,W D --dead L -live S -snow tl-wind T-ij,,pacu Lrnroof livc I-c-concenr rated E=earthqual:a All. LC's are IJ ted in the An alysis o' t' pu - Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: "Live" El 231e06 !b-.02/rily Live" deflection be�lection fron 611 nor; -dead toads ilive, w.jnd, Six Total Deflection = 0.511(Dead Load beflectionj , Live Load Deflect , c t j cn. [Design Notes: 1. Wood Works analysis and design are in accordance with [tie. ICC* International Building Code (18C 2012). the National Design Specification (NDS 2012), and NOS Design Supplement 2. Please verify that the default dOlIeCtion limits are appropriate for your application. 3. SCL-BEAMS (Structural ComPosile Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCIL manufacturer. 4. Size factors vary from one m(Mufacluter to another for SCI. 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 pjys. 6. FIRE RATING: Joists. well Studs, and multi-p)y members are not rated for fire endurance. "1 s COMPANY PROJECT /111 ® r Summit Structural Design Q'D 11 FgCf/l OOd�, %, orksn May 28, 201611:41 50177iV\n`IW FOR WOOD office' 820 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) Unfaccored: - 11•'7" Dead 2.50 Wind 304 752 Roof Live 304 296 Factored: .- 296 Tota 1. 623 -- _ Bea r1 ng: .- 606 Length 1.00' •----- Min re 1.00• l.00. -Minimum bearing length seising usod: 1" for end su 1 • De PPorls - Lumber -soft, D.F.ir-L, No.2, 4x10 (3-112"x9-1/4") - Supports: All - Timbor-sofl Beam, D.Fir-L No.2 Total length: 11'-8.0" Lateral support: top= as supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) us(mn NM In,7. Criterion Shear Oending(�) Load Type - Di sir i.but ion.Par;- .Location (ftl Wagn!tude Un!C Loacl Gerr Start 'end Start End Deal)- Pornt Lcad2 5.75 4 0 lbs Wind C6C Point 5.75 600 0.10 n <L/999 Load3 lis Roof ,:onstr. Point 5.75 600 lbs Tota1 Oefl'n self-wei.ohc Dead Full CD_ 7.7 Lf Maximum Reactions (lbs) and Bearing Lengths (in) Unfaccored: - 11•'7" Dead 2.50 Wind 304 752 Roof Live 304 296 Factored: .- 296 Tota 1. 623 -- _ Bea r1 ng: .- 606 Length 1.00' •----- Min re 1.00• l.00. -Minimum bearing length seising usod: 1" for end su 1 • De PPorls - Lumber -soft, D.F.ir-L, No.2, 4x10 (3-112"x9-1/4") - Supports: All - Timbor-sofl Beam, D.Fir-L No.2 Total length: 11'-8.0" Lateral support: top= as supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) us(mn NM In,7. Criterion Shear Oending(�) Anal ;is Value fv = 29--­F%,-t' fb 741 Design Value Anal sis/Dost n fv E'v' = 0.11 Fb' = 1312 fb/Fb' - 0.56 Dead Defl'n 0.07 <L/999 ' Live Defile 0.10 n <L/999 0.*39 = L/360 0.25 Tota1 Oefl'n 0.20 = L/678 0.58 = L/240 0.35 Additional Data: -- FACTORS: F/E(psl)CD CM Cc CL CE' Cfu Cr Cfrt Ci. Cn LCI) Fv' 180 1.25 1.00 1.001.00 1:00 1.00 2 Fb'+ 900 1.25 1.00 1..00 0.972 1.200 1 00 1.00 1.00 1.00 2 ccp' 625 - 1.00 1.00 - - - - 1,00 1.00 - - 1.6 million 1.00 1.00 - - - - i.00 1.00 - 3 Emin' 0.56 million -1.00 1.00 - - - - "1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear. : LC 92 = D.Lr, V - 562, V design = 556 Ws der•.dinq( ); LC lie = D>Lr, M - 3062 lbs -ft. Deflection: LC 03 - D«.'51Lr-.42W) (live) LC 03 - U4.75(Lr+ .4214) (totair D. dead L^.live Smsi,ow N=wi.nd 1=impact 4r -roof live Lc -concentrated E -earthquake Al) :,C's are listed if! the Analysts output Load combinations: ASC`.-- 7-10 / 18C 2012 CALCULATIONS: Defection: El 3d9e06 lb--02 "Live" deflection " Deflection frons all non -dead loads (I.ive, wind, soow...l Tota: Def.lerti.on '^ 1.=_V(C'eaci Load Deflect:!ou) :!ve Load DeflecCion. Design Notes: ---- 1. WoodWorks analysis arid dosign 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 supportod according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Wood'vVorl<s' Summit Structural Design CD May 28.2016 11:42 vrB21 Design Check. Calculation Sheet woodworks sizer 10.1 Loads: Load Type Distr!.butior. Pat- Location (ftj Magnitude Unit 1. d! Dead • F'u 1 1__ Cern. Start End Start .End 299 Load2 Wind c&C Full l;rea L/494 0.34 =_1•/240 415 20.00 (6.00)' psf Load3 Roof •:ons tr. Full F:rea Total 79- 20.00 (6.001• pst set r -ore! ht "!'rlhu"_ary :dirtrh Dead Full VDL !moi - 79'; 2.G nlf Maximum Reactions (lbs) and Bearing Lengths (in) : 6'-11" Un faccored: :1na1 :;Ls :v fb Value Ues:? n 9 Fv' - 1101 Fb' _ n -1u Dead 299 - cL/999 2 Wind 415 = L/996 0.23 m 299 Roof. Live 415 L/494 0.34 =_1•/240 415 Factored: -- __ Fie:lding:+): LC 02 = E: Lr. K 120C lbs -ft 4! 5 Total 79- -- Searina• 79'; Length !.00- .00'I.;in CALCULATIONS: I., inread 1.00- "Live" deflection a Deflection from all non -dead loads (live, wind, snow...) 1.00• 'Minimum bearing length setting used: 1" for end. supports _-- _ !.Do, Lumber -soft, iNo.2, 2x8 (1-112"x7-1/4") Supports: Alll - Timber -soft Beam. D.Fir•L No.2 Total length: 6'• 11.0'; Lateral support: lop=.full• bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (int -i.. mns,)n,q Cr;. to rion Shear Bend!ng!+) :1na1 :;Ls :v fb Value Ues:? n 9 Fv' - 1101 Fb' _ value Ana] sis/ 121 2- v Fv' 0.35 ? 50 fb/Pb' = 0.82 Dead Defl'n 0.06 - cL/999 2 Live Def.l'n 0.08 = L/996 0.23 m 1,/360 0.36 Tota] Defi'n 0.17.- L/494 0.34 =_1•/240 0.49 Additional Data: FACTORS: F'/F(psi)CD _M Ct CL CF Cfu Cr Cfrt Ci Cn LC0 FV' 180 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 to'+ 900 1..25 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 - 2 .Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 nillion 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0.58 pillion 1-.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - f.��hr, V 'loc., V design = 572 lbs Fie:lding:+): LC 02 = E: Lr. K 120C lbs -ft Deflection: Lc q3 'r5(Lr+ 42tai ;live) LC 01 !;.. 75(Lr+.42W) Ito t al.) D=dead 1.=1tve S -snow t, -wind !-impact Lr=roof live Lc -concentrated E=earthqua Y.e All LC's are Ilst:ed in the Analysis output Load Combinations: ASCE .1-10 / !BC 2012 CALCULATIONS: Deflection: El = 7Gu06 lb -int "Live" deflection a 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 Desilpl Supplemen(. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supporled acoording to the provisions of Nos Clause 4.4.1: `�1 Q�iI� 1 /A` J/ COMPANY PROJECT 1I��®®�{I1pr y Summit Structural Design Q ®r k s © May 28. 2016 11:45 8 s 7rnvnaa roa woOn nrsr" 822 Design Check Calculation Sheet Loads; WoodWorks Sizer 10.1 Load Loa 1 Load2 Type Ued II Ltd CaC ULstrlbution Pa L- Location (ft) Magnitude Unit tern Sart End Start EndFull brae 1.4.00 (3.501• psf Full Area Load3 Roof ronstr. 20.00, (3.501• psf Full Area .Load4 Dead 20.00 (3.50)- pst Full Area Load5 Dead 10.00 (5.00)• psf Point 4.00 Load6 LOad7 wind CSC 1200 Point lbs 4.00 1000 lbs Selz-wei0!1c Roof r-Onstr. Doad Point 4.QO 1000 lrys Full UDL 'Tr '-butary wide.;i [1 12 1= Maximum Reactions (lbs) and Bearing Lengths (in) : 8'•2" unfactored: read 127.9 wind 796 Roof Live 796 Factored: Total 2184 Bearing: - Length 1.00, Min rend t nn• Timber -soft, D.Fir-L, No,2, 6x10 (5.1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8'-2.0'; Lateral supper(: top= at supports, bottom= at supports; kS�h is �vs Allowable. Stress (psi) and Deflection (in) using NDS 2012: er Til-&lY-is value Desi Ar Value Anal sis/Uesir r. fv :• q Fv' _ LV/FV '.2S Sendi.nglp) f.b •• 956 I -u' 1094 fb/Fb' 0.87 Dead De,l'n 0.08 •• <L/999 Live Defl.'n 0.06 •• <L/999 0. 2'i = Li360 0.22 Totr,i Defl�n_ 0.18 •=L/548 0.40 = L/240 0.44 Additional Data: FACTORS: F/E(psi)CD C.4 Ct cl, C:F Cfu Cr Cfrt Ci C11LCfi Fv' 170 !.25 1.00 1.00 I.00 1.00 1.00 2 IZ'' 975 1.25 ..OU 1.00 1.(x00 1.000 1 00 1.00 1.00 1.00 2 Fcp' 62.5 - 1.00 1.00 - 1.00 1.00 E' 1.3 million 1.30 1.00 - - - - .1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear • LC 117. Drl,r, V - 2016, V design 1837 lbs Bendingi+): LC 82 D -Lr, M - 6249 lbs -ft Ceflec[icn: LC iia D*.75(Lr4,42w) (live) LC 03 U-.75(Lr-.4.2141 (Lotall D --dead L=.live S=sr•.ow w"wind 1 -impact Lr -roof live Lc -concentrated E -earthquake A11 LC's are listed In the Analysis output Load combinations: ASCI: 7-•10 / IBC 2012 CALCULATIONS: Deflection: El = 472e06 lb -int "Live" deflection - Deflection from all non -dead loads ilive, wind, snow...i Total Deflection = 1.50fDead Load Deflection) + Live Load Deflection. Design Notes: - --- i. WoodWorks analysis and devign 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 dellaction limits are appropriate for your application. 3. Sawn lumber bending members small be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT j► Summit Structural Design " 'w �y '( /� ^ORr k s I? Sep. 8, 2016 09:10 ®��llll sor.rIv�4Vi)' FOR "Oon Owren• B23 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type DistrxbutIor. Pat- Location Ertl Magnicude Unit _ tet•rStart End Start End I,oa Uea Potnt 0.(38 1260 s LoadG Wind •:&c Point 6,08 1800 ,lbs Loadl i1013f ,:-an3tr. Point 8.00 1800 lbs Sel t-wei ht Dead Full UDL 12.0 !f Maximum Reactions (lbs) and Bearing Lengths (in) Unfactoreci: Dead 715 Wind 606 RoofL_,ve 096 Fac toed: Total 7 Seariny: I.ery th 1.00' Min recti/ 1.00• LVL I7 -ply, 2.OE, 310OFb, 1-3/4"x11.7/8", 2 -ply (3.1/2"x11-718") Supports: All - Timbor-soft Beam, D.Fir-L No.2 Total length: 15'-11.0'; Lateral suppon: top= at supports, bottom= at supports; Analysis vs. Ailowahl. Stress fncit _ ..t n„6r.,...:__ Cri cerlon Anal Shear Sendin.y(-.) .!;is value Desiyn fv 59 Fv' fb - 2029 Fb' Value Anal sis/Desi n _ :156 fv Fv' 0.1'1 - 3331 fb/bb' - o.61 Dead Defl.'n 0.20 - L/942 Live Defl'n 0.28 - L/677 0.53 d. 7,/360 0 6.48 Total Defi'n 0.38 ^L/49e 0.'19 .53 ),,1240 Additional Data: --_. FACTORS: F/E(psilcD C14 Ct CL CV Cru Cr Fv' 7.85 i.25 - 1.00 - _ CErt CS Cn LC II Fb'+ 3100 1.60 - - _ 1.00 - I.00 2 1.06 `J_.5i1 ..0o - I.UO !.t)0 3' Fcp' 750 _ _ .i..00 - _ _ - 1..00 - 2.0 ml Ilion 1.00 - Eminy' 1.04 million - 1.00- 1.00 - - 3 CRITICAL LOAD COMBINATIONS; 1.00 - - 3' Shear LC 02 = D,Lr, V - 1631, V de:'•lgn 1637 lbs Send l no ;+): LC 03 D+,7511.r�.611), t4 = 13909 lbs -rt. Deflection: LC 113 D•.'15(Lr+.42W) ;live) LC 03 =- D'.75(Lr+,.12t:) ;total) D=load i.=i.l ve S=sne:+ ti•wind 1=; in !,r -roof live Lc=r_oncancraceo F..=earthquake All LC's are lister! .ir: :he Analysis ottt.puL �06d comhinationa: ASC: 7-10 / !Dc 2612 CALCULATIONS- De`.iectior.: 4i0e)(, lb-In2/p11 "Live" deflectio:: •• De{ lection from +tl! 110:1 -dead :cads '_ve, wind, snaw...i Total Deflect.u-:: _ ,.,5')iUnac! Load Deflect:to:;) • 1.1ve Load Deflection. Design Notes: --- -. 1. WoodWorks analysis find design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verily that the default deflection limits are appropriale 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 SCI- 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 Spmnll Structural Design WoOdWorks May 28.201611:51 B2a ,u3rncABFdoa u'oann�4rG,ti• Design Check Calculation Sheet Loads: WoodWofks Sizer IU,t Typo Di$trlbutlen ?.,t - Lccaclon Iftl Rngni Ludo Unic cep End 5tact Yntl r fWd T't dr:yu a[ '. uV 1 7 .D 1 9.4 •1 `oad'l. ::'lad C4c .rlany ldr C.00 14.75 0.0 140.0 plf 'oad3 Goof cone[ r. Tri anyulnr 0.00 11.75 0.0 140.0 if self -..•eight rend cell um 3 7 if Maximum Reactions (lbs) and Bearing Lengths (in) O G. unldctot11d: Dead 30! Hind351 Roof 1.!vu 35) ractoted: Tota] 72f eoaring: Length1:0o• A:!n rev'd 1.00• Analysis vs. Allowable Slresc fncn ..,Inn .; .. O LVL n -ply, 1.8E, 2400Fb, 1.3/4"x7.1/4", 1 -ply SUOPOns: All - Timber -soil Beam, D.Fir-L No.2 Total length: 16'-0.4-: Pilch: 4:2/12; Lateral support: lop= full. bottom- 38.17 (int 2012: C..tea on FA; alpd.a Value 711�1 Valu_ A 1 and DeairnBontl0l•) (b • 2.8'r32130.85 bead UefI.. D 73 < L!'1.5aLlve.De fl'n U,9a •� L11.97 Ll180 0.91 Tocnl eofl'n 1,32 Ll142!!!j L/120 a. a, 566 Ge? Additional Data: FACTORS: F/Elpnl)CD. Cr, Ct CL CV Cfu er Cfrt Cs Cn LCII Fv' 2e5 1.35 - ].00 - - - - l.00 1.U0 2 b'. 2<co . l.zs 1.04 l.oao 1.a7 I.00 l.oq z Fcp' 750 - !.00- E' "a rat hien 1.00 - .0 - .. 1, -ring' 0.93 Million - 1.00 - - 3 CRITICAL LOAD COA181NATIONS: - ':000 • UO Shear : LC 42 Or Lr, c 1176, V dot lqn 1064 Its 8.ndinyl,i: LC $2 .1. rDI • 7671 Iba-lc Ov flec•ef on; LC r3 Dr. 75i 1,(•.421, '121 vci Ll: q3 Di-75(i.r..42a1 icotblI A1, L•1lve 5=eoow 11"I"d 7.1 rrpaec 1 -roof Live Le•con-ritrated &cac:bqu, Al? LC' a ace liacod :r rhn Annl yn.n output rk�' Lord cunbinic;ons: ASCE 7-1: / iBC 2012 CALCULATIONS: De Ylecrlon: Yl • 100.06 lb -int "Llva" do ection - ae f.(eeiion from all non-doad loads: hive, •wind, Total De Cl oe:f on - 0.501Debd I -d Deflectlonl • L!va Load Defleetlan. 6caring: Allowable boorsng at cn .,;,I.ca 01c F'thcce leu.latod Pot oaeh Support ' as per nos 3.io.7 Design Notes: t. WdodWorks analysis slid design art) In accordance with Ilia ICC IntornationaLBuilding Code (IBC 2012), the Notional Design Specification (NDS 2012), and NOS Dusign Supplement. 2. Please Verify that Ilia defaulldelloalan limlls are 8pprop01010 for your epplicallun. 3. SCL•BEAMS. (SI(u0lural Composite Lumber): the attached SCL selection Is for preliminary design only. For linsl member design contact your 1001 SCL manufacturer. 4. Size factors vary from one manufacture( to another for SCL materials. They can be Changed h1 the database editor. 5. BUILT-UP SCL-BEAMS; contact Mil"VOCturef for eonnec110n details %vien loads aro not applied equally to all ply$. 6. SLOPED BEAMS: level bearing I$ r0auihld for nil sloped beams. 7. FIRE RATING: Joists, wail studs, and mrilll•ply members aro nor rated for faro endurance. 1 Lis t, TABLE 2308.10.2(2) CEILING ,JOIST SPANS FOR COMMON LUMBER SPECIES x. (Uninhabitable AttiCs With Limited Stnrarro 1 Iva 1 nor! _ 9n --A. t,.-.• I WOOL) (continued) ERNATIONAI_ BUILDING CODE® 495 '.: DEAD LOAD = 10 pounds per square tout ZZILING JOIST SPACING (inches) SPECIES AND GRADE 2 x 4 2 x 6 —T-2 x— 8 2 x 10 I �-�� Maxlmum ceiling joist spans (tt. - in.) 10-5 (ft. - In.) 16-4 (ft. - in,) 21-7 (1t. in.) T26.0 DouglasFir••Larch SS Douglas Fir -Larch #1 10-0 15-9 20-1 24-6 Douglas Fir. -Larch #2 9-10 14-10 18-9 22-11. Douglas Fir. -Larch -8#3 7 11-2 14-2 17.4 Hem -.Fir SS 9-10 15-6 20-5 26-0 Hem -Fir #1 9-8 15-2 19-7 23-11 ! Hem -Fir #2 9-2 14-5 18-6 22-7 12 H.em Fir #3 7-8 11-2 14-2 17-4 Southern Pine SS 10-3 l G-1 - 21-2 - 76-0 *' ,,: , Southern Pine #1 10-0 15-9 20-10 26.0 Southern Pine #2 9-10 15-620-1 23-11 #y ' Southern Pine #3 8-2 12-0 15-4 18-1 Spruce -Pine -Fir SS 9-8 '15-2 19-11 25-5 Spruce -Pine -Fir #1 9-5 14-9 18-9 22-11 1 Spruce -Pine. -Fir #2 9-5 14-9 18-9 1.2-11 Spruce -Pine -Fir #3 7-8 111-2 14-2 17-4 Douglas Fir -Larch SS 9-6 14-11 19 7 2.5-0 .�� Douglas Fir -Larch #I 9-i 13 9 17-5 21-3 ' i° Douglas Fir -Larch 8 #2 8-9 12-10 16-3 19-10 .; Douglas Fir -Larch _ #3 6-8 9-8 12-4 15-0 ,. Hent -Fir SS 8-11, 14-1. 18-6 23-8 Hem -Fir #1 8-9 13-5 16-10 20-8 Hem -Fir #2 8-4 12-8 16-0 19-7 16 Hem -Fir #3 6-8 9-8 12-4 I5-0 ' Southern Pine SS 9-4 14-7 19-3 241-7 Southern Pine #1 9-1 14-4 18-11 23-1 Southern Pine #2 8-11 13-6 17-5 20-9 Southern Pine _ #3 7-1 10-5 13-3 15-8 ` yi Spruce -Pine -Fir—' SS 8-9 13-9 18-1 X23-1 Spruce -Pine -Fir #1 8-7 12-10 16-3 19-10 Spruce -Pine -Fir #2 8-7 12-10 16-3 19-10 Spruce -Pine -Fir #3 6-8 9-8 12-4 15-0 (continued) ERNATIONAI_ BUILDING CODE® 495 �l COMPANY PROJECT © Summit Structural D esign QD May 28, 2016 12:01Wood'A/orkssorrrvwwrokwoonnesrrx B26 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads Load 'type Distr'buti.on Pat- Location Iftl Magnitude Unit tern Start End Start End Loadl Dead Full Area 10.00 Ps Load2 Roof constr. Pull Area 1000 psf . f- Selweight Dead Full. UDL 1.3 olf Maximum Reactions (lbs): 22'-2" I -Joist, APA PRI, PRI -20, 1-112"x9-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 16" cic: Total length: 22'-2.0' Analysis vs. Allowable Stress (Dsi) and Deflection fin) ucrnn tine in,? . Criterion Analysis Value Design Value Anal sis/Desi.n Unfacr.ored: V = 309 -- V/Vr = 022 Dead 162 Mr. = 3150 M/Mr = 0.54 Roof Live 148 2 l f,„! Factored: — 0.74 • L/360 148 Total 310 1.47 = L/180 0.71, Bearing: - -- LC 112 - D+Lr (total) Length 1.00, �-- — Min reo'd 1.00” .00- nimum haa'inn lonnth mfenn "..A_r. r�..._.� ...,....,... _� .- - . 0().,. I -Joist, APA PRI, PRI -20, 1-112"x9-1/2" Supports: All - Timber -soft Beam, D.Fir-L No.2 Roof joist spaced at 16" cic: Total length: 22'-2.0' Analysis vs. Allowable Stress (Dsi) and Deflection fin) ucrnn tine in,? . Criterion Analysis Value Design Value Anal sis/Desi.n She V = 309 Vr = 1400 V/Vr = 022 Bending(+) M = 1704 Mr. = 3150 M/Mr = 0.54 Dead Defl'n 0,74 - L/359 2 CRITICAL LOAD COMBINATIONS: Live Defl'n 0.67 - L/394 0.74 • L/360 0.91 'Dotal Defl'n 1_04 = L/254 1.47 = L/180 0.71, Additional Data: FACTORS: F/E CD CM Ct Ci. CF Cfu Cr Cfrt Ci Cr. LC II Vr :120 1.2.5 - - - - - - 1.00 - - 2 Mr.•. 2520 s .25 . C0 1 .00 - - 2. -r.i 132.0 million - - - - - 1..00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : L.' 02 - D+Lr, V - 309 lbs Bendino(+): LC 92 - D+Lr, M „ 1.704 lbs -ft Deflection.: LC 02 = D+Lr (live) LC 112 - D+Lr (total) D -dead L -live S=snow W -wind I=impact Lr=_^oof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / 113C 2012 CALCULATION;(: Deflection: EI - 120e06 lb-in2 K- 1.12e06 lbs "Live" deflection - Deflection from all non -dead loads (five, wind, snow...) 'notal. 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 (MDS 2.012.), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. WoodWorks Sizer provides preliminary estimates for I -joist design. Each wood I -joist producer develops its own proprietary design values. Please contact the manufacturer for a custom I -joist version of'Sizer or other kjoist design software. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural Design CD Woo Sep. 8, 2016 09:19 dWorks SOrrl%'A.?FrOR WOOD C1,F51G.v 827 Design Check Calculation Shoot WoodWorks Sizer 10.1 Loads: Maximum Reactions (Ibs) and Bearing Longths (in) 7. factor ;d-.. Dead 1285 Windl501 Roof R r Live iso Factored; Total 3086 2%99 Bearing: L.119th 1.00. Min re Id !.00, 1.16 :Minimum bearing length sellin 7sed-. 1" for end Vu-p,707rj,-'­� *Minimum bearing length govemed by the required widlhof the supporting member. LVL n -ply, 2.OE, 310OFb, 1.3/4"x14", 3 -ply (5.114"x14") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 22'.2.4": Lateral support: IOP= 01 supports, bottom= full: Repetitive factor 8ppliod where permitted (refer to online help): Analysis vs. Allowable Stress (Psi) and Deflection (Inl„al Load Type Distribution Pak- Location (fj 14agnitude Unit LoaFf-­ .,ad Deft n Ce r1 start End Star -t End -To - Load2 L" ad3 Wicid CCC Roo f cun s c r. . 0-0 6 0 7 F/11j. Point I'b.00 1800 lbs Poilit 0.53 - L/500 I. d4 a Load5 Loads Dead '2 0.00 11300 Part 11.5 OL lbs Partial. Area 0 22.00 1 e.'oo;( 10 00)• P5 I Total ef!'n Load6 W Wind C4C R Partial Area 11.50 22.00 20. CD ( 10' . 00)• Psi` Self -weight oof CeTjs t r Dead ]Full I Partilil Area .50 22-00 20.00110.001 I's f k1al, 14--d 'Tribui7c,77 i th (ft:I7 _1 21.2 if Maximum Reactions (Ibs) and Bearing Longths (in) 7. factor ;d-.. Dead 1285 Windl501 Roof R r Live iso Factored; Total 3086 2%99 Bearing: L.119th 1.00. Min re Id !.00, 1.16 :Minimum bearing length sellin 7sed-. 1" for end Vu-p,707rj,-'­� *Minimum bearing length govemed by the required widlhof the supporting member. LVL n -ply, 2.OE, 310OFb, 1.3/4"x14", 3 -ply (5.114"x14") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 22'.2.4": Lateral support: IOP= 01 supports, bottom= full: Repetitive factor 8ppliod where permitted (refer to online help): Analysis vs. Allowable Stress (Psi) and Deflection (Inl„al Additional Data: FACTORS: F/E (Psi iCD CM Ct CL C fu Cr Ft' , - Cfrt Ci.C11 LC it . V 285 1.25 1.00 1.00 Fb 3100 1.25 1.00 0.889 1.00 2 Fcp* 750 '.. I - _9c' ).04 1.00 2 ..Do - 1.00 - E. 2.0 mil'i 1.00 - - - % UO ..04 .,I,�.n Emilly, million 1 3 CRITICAL LOAD COMBINATION& 1'..00 3' Shear : LC 02 - D,Lr, v 4312, V de!;ign Bending(ti: LC 02 - 3929 lbs ; D -Lr, H 26692 lbs -f1: UefleC[ ifirf: LC 03 - D­75(Lr,.4241) (live) LC 03 - Di,. 7.5 (Lr-. 42%41 (total) --dead L -live .a, e S=snow W -:wind 1=impact I.r=rool' liva Lc -concentrated E-earthquap.e All LC's �o I isted in the Analysis 011cpvt Lo ad corplAnations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: El = 800006 lb-int/ply "Live" deflection Deflection from all non -dead loads (live, wind, Snow Total Def'lectiun U-5(Dead Load Deflection) , Live Load Deflection. Design Notes: 1. VVoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012). the National Design Specification (NDS 2012). and NOS Design Supplement. 2. AlOaSe verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply 10 field -assembled Multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the ottached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs. and Multi -ply members are not rated for fire endurance. Criterion SheAr Eiendi "'g I. i Analysis value IV - lb =.'.068 Design v a I "e Anal pis/Desicin 36 zv/tv. . 0.7,, Fb' - 3583 fh/Fbl - 0.52 .,ad Deft n 0-10 - L/670 Live Defiln 0.53 - L/500 0.74 - L/360 0.12 Total ef!'n 0.73 - L/364 1.10- L/240 0.66 Additional Data: FACTORS: F/E (Psi iCD CM Ct CL C fu Cr Ft' , - Cfrt Ci.C11 LC it . V 285 1.25 1.00 1.00 Fb 3100 1.25 1.00 0.889 1.00 2 Fcp* 750 '.. I - _9c' ).04 1.00 2 ..Do - 1.00 - E. 2.0 mil'i 1.00 - - - % UO ..04 .,I,�.n Emilly, million 1 3 CRITICAL LOAD COMBINATION& 1'..00 3' Shear : LC 02 - D,Lr, v 4312, V de!;ign Bending(ti: LC 02 - 3929 lbs ; D -Lr, H 26692 lbs -f1: UefleC[ ifirf: LC 03 - D­75(Lr,.4241) (live) LC 03 - Di,. 7.5 (Lr-. 42%41 (total) --dead L -live .a, e S=snow W -:wind 1=impact I.r=rool' liva Lc -concentrated E-earthquap.e All LC's �o I isted in the Analysis 011cpvt Lo ad corplAnations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: El = 800006 lb-int/ply "Live" deflection Deflection from all non -dead loads (live, wind, Snow Total Def'lectiun U-5(Dead Load Deflection) , Live Load Deflection. Design Notes: 1. VVoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012). the National Design Specification (NDS 2012). and NOS Design Supplement. 2. AlOaSe verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply 10 field -assembled Multi -ply beams. 4. SCL-BEAMS (Structural Composite Lumber): the ottached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs. and Multi -ply members are not rated for fire endurance. COMPANY PROJECT Woold'O/orks Summit Structural Design RSep. B. 2016 09147 Wdr 628 Design Check Calculation Sheet - - Loads: - WoodWorks Sizer 10.1 MaxiMurn Reactions (Ibs) and Bearing Lengths (in) -- - 16-2.1" - tln.'actored: '--- tii•1" Dead 455 --- -- Wind 512 Roof Ll ve 512 e :025 Factord; 1 32.8 -- r, 'fotr,l 1070 = • Bearing: ._• - -` -- Length 1.00' Min re' �d 1.00: --- --"_ Minimum bearing I a n g I h set ling used: 1" for end s -up f)oq)i "Minimum bearing length governed by the requirsd width of the supporting member. LVL n -ply, 2.OE, 3100Fb, 1-314"x11.7/8", 2 -ply (3.1/2"x11.7/8") Supports: All -, Timbor-soft Beam, D.Fir•L NO.2 Total length: 16'-2.1 ": Lateral support: top= at supports, bottom= full, F�alysisvs. Allowable Stress (psi) and Deflection (in) using NDS'2012on Anal sis value Design Value. 9��T Shear Bendingt-) fb = 1479 tv :350 Dead Oef!.'n 0.16 •:L/999 la 3290 Live Def!'n 0.21 L/901 0.54 Lr360 Tutal. Defl"t 0.29 L/657 0.00 = /- -� L. 740 . Additional Data: -------.-__ FACTORS: F/E(psi;CD C14 Ct Cl. (:V Cfu C: Cfrt Ci. C)) LC ii F,' 265 1.25 - 1.00 - `Tb'.. 31001.60_1.00- .. 1.00 - 1.00 2. 0.563 '.. 00 - 1 . Or, ? . illi 3 `•`. 750 - - 1..00 - _ ' E. 00 t.eo 2.0 :ni.illon - .. 1. - - 0e 1 Eminy' 1.04 :ni!lio:, - 1,00 - .- 3 CRITICAL LOAD COMBINATIONS. - i . 00 3 Shear : LC 82 = D*Lr, v - 2353, V design 2081 lbs aend.ing!"1: LC N3 = DI.15 it r•.6tl), 1.1 = 10139 It's -ft Deflection: LC 113 - D,.75(LC-.42W) ;live) LC N3 = D�-75(Lr+.42W) !total) D•dead L=live S=snow W-viind I -impact Lr -roof live Lc -concentrated E=earthquake Al! LC's are Listed in the Analysis output Load romt•inations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection; E1 00006 lb-int/ply "!Ave" deflection Deflection f.ro!r, all non -dead loads (live, wind, snow...) Total Deflection 0.5011)rad Load Deflection) a Live Load Deflection. Design Notes: _---_•-____ I lNoodWorks analysis and design aro 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 defloction limits are appropriate for your application, 3. SCI. -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 SCt. materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads aro not applied equally to all plys. 6. FIRE RATING: Joists, wall stuis. and mulli-ply members are not rated for fire endurance. Load Type - Distribution Pat- Locat'ior; (CLI tdagrii.tude Unit LUa 1 DeacT- -- PO.,L tern Start End Stat. End Loar12 l.oad3 Hind C5C Roof constr. Point Point .OS 1.0,08 16 l/ PyQ lbs lbs ' Loed4 Dead - 10. U8 1990 lbs - Loads wind C6C Partlal Area Partial Area, 10,08 16.08. 14.00 (x3,00)• psf. Load6 Roof Constr. Partial Area 10.08 16.00 10.08 20.00 (8.00)• psf Self -weight 'Tri ut:ary width Deaf! (ftl Full ODL 1.6.00 2.0.00 (0..00)' 12.0 p1P MaxiMurn Reactions (Ibs) and Bearing Lengths (in) -- - 16-2.1" - tln.'actored: '--- tii•1" Dead 455 --- -- Wind 512 Roof Ll ve 512 e :025 Factord; 1 32.8 -- r, 'fotr,l 1070 = • Bearing: ._• - -` -- Length 1.00' Min re' �d 1.00: --- --"_ Minimum bearing I a n g I h set ling used: 1" for end s -up f)oq)i "Minimum bearing length governed by the requirsd width of the supporting member. LVL n -ply, 2.OE, 3100Fb, 1-314"x11.7/8", 2 -ply (3.1/2"x11.7/8") Supports: All -, Timbor-soft Beam, D.Fir•L NO.2 Total length: 16'-2.1 ": Lateral support: top= at supports, bottom= full, F�alysisvs. Allowable Stress (psi) and Deflection (in) using NDS'2012on Anal sis value Design Value. 9��T Shear Bendingt-) fb = 1479 tv :350 Dead Oef!.'n 0.16 •:L/999 la 3290 Live Def!'n 0.21 L/901 0.54 Lr360 Tutal. Defl"t 0.29 L/657 0.00 = /- -� L. 740 . Additional Data: -------.-__ FACTORS: F/E(psi;CD C14 Ct Cl. (:V Cfu C: Cfrt Ci. C)) LC ii F,' 265 1.25 - 1.00 - `Tb'.. 31001.60_1.00- .. 1.00 - 1.00 2. 0.563 '.. 00 - 1 . Or, ? . illi 3 `•`. 750 - - 1..00 - _ ' E. 00 t.eo 2.0 :ni.illon - .. 1. - - 0e 1 Eminy' 1.04 :ni!lio:, - 1,00 - .- 3 CRITICAL LOAD COMBINATIONS. - i . 00 3 Shear : LC 82 = D*Lr, v - 2353, V design 2081 lbs aend.ing!"1: LC N3 = DI.15 it r•.6tl), 1.1 = 10139 It's -ft Deflection: LC 113 - D,.75(LC-.42W) ;live) LC N3 = D�-75(Lr+.42W) !total) D•dead L=live S=snow W-viind I -impact Lr -roof live Lc -concentrated E=earthquake Al! LC's are Listed in the Analysis output Load romt•inations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection; E1 00006 lb-int/ply "!Ave" deflection Deflection f.ro!r, all non -dead loads (live, wind, snow...) Total Deflection 0.5011)rad Load Deflection) a Live Load Deflection. Design Notes: _---_•-____ I lNoodWorks analysis and design aro 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 defloction limits are appropriate for your application, 3. SCI. -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 SCt. materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads aro not applied equally to all plys. 6. FIRE RATING: Joists, wall stuis. and mulli-ply members are not rated for fire endurance. COMPANY PROJECT Woold'O/orks Summit Structural Design psi Sep. 8, 2016 09:49 WlB29 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : - --- 1 -- - ------ 16:,2:: --_ - - ---y Unfettered: Dead ;1228 0 _ s W n 7 Roof. Live7 f„i 1'accored: F ;,l Total Hearing:Length 'Ninruq'd qn. 'Minimum bearing longth setting used: 1" for end supports LVL n -ply, 2.01?, 3100Fb, 1.314"x9.1/4", 2 -ply (3-1/2"x9-1/4") - Supports: All - Timbor-soft Beam. D.Fir-L No.2 Total length: 16'-2.0": Lateral support: top= at supports. bottom= full: Analysis vs. Allowable Stress (psi) and Deflection fin) -.in ons 2012 ter-7 r:on Load Type lilstr Sear ry 06 F'v' •• 356 :v Fv 0.:6 I Bl ndingf.l fL• - 21"70 Lbution Pit.- ;.ocatic:r: fft) maiiiAtnde Unit Load/ Dead _ Point tern Start End Start E.nci Total Defl'n 0.60 - L/321 0.80 L/240 Load2 Plind CSG POint g`. SJ r:9 1280 lbs lbs Load3 keel constr. Point 8_3U 1280 lbs Self -::?19111: Dead roll (IDI. 9,3 If Maximum Reactions (lbs) and Bearing Lengths (in) : - --- 1 -- - ------ 16:,2:: --_ - - ---y Unfettered: Dead ;1228 0 _ s W n 7 Roof. Live7 f„i 1'accored: F ;,l Total Hearing:Length 'Ninruq'd qn. 'Minimum bearing longth setting used: 1" for end supports LVL n -ply, 2.01?, 3100Fb, 1.314"x9.1/4", 2 -ply (3-1/2"x9-1/4") - Supports: All - Timbor-soft Beam. D.Fir-L No.2 Total length: 16'-2.0": Lateral support: top= at supports. bottom= full: Analysis vs. Allowable Stress (psi) and Deflection fin) -.in ons 2012 ter-7 r:on Nta2 sis Value Des.io�i Value Anal•s s,,Des iqn Sear ry 06 F'v' •• 356 :v Fv 0.:6 I Bl ndingf.l fL• - 21"70 Flr' ::: 34e7 fb/FW 0.62 Dead. Defl'n 0.32 = L/60.3 Live Defl'n 0.44 - L/438 0.54 L/360 0.62 Total Defl'n 0.60 - L/321 0.80 L/240 0,75 Additional Data: ----- FACTORS: F/Efpsi)CD CX ct CL CV Cfu Cr Cfrt Ci Cn LC 11 Fv' 285 1..25 - 1.00 - - - 1.00 - 1.00 2 F'0'• 3100 1.25 - 1.00 0.869 1.04 - 1.00 1.00 - - 2 Fcp' 7.50 - 1.00 - - - - 1.00 E. 2.0 million - 1.00 - - - - 1.00 3 Eminy' 1.04 million - 1.00 - - - - 1.00 - - '3 CRITICAL LOAD COMBINATION;i: i Shear : LC 112 - D>Lr, V v 17.12, V design - 1217. lbs Bendangi+): LC 92 - DFLr, N - 9027 lbs -ft Deflection: LC 93 - D-.'l5(Lr,.4214) (11. vel LC 03 D+-"StLra.42i% itotall D=dead L=llva S -no- W-w-'.nd 1=impact Lr=roof .live Lc-concentraLed F.=eartlrquaice All LC's are .listed in the Analysis output Load r-ombinations; ASCE "'-10 / 113C2012 CALCULATIONS: Deflection: El " <'31e06 lb-in2/ply "W ve" deflection Ueflc:ction from all nun -dead loads (live. wind, snow...i Total Deflection = 0.50(Dead Load Deflecci.on) + 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. SCL-BEAMS (Structural Composite (.umber): 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 scads, and multi -ply memb,3rs :are not rated for fire endurance. -'_' Maximum Reactions (lbs) and Bearing Lengths (in) 01 Dead 354 W ind 409 524 Roo f Li�e 409 j.ength 1.00. 'Minim LMLLI-i-L�� urn bearing length siTfi—n Supports: All - Timber-sofl Beam. D.Fir-L N0.2 Total lengthi 14'-8.0": Lateral support: top= at supports. bottom= fruit. Analysis vs. Allowable Stress (psi) and Deflection (in) iini— tin.q,nii, - act Ae 13 <L/999 Ue cad. point: 2rt End 'aad2 Wind C61: Fo in 9.00 1060 9.00 1060 lbs se I f =uu Lead Full liril. 9.4 pif Maximum Reactions (lbs) and Bearing Lengths (in) 01 Dead 354 W ind 409 524 Roo f Li�e 409 j.ength 1.00. 'Minim LMLLI-i-L�� urn bearing length siTfi—n Supports: All - Timber-sofl Beam. D.Fir-L N0.2 Total lengthi 14'-8.0": Lateral support: top= at supports. bottom= fruit. Analysis vs. Allowable Stress (psi) and Deflection (in) iini— tin.q,nii, - Additional Data: FV 180 1.25 1.00 1.00 Cn LCh Emin, 0.58 million 1.00 1.00 1.00 1.00 3 CRITICAL LOAD COMBINATIOISS: A!: LC's are !isted in the Analysis output Load combinations: ASU, 7-10 / 113C 2012 Deflection: F. f. 664e0C lb-in2 Live" deflect.ion Deficiction from all non -dead loads (14-je, wind, sno� Design Notes: 11. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012). and NOS Oesign Supplemelij, 2. Please verify (hat the default deflection limits are appropriate for Your application. 3+ Sawn lumber bending members shall be laterally supoorted according to the provisions of NOS Clause 4.zi. i act Ae 13 <L/999 Ue Additional Data: FV 180 1.25 1.00 1.00 Cn LCh Emin, 0.58 million 1.00 1.00 1.00 1.00 3 CRITICAL LOAD COMBINATIOISS: A!: LC's are !isted in the Analysis output Load combinations: ASU, 7-10 / 113C 2012 Deflection: F. f. 664e0C lb-in2 Live" deflect.ion Deficiction from all non -dead loads (14-je, wind, sno� Design Notes: 11. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012). and NOS Oesign Supplemelij, 2. Please verify (hat the default deflection limits are appropriate for Your application. 3+ Sawn lumber bending members shall be laterally supoorted according to the provisions of NOS Clause 4.zi. i S� COMPANY PROJECT r Summit Structural D esign V0®)(11 /0 rks Q0 Sep. 8. 2016 09:56 sornve;r.uu rvOcuhnas,av 631 Design Check Calculation Sheet Wood Works Sizer 10.1 I Loads: Maximum Reactions (lbs) and Bearing Lengths (in) ; - - - - -- Vnfact;wed: Dead 650 Wind 765 Roof Live 765 r.]e; Factored: rii5 Total. 1567 - - -- _ Length2.00• ------ Min recd 1.00-• 1.00• 'Minimum bearing length selting used. 1" for endl suppors------_- (' I)' Timber -soft, D.Fir-L, No. 1, 6x12 (5.112'•x11.114•') Supports: All - Timber -soft Beam, D.Fir-L N0.2 Total length: 15'-8.0' Lateral suppon: TWO at supports, bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) uslnn NDS 217112 Criterion Load'type - Distribu•_i.uo Par.- Location (it) Magnitude Unit. Load! Dea _ Cern Start £nd Start end Pe r.n.t 6.06, 1106 Ana l.sia/Uesi r. v E'v' = 0.17 Load2 'Bind C&C lbs Point r'6.G$llJs Fb' - 1651 Load3 Roof constr. Point 16.06' t500 .lbs 0.16 - <L/999 SoLf-wei ht Dead R:11 UD'., 14.7 lP Maximum Reactions (lbs) and Bearing Lengths (in) ; - - - - -- Vnfact;wed: Dead 650 Wind 765 Roof Live 765 r.]e; Factored: rii5 Total. 1567 - - -- _ Length2.00• ------ Min recd 1.00-• 1.00• 'Minimum bearing length selting used. 1" for endl suppors------_- (' I)' Timber -soft, D.Fir-L, No. 1, 6x12 (5.112'•x11.114•') Supports: All - Timber -soft Beam, D.Fir-L N0.2 Total length: 15'-8.0' Lateral suppon: TWO at supports, bottom= at supports. Analysis vs. Allowable Stress (psi) and Deflection (in) uslnn NDS 217112 Criterion Anaivsis Value: Oesi S hear fv =_ ? n value Fv' �= 212 Ana l.sia/Uesi r. v E'v' = 0.17 .ending(+% fb - 1127 Fb' - 1651 fb/Fb' z 0.6$ Dead De.fl'n 0.16 - <L/999 Live Defl'n 0.22 - L/$53 0.52 - L/360 0.4 ?- Total Defl'n 0.4( - L/403 0.76 • L/240 0.59 Additional Data: --- -- - FACTORS: F/etpsi)CD. Ce Ct CL CF Cfu Cr Cfrt Cl. Cn LCB Fv' !7D 1.25 1.00 1.00 I.On l.00 1.0a z Fb'- 1350 i.25 1.00 L.00 o.979 a.on0' 1 00 1.00 1.Dn 1.00 - 2 Fcp' 625 - !.00 1.00 - - - 1.00 1.00 - l,6 1011 1.00 i.00 - - - - !.OG .i .OQ - 3 fmilh' 0. 5$ mi i!ion. 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear: LC 92 - D -Lr, v - 1467, V design = 14$7 lbs .ending;•1: LC 02 !)+!,r, M - 10699 lbs-fr. De flectlen: !,: 03 - !:1,75(Lr,.42w) (.L veI Le: 113 - Dt.75(l.rt.42Wi (total =dead !,=live S=snow i!=w•!nd 1=impac:t L::=ro<•f live Lo =concentrated E�-earthquake. A.L1. i,C':; are llsteo is the Analysis output Load ca:ebirat-tons: ASCD 7-10 / IDC 2012 CALCULATIONS Dof.ect(:oel: t:! = iJ44e06 .lb-.ind "Live" defiecrion Defflect.'-or, (rcn.! al.1 nor -dead .Loads rlrve, wind, snow...) 1'ota.i Ue!-lect:,on I.50f Dead Load Detileccs.c n; . Live Load Dnf Lect:un. Design Notes: ---'---- - 1 WoodMiks analysis and dasign are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement 2. Please verify Thal the default deflection limits aro appropriate for your application. 3. Sawn lumber banding members shall be laterally supponed according to the provisions of NDS Clause 4.4.1. -- -- -� �-1 COMPANY PROJECT (WWoold Summil Structural Design A /, o r k S 0 Sep. 0; 2016 10:00 5!lf711'n Rf Fl7N f4'(IC)(1 fIE fICn• 832 Design Check Calculation Sheet _T� --_-- WoodWorks Sizer 10.1 Loads: Lead Type Distc ibution PaC- Location (fU -magnitude Unit Load! Dea ?72 fern Start End Start End Tota 1 Load' Dead Full Area Point _-_ 2.00 10.00112.50)' ps Load3 Wind Ca(: Point !.0"• 2.00 11.76 1680 lbs lbs Load'i Roof constr. Point 7..00 1680 l.bs Self-wer9ht '*Trlburary 7i=HFT- Dead -i Full UUL --- Load combinations: AS. -"E 7-10 / IDC 2012 -14.7 off Maximum Reactions (lbs) and Bearing Lengths (in) : Timber -soft, L, No,2, U12 (5-1/2"W-1/4") Supports: All -Timber-so(I Beam, D.Fir- No.2. Total length: 6'-11.0' Lateral support: top= at supports: bottom= at supports: Analysis vs. Allowable Stress (nsil anti rlaflar•fir,n ti. i .._,_ ..nn f'r t6ri011 8near Dearl Desi(n-'in_ue Arai sis%Des:«n F"212 fy FV' - B e n d i Hind ±3ilA 6•:3 Roof Live 13D8 ?72 Factored: 0.29 L/360 0.)1 Tota 1 3107 ------- Emla' 0.47 mi.11 ion 1.00 1.00 - - Sea ri ng: _-_ 1. ; 3,; Length 1.Do- •- --- •- ---- t•1inr'Q' d 1:00` !.0"• 'Minimum bearino length saltine ueed• T' rnf o t �, ,.,-,- Timber -soft, L, No,2, U12 (5-1/2"W-1/4") Supports: All -Timber-so(I Beam, D.Fir- No.2. Total length: 6'-11.0' Lateral support: top= at supports: bottom= at supports: Analysis vs. Allowable Stress (nsil anti rlaflar•fir,n ti. i .._,_ ..nn f'r t6ri011 8near .qn6±ysis value t Desi(n-'in_ue Arai sis%Des:«n F"212 fy FV' - B e n d i fh '• 548 Fb' _ 1084 fh/Fig' = 0.50 Dead Defl'n 0.04 .L/999 i.00 - 2 Live Def.l'n 0.03 <L/999 0.29 L/360 0.)1 Total Defl'n 0.10 e'L/999 0.44 = LIVID 0.22 Additional Data: FACTORS; F/'e.(psilcri CM CE CL Cr Cfu Cr Cfrt Ci Cn LCII Pv' 170 1.25 1,00 1..0o - - - - .1.00 1.00 1.00 2 Fb', 875 1.25 1.00 1.00 0.391 1.000 1..00 1.00 1.00 i.00 - 2 Fcp' 625 - %.Do 1.00 - - - - ±.00 - - E' ! . 3 nil 1 lion I.00 1..00 - - - 1 .00 .00 i 00 - 3 Emla' 0.47 mi.11 ion 1.00 1.00 - - - - 1.00 . 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear • LC G2 = Di Lr, v = 2840, V dasi.gn = 2703 lbs Bendi.ngftl: LC i12 - D,!..r, M - 5293 lbs -ft De.`IeCC.i Dli: ±.0 il3 = C?c,751Lr'.42ta) (live) C u3 D+.';SiLt -42W (tataI D=dead L=live S=snow 4-ind 1=imoact Ln -roof live Lc -concentrated Z'=earthoua Y.e All LC's are listed in the Analysis output Load combinations: AS. -"E 7-10 / IDC 2012 CALCULATIONS: L•ef.lection: EI = 84ae06 Ib-in7. "Live" deflection - D- :flection from all non -dead loalis (li.ve, wind, snot•:...) Total Deflection „ 1.50?Dead Load Deflec:ti.on) a Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are In accordance with the ICC Inlernalional Building Code (IBC 2012). the National Design Specification (NDS 2012), and NUS Doslgn Slpplemrnl 2. Please verify that the default dofleclion 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. BUTTE COUNTY SEP 09 SI DEVELOPMENT SERVICES 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Struc:jAural Calculations For Client: Steve_ Schuster, Schuster Homes, Inc. Project_ "'rhe Florence" - Revised Address: Sierra Moon Subdivision, Chico, CA Note: Wet -stamped and signed :site specific approval letter from Summit Structural Design required for each unique build. ;:/Yv_ m- C , EXP. i Note: Summit Structural Desi( n (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specifiE:cl 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. _Summit Structural Desi n PROJECT: Florence •• Revised STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES, 8) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE- DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION, THE CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE: ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE 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) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING; SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. 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 THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL 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 ALL 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. 13E COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS, SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION 01= FIGURE 1308.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 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 II OR TYPE III LOW ALKALI. 0) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE. AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O,G. WITH #3 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 93 AT 15" E.W. ABOVE MID -DEPTH OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP .AT ALL OTHER AREAS, Summit Structural Desibyn PROJECT: Florence - Reviser G) SAW -CUT TOP %" 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 CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: 85 BARS AND SMALLER: 1 A" tt6 BARS AND LARGER: 2" CONCRETE 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.U. AND LAP TOP BARS, PLACED ABOVE. 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE: -BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: 5/8" ANA 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. FIELD U.N.O. PROVIDE 1./8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL 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 CBC 2303.1.3, AITC A190.1 AND ASPM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) 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: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN., AND SHALL BE 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 FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L 91 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L 112 U.N.O. 5. CONCI_ALED BEAMS SHALL BE DF -L H2 6. EXPOSED BEAMS SHALL BE DF -L Hl APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) 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: BOLTS A14D LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED, H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) 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 1*0 WOOD. 1.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (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 "I" JOISTS. USE A DOUBLE RIM OR 1 % LVL RINI AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). _Summit Structural Design PROJECT: Florence - Revised_ 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEM13ERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SET-fLE1NIENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRAC.'TOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL 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 MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 6-4 POSTS/TRIMEVIERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED 1-0 THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE'fOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CEN- ER 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 U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0", C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOI.T II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED, STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE: 6-1 D. 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 WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, I40T DRIVEN, INTO PLACE, E.) FASTENERS IN PRESERVATIVE OR FIRE RE'rARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-2 CUT AND STACKED ROOF FRAMING. A.) CUT AND STACKED ROOF SYSTEMS SHALL. BE BUILT TO 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. Summit Structural Design PROJECT: Florence - Revised^_ B.) IT THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES AND SUPPORTS BRACING ALL ELEMI:NTS TO THE FOUNDATION, THE ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES -AND SUPPORT LOCATIONS, AND HAS PROVIDED GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL. REQUIREMENTS FOR ALL 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 I, II, III, AND IV U.N:O.. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C Summit: Structural Design Project: Florence Revised Engineer: RKB Design of :Gravity Loads Roof Slope= 6 to 12 Roof Dead Load Ply 2.0 psf Roofing 10.0 psf Framing 5.0 psf GYP. 2.2 psf Insul 1.0 psf Misc. 2.1 psf Total (sloped) 22.3 psf Total (horiz) 24.0 psf Roof Live Load Roof Live Load 20.0 psf Wall Dead Load Siding 10.5 psf (exterior) 3/8 Ply. 1.8 psf 2x Framing 2.2 psf GYP• 2.2 psf Insul. 1.3 psf Total 18.0 psf Wall Dead Load 2x4 Framing @ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf Al -.1 t Summit.c►truttural Desilorn Project: Florence Revised Engineer: RKB Design of : Seismic Mass and. Seismic L.o.ad. Development. Wall Ling 1 2 3 A B C Roof Trib Line Shear (Ibs) Area (ft) Weight (Ibs) Roof 111332 5756 138,210 Roof Snow (2094•) 3911 0 0 2292 Height (ft). Length (ft) Weight (Ibs) Walls(ext) 12 353' 38124 Walls(int) 12 210 7560 Total 183894 Roof Area (ft') _Floor Area (ft2) Ultimate Working Stress 5756 0 15202 10859 Wall Ling 1 2 3 A B C Roof Trib Line Shear (Ibs) Area (ftz) Working Stress 971 111332 2712 5116 2073 3911 2329 4394 2292 4324 1135 2:141 rho 1.00 1.00 1.00 1.00 1.00 1.00 Shear (Ibs) _ Total 1832 5116 ` 3911 4394 4324 2141 .� feet.® Goc' � e earth �l meters••® �g AV, 2000 -'­1-USjGjS Design Maps Summary Report User -Specified Ilnput Building Code Reference Document 2012 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 39,81.°N, 121.88°W Site ::foil Classification Site Class D - "Stiff Soil" Risk Category I/II/IU USGS-Provided Output SS = 0.617 g SMS = 0.806o Sos = 0.537 g SI = 0.276 g SMI = 0.510.3 SDI = 0.340 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRF" building code reference document. MC:Ea Response Spectrum 0.50 0.81 0.72 0. G` .. 0.54 0.45 0.39 0.27 0.13 0.09 0.00 0.20 0.40 0.60 0.30 1.00 1.20 1.dO 1.Go+ 1.-'30 2.00 Period, T (sec) Design Response Spectrum 0.54 0.48 0.42 0.3G Cr In 0.21 0.12 O.OG 0.00 - --{ 0.00 0.20 0.40 O.Go 0.30 1.00 1.20 1.40 1.Go 1.8c 2.00 Period, T (sec) Although this information is a product of the U.S. Geologic,31 Survey, we provide no warranty, expressed or implied, as to thrt accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. Q� Surnmit Structural DE! Sign Project: Florence Revised Engineer: RKB Design of: Seismic Load Development (ASCE 7-10) Level R Story Ht. (ft) I hi (ft) Seismic Design Category D Ss 0.617 Mapped 0.2 sec spectral response Occupancy 2. 51 _ 0.276 Mapped 1 sec spectral response I J. Site Class p .w In accordance with Ch 20. fl 16 SMS 0.81 Max Considered EQ SM1 0.51 Max Considered EQ SDS 0.537 Design Spectral Response (0.2 Sec) SD1 0.340 Design Spectral Response (1.0 Sec) System _ Flight Framed Shear Walls R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.41 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 • x 0.75 Ta 0.13 Cu 1.4 Max T 0.18 No limit for drift Use T 0.13 Alt Ss 0.617 V= 0.083 *W Height to' Roof (hn) = 12 ft V= 15.2 k Vert Dist Exp. (k) 1 Level R Story Ht. (ft) I hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx� Veq (kips) S VEQ (kips) E Diaph. (kips) ROOF 12 1?. 1F•4 2207 1.00 15.2 15 J. 20_9 Summit Structural Design Project: Florence Revised Engineer: RKB Design of : MWFRS-Envelope Procedure (ASCE 7-10, Section 7.8.6) Conditions: ^ 1. Simple Diaphragm CASE B 2. Low-rise - (USE ---O.i r 3. Enclosed 4. Regular Shaped 5. Not Flexible 6. Not Subject to: -f, p- a) across wind loading �` CE' \? b) vortex shedding ,�-;- •- - c) instability (gallup/flutter) d) channeling effect g e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Section ``�9 �,,. •� (,I4j / �� With Flat, Gable, or Hip Roof 5 45° :_:._ j.�•�` /` 4�,/, }�� / 8. Exempt From Torsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or the Torsional Load Cases do not ;A'iE Control the Design: CASE Ey''*'o �(' (1) story and h<30 ft. or �o; (2) story max and light framed or (2) story max and flex. diaphragm L= 92.5 Long. Bldg. Dim. (ft) 2aL= 11.2 ft. T= 82.8 Transv. Bldg. Dim. (ft) 2aT= 11.2 ft. V= 110 Basic Wind Spe(3d (110 or 115 mph) LCF= 0.60 Load Combination Factor X= 1.21 Adjustment Factor K21= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 14. Mean Roof Height (ft) Exposure, A 0= 25 Closest Roof Angle Mean Roof Exposure (5°,10°,150,20°,25°,or 30°) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*X*Kzt*ps30 15 1.00 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 _ 1.00 1.29 1.:55 A-110 13.9 '� 17.5 9.6 25 1 1.35 1..51 B-110 1_.8 4.8 30 _1.00 1.00 1.40 1..56 C-110 9.2 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 _ -1.0.6 50 _1.16 1.56 1..81 G-110 -11.6 -5.6 -12.3 55 _1.19 1.59 1..84 -110 _ 7.3 - 60 _ 1.22 1.62 177 Summit Structural Dec3ign Project: Florence Revised Engineer- RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5) 5=. J) -° Wit' �' 1� U , ,r I t%17 i T ROOF `7',- e 25' HIP ROOF (25'< e ,127') �� `2'` t00 00� ' 0 _ �. c' FLA RC)UF and GA1:3L • 1 OOF ! 7•. r> <1 `.') GABLES,F (0<7'15 L= 92.5 Long. Bldg. Dim. (ft) T= 82.8 Transv. Bldg. Dim. (ft) a (ft) = 5 6 V= 110 Basic Wind Speed (110 or 115 mph) LC F= 0.6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic Factor h= 14 Mean Roof Height (ft) RAN= 2 Roof Angle Number 0=0°-7*, 2=8* -27°, 3=28°-45°) Conditions: 1. Mean Roof Height <- 60 ft. - 2. Enclosed 3. Regular Shaped -� 4. Not ;Subject to: a) across wind loading b) vortex shedding - c instability c allu /flutter d) channeling effect - e) buffeting (upwind obstructions) _ 5. Flat Roof or Gable Roofs 45", or Hip Roof <- 270 Adjustment Factor for Bldg 9 Height and Exposure, 4- can Roof HL ft Exposure B C • - � _ 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 1.45 170 40 _ 1.09 1.49 1.. 74 45 _ 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.2.2 1.62 1.87 _ C+C Wind Loads (psf), pnet=LCF*A*KZt*pnet30 Loc, Zone EWA pnet Ovhg. ft2 + _ _ Loc. Zone EWA pnet ft + - _ 0 �- 10 11-6 -14.4 4 10 15.8 17.1 �- 20 11.6 -14.1 _ 4 20 1 -1--16.4 1 50 11.6 -13.5 4 50 14.2 ••15.5 1 100 11.6 -13.1 _ 4 100 13.4 1 -14.8 10 11.6 -25.2 -29.5 _ 4 500 11.8 -.13.1 2 20 1.6 -23.2 -2 0 15.8 2 1 2 50 11.6 -20.5 -29.5 _ 5 15. 1-9.7- 2 00 1.6 X8.5 -2 .5 5 50 14.2 -17.9 3 _ 10 11.6 -37.2 -49.6 _ 5 100 13.4 -.16.4 3 20 11.�i -34.8 -44.7 5 50011.8 -.13.1 3 50 1 .Z� -31.6 -38.3 - -"-" 3 100 -1-6--__ T9-72 - Summit: Structural Design Project: Florence Revised Engineer: RKB Design of : Wind Loads A B C D End Zone End Zone Int. Zone Int. Zone Line Min. Net Wall Line ' Wall Area Roof Area Wall Area Roof Area Shear (lbs) Shear (lbs) Control 1 53 36 42 72 1769 1430 1769 2 228 309 3778 3672 3778 3 94 192 183 4602 3624 4602 A 55 50 112 248 3239 3034 3239 B 128 200. 2198 2189 2198 C 55 36 40 120 1918 1661 1918 I L� Sumn'-Ot Structural Design Project: Florence Revised Engineer: RKB Design of : Lateral Force Summary Wall Line Wind Shear (lbs) Seismic Shear (lbs Control 1 1769 1832 Seismic 2 3778 5116 Seismic 3 4.602 3911 Wine A 3239 4394 Seismic B 2198 4324 Seismic C 1918 2141 Seismic Ij Summit Structural Design Project: Florence Revised Engineer: RKEI Design of: Shear Walls Panel Thickness Panel Orientation Nail Type Anchor Bold Diam. Stud Spacing Spec Grav Of Framing Fnd Sill Plate Grade AB in 2X Sill AB in 3X Sill Sill Plate/Rim Anchorage Short Dimension Across: Studs V I 8 v I1/2•.'. 16 in O.C. 0.5 DF -L v 620 lbs 730 lbs Nail Embed Indexft Nail Length (in) Diann. (in) (in) Cd Load (lbs) 1 12d 3.25 0.135 1.75 1.6 165 2 16d 3.5 0.148 2.00 .1.6 189 3 20d 4 0.177 2.50 1.6 261 4 30d 4.5 0:192 3.00 1.6 272 5 :1/4" SDS 3.5. 0.25 2.00 1.6 544 6 AM 1.6 695 7 A34 1.6 515 Shear Wall SW Plate Fastening SW Rim Fastening (No Ply E.N.) AB Spacing (ft) Edge Nail (in) load (lbs) Fastener # Spacing Fastener # Spacing 2X Sill 3X Sill 6 260 1 7.f; inches 6 32.1 inches 3.82 4.49 4* 350 1 5.7 inches 6 23.8 inches 2.83 3.34 4, Note 1 380 1 5.2: inches 6 21.9 inches 1.31 3.07 3, Note 1 490 1 4.0 inches 6 17.0 inches 1.01 2.38 2, Note 1 640 1 3.3. inches 6 13.0 inches NG 1.83 44, Note 1 760 3 4.7. inches 6 11.0 inches NG 7..54 33, Note 1 980 3 3.2 inches 6 8.5 inches NG 7..19 22, Note 1 7.280 3 2.4 inches 6 6.5 inches NG 0.91 1. Use 3X framing at adjacent panel edges and stagger nailing Summit Structural Design Project: Florence Revised Engineer: RKB Design of : Shear Wall Framing 'Total Resistive Segment Segment Lateral Wall Overall Resistive Aspect Gravity OT OT Righting Net Wall Load Length Load Edge Nail Length Length Ratio Load Height Moment Moment M/D Line (los) _ (ft) (plf) _(in) (ft) (ft) factor (Ib/ft) (ft) (ft -Ib) (ft -Ib) (Ib) 1-w 1769 12.00 147 6" 12.00 12.00 1:00 300 10 17689 21600 _ 394 1 -eq 1832 12.00 153 6" 12.00 12.00 1.00 300 10 18318 21600 446 2-w 3778 26.50 143 6" 4.75 4.75 1.00 300 10 6771 3384 998 2 -eq 51,16 26.50 193 6" 4.75 4.75 1.00 300 10 9170 3384 1503 3-w 4602 16.50 279 4- 4.00 4.00 1.00 300 10 11155 2400 2429 3 -eq 3911 16.50 237 4" 4:0) 4:00 0.80 300 10 9480 2400 2010 A -w 3239 18.75 173 6" 4.00 4,00 1.00 300 10 6910 2400 1367 A•eq 4394 18.75 234 4." 4.00 4.00 0.80 300 10 9373 2400 1983 B -w 2198 :14.50 64 6" 12.00 12.00 1.00 150 10 7644 10800 97 B -eq 4324 34.50 125 6" 12.00 12.00 1.00 150 10 15039 10800 713 C -w 1918 11.00 174 6" 250 2.50 1.00 300 7.75 3378 938 1126 C -eq 2141 11.00 195 4+" 2.50 r 2.50 0.65 300 7.75 3771 938 1284 Summit `;tru ctu ra I Design Project: Florence Revised Engineer: RKB Design of: Force Transfer Around Opening in Shear Wall Location; (Nall Line B Wall Shear 1250 # FIS Wall Dead load 300 plf y vert�Pf� Wall Length 16 ft OT Force -659 # Wall Height 10 ft 313 Window Length 6 ft _ A B C Window Height 5 ft _ D E Window X dim 4 ft _ F G_ H Window Y dim 3.00 ft 2.00 Element Dimensions Bement tL (ttl FIS � horiz (plf) P horiz # y vert�Pf� _P vert # A 4 _....... 2.00 78 313 -66 -132 B 6 2.00 78 469 132 -264 C 6 2.00 78 469 -66 -132 D 4 I 5.00 125 500 -66 -329 E6 _.... _ ..... ! 5.00 _...... 125 750 -66 -329 F 4 3.00 ... _.........._. . ... 78 313 -66 -9.98 G 6 3.00 78 469 -132 -395 H 6 3.00 78 469 -66 -198 Max 125 plf 1-66 plf Static Tie Forces Tie force into D 188 # Upper Left Tie force into E 281 # Upper Right Tie force From F 188 # Lower Left Tie force from 1.1 281 # Lower Right Element Equilibrium Tie force at top, of window into D -316 # Upper Left Tie force at top of window into E -474 # Upper Right Tie force at bora of window into F -158 # Lower Left Tie force at top of window into H -237 ## Lower Right Max 281 # I Summit Structural Design Project: Florence Revised Engineer: RIO 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). (I1)s) if applicable 1-w 1769 44.0 40.2 16.0 643 A 1 -eq 2977 44.0 67.7 16.0 1082 A 2-w 3778 82.8 45.6 28.0 1277 A 2 -eq 8314 82.8 100.4 28.0 2811 C 3-w 4602 60.5 76.1 21.5 16.15 A 3 -eq 6355 60.5 105.0 21.5 2258 B A -w 3239 70.0 46.3 23.0 1064 A A -eq 7140 70.0 102.0 23.0 2346 B B -w 2198 92.5 23.8 22.0 523 A B -eq 7026 92.5 76.0 22.0 1671 A C -w 1918 42.0 45.7 9.0 411 A C -eq 3479 42.0 82.8 9.0 746 A Slal1'DMit Structural DE'Sign Project: Florence Revised Engineer: F:KB Design of: foundations Allowable Soil Bearing: 1500 psf Concrete Compressive Strength: 2500 psi Concrete Stern Wall (Non -Retaining): 6" wide with (1) #4 continuous at top and bottom of wall and 44 at 18"°o.c. Size full height. Provide #4 at 18" o.c. vertical developed by hook into footing, U.N.O. Continuous footings: 1'-0" Sq. 12 Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (1) #4 cont. 15 12 1875 (2) #4 cont. 18r 12 2250 (3) #4 cont. 24 12 3000 (3) #4 cont. 30 12 3750 (4) #4 cont. Spread Footings: Note: Bottom of each footing shall be at least 12" below finished grade or per local requirements. Reinforcing Cap. Label Size Thick. (in) Each Way Kips. F1 1'-0" 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) #4 9.375 F3 3'-0" Sq. 12 (4) #4 13.5 F3.5 3'-6" Sq. 12 (5) #4 18.375 F4 4'-0" Sq. 12 (5) #4 24 F4.5 4'-6" Sq. 12 (6) #4 30.375 F5 5'-0" Sq. 12 (7) #4 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 Note: Bottom of each footing shall be at least 12" below finished grade or per local requirements. 1. COMPANY PROJECT Summit Structural Design �t1�C WoodWorks U May 28, 2016 10:28 S0rnrater0r 1V000 neSren• Typical Stud Design Check Calculation Sheet 1NoodWorks Sizer 10.1 Loads Load _ Type - Distribution Pat- tern Loca':ion (ft] Start End Magnitude Start End unit Load! Dcad Axial UDL - (Etc. = 0.00") 2'15 p11' Load2 Wind -:aC Axial UDL 142142 lEcc. 0.00") 00 plf I..oad3 Roof :onstr. Axial Lot. Fc• - IEcc. = O, OU") a0 p.lf Load4 Wind :6C Full Area 761 fcp/Ftp = 26.00 (16.0)' psf Self -weight Dead Axial. UDL Eq.:3.9-3 - 0.69 20 PH Tributary width tin) Lateral Reactions (Ills): m 13'-7.5" n 13'-7 5" Unfactored: Dead Analysis Value -- --- Ana: sis/Desi n Wind 236 Fv' _ 2:i6 Roof Live Sending(-) Pl1 = '766 Factored.: 1286 fb/F11' = 0.59 L ->R 142142 Fc - 434 Lumber Stud, D.Fir•L, Stud, 2x6 (1-112"x5.1/2") Support. Lumber Stud Bottom plate, D.Fir•L Stud; Bearing length = slue 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 = 0.0lft): Ke x Ld: 1.0 x 13.63 = 13.63 (fil; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where aermitted (rofer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterion _ Analysis Value -- Design Value Ana: sis/Desi n Shear r = Fv' _ -288 Sending(-) Pl1 = '766 Fb' = 1286 fb/F11' = 0.59 Axial 63 Fc - 434 fc/Fc' = 0.15 Axial Searing f,: 63 Fc• - 1360 fc/Fc• - 0.05 Support Bearin fcp 63 F'cp - 761 fcp/Ftp = 0.08 Combined (ar.ia compression., S, de load bending) Eq.:3.9-3 - 0.69 Dead Defl'n negligible Live Defl.'r.. 0.3'1 - L/421 0.45 L/:160 0.85 Total. Cefl'r. 0.3'1 L/421 0.68 = L/240 0.57. Additional Data: FACTORS: F/Eipsi)CD U4 Ct CI,/CP CF Cru Cr Cfrt Ci IX Fv' 190 1.6.1 1.00 1.00 - - - - 1.00 1.00 4 i'l:', 700 1.61) 1.00 1.00 1.000 1..000 1.00 1.15 1.00 1.00 4 Fc' 850 1.6) 1.00 1.00 0.319 .1.000 - - 1.00 1.00 3 Fc'comb 950 1.6•) - - 0,319 - - - - - 5 F.' 1.4 ;nliI ioa) 1.00 1.00 - - - - 1.00 1.00 4 Erni n' 0,5) million 1.00 7..00 - - - - 1.00 1.00 4 5-c• 950 1.6.1 1.00 1.00 - 1.000 - - 1.00, 1.00 3 Fcp sup 67.5 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBIW' IONS: Shear : Lf, 04 .GD+.6W, v 142, V design = lA2 Its 6endingi•I: LC !!4 = .6D-. 6W, N 483 .lbs -ft Deflection: LC 44 .604-.42;0 (live) I,C 94 = .611).4211 !total) Axial. : LC 43 0+.75(Lr+.6W), P = 521 lbs Combined LC 05 - D.. 6W; (l - fc/FCE) = 0,08 Support LC 0 = Di.75(l.r+.GW) ; R - 521 Lbs, Cap 6445, Lb = 1..50", Cb = 1.25 D -dead L=live S -snow 'd -wind i-f:npact Lr=roof live Lc -concentrated E=earthquako All LC's are listed .:n the Analysis output Load combi n4- tons: ASCE 7-10 / ISC 2012 CALCULATIONS: Deflection: f:1 29e06 lb-in2 "Live" deflection - DefleCtion from all non -dealt loads (live, wind, snow...) Total DefleCLion = 1.50(Dead Load Deflection! , Llve !,oad Deflection. Design Notes: 1 WoodWorks analysis and design are in accordance will) the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the clofaal deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. 1) COMPANY PROJECT - �t/g1Ytf®WI(�IF�py! 1{ Summit Structural Design ,lu Vo o d 9, /, o i l� S ®R May 28, 2016 10:31 sor i%yAaf r. roa )ve0o oasrr,V King -Trimmer for 18' Opening Design Check Calculation Sheet - Woodworks sizer 10.1 Loads: 'Tributary t4ldtt ft) Lateral Reactions (lbs): -- - f-- 9'-7.s' - - -----------q o' 9.•7 5.. Lumber n -ply, D.Fir-L, Stud, 2x6, 3 -ply (4-112"x5.112") -- Support: Non -wood; Bearing length = column width Total length: 9'-7.5'; Pinned base: Load face = widlh(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0lfll; Ke x Ld: 1.0 x 9:63 = 9.63 Ifl): Lateral support: top = Lb, bottom = Lb; Repetitive 'actor: 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 Cr Cfu Cr Cfrt Ci I,CII Fv' 100 !.6'. I.0 1.00 - - - - 1.00 1.00 4 Fb'+ 700 I.G: 1.00 1.00 ..000 1.000 1.00 1.15 1.00 1.00 4 Fc' 050 !.2`. 1.00 1.00 0.651- !.DO(' - - 1.00 1.00 Fc'comb 050 l,6: - - 0.550 - - - - - 5 E' 1.4 m;tlio- 11.00 .00 - - - - !.DU 1.00 Al Emir, 0.51. mcl.1 ioa 1.00 !.00 - - - - !.00 1.00 4 Fc' 0501 1.2: !.00 1.00 - :..000 •• - 1.-)r: 1.00 J. CRITICAL LOAD COMBINA71ONS: Shear : IC 114 = .6D,.6w, V 676, V Ciesrgiv 676 lbs Dendirgt•i: !.0 114 = .GD+.6W, M 1626 lbs --ft Deflection: I,C 114 = .6D-. 42W (live} I,C !14 .GD*.42W (cotal) Axial LC 1)2 D+Lr, P.= 1817 lbs KP - 1..00. Combined LC 115 D+.GW; 0 - fc/Fc F.) = 0.94 D=dead L=live S•=snow w.=grind 1=impact: Lr=roof live Lc -concentrated E=earthquake All LC's are listed In the Analysis output Load combination.,: ASCE 7-10 / I13C 2012 CALCULATIONS: Deflection: El = 29e06 lb-in2/ply "Live" deflec-ion '� reflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.501Dead 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 (NOS 2012), and NDS Design Supplement 7.. Please verity that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: na led 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. Load Type Distribution Fat•• l.ocncion tft) Magnitudes Unit _ Cern Start .End Start End Loa 1 eaa Axza.. (Ecc. U. 0'.I 9GU �s Load2 Wind Axial fEcc. = ri.00") OOU lbs Load3 Root :onsCr. Axial (Ecc. = 0.00") ?00 lbs Loat14 Wind Furl Area 26.Oq 19.00)' psf Self-wei ht Dead Unfactored: Dead - - Design Value Anal sis/DPsf r. Roof.' Live [v a Fnctored: - -- •1.00 L-�R 676 c7G Sending (+> Cc = 660 Fb' 1286 fb/l°b' = C.67 Axial 73 Fc' 692 Pr./F'c' 0.11. Axial Soaring .• 73 1'a' = lOfi2 fc/Fc• _ -0. U7 Combined (aria, �cm,-rOssiun + sale load bendiny) Eq.3.9-3 U.72 Uesd Der'1'n -,:egligible Axial 57 lbs Unfactored: Dead - - Design Value Anal sis/DPsf r. Roof.' Live [v a Fnctored: - -- •1.00 L-�R 676 c7G Criterion 0.�all•sis Value Design Value Anal sis/DPsf r. Sear [v a Fv •1.00 i'v Fv = 0.14 Sending (+> Cc = 660 Fb' 1286 fb/l°b' = C.67 Axial 73 Fc' 692 Pr./F'c' 0.11. Axial Soaring .• 73 1'a' = lOfi2 fc/Fc• _ -0. U7 Combined (aria, �cm,-rOssiun + sale load bendiny) Eq.3.9-3 U.72 Uesd Der'1'n -,:egligible L1ve Deft, .'n - 0.22 L/S31 0.32 = )./36G 0. 6U Total UeCI'n 0.2i � L/531 0.40 L/24C' C.45 Summit. Structural Design Project: Florence Revised Engineer: F,'KB Design of: -'fix Timber Column Design Values (NDS 3.7) 4X DF-L(N) t#1 Fc E 6 KCE c CD 1400 1600000 3.5 0.3 0.3 1.25 Stability Reduction Column Capacity (lbs) le (ft) CP Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.64 901 11041 17350 23660 29969 36278 6 0.55 767 9397 14766 20136 25505 30875 7 0.46 649 7951 12494 17037 21580 26123 8 0.39 549 6729 10574 14418 18263 22108 9 0.33 467 5718 8985 12252 15519 18786 10 0.29 399 4888 7682 10475 13268 16062 11 0.25 344 4209 6614 9020 11425 13830 12 0.21 298 3651 57.37 7823 9910 11996 13 0.19 260 3190 5012 6835 8658 10480 14 0.16 229 2806 4409 6013 7616 9219 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 1:32 1615 2537 3460 4382 5305 20 0.09 120 1467 2305 3144 3982 4820 Summit. Structural Design Project: Florence Revised Engineer: FiKB Design of: Timber Column Design Values (NDS 3.7) _ 6X6 DF-L(N) 41 Fc E d KCE c Co 1000 1600000 5.5 0.3 0.3 1.25 Stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.87 872 26386 35981 45576 _ 55171 6 0.82 823 24895 33948 43000 52053 7 0.77 770 23288 31756 40224 48692 8 0.71 715 21625 29488 37351 4523.5 9 0.66 660 199.61 27220 34479 41737 10 0.61 606 18344 25014 31685 38355 11 0.56 556 16806 22917 29028 35139 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 2454.1 16 0.36 355 10748 14656 18564 22472 17 0.33 326 9857 13442 17027 20611 18 0.30 299 9058 12352 15645 18939 19 0.28 276 8340 11372 14405 17437 20 0.25 254 7694 10492 13290 16088 1 v� Summit Structural Design Project: Florence Revised Engineer: RKB Design.of: Roof Framing (Conventional) Roof Loads DL= 24 psf LL. 20 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: Cut -and -stacked roof systems shall be built to the conventional framing requirements of the 2013 CBC (CBC 2308.10). Purlins, braces, intermetiate supports, and connections shall be provided by the contractor which are capable of transmitting all gravity and wind loads to the foundation. The following additional limitations shall apply: 1. Rafter Maximum Spans a. 2X4 DF -L q2: 6'-0" b. 2X6 DF -L 42: 12'-0" c, 2X8. DF -L ff2: 13'-0" d. 2X10 DF -L tf2: 16'-9" , 2. Minimum Brace Size= 2X6 3. Max Brace Spacing = 4'-0" o.c. Typical Headers (U.N.O.) Use 6X8 DFH2, use (2) trimmers min. at all openings larger than 4'-0". el) ZA .S. T� app COMPANY PROJECT Y�jryu'b Summit Structural Design D- W-VoodWorkso Sep. 7,201614:33 s,)rr1YARRF. FOR WOOD VESICA' Bi Design Check Calculation Sheet woodworks sizer 10.1 Loads: Load Type , Distribution Pat- Location (ft] Magnitude Unit -,-_ -_ 1560 / 230Bearing _-._ Length Min reed 'Minimi„n he=r tern SLarL End Start End Loacil Dea Point 10.08 196 lbs Load2 Wind C6C Point 10.08 "1140 lbs Load3 Roof constr. Point 10.00 1340 lbs Load4 DeadPoint 19.08 504 lbs Loads 4,,,,dC6CPoint 19.00 %20 lbs Loada Roof const r. Point 19.08 720 lbs [Self -weight Dead Full !.'VL 16.0 Pjf Maximum Reaction:; (lbs) and Bearing Lengths (in) : 22'-2" N Unfact0red: Dead Wind Roof Live Factored: - '------"- 703 ti „ 9 36 721 9 121 1,39 _ Total : -,-_ -_ 1560 / 230Bearing _-._ Length Min reed 'Minimi„n he=r 1.00• 1.00' .00• n inn1ha LVI_ n -ply, 2.OE, 3100Fb, 1.314"x11.7/8", 3 -ply (5-114"x1l-718") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 22'-2.0' Lateral support: lop= at supports, bottom= full: Repetitive factor: applied where permitted (refer to online help): Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Shear Anall•si.s Value h• 1 Dc:, ici Vatue Ana sis/Desi n Fv' 356 fv 1-v' = O.II Denning l+I tb 1302 IR)' = 3%20 0.35 Dead Defl'n 0.35 = L/908 Live Defi'n 0.4(• ++ L/663 0.74 - L/360 0,54 Tdr.al Defl'n 0.56 = L/47(1 1.10 - 2/240 0,51. Additional Data: r FACTORS: F/E 1psi,CD CM Cr. CLCV Cfu Cr Cfrt Ci. Cn I,CR Fv' 285 l.2!. - 1.00 - - - - 1:00 Fb'e 3100 1.2'.. - 1.00 0. 92.2 ..9C - 1.04 1.00 - - 2 ' Fcp150- - 1.00 - E' 2.0 mil liar, - 1.00 - - - - 1.00 - - .3 Eminy'- I'o•i million - 1.00• - - - - 1.00 - - .3 CRITICAL LOAD COMBINATIONS: Shear : LC 112 a D+Lr, V = 21:.9, V design 2119 lbs. 0endiny(+I: LC 42 - D+Lr, M - 13391 lbs-, Deflection: LC 113 - 0,.75(I,r+.42W) (live) LC 43 - D+.75(Lr+.42WI (total) 0=deed [Plivo S=snow 1.1=wind 1 -impact: Lr -roof live Lc=concencraccd E -earthquake Al.! LC's are listed in the Analysis output. , Load combinations: ASCE 7-10 / IDC ::012 CALCULATIONS: Def Lection.: F.I = 468e0.6 lb-in2/ply "Li.ve" deflsc Cion = (,af taction from all nen-dead loads (live, wind, snow...) Y'ocal Deflectiun 0.5010ead Load Deflection) a Live Load Deflection. Design Notes: I. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS 00-- ign Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field-assemoled multi -ply boams. 4. SCL-BEAMS (Structural Composite Lumber): the attachod SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL.BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists• waf studs, and multi -ply member; are not rated for fire endurance. 1.1 COMPANY PROJECT �I��®®� Summit Structural Design n May 28. 2016 10:38 rkD Wo r k s SOFMARt FOR 14'000 DESIGN B2 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: LOad Anall•sis Value Distributior. Fat- Location Iftl Magnitude Unit 1'v' = 21?. Cv Fv' a tern Start End Start End Fb' - 1003 f1WIi Ft: 1 ; rcr:6:: 0.03 •� <L/999 Live Defi' n Full ;1rea cL/999 0.34 � 20.0.0 !G.501' psf Total Defl'n <:onstr. Full ;lrea 0.50 - L/240 20.00 (6.50)' psf Full UU.'. 24.7 nlf ,.unary w, 1•_1 Maximum Reactions (lbs) and Bearing Lengths (in) : 10•-2" 10•-1•• Dead 537 537 :4ind 661 F,;l Roo fLive 661 Factored: --- -- _---- -_ 6v, ToL'al 1330 133;1 Bearing: Length 1.004 ryy- Min re 'd 1 1.00• ' ------"- -614_ mmu n weaning sengt 1 seim'y usuu. 1 wr-unu supports Timber -soft, D.Fir-L, No.2, 6x12 (5-112"x11.114") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 10'-2.0'; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: :'iter -or. Anall•sis Value Uenign Value Anel sis/Dose n Shear Cc 23 1'v' = 21?. Cv Fv' a Dendir.g (•1 fo 310 Fb' - 1003 fb/Fb' 0,29 Uead De 17'14 0.03 •� <L/999 Live Defi' n 0.04 =� cL/999 0.34 � L/360 0.17 Total Defl'n 0. 0' <L/999 0.50 - L/240 O.iG Additional Data: FACTORS: FIF(psi)CD CM Ct cf. CF Cru Cr circ Ci Cn LC it Fv' 170 1.2! 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'+ 915 1.2E 1.00 1.00 (1.990 1.000 1..00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - 1.1 mill.ior 1.00 1.00 - - - - 1.00 1.00 - 3 Emin' 0. 4,; mi 11 for 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINA'f IONS: Shear' LC 92 - D4 Lr, V == 11118, v design = 958 lbs Bend-ng1o): LC 112 = D+ -Lr, M m 2996 lbs -ft UefiectIon: !F 93 - D+.15(1,r+.47.41) (Live) LC fi3 - D+.75(Lrt. 4244) (total) 0 -dead L -I i.ve S -snow w=wind I=impact. Lr -roof live Lc -concentrated E -earthquake All LC's are listed in the Analysis output Load corabinations: ASCE 1-10 / IBC 2012 CALCULATIONS: Deflection: - - :l48e06 lb -;n2 "1,-ve" deflect:en = F,efleccion fron.all non-dez,d loads (live, wind, snow...) Total Deflection - 1.5011)ead 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 defaull deflection limits a o 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 DIN00dWorks Summit Slruclural Design n Sep. 7. 2016 14:42 1Voon rIfsrc.A• 83 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 Maximum Reactions (lbs) and Bearing Lengths (in) : ----_ - - 26-6.5" -- -- Un CacCorad: >. 4 6'•3.2.. Dead 7152 B'rnd 5839 715 Roof Live 5039 Factored: 'rota! (4150 - 5nJ Searing: Length 3.24 P1i.n re 'd 3.24'• --"- --. 3.2%, "Minimum bearing length go'Iemed by the required wwidth of tho supporting momber. - 1.2a • LVL n -ply, 2.OE, 310OFb, 1-3/4"x18", 4 -ply (7"x18") -----__ - Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 26'-6.5'° Lateral support: top= 16 bottom= 16 (in) Repetitive factor: applied where permitted (refer to online help); I Analysis vs. Allowable, Stress (PSI) and Deflection line Load Loa t.oad2 Lord L0ad4 Self -weight 'Tri ucary : COPAPANY PROJECT ��yp, Summit Structural Design o W old\/VorksO Sap. 7.2D,6,4:47 SOFTIYARE FOR WOOD B4 B4 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 Load Type D_s(rit.)a(!on Pa l'.'• LOC'a t; On if') Ma i): I.it Ude Unit Laadl Lent Start End start End Dead Fu Arae 14.00 (4.00)• Load2 tr)ind C.;C Full urea Ps. Load3 Roof constr• FL11 'Area 20.00 t`•,. 00)• psC 2 Load4 Dead Point <, 11.00 tS.CO!' psf Loads hind i:aC Point 6 6032 lbs LoadG 5.28 4239 lbs Roof C:onscr. Point 5.28 4239 lbs Self -weight Dead Full (UL 'Tributary 1•lidt (.tl'" _ 21.2 if Maximum Reactions (lbs) and Bearing Lengths (In) - 18'-4.3" I Unfactored: '- ----- 18'-71•. Dead 5155 --- hind 3955 Roof Live 3955 Factored: '1.124 TotaI 9901 _ :!!20 Bearing: -. Length 2.82 _ 509'• -Min re 'U 2.02••" - "Minimum bearing length gcrrerned by the required width of the su000rtino mnmhn. - 4 I n.c.. LVL 11 -ply, 2.OE, 310OFb, 11-314"x14", 3 -ply (5.114"x14") Supports. All - Timber -soft Beam, D.Fir-I. N0.2 Total length. 18'.4.3": Lateral suppurl: lop= at supports, bottom= at supports: Repetitive factor: applied where annitted (refer to online het - Pp P P): Analysis vs. Allowable Stress (psi) and Deflection (In) using NOS 2012: Criterion Anal :is Value DesicL_/slue n ear v = ]61 Fv' 3SGBending l+) fb - 3101 Fb' - 3735Dead Defl'n 0,51 < L/426Live Defl'n 0,42 L/517 0.61 - L/360Tota! Defl'n0.683220.91_L/240 Additional Data: FACTORS: F/E(psi)CD CM. Ct IC.L CVC - s Fv' 285 1,25 - 1,p0 u Cr Cftt C1 1.00 cb'. 3100 1.25 - 1.00 0.327 0.96 - 1.04 I.OU - cp' 750 E.- - 1.n0 - - - - 1.00 '2..0 rni 1.13 on 1.00 - Em)ny' I.O4 mill iun.. _ _ _1.00 7.00 - CRITICAL LOAD COMBINATIONS: 1.00 Shear : LC 82 - D�Lr, V e 9090, V design = SC145 lbs Bending( -i: LC 62 = D, Lr, ht . 44406 lbs -ft Veflection : LC 63 = Dl.75(Lr,.42w) live) LC 45 • D:,75(1,r•,42117 :total) D -=dead L -live S=srt h Cn LCII 1.00 2 z 3 ow =w_no _mrmpact Lr=root live Lc^'Concentrated E=earthqua%e All. LC's are listed in Che :uta?ysis oCaput Load Combinations: ASCE 7_10 / LDC 2.012 CALCULATIONS: Deflection: £! = 800e06 lb-int/pll "Live" deflect Ln o = Deflection from all nor, -dead ioads Clive, wind, snow...! Total Deflection = 0.51)(Dead Load Deflect:01)1 i Live Load i)eflcctior.. Design Notes: 1. Wood Works analysis and design aro in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplemer:! 2. Please verify that the default deflection limits are Appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Com;•osite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacture:. 5. Size factors vary from ono me'nufnclurer to another for SCL materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for .:onnection details when loads are not applied equally to all ply$. 7. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT 61WOOdWorks Summit Structural Design Q May 28, 2016 10:48 sDrrWARrfOR w000 DEsrcro B5 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 Load TYPe Distribution 6'a C-• Locatipn (ftt t7agni tude Unit utr Brea 24.0 !3. Uo)'• psf Luad2 Wird C'C Full Area 1.0.00 13.00 Load3 Roof constr. Ful! F,rea )• Ps l Sol f-wol ht Dead Full UUL 20.00 (3.00)• Ps" 'Tributary W dth ft* 9.3 !f Maximum Reactions (Ibs) and Bearing Lengths (in) Gnfactcred: DeaU 7')g .4a rd 575 Roof Live 575 Factored: u75 Tata! 1469 - S"' 4 Length 1.00• -' _ 1.4ES; tlln reg'I.00' --' i . Minimum bed aring length selting used: 1" for end supportOi• LVI. n -ply, 2.OE, 310OFb, 1.3/4"x9-1/4", 2 -ply (3-112"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 17-2.0": Lateral support: lop= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012; Cr!terl.od _ Anatia Value Design value Ansi sis/Desi. n Shea: 5 ' aendingl*) lb 1541 3 fv `w ` 0.46 1"c' 237 fb/Fit' 0.46 Dead Defl'rt 0.53 � L/435 L!ve Defl'n 0.41 = L/554 0.64 = 1./360 0.65 Total Def.l-_n 0.68 = L/3311 0.95 - L/240 0.71 Additional Data: -- FACTORS: F/E(psi)Cl1 CM Ct CL CV Cfu Cr Cfrt Ci Cn LCN Fv' 285 1.25 - i.00 - - 1.00 - 1.00 2 Fb'+ 3)00 1.25 - I.00 0.306 7 O4 1.00 1.00 FcP' 750 - - 1-.00 _ - - 7. E' 2.0 mil!'- on - 1.00 - _ 1.00 - - . Emi))y' 1,04 million 1'00 3 1.00 - - 1 .00 3 CRITICAL LOAD COMBINATIONS - Shear : LC lit Dr Lr, v . 1 34 9, Vdax:i yc: 1234 lbs Sendiny(•l; LC 172 -. O+Lr, N, 6434 lbs -rt Dc 1'!ectior.: LC 113 D�.1'SfLr«•42;4) ;live! !•C 113 it•.'•SiLt'•.42(§) :total) D-daad L -live S+snow 4!,wind i -impact !,r^roof live LL - All VC's are 1;sted in the Anal Fut concentrated E=earthquake Load cambiratlons: ASC: 1-10 / IBCs20S7. CALCULATIONS: 0ef1ectio::: EI = 231e06 !b-in2/ply "Live" deflection - De.flectior,. fro(n all non -dead loads !live, wind, snow...) Total Deflectlon. - 0.50(Dead Load "uef)ection) * Live .Load Deflection. Design Notes: '.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. SCL-BEAMS (Structural Composite Lumber): (he.allached SCL selection is for preliminargdesign only: For final member design contact your total 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 toads 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 a 'SMV® o. � n o r k s SeP. 8. 2016 08:20 so6VMVAAVa/c�'r0e we0o11ncsrcn• B6 Design Check Calculation Sheet Loads: Wood Works Sizer 10.1 Loao Type Dist r:ibut icr•- Pae•- Location Iftl Magnitude Unit. Loa -- tern Start End Start End Dead Fornt 7..A i00P. lbs 4oad7- wind t:SC Point 7.58 14Q0 lbs Load3 Roof t:onstr. P.2"L 7,58 1440 lbs Self- -t Dead Full tIDL 1.4 ,7 !f Maximum Reactions (lbs) and Bearing Lengths (in) Unfactored: Dead 635 Wind '143 Roof Wj a 743 Factored: Total 1526 Bearing: -.-- Length1.00• M It-.rnu'd ; nn. Timber -soft, D.Fir-L, N0:2, 6x12 (5.112"x11.114") Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length: 15'-8.0'; Lateral suppon: lop= at supports, bottom= at supports: Analysis vs. Allowable Stress fncil :-q Criterion _ 77- Shear Anil yys.is Value Ues:.r_n Value :.nal •s is/Dest n Bend(ngi'! tv - fb - 33 1032 f'v' 2l�- fv/Fv' 0,16 Dead Defl'n 0.18 - <L/999 Fb' - 1076 fb/Fb-' = 0..96 Live Defl'n 0.25 u L/760 O.S2 = L/360 0.41 Total Defl'n 0.52 ., L/357 0.78 _=L/240 0:67 G 112 - 6?7 Additional Data: - F71CTUR5: Fpsj)CD C14 ct CL CF Cfu Cr Cfrt Ci Cn LCU Fv' 170 1.25 1.00 I.00 2.00 1.00 1.00 2 Fcpl 875 .1.25 1.00 1.00 0..984 1.000 '1 00 1.00 1.00 1.00 2 Ftp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.3 million 1.00 1.00 - - - !.00 l.00 - 3 Emin' 0.47 million 1..00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 82 - [,-Lr, V = 1370, V design = 1363 lbs Sendinq(-): LC 82 - D+Lr, I4 = 9973 lbs-fi: Deflection: I.0 43 x,75 tLrt.42W! (live) LC 113 L^.,75( Lr• . 4219) (totali D=dead L=live 5 -anew W.1w1nd 1 -impact !,r-roo t' Liv. Lc -concentrated E=earthquake A!.1 Lt's are l:sCed in the Analysis oitput Load combinations: ASCI: ')-10 / IBC 2012 CALCULATIONS: Deflect!on: E1 848,06 Ib -,n2 "Live" deflection m De!'leccion from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) ^ L(ve Loarl Def!ection. Design Notes: 1. WoodWorks analysis and de:lign are in accordance with the ICC International Building Code (IBC 2012). (he National Design Specification (NDS 2012), and NDS Design: Supplement. 2. Please verify that (Ite 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. r JL COMPANY PROJECT "WoolSummit Slruclural Design 0dWorks' Sep. 8. 2016 08:22 s0r7wn.9rFoe woes 0MCN B7 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 load Type Di atr.ibutioil Pal-- Location (ftl Maynitude Unit Load/ - term Start End SCarC End Dead Ful Brea L oatl2 l9i ntl ::nC F'ul! Area14.00 load3 Roof ;:onstr. Full Area 20.00 (7.00)' psf Load4 Dead Fu!1 Area 20.00 (7.00)'.psf 5el t-aef aht Dead Full UDL 10.00Iil.001' psC "rrlbutary Widti1 Ifti -- 10.0 H Maximum Reactions (lbs) and Bearing Lengths (in) 19'-2.1'• Unfactored: Dead 2166 '-'---------- .. Wind 134.3 Criterion Shear Roof Llve 1343 '1l& Factored: 1.1f3 Total 3777 i 4,, _ Bearing: fv Fv' 0.21 Length 1.07 - 37'•7 Mrn req'd 1.0h -_- "Minimum bearing length gtnomed by the required width of the supporting member. 0.30 L/753 0.53 :: L/42.F LVL 11 -ply, 2.0E, 3100Fb, 1.3/4"x11.7/8", 3 -ply (5-1/4"x11.7/8") Supports: All - Timber-sofl Boam, D.Fir-L N0.2 Total length- 19'•2.1"; Lateral support: lop= 24 bottom= at supports; (in) Repetitive factor: applied where permitted (refer to online help). Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Shear A-r!s Naha -' -Desiqn Valu sis/De.9ian Dencf!n 117 pv = 1, 1621 F -v - 35G fv Fv' 0.21 Dead Defl'n 0.46 L/ 97 Fb' = 401.9 fb/Fb' 0.40 Live Defl'n Tota! Deft 0.30 L/753 0.53 :: L/42.F 0.64 a L/360 0.95 •-0.48 _ 1./24D 0.56 Additional Data: FACTORS: F/Etps!.)CD is?; Ct. CL CV Fv' 2df• 1.25 1.00_ Cfu Cr Cfrt CI 'b - 3100 2.25i.. l.o(' 0. 9156- 00' - Frp' _ _ t.oD E' 2.0 million - 1.00 - i.On - Eminy' 1.04 mi Ikon 1..00 .. .. 1.00 - CRITICAL LOAD COMBINATIONS: _- 00 Shear : IX 02 - D. Lr, v - 3493, V design n •• Send .ingI.): LC 112 - D4 Lr, 311:5 lbs M = 16670 l Deflection: LC 03 - D..75(Lri.42t0) 'live)t. LC 03 - Dt,75(Lr+.42F!) ::total) D=dead LWlive S=3110, 11uf d 1.n I.+m. Lr -roof live Lc=concentrated E-earthquay.e LC's are listed ed in the Analysis output Load combinations: ASCE, 7-10 / IOC 2012 CALCULATIONS: Deflection: E1 = 408e06 ib-int/ply "Live"deflection = De)ilection from all non -dead loads Totalhive, wind, snosr...l ocai Deflection=0L511(pnad 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 Nos Dasign Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field assembled multi -ply beams. 4. SCL-BEAMS (Structural o menufCOmPOsacturer Lumber): the attached SCL selection is for preliminary design only For final member design contact your local SCL manufacturer. 5. Size lectors vary from ono contact manufacturer to rer for ; for SCI.. materials. They can be changed in the database editor. 6. BUILT-UP NG: Joists. w contact rand multi for •�onneclion details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs. and multi -ply members are not rated for fire endurance. S COMPANY PROJECT d Summit Structural Design grQ)'Woo'Works d n May 28, 2016 10:59 sonIVAII troR WOOD 0EESS/cn' B8 Design Check Calculation Sheet oads: WoodWorks Sizer 10.1 L Load Type DistributloI', Pat- Location [ft) Load- Uead6 Po1nt ten: Start End Magnitude Start End Unit Load2 wind CSC Point 6.08 448 lbs Lo ad3 Roof constr. Point .08 6.08 640 lbs Sclf-weight Dead Full l'll!. 640 lbs 7 7 Maximum Reactions (lbs) and Bearing Lengths (in) : t - ---- 12'-2 -- - ---� Ur.faCtored: '-- - --• -- 12'-V Dead 270 -- --- -- :9i ltd 320 2"r4 Roof Lave 320 FdCCOYCd; _ 3201 Total 654 Length 1.00' - 654 ",,in reo'd 1.00• ---- -- - 'Minimum hann,.n ie,.,.,,..,.u..._ ..__... _ I . r10' 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 (in) using NDS 2012: Criterion A. a! si -value Ues!un Value Anal sis/Ucsicn Sneer --._. 27 Fv' = Z25 :v Fv' _ .12 6endinq(+1 fb '= 924 Fb' n 7310 fb/Fb' 0.63 Dead Defl'n 0.09 s <L/999 ' Live Defl'n 0.12 <L/999 0.40 - L/360 0.29 Total Def.l'n 0.25 L/585 0.60 - L!240 0.41 Additional Data: FACTO!iS: '_/E(Psi)CD CM C[ CL CF Cfu CI Cfrt Ci Fv' 180 1.25 I.UO 1.00Cn LCII • 1.00 1.00 .1.00 2 Foy' 90C 1.25 1..00 .1.00 0.970 1.200 1.00 1.00 1.00 1.00 2 E. Ecp• 625 - 1.00 1.00- - - - 1.00 1.001 I.6 In!!i.l oil 1.00 1.00 •- !.00 1.00 3 Ervin 0.58 ml IIloll 1.00 1.00-- CRITICAL LOAD COMBINATIONS: 1 .00 1 .00 3 Shea. : LC ill - U+Lr, V 585, v de ign 585 lbs Sendinui,l: LC 92 - Dr Lr, 1•t 3427 lbs-fc Def ler_t ior.: LC h3 • U•.75!::r+. d24¢i live7 LC !I3 = D, .7.5(Lr-.4?.w =tnral3 D -dead L -live S -snow turwi:ld :,,ilapact !,r=rOUf live i.0=COnCe❑Crd Ced. Ey ear l'hgua�:e All LC's are listed in the Analysis nutpuC Load combinations: ASCE 7=!0 / IBC 2012 CALCULATIONS: Deflection: EI - 3ii9e06 lb -int "Live" deflection Deflection from all noxi -dead loads (live, wind, snow...) Total Deflection = 1_ 50(Uead Load Deflection) + hive Load Deflection. Design Notes: 1. WoodWorks anslysls and de:lign 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 tlpproprieto for your application. 3. Sawn lumber banding members shall be laterally supported according to (he provisions of NDS Clause 4.4.1. 0� COMPANY PROJECT I Summit Structural Design r%D I ' o o d'` n '®r k ^' May 28. 2016 11:00 SOPTIVARIF FOR WOOD Ofs/61V 89 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Load. pond DistributionPat•- Location (ftl Magnitude Unit terr. Start End Start End Fp Area Load2 wind CAC 14.00(12.00)• psf Full Area Load3 Roof constr. 20.00(12.00-)- psf Full Area Self.-we.!c ht Dead 20.00(12.001• psf. Fuil UDi_- 'Tributary !4i 17 7 p,{ Maximum Reactions (lbs) and Bearing Lengths (in) : DIE -111i Timber -soft, D.Fir-L, N0.2, 6x10 (5-1/2"x9-1/4") Supporlsi All - Timber -soft Beam, D,Flr.L No.2 Total length: 9'-8.0"; Lateral, support: top= at supports, bottom= -al supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: C ricerion Anal�ois Value Des irra!ue Analsis/Desi n S tear _ Qv 49 Fv' = 2i v.Ev' - 0.23 8ending (�1 fb 738 Fb' - 1074 fb/Fb' - 0.67 Daad Defl'n 0.01 :L/999 Live Deft li.10 <.L/999 0.32 - L/360 0.32 TocaJ L•ef!'n 0.21. L/543 0.48 +• 1.!24U 0.44 Additional Data: FACTORS: F/Elpsi)rL Cm Ct CL cF Fv' 170 !.25 !.UO 1.00 _ Cfu Cr 1.00Ctrt Cf Cn h2H Fb', 875 1.2, 1,00 1.00 ! _ 300 1.000 1.00 _ 1.00 1.00 1.00 2 .00 1.00 !.00 1.00 Fcp' 625 - 1.00 ;.00 - - 2 1.00 1.00 •` 1.3 miilLon 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC 4'2 - D+Lr, V - 2013, V design ++ 1672 lies Bending(~;: LC a2 - Do- Lr, t4 - 4823 lbs -ft Deflection: LC 113 - DF,75(Lr+.42w) (live) LC 03 - D".15(Lr..42i.) Itot.all D=dead L -live S=snos 11 -wind 1;=inpact Lr -roof .).ive Lc -concentrated E=earthguake All L"s are listed sn the A:,,alysis cutput Load crndu nations: ASCI 7 -in / 18C 20:.2 CALCULATIONS: Detleceior.: E) 4;2006 .Ib -int. ve" defieccion = Defle;etion frost all non -dead loads (live, wi.^.d, 5now...i Torii De..^!ecc!on +• 1.5 (I1aad Load Deflection) . !,lve Load Deflecci.on. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), (he National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that (he default deflection limps are appropriate for your application. 3. Sawn lumber bending members shall be laterally.:;upponed according to the provisions of NDS Clause 4.4.1. lin factored; -- 9'•�" Dead 870 wind 1160 Roof Lave t160 C. Fac Lored: _ --- i i 60 Total 2.262 - --�---' 6eariny: - -'- In. r.e`u--=11._00. .. ---- -__-.�•_- -.iiE;.. Timber -soft, D.Fir-L, N0.2, 6x10 (5-1/2"x9-1/4") Supporlsi All - Timber -soft Beam, D,Flr.L No.2 Total length: 9'-8.0"; Lateral, support: top= at supports, bottom= -al supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: C ricerion Anal�ois Value Des irra!ue Analsis/Desi n S tear _ Qv 49 Fv' = 2i v.Ev' - 0.23 8ending (�1 fb 738 Fb' - 1074 fb/Fb' - 0.67 Daad Defl'n 0.01 :L/999 Live Deft li.10 <.L/999 0.32 - L/360 0.32 TocaJ L•ef!'n 0.21. L/543 0.48 +• 1.!24U 0.44 Additional Data: FACTORS: F/Elpsi)rL Cm Ct CL cF Fv' 170 !.25 !.UO 1.00 _ Cfu Cr 1.00Ctrt Cf Cn h2H Fb', 875 1.2, 1,00 1.00 ! _ 300 1.000 1.00 _ 1.00 1.00 1.00 2 .00 1.00 !.00 1.00 Fcp' 625 - 1.00 ;.00 - - 2 1.00 1.00 •` 1.3 miilLon 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC 4'2 - D+Lr, V - 2013, V design ++ 1672 lies Bending(~;: LC a2 - Do- Lr, t4 - 4823 lbs -ft Deflection: LC 113 - DF,75(Lr+.42w) (live) LC 03 - D".15(Lr..42i.) Itot.all D=dead L -live S=snos 11 -wind 1;=inpact Lr -roof .).ive Lc -concentrated E=earthguake All L"s are listed sn the A:,,alysis cutput Load crndu nations: ASCI 7 -in / 18C 20:.2 CALCULATIONS: Detleceior.: E) 4;2006 .Ib -int. ve" defieccion = Defle;etion frost all non -dead loads (live, wi.^.d, 5now...i Torii De..^!ecc!on +• 1.5 (I1aad Load Deflection) . !,lve Load Deflecci.on. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), (he National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that (he default deflection limps are appropriate for your application. 3. Sawn lumber bending members shall be laterally.:;upponed according to the provisions of NDS Clause 4.4.1. 7�1),s COMPANY PROJECT Summit Structural Design ' IlWoo d'Wo r k s° May 28, 2016 11:03 son mnnr ruR WOOD orsrcn' 810 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) 13'4' - ---- --� UnfactoreI, _ 13'•7" O'ead 436 - Wind 5046 Roof Live 506 4-4 Factored: .15i ?'o t a 1 1044 Gearing: -. ___ 1020 Length 1.00' - •--__-'-.-_ idln read 1.00' ., it ii, 'Minimum bearing length selling used: 1" for end supports OD Timber -soft, D.Fir-L, No.2, 6x10 (5-112"x9-1/4") - Suppons: All - Timber•solt Boam, D.Fir-L No.2 Total length: 13'•8.0": Lateral support: top= at supports; bottom= at supports: Analysis vs. Allowable Stress (psi) .and Deflection finl ,mi,,,, unS 2017 Criterion. Shea: Bending(4) Load Uesagn Value Anal sis/.Desi.n F.r� - <<^r2 fv Fv' 1 n FW _ ](,94 fb/Fb' = 0.65 Dead Defl'n 0.15 * <L/999 'sive Defl'F. 'Total 0.20 - L/600 0.45 � 6/360 0.45 Type Distr.:butior. Pat•• Location (ft] Magnitude Unit Loa! U_el tern Start Fr.d Start End Loa - Wind '6C Point Poi.nt G.75 6'.?5 700 b9 Load3 Roof c:onstr. Point 6.75 1000 1000 lbs lbs Self-wei. ht head Full UDL 'E 17..1 1f Maximum Reactions (lbs) and Bearing Lengths (in) 13'4' - ---- --� UnfactoreI, _ 13'•7" O'ead 436 - Wind 5046 Roof Live 506 4-4 Factored: .15i ?'o t a 1 1044 Gearing: -. ___ 1020 Length 1.00' - •--__-'-.-_ idln read 1.00' ., it ii, 'Minimum bearing length selling used: 1" for end supports OD Timber -soft, D.Fir-L, No.2, 6x10 (5-112"x9-1/4") - Suppons: All - Timber•solt Boam, D.Fir-L No.2 Total length: 13'•8.0": Lateral support: top= at supports; bottom= at supports: Analysis vs. Allowable Stress (psi) .and Deflection finl ,mi,,,, unS 2017 Criterion. Shea: Bending(4) Anal ais Value v = '/. fb - 926 Uesagn Value Anal sis/.Desi.n F.r� - <<^r2 fv Fv' 1 n FW _ ](,94 fb/Fb' = 0.65 Dead Defl'n 0.15 * <L/999 'sive Defl'F. 'Total 0.20 - L/600 0.45 � 6/360 0.45 Oefl'n 0.43 = L/375 0.68 - L/240 0.64 Additional Data: ----- FACTORS.: FIE(psi)CD CM Cc CL Cr Cfu Cr Cfrt Ci Ca LC 11 Fv' .70 1.25 1.00 1.00 - 1.00 1.00 1.00. 2 Fb'• 675 1.25 1,00 1.00 1.000 1.000 1.00 1 00 1.00 1.00 2 Fcp' 625 - 1.00 i.00 - - - - l,OG I.00 E. 1.3 million .1..00 1,00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC lit - 1, -Lr, V 9422, V design = 933 lbs Bendinq.t+): LC 112 - W -Lr, M n 6051 lbs -ft Deflection: LC N = D-.7S(Lr..42W) (live) LC 113 U:.?Sll,c+.42]4! (tota.11 D=Uead L=live S=snow W -wind 1=impact Lr -roof live Lc -Concentrated F.=earthquake All LC's are listel in tho Analysis output Load combinations: ASCS 7-30 / IBC 2012 CALCULATIONS: Deflection: FI - 472c06 lb -int "Live" deflection = Deflection from all non -dead fonds (live, wind, snow...} Tocol Deflection 1.5)(Dead Load Deflec-ionl : Live Load Deflection. Design Notes: - - - 1. WoodWorks analysis and design are in accordance vdth the IC(: International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplemerit. 2. Please verify that the default deflection limits are 8ppr0prlate for your application. 3. Savor lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Summit Sinicleral Design " Sep. 8.201808:35 WooldWorks 0 all .V0MVARfi.r0/? 1V4)()f) DfSlCN Design Check Calculation Sheet Loads: woodworks SIzcr I 0.i Lend Typor YO1nC SC -t gild T-17— St2it .d. Endunit U v. Total Dofl':) .4 V 513 0.10 L/360 40 1—rd2 Wind (.-&c PoLnt G.14 165� lb. I.,.d3 A --f ...... Point 1 500 1500 1 b. L. d, Loads n D. it Point: J46:L4 1263 1b: !ba !zdi Wind c6c Poo( Pillnc 14.14 1040 lb, const c• Dead Faint 4 1 840Lod? -ji nd C&C Po�nc P.,, : 1314 756 bL.-dLoad? Poor. ,ons%,. P.�� "I:i" 1080 i : Load 10 . Area I000 lbs 10.00(17.501'PaL aC if 1 Maximum Reactions (lbs) and Boaring Lengths (in) 20--3.5- 7,7 ced oe.,l 3)76 11—d !993 Poet Live 199) B-T.tnl 575524 L'r rino; Lonqth 661L Min r.,'d— 1.64 "M nlmunt waring ength govomqd by Fe­a`—'QV—,(e3----d1h of —Ino sup))—or7ing --cmbof. 1-85— LVL n -ply, 2.012, 31100ft, 1.3/4"X14", 3,ply (5.1/4"04") Supports: All - TImter-soA Berlin. D.FIr-L No.2 1 Total enoth: 21Y-3.5": Lalicral support: top= at supports. tro tlom= a, supporta :Repetitive Irclor: OPPlied where p0millied (rotor to onlino help): Analysis vs. Allowable Stress (psi) and Deflection (in] eche une C or' Sondingl•: Uoad UeI1 •n 11--.1-.1.1. 1; Cb 2160 0.61 ,39, Lwin. V.1- Fir' IG65 1b/Fb- 0.0-1 U v. Total Dofl':) .4 V 513 0.10 L/360 40 0.70 0.77 Additional Data: FACT01IS: F/Z(p3j;CC CM Ct cl, c� Cf, F-.- lies 1.21 - 1.00 "0" Ci Clio LCP 0 ;50 1 .0 2 F'. In') 1.2i L'OO 0.909 go 1,04 0 2 0 .1, �--ny - 12 0 04 million.DO CRITICAL LOAD COMBINATIONS: 0 She." I LC 02 D -L:, V 0119, v CIV-ga 5415 Jbir 8-dlni;14l: !X 42 OL1, M 35214 lbr-fr, . ell r'd,..d L+ll— '![he Arlllyr— J,tpe, /And sorra tnnti ono: ASCF. ' IBC 2012 CALCULATIONS: on efic ""Ply Def. - Ti f V. fl—,,11 non -d -d 10-16 IlLvr, Wind, an—A i)— 0-50(d Load .I ].art "eilc,irri, "t"..) � 1 Design Notes: ;2-I ord, WoOdWorils analysis and design 1:111 In 3=AJanC0 Mill thin ICC Internmiona; Building code (IBC 2012). the National Design SPOcilication (NOS 2012), and Nos Design Supplement, Please verify in the default defleciloji limits are appropriate for you, application. System 0 3 ' System factor KH may not 8PAIY it' 0old-25somblod Multi -ply beams. he 4. SCL-BEAMS (Structural Composllf- Limbo,): 11111'81taChed SCL UlOctl0r, is for preliminary design only. For final member design contact year local SCL manufacturer. .0 factors v S. Size factors vary from , one 1110nufalftror to flacrilaVr for SCL materials. They call be changed In tile database editor. 0. BUILT -Up &CL -BEAMS: contact manufacturetfor cannection deialislMlen loads are not applied equaltylo 11 ys, FIRE RA 7. E RATING: Joisis, wall studs. and MUIII-Ply members are not ralail lot fire endurance. a PI �51 COMPANY PROJECT Summit Structural Design Wood Works Sep. 8. 2016 08:47 SOF/WAFr FOR WOOD DE370,V 812 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Load/ Type Dca�i - Distribution Pat-- Location (ft) Hagnitude UniL __ Cern SL'art End Start End Fu 1 ,tree I.oad2 tai nd (:Sc 14.00 (9.50)' psf. Full Area Load3 Roo[ c:onscr. Fu ilrea 20.00 19.501' psf Self -war Ftc Dead 20.00 (9.50)' psf rL11 i1Dl' 'Tr Mary Width Ii- --21.7 1'f Maximum Reactions (lbs) and Bearing Lengths (in) 22'-8;5" Unfaccored: -- _ 22--y 7" Dead 1740 --- -- Wind 2157 Roof Live 2157 Factored: 2157 Total 4339 - Length .1.23--- 43;^ t4l" ce 'd 1.23' mum bearing length giverned by the required vridlT, fit,. LVL n -ply, 2.OE, 310OFb, 1-3/4"x14", 3 -ply (5.1/4"x14") Supports: All - Timber -soft Beam, D.Fir•L No.2 Totalleng .511 Lateral supp3rl: lop= at supports, bottom= atsuppons't Repetih. tive actor: applied where permitted (refer to online help), Analysis vs. Allowable Stress (psi) and Deflection (In) using NDS 2012: he terion A -,al is Va l.ue Des ii�n �•aIue Anal•sis/Des.i r. Shear fv 71 Fv' -T6 v Fv' .. Bending(.) fb 1538 D. Ft,' •, 3560 fb/F11' = 0.43 Dead Deft 0.38 '• L/%19 L!ve Defl'n 0.49 •' L/540 0.75 - L/360 0.66 TO a! Defi'n 0.60 m 1./396 1.13 = L/240 0.60 Additional Data: FACTORS: F/E(ps11CD CM Ct CL CV Fv' 205 .25 1.00 l:fu - 1.00 Ci -r L•'r 3100 1..25 - 1.00 0,003 G 98 - i 04 L.00 Fcp' 750 .. .. I.00 - _ - .. 2.0 million - 1.0.1 E. ny" i.O4 mi1'!ion - _ - - .00 CRITICAL LOAD COMBINATIONS: Shear I.,C 02 = D -Lr, V - 3890, V design Wil lis Bend ng t:): LC 02 m D: Ls, H - 21900 lbs -ft Deflection: LC 03 - n�.75(Lrl.42W) (five) 1.0 113 - D..75(1,r*.42W) (total' .)-dead i L -I Cn I,C9 F.00 2 - 2 ve S snow W -w: no i=impact Lr -roof live LC=concentrated E-earchquake All LC's are listed in the Analysis output Load Combinations: ASCE 7 -Ill / IBC 2012 CALCULATIONS: Defleccior:: E.1 8110006 lb-in2/ply "Live" deflection - De:'.lection from at! non --dead loads (live, wind, snow...) Tota) Def-ection - 0,50(Dead Load Oef.tecti.on) + hive Load Deflection. Design Notes: I. WoodWorks 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 Ihe.defaull deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural COMPOS)fe Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. S. Size factors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys 7. FIRE RATING: Joists• wall studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural Design 814100dWorks Sep. 8, 2016 08:50 SORWAar FOR 11`000 DF1r04V 813 Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load -type fiistr:.butiu:. fat- Location (ftl magnE Lucie unit Loddl DeaU tor" 3Cart Erd Star[ End L0ad2 wind ::ac Full Area ,.4.ri0 1600ps. Full Area 20.00 (6.00)• par so dJ Root :onstr. Full Urea Self-:4elght Dead Full (DL 20.00 16..00)• psi 'Tributary Width (ft) 12.0 !f Maximum Reactions (lbs) and Bearing Lengths (in) unfactored: Dead 1556 Wind !197 Roof Live 1191 Factored: -- local 1.99J Bearing: Length 1,24 _tlin reo'd 1.24•• LVL n -ply, 2.OE, 310OFb, 1-3/4"01-7/8", 2 -ply (3-1/2"x11-7/81 Supports: All - Timber -soft Beam. D.Fir-L No.2 Total length: 19'-11.5 Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Criterion Mal :lis Value Gesi cin_ value Anal sis/Desl.gn � 8 F%I:1` Shear �• = 350 e1`' v �efb 2!56 Fit.'_ ^,756 U. Z., Dfb/F'b' . 3.78 Dead ad Deft Det]':: 0.56 - L/426 Live Defl'n 0.46 - L/520 e.f6 L/3(,0 Total Der l'n 0.74 L/323 O..S9 = L/24C 0'69 0.74 Additional Data: FA C "TORS: F/Elpsi)CD CN. Cr, CL CV Cfu "•'' 265 1.25 - 1,00 Cr Cert. CI Cn Leh E'b'' 3100 1.60 - 1.00 0.555 1.00 - 1.00 - 1.00 2 ,cp. 750 - - 1.00 - 1.00 1.00 - - 3 E 2.0 million 1.00 _ _ - 1.00 - - _ Eminy' 1.04 million 1..00 - _ - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: 1 .08 - _ 3 S"ar : LC 62 = [.,.Lr, v = 2739, V de:eign 2452 ! Sendinn(-,: !,C 93 Cr,75(Lr+. GW1, 1;,)7&j lb!; Def!ec[ion: L-1, '= 3 1bs-ft L'.,.75 (!,r,..47y.) (liver) LC iia - C-.75(!,r,.42W! itotal) D=dead 1,-!!1`e 5=sn0w W -wind !=impact ,,,ocl, live Lc=concantracc:d E=earthqua Y.e A i.! Lt's are listed .in the Analysis output Load combinations: ASCE: 7-10/IRC 20:2 CALCULATIONS: Deflection: Ei - 448e06 lb-in2/uiv "Live" cip.f.lect ion = Deflection from ai.l non -dead loads ill", •.,i,ld, snow...) Total Deflection �- 0.52(Cead Load Deflection) a I.tve Wad Deflection. Design Notes: 1. Woodworks analysis and de;tign aro in accordan;e with the ICC International Building Code (IDC 2012), the National Design Specification (NDS 2012), and NDS Dosi(p) 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 SCC materials. They can be changed in the database editor. S. BUILT-UP SCL-BEAMS: contact manufacturer for connect,on details when loans are not applied equally to all plys. 6. FIRE RATING: Joists. wall studs, and multi -ply members are not rated for fire endurance. 19' Loads COMPANY PROJECT Summit Slruclural Design Wood'Wor& May 28, 2016 11:26 SOMWARE FOR WOOD OFSIGA B14 Design Check Calculation Sheet Woodworks Sizer 10.1 Wad Type Oist ributior, pat- Location Iftj 1-lagni tude Unit Load/ Oen Fu ten'. Start End Start End Load2 Wind �:&C Area Full Area 24.00 18.ti )' - 1s- T- f,oad3 Hoof ::onstr. Full Area 7.0.00 (3.001• psf Self-wci ht Doad Elrl t UDL 20,00 tU.fi01' psf •'_7 weary 'r.rdt t 1Eti 12.0 olf Maximum Reactions (lbs) and Bearing Lengths (in) : 15-8.6" Unfactored: Dead 1602 Wind 1257 Roof Live 1257 Fac L'Ored: Total 3111 Bearinq: Length 1,26 Min read 1.26'• LVL n -ply, 2.OE, 310OFb, 1.3/4"x11.7/8", 2 -ply (3.112"x11.7/8") Supports: All - Timbor-sofl Beam. O.Fif-L No.2 Total length- 15'-8.6": Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowabltl Stress (psi) and Deflection ((n) using Nos 2012: Criterion Anal.ysi.s Value Design Value Anal sis/Desi<n Shear fv 39 Fv 'JiG Ev/Fv = 0. aerding (+1 fb 1759 Fb' = 3369 fb/Fb' - 0,52 Dead Defl'n 0.28 L/671 Live Defl•n 0.23 L/804 0.52 ^ L!360 U.45 Total De0.37 3•�1 = L/503 U,7U_ l.!? -AO 0.48 Additional Data: - FACTORS: F/E(psl)CD CM Ct CL CV Fv' 285 1.25 - - Cfu Cr 1Cfrt.00 C1 Cn LC II 1.OU - - ].UO - 1.00 2 Fcp' 3100 1.60 - 1.00 0.579 1.00 1 00 1.00 ECP' 750 1.00• _ - - - 3 E. 2.0 mil; tor; - 1,00 _ 1.00 - Eminy' L.04 million - .1.00 _ - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: - 1.00 3 Shear LC 02 - D+Lr, v = 2840, V dezug n = aonding(.): LC: 83 = D:.75(Lr+-.6W), M'. 1205 2461 lbs Deflection: LC 113 = D+.751Lr+.42;;1 ;live) lbs -ft LC 03 D:.75(1,r+.4247) ,total) D=dead L -live S=snowW"Wind 1 -impact Lr=root live Lc=concentrated E^earthquake A11 LC's are listed In the Analysis output Load combinations: ASCE 7-10 / IDC 2012. CALCULATIONS: Deflection: F.I 4738e06 lb-"n2/ply "l.rve" deflection De;lection Prom all non -dead loads (live, wind, snow...) Total Det"_etc ion •' 0.5DIDead 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 Specifleation (NDS 2012), and NOS Design Supplemer+t. 2. Please verify that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the ldlached 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 SCI- metenals. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: conlaxt manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall sluds, and multi -ply members are not rated for fire endurance. 15'.7 3" _602 !257 1257 COMPANY PROJECT a Summit Structural Design rl��pllV 1 o o d rWo r I ' ^ (9) May 28, 2016 11:30 sorr'ni%Rt FOR WOOD DWi`srCB15 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads Load Ana 1. _!s value v'� 40 fb :• 702 Ucs:n Value _ Pyr' - 2 2 Fir' 1079 Anal slsl Desinr. ifb/Fb' a 0.73 Dead Deft'n 0.10 <L/999 E. 625 - 1.00 1,00 - - - - Type bistr::butlor; Pat•• Location Iftl Magnitude Unit 4oa 1. Dea __ Point tern Start. End Start Find Lead2 !wind -.6C Polnta 6endino)-): LC 02 0+Lr, li 7564 lbs -ft 9.00 9.00 900 es Load3 Roof ,�onstr. Point LC 43 D+,75(Lr+.42W, 'cotaII 9.00 1400 !bs 1.400 lbs Self -Wei hr Dead Full. UDL All LC's are listed in the Analysis output 14.7 if Load combinations: ASCE 7-10 / 18C 2912 Maximum Reactions (lbs) and Bearing Lengths (in) : 13'-8" Unfactored: Dead 437 Wind 477 Roof Live 477 Factored: Total 1006 Dearing: -- Length 1.00• Timber -soft, D.Fir-L, No.2, 6x12 (5.1/2"x11.1/4") Supports: All - Timber -soil Beam. D.Fir-L No.2 Total length: 13'.8.9'; Lateral support: top= at supports• bottom= at supports: Analysis vs. Allowable :(tress fnsil anra n,�slo,.+Inn n.., Criterion Shear Bending.,! Ana 1. _!s value v'� 40 fb :• 702 Ucs:n Value _ Pyr' - 2 2 Fir' 1079 Anal slsl Desinr. ifb/Fb' a 0.73 Dead Deft'n 0.10 <L/999 E. 625 - 1.00 1,00 - - - - - 1..00 1.00 - Live oofl'n 0.14 :L/999 0.45 L/360 0.31 Total Def 1'n 0.29_ L/SS4 O. GO _ L/24O 0.43 Additional Data: FACTORS: F/E(pa iI CD CM Ct CL CF Cfu Cr rv' Cfrt Ci Cn LC II 170 1.25 L.00 1.00- - Fb'+ 075 '1.25 1.00 1.00 0.907 1.000 1 00 1.00 1.00 1.00 1,00 1.00 1,00 7. E. 625 - 1.00 1,00 - - - - - 1..00 1.00 - 2 - 1.7 million 1.00 1.00 - - - - 1.00 1.00 - ;7 Er. in 0.47 mi il.ion 1.00 1.00 - - - - 1.00 1.00 •• 3 CRITICAL LOAD COMBINATIONS: Shear : LC 112 tuts, V 165E, v design 1656 lbs 6endino)-): LC 02 0+Lr, li 7564 lbs -ft Deflec!:!on: !1: 4.7 U•.') 5(1, rte. 42 W) (live) LC 43 D+,75(Lr+.42W, 'cotaII U=dead L=live S=snow W -wind T=impact Lr••rcof live Lc -concentrated E=eartheuake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / 18C 2912 CALCULATIONS: Deflectior:: E1 b40r:O6 lb -!n2 "Live" deflection - Deflection from adl non -dead loads Il.ive, mind, Total Deflection n. 7.SO(Dead Load Deflection) + Live Load Deflection. allow._( 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 Dusign 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. -7.. )46 923 92:s �0 COMPANY PROJECT 4 � Summit Structural Design ,���I ®®,fiT� �t /, �^ ^ 0 May 28, 2016 11:31 �!l! SOFnvurFFORtPOODDFSICN B16 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads; Load Type D!str:.but ion Pat- Location iftj Magnitude Unit Loa 1 Rea Fu 1 brae rn trStart End Start End Loatl2 Roc(. ;mtstr. Full Area 14.00 (5. 01+ nsf Load3 Wind C"4 r F'ul. Area 20.40 lS. UO)• F Ps. Load4 Dead Ful! Area 20.00 (S.UOi' p35f Self -wet h t Dead Full IDL 18.00 (5.00)' fist •Tributary Width 1 t, -- 14.7 oif Maximum Reactions: (lbs) and Bearing Lengths (in) :-----"- 8,-2,. --- -- { 0' I:1facCored: De aci ---- (•rind 408 713 Roo f.Livo 400 90� Factored: _--__ 408 Total 1203 ___ Bearing: _- 1203 Length 1.00• Min reo'd 1.00• i..OG• Minimum bearing tenglh selling used: 1" for end supports - _ 1_00 Timber-soft, D.Fir-L, No.2, 6x12 (5.1/2"x11.1/4") Supports: All • Timber -soft Beam, D.Fir•L No.2 1•olai length; 6-2.0": Lateral support: lop= at'supporls, bottom= at supports: Analysis vs. Allowable Stress (psi) and Defierfinn fent Ce!terion CL' -'F Cfu Cr Cfrt Ci. She Anal sls Value Design Value An sls/Desin Bendingf+) fv fb - 20 - 232 Fr i-212 FW = 1085 v Fv' = 0.70 Dead Defl'n 0.02 - <L/999 - Emtn' 0.47 tui Ilion 1.00 1.00 fb/Fb' 0.'21 Live Uefl'n 0.01 = <L/999 0:27 = 1./300 , O,Oq Total. Defl'n 0*04 - <L/999 0.40 =-L/240 0.10 Additional Data: FACTORS: F/Efps!)Cri CM Ct Fv' CL' -'F Cfu Cr Cfrt Ci. Cn LC it 170 1.25 1.00 1.00 Fb'+ 875 1.25 1.00 1.00 - 0.992 1.000 1.00 1.00 1.00 2 'rcP' 625 •• 1.00 1.04 1.00 1.07 - .. 1.00 1.00 - 2 E' 1.3 million 1.00 1.00 - - - 1..00 1.09 - Emtn' 0.47 tui Ilion 1.00 1.00 - - - - 1.40 1.00 - 3 CRITICAL LOAD COMBINATIONS: 1 ' 04 UD 3 Shear LC ff2 = U+Lr, V _. 17.1(1, V dusign 94i !L•;: Be.r:dingi^1: LC fi7. Di Lr, M "• 2244 !b:> -!r, Deflection: LC PQ- = (live) LC li3 V, .751Lr,.47.t4; D=dead +=live 5- itotal. snow t."•w,nd ivt:npact Lr=coot live Lc=concentrated E=earthquake Ail LV S are Listed in the Analysis o.rtput Load combinations: ASCE 7-10 / 18C 2012 CALCULATIONS: Deflection: E1 848x06 lb-in2 "Live" deflection •• Ue.lection from all non -dead loads (live, o:ind, snow I Total Deflection = ..51)(Dead Load Deflectior;) + Live Load Deflection. Design Notes: - -- ----- 1. woodlNorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (Nos 2012), and NDS Design Supolement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Summit Structural Design Wood'Alorks CR)May 28, 2016 11:33 sof7tvAncroa woon nlsrc:v B17 Design Check Calculation Sheet woodworks sizer 10.1 Loads Load Anal :;is Value v = 3 fb •- 1974 Desl_9n Value Anal els/Uosi Gn V E'•,' _• 7156 lv Fv 0.2 FW = 3536 fb/Fb' 0.56 Dead Defl'n 0.20 - L/857 Live De f 1.'n Type Distr;.bution Pat- Location (ft) N,agnitude Unit Load' Dead Full Area Len) Start End Start End Load2 hoof ::onstr. Full hrea Bendl ng(+): LC B:I - r,,'75(Lr+.6W), t4 - 13535 lbs -ft 14.00(13.00)• 2.0.00(13.00)• ps: psf Load3 Self-welghc Kind •::aC Dead.Full Full Area LC 93 = I:«,75 (Lr+. 42laI (total) 20.00(13.00)1 psf -Tributary Width 1 t UDL All LC's are !.fisted illtheAnalysis cutput. 12.0 if Maximum Reactions (lbs) and Bearing Lengths (in) : 14'-9.1" Unfacto'red: Dead 1431 V, Ind 1919 Roof Live 1918 Factored: Total 3733 Bearing: Longth 1.54 N,'n reo'd 1.54 - LVL n -ply, 2.OE, 31 0017b, 1.314"x11.7/8", 2 -ply (3-112"x11.7/8") Supports: All • Timber -soft Beam, D.FIr-L No.2 Total length: 14'-9.1' Lateral support: top= at supports, bottom= at supports: sis vs. Allowable Stress (psi) and Deflection (inl ,,,.,. Criterion Shear Berdl ng(+) Anal :;is Value v = 3 fb •- 1974 Desl_9n Value Anal els/Uosi Gn V E'•,' _• 7156 lv Fv 0.2 FW = 3536 fb/Fb' 0.56 Dead Defl'n 0.20 - L/857 Live De f 1.'n 0.29 - L/601 0.119 1./360 0.60 Total. De.'1.'n 0.39 _ L/445 0.13 =_ L/'240 0..54 Additional Data: FACTORS: F/E:psl)CD CM Ct CI. Cru Cr - Cf: t. Ci Cn LCil F'v' 285 1.25 - 1.00 - - Fb'• 3)00 1.60 - 1,00 0.712 1.00 - !.00 1.0 1 C"0 ;cp' 750 - 1.00 E' 2.0 roon - 1.00 - -, - - 1.00 - - Eminy' 1.04 mlllion - 1.00 - - - - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 41. ;�-Lr, v - 3321, v design 2842 lbs Bendl ng(+): LC B:I - r,,'75(Lr+.6W), t4 - 13535 lbs -ft Deflection: LC 93 = 1,+. 75(Lr4.421.71 (live) LC 93 = I:«,75 (Lr+. 42laI (total) D=dead L=live S=snow W -wind 1 -impact Lr -roof live Lc=concentrated E=earthquake All LC's are !.fisted illtheAnalysis cutput. 1.0611 combinations: ASCE 7-10 / !BC 2012 CALCULATIONS: Deflection: Ei 488e06 lb-int/ply "Live" deflection - Deflection frmn all aoit-dead loads (live, wind, Total Deflection - 0,50(Dead Load Deflection) + Live Load Deflection. snow,..) Design Notes: -- -- - 1 Woodworks analysis and da sign are in accordance with the ICC International Building Code (IBC 2012), the National Design Specificalion (NDS 2012), and NDS Desifal Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. SCL-BEAMS (Structural Composite Lumber): the altached 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 multiply members are not rated for fire endurance. 14'•7.5" !43i 1913 I91� 3733 1.54 t\-\ COMPANY PROJECT nl // I Summit Structural Dasign CD t1WO O d d llr k^J`Q May 28, 2016 11:36 sorlwnxrfoilw00n orsrG.v 618 Design Check Calculation Sheet Loads: Woodworks Sizer lo.1 goad Type Distribution Pat- Location (ftl Loadl Dead Ce -f: Po 11t Star t End Magnitude Start End Unit Load2 Hind r3C Point 2.2 2.25 1971 Load} Roof Gofl.9tr. Point 2.25 3916 1918 lbs e Lo d4 i-aad5 Dead Iliad C&C Point P Po 12.75 1072 lbs lbs Load6 Roof constr. Point 12.75 12.75 760 lbs so .Dead Full UDL 760 12.0 lb .Cf ._ Maximum Reactions (Ibs) and Bearing Lengths (in) -- -- - _.----- 15'-2.7" -.1 LVL n -ply, 2,OE, 310OFb, 1.3/4"x11-7/8", 2 -ply (3-1/2"x11-7/8") Supports: All - Timber -soft Beam, D.Fir-L N0.2 Total length: 15'-2.7"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDs 2012: Criterion Anal is Value Design Value Analysis/Design shear ?v== 37 _FV. = 3S6 v tv = 0.37 8end•'.ngl,) lb 1164 Fb' 4 3157 fb/Pb' = U.37 Dead Defl'n 0.1.8 <L/999 Live Def'l'n 0.1C• <L/999 0:5) = L;360 Total De,-'Ll'0.2.5 �: L/733 0.75 1•f""<4+J 0.31 _ 0.7:1 Additional Data: FACTORS: F/ElpsiiCa CM CC C), f:v CLU Cr Cf. rt. CS Cr. LC if F'v' 2e5 1.25 - 1. 90 F'b'e ;ii+A _ - _ 1.B0 - I.UO J. !•25 ).OU G.Ol4 1.00 - !,OU 1.00 P. 750 - - !.00 - .. '• E' 2..0 million 1.00 !.00 _ _ _ Eminy' 1.04 mil If on - 1.00•• 1.GC � CRITICAL LOAD COMBINATIONS: - 1' 0'J 3 Shear : LC 02 = D -Lr, V - 3672, V design = 3660 Ibs Bendinat+): LC 82 = D+Lr, M = 7980 lbs -ft Deflect!or.: LC 83 D+.'15(I,r�.42W) (live) Ifi 83 = D­73(Lr4.42W) (total) Dvdead L=live S=si(ow k,.wind I=Impact Lr -roof live Le=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCI: 7-10 / IBC 2012 CALCULATIONS: Deflection: E1 418e06 !b-int/ply "Live" deflection = Deflection from all nor. -(lead loads (live, wind, snow...) Total DeflecCion O. SO tUe:ad 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 cloflaclion limits are DppropriMelor your application. 3. SCL-BEAMS (Structural Composite Lumber): the edlachod SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one menufacturer to another for SCI. materials. They can be changed in the database editor. S. BUILT-UP SCL-BEAMS: cont.3cl manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall Stu -1s, and multi -ply members are not rated for fire endurance. Unfactored: Dead Wind Roo( Live factored: 1909 1763 1763 '-"--'---- - !235 915 Total �- 95 4o25 Dearing: '-- "- Length 7.333 J.. GG-- Mtn read 1.66•• Minimum bearing 'Minimum bearing langlh length !.00 salting usetl: 1" for and supports governed by the required width of the supporting member. LVL n -ply, 2,OE, 310OFb, 1.3/4"x11-7/8", 2 -ply (3-1/2"x11-7/8") Supports: All - Timber -soft Beam, D.Fir-L N0.2 Total length: 15'-2.7"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDs 2012: Criterion Anal is Value Design Value Analysis/Design shear ?v== 37 _FV. = 3S6 v tv = 0.37 8end•'.ngl,) lb 1164 Fb' 4 3157 fb/Pb' = U.37 Dead Defl'n 0.1.8 <L/999 Live Def'l'n 0.1C• <L/999 0:5) = L;360 Total De,-'Ll'0.2.5 �: L/733 0.75 1•f""<4+J 0.31 _ 0.7:1 Additional Data: FACTORS: F/ElpsiiCa CM CC C), f:v CLU Cr Cf. rt. CS Cr. LC if F'v' 2e5 1.25 - 1. 90 F'b'e ;ii+A _ - _ 1.B0 - I.UO J. !•25 ).OU G.Ol4 1.00 - !,OU 1.00 P. 750 - - !.00 - .. '• E' 2..0 million 1.00 !.00 _ _ _ Eminy' 1.04 mil If on - 1.00•• 1.GC � CRITICAL LOAD COMBINATIONS: - 1' 0'J 3 Shear : LC 02 = D -Lr, V - 3672, V design = 3660 Ibs Bendinat+): LC 82 = D+Lr, M = 7980 lbs -ft Deflect!or.: LC 83 D+.'15(I,r�.42W) (live) Ifi 83 = D­73(Lr4.42W) (total) Dvdead L=live S=si(ow k,.wind I=Impact Lr -roof live Le=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASCI: 7-10 / IBC 2012 CALCULATIONS: Deflection: E1 418e06 !b-int/ply "Live" deflection = Deflection from all nor. -(lead loads (live, wind, snow...) Total DeflecCion O. SO tUe:ad 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 cloflaclion limits are DppropriMelor your application. 3. SCL-BEAMS (Structural Composite Lumber): the edlachod SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from one menufacturer to another for SCI. materials. They can be changed in the database editor. S. BUILT-UP SCL-BEAMS: cont.3cl manufacturer for connection details when loads are not applied equally to all plys. 6. FIRE RATING: Joists, wall Stu -1s, and multi -ply members are not rated for fire endurance. COMPANY PROJECT //�\ Summit Structural Design CD "� ood1W o,kS0 SOP. B. 7.01609:02 S OPrt1'ARF FOR W000 0(S!(:x B19 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 Load Type-- C)Lstr:buti.on Loa !Dead -- Fu. 1 lirea� -POC--, tern Location Ift I Start End tngnitude •- Start End Unit l.oad2 Dead PolnC10.00 Load3 Wind Factored: 8.oe ;'.OU)` 784 ps.. lbs ::6C Point -_-_ .-- oo",Oe 1120 :Mir: :c 'C Load4 Roof _Onstr. Point 'Minimum bearing 8.06 2;76 Solt -we! ht Dead Full 11DL. 0.39 D/498 0.64 �= L/299 0.54 L/360 0.80 112U lbs •?r butar.y hi th ([t- 1./240 _ Additional Data: - 0.80 9•3 if Maximum Reactions (lbs) and Bearing Lengths (in) 16-2" LVI. n -ply, 2.OE, 3100Fb, 1.3/4"x9.1/4", 2 -ply (3.1/2"x9-1/4") Supports: All - Timber -soh 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) using NDS 2012: Ur,fac Cored: Dead hind --• 16f 1" !033 ---- . 560 Roof Live 560 1033 Factored: .40 Total _ 1705 5"0 Bearing: -_-_ .-- Length i.01j. :Mir: :c 'C i.00• �- "' -- length setting used: 1" for end support:; 'Minimum bearing LVI. n -ply, 2.OE, 3100Fb, 1.3/4"x9.1/4", 2 -ply (3.1/2"x9-1/4") Supports: All - Timber -soh 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) using NDS 2012: Criterion Shear Anal As Value Design value Anal 313/DP,S i(I1 8endingl+1 v - 71. fb 2457 Fv 356 Fb' 34x.7 fv FW' Dead Defl'n 0.51 - L/376 fb/FU' = 0.70 Live Defl'n Tota.! Def!'n 0.39 D/498 0.64 �= L/299 0.54 L/360 0.80 0.72 1./240 _ Additional Data: - 0.80 FACTORS: F/E(psi)CD CN Ct CL Cv Cfu Cr Ctrt Ci Cn Fv' 285 !.25 - 1.00 -- LC 11 1.00 Fb'. 3!00 1.25 - 1.00 0.869 '.,04 1.00 1.00 - - FCP1 750 _ - 1.00 •• _ F. 2.0 Million- .1.00 .. - _ 1.00 - - 2 _ Eminy' 1.04 million 1,00'Q0 - 3 CRITICAL LOAD COMBINATIONS • 00 _ 3 Shear : LC 42 Dr Lr, v 1590, V n de_,i(1 = 1525 lbs Sending(.): LC 42 - Di Lr, 16 •• 70221 lbs -ft Defection: LC 43 = 1):.75ftr+.42il) ;.live) LC .43 - D:•'r5(Lr•.421.1! ,total) D=doad !,-live S=snow ti`w_`1 1 -impact !.r -roof live Lc=Concenc- aced E=earthquake All. !.C's are lisle(! the Analysis .in output Load combinations: ASCE 7-10 / 13C 2012 CALCULATIONS: Deflection: E! 23le06 lb-int/ply •, l,i ve" deflect ionion iron, Tota!1 nO!i-fiend !pads it ive, wl:,tl, al Deflection.. 0,5n(Desd Coad Def lett Toni ,� . •.'e Load Dcflr_cti.;,n. Design Notes: i. Woodworks analysis and design are in accordance with (tie ICC International Building Code (18C 2012), the National Design Specification (Nos 2012), and Nos Design Supplement 2. Please verify that the default dofleclion limits are uppropr41le 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 SCI. 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, well studs, and multi -ply members are not rated for fire endurance. U COMPANY PROJECT SummitSir ucturalDesign 11NOOd orks0May 28 201611: 41 S0 1.71VARE FOR WOOD DESIG:1' 820 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Dlstri.butfOr: Pal- 110171On ifti Magnitude Unit __ ten: SCart End Start End Loagl Dead- Potnt .75 420 lbs Load2 Wind CLC Point 5.75 600 lbs 6 0 ad3 Roof ::onstr. Point 5.75 600 lbs Self -height Dead Full UDL 7.7 PH Maximum Reactions (lbs) and Bearing Lengths (In) : --" 7 factored:--- 11'-7' Dead 7.50 _ -- V.i.nd 304 252 Roof Live 304 296 Factored: .•- 296 'rota]. 623 _- __ _ Searing: •-- 606 Length 1.00' Min reo'd 1.00' 1.00, 'Minimum bearing length se;iing use : 1" for end supporl3 _- 1 .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: I V-8.0": Lateral support: top= at supports, bottom= et supports; Analysis vs. Allowable Stress (psi) and Doflection (in) NDS 2011 Criterion Shear Bending I, Anal; is Value Dosiyn Value Anal sis/Design _. tv �= 2 Fv� = 225 fv Fv' = 0..11 fb n 741 Pb' - 1312 fh/Fro' = 0.56 . Dead DeWe '0.07 =� <L/999 Li v Def!'n 0.10 = <L/999 0.39 - L/360 0.25 Total Ue fA'n 0.20 L/678 0.58 L/240 0.35 Additional Data: - -- FACTORS: F/E fps it CD CM Cc CL CF Cfu Cr CfrC CS Cn LCii Fv 180 1.25 1.00 1.00 - - Fh'+ 900 1.25 1.00 1.00 0.972 1.200 1.00 1 o0 1.00 1.00 1.00 1.00 1_00 2 Fcp' 625 - 1.00 1.00 - - _ 1.6 nil lion 1.00 1.00 _ - - 1.00 1.00 - - Errin' 0.50 million 1.00 1.00 _ _ - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: - 1 .00 1.00• - 3 Shear : LC 62 - f" -Lr, V = 562, V design = 556 1135 Bending(-): LC fie = U+Lr, M - 3082 Abs -ft Deflection: LC 03 - h«•751Lr-.42W) I ive) LC 03 - Eo- .75(Lr 4.42W) (toga L wdead L^live S=snow W: =wind I=impact Lr=roof live Lc -concentrated Enearthqua'ke All LX'.s are listed in the Analysis output Load combinations: ASCW 7-10 / IBC 2012. CALCULATIONS: DefieccSgn: El 3.59e06 lb• -int ive" deflection =+ Deflection frons all non -dead loads Ilive, wand, Total. Def lectla: 1.50(Dead Load Deflecl:iou) + ave toad 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 supponod according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT l Summit Structural Design q'D 1I�[/Qn�'°' �o o d /` o r k `, S 0 May 28, 2016 11:42 SOFIWAFrFOR lvOOO nelre.v 87.1 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Anal Psis -?v.- fb Value Des.'. n°glue 9 Fv' - 1101 Fb' Ana1 sls/Desiun 2 TUU. 0.35 12.50 fb/Fb' - 0.82 Distribution Pat- Location (ft) Magnitude unit 1-08 71- Dead Cerr. FL Start End Start End _.-IT-00-79.00), - L/996 0.23 = Load2 Wind CfiC F.rea Full Area 20.00 :6.00)• psf psf Load3 Roof �onstr. Full F:rea 20.00 (6.00)• psf Self -wet ht DeadFull LIDL 2.G ,1! :rihutary Width .t_ Maximum Reactions (lbs) and Bearing Lengths (in) 6.11 i Un faccdracf • -�-_^. 6-10" Dead 29•..) Wi,d 415 299 Roor Live 415 415 Fae Cored: ._. 4i5 Total 79-, -- - 'ea ring: ._. 79'i length ..00•- ftin reo'd 1.00• •00• 'Minimum bearing length setting used: 1"tor end sunnnrr-- -_ ! . 00 Lumber -soft, D.Fir-L, No.2, 2x8 (1-1/2'W-1/4") Supports: All - Timber -soft Seem, D.Fir-L No.2 Total length: 6'-11.0", Lateral support: top= full, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 Cr..terlon 5 rear Sending-) Anal Psis -?v.- fb Value Des.'. n°glue 9 Fv' - 1101 Fb' Ana1 sls/Desiun 2 TUU. 0.35 12.50 fb/Fb' - 0.82 Dead Defl'n 0.06 ­ cL/999 Live Def.l'n 0,08 - L/996 0.23 = L/360 0.36 Total Defl'n 0_ _ L/494 0.:14 =_L/240 0.49 Additional Data: FACTORS: F/ElpSi)CD :N Ct CL CF Cfu Cr Cfrt Ci Fv' 180 1.25 1.00 1.00 - - - - 1.00 1.00 F'o'+ 900 1.. 25 1.00 1.00 1.000 1.200 1.00 1.00 1.00 1.00 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' 1.6 million 1.00 3.00 - - - - 1.00 1.00 Emin' 0.58 milt ton 3.00 1.00 - - - - I.00 !.00 CRITICAL LOAD COMBINATIONS: Shear : LC ill D«L:, '/ = ',06, V deskgn 57: 1'os 6endlny:>): LC 02 = 1:,•Lr, it = 120C lbs-fc Deflection:!C A3 ,.'r5 fir+.42W1 Ilivc:) LC b3 f.•.'?StLr+.4'2iC1 Itotail rte r Cn LC 11 1.00 2 - 2 3 dear. L - ,fie S -s,;- t:mw.uro I=,mpaCt Lr -roof Iive Lc -concentrated E-ear.thqual:e All LVS are listed in the Analysis output Load combinations; ASC:F.: 7-10 / 18C '1.012 CALCULATIONS: Deflection: E1 76006 lb -int "Live" deflection - Deflection From all non -dead loads Ilive, 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 acoording to the provisions of Nos Clause 4.4.1. COMPANY PROJECT QD,I��®®�' 1 Summit Structural Design �®r k SQ May 28. 2016 11:45 SOrnyeR[rOR wppn Drrrfn B22 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 Load Type Distribution Pat- Location (ft) Magnitude Unit Load! i )ear Full I.rea tern Start End Start End Load2 Wind C&CFull Area 14.00 (3,50)' psf Load3 Roof ronstr. Fu.l.l Area 20.00 (3.50)• psf Load4 Uead Full Area 20.00 (3.50)• psf Load5 Dead Point 10.00 (5,007•- psf LoadG Wind c4C Point 4.00 4.00 1200 Ilbs Load? Roof const r. Point 4.00 1000 lbs Self-wei0':C 'Tributary Width Dead t t)� Full UDL 1000 12'1 ibs 1.• Maximum Reactions (lbs) and Bearing Lengths (in) : 8'-2" Unfaccored: _-- Dead 1229 Wind 796 Roof Live 796 Factored: 2184 Bearing: -_ Length 1,00• Nin req'd 1.00• Timber -soft, D.Fir-L, No.2, 6x10 (5.1/2"x9.1/4") Supports: All - Timber -soft Beam, D.Fir-L N0.2 Total length: 8'-2.0"; Lateral Support: lop= at supports, bottom= at supports; kAnalysis vs. Allowable. Stress (psi) and Deflection (in) using NDS 2012: eis ValueUesirs� Value Armlvsts/Desi ,:.� -v Fv Serdi.ng(+t lb •• 956 tb' 1094 0.25 Uead Detl'rs 0.08 •• <L/999 Eb/t'b� = 0.87 Live Der'l.'n 0.06 " <L/999 0.2'i = Li360 Total Dafl'n 0.18 •• L/548 0.40 0.22 = L/240 0.44 Additional Data: FACTORS: F/E(psi;Co C4 Ct CL CF Cfu Cr Cfrt Ci Cn LCb tv' 170 1.25 4.00 1.00 I.00 1.00 1.00 2 FlYr 875 1.25 ..00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 E, b25 - 1.00 1.00 - - 2 E' 1.3 million 1.00 1.00 - _ - 1.00 1. - _ CRITICAL LOAD COMBINATIONS: - 1.00 1.00 - 3 Shear : LC 82 •• D*Lr, V = 2016, V design 1837 lbs Bending{:;; LC 112 041,r, M - 6249 lbs -ft Dei'.leccion: LC is D+.75(Lr'.42W) (live) LC If 3 0-.751Lrv.42WI (total) Dz,rdead L -.live S -snow Wwind 1 -impact Lr=r�or live I.c=concentrated E All K's are listr:.d in Che. Analysis output =earchquai:e Load combinations: ASCI: 7-•10 / 18C 2012 CALCULATIONS: Deflection: El = 472e06 lb-in2 "Live" defler-tion Deflection from all non-dr:ad loads (live, wind, snow...) Total Deflection = 1.50!Dead Load Deflections I Live Load Deflection. Design Notes: _ I. 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 verily that the default defloctlon 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. 8'-1" 12i�4 7'r 6 �1 COMPANY PROJECT (R Summit Structural Design QD'VV00d'vVor1<S Sop. 8, 2016 09:10 Se)FfWAj!f FOR WroOn nkFjc.V 823 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 Maximum Reactions (Ibs) and Bearing Lengths (In) Un Factored: ctored: Dead 715 Wind 086 Root I--- ve 996 Factorad: 4 Sears ny: I.C119th Lloin re 'U -roinIMUM bearing length selling 7s-od V -fo, end 3upjFotT._- LVL 11 -ply, 2.OE, 3100Fb, 1-3/4"x11-718", 2 -ply (3-112"M.7/8") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 15'-11.0"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: 5 h DarDesi n Anal qis/Desiqn M . - Criterionr 5-9 FV f Be ing v/ry - 6.17 ?.Eb --2029 Fb' - 3331 fb/Fb- - o.61 Dead Def! n 0.20 - L/942 Live I'. ve Defl:V 0.28 - L/67*7 0.53 - 1;/360 0.53 T01111 Deti 'n ',)..38 L/49P 0.79 1-124 0 0.48 Additional Data: FAC"'ORS: F/E tpsi )(:D Q1 Ct C. L CV Fv' C111 Ct Cf r,.,. Ci Cn LCil 1.00 - l'ou 1.00 2 3100 1.60 1.011 0. 5711 oc, 750 - i09 - 3 E. 2.0 million ..(jo ' - 1. 00 Emilly. t .0' 1.00 4.04 million 1.00 010 CRITICAL LOAD COMBINATIONS: 1 . 3 Shear : LC 02 0,.Lr, v . 16317, V dez;i9n 1637 lbs Sending(.): LC 03 m 13909 jbu-ft. Deflection: I;C' 113 D, .75(Lr-.42W) %,e) LC M3 W-75iLr,.al2w) notal.), D7dead L -Live s_5jjC,, tfl:wind !­mP4Ct I,r-root live Lc-='Cencrateci E-earnqua,.a All L" s 6 . re listed in Che Analysis output wad COmill"atiOns: ASCD 7-10 / ja,,, 21)).2 CALCULATIONS: E! 458e-76 lb- r.2/ply Deflection from a3l. non -dead !oads ijilee, wind, snow beflectic.:*. 0.50(L>0ad Ixa.d Deflectjol,.) - 'Llve Lund De f.le ccion. Design Notes: i, WOOdWOrks analysis and de3ign are in accordance with the ICC International Building Code (IBC 2012). the National Design Specification (NOS 2012). and NOS Design Supplement. 2. Please verify that the default d0flaction 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 SCI. 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 sleds, and mulfl-Ply members we not rated for fire endurance. Lead , a� LOA'16 Loadl S eifwt,eiaht Type tl Ind '-&C Roof ':*0n3tr. Dead Distri.butior. TO,)t Points8.00 Point -.DL Pat- tern Location f,ftj Start End 0.00 8.01t Magnitude . Start Endba'3- 11 1900 1800 Unit lbj lbs17..0 elf Maximum Reactions (Ibs) and Bearing Lengths (In) Un Factored: ctored: Dead 715 Wind 086 Root I--- ve 996 Factorad: 4 Sears ny: I.C119th Lloin re 'U -roinIMUM bearing length selling 7s-od V -fo, end 3upjFotT._- LVL 11 -ply, 2.OE, 3100Fb, 1-3/4"x11-718", 2 -ply (3-112"M.7/8") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 15'-11.0"; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: 5 h DarDesi n Anal qis/Desiqn M . - Criterionr 5-9 FV f Be ing v/ry - 6.17 ?.Eb --2029 Fb' - 3331 fb/Fb- - o.61 Dead Def! n 0.20 - L/942 Live I'. ve Defl:V 0.28 - L/67*7 0.53 - 1;/360 0.53 T01111 Deti 'n ',)..38 L/49P 0.79 1-124 0 0.48 Additional Data: FAC"'ORS: F/E tpsi )(:D Q1 Ct C. L CV Fv' C111 Ct Cf r,.,. Ci Cn LCil 1.00 - l'ou 1.00 2 3100 1.60 1.011 0. 5711 oc, 750 - i09 - 3 E. 2.0 million ..(jo ' - 1. 00 Emilly. t .0' 1.00 4.04 million 1.00 010 CRITICAL LOAD COMBINATIONS: 1 . 3 Shear : LC 02 0,.Lr, v . 16317, V dez;i9n 1637 lbs Sending(.): LC 03 m 13909 jbu-ft. Deflection: I;C' 113 D, .75(Lr-.42W) %,e) LC M3 W-75iLr,.al2w) notal.), D7dead L -Live s_5jjC,, tfl:wind !­mP4Ct I,r-root live Lc-='Cencrateci E-earnqua,.a All L" s 6 . re listed in Che Analysis output wad COmill"atiOns: ASCD 7-10 / ja,,, 21)).2 CALCULATIONS: E! 458e-76 lb- r.2/ply Deflection from a3l. non -dead !oads ijilee, wind, snow beflectic.:*. 0.50(L>0ad Ixa.d Deflectjol,.) - 'Llve Lund De f.le ccion. Design Notes: i, WOOdWOrks analysis and de3ign are in accordance with the ICC International Building Code (IBC 2012). the National Design Specification (NOS 2012). and NOS Design Supplement. 2. Please verify that the default d0flaction 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 SCI. 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 sleds, and mulfl-Ply members we not rated for fire endurance. Design Check Calculation Sheet Loads: WoodWorks Sizer 16,1 lAad TYPO Dia trlbution tat- Location Ift'l Nagnitudo Unit Load_ :ern start End Stoat end Ma 1r, ` an9u ar p -Si 1 4.0 P t Load3 !dlntl CAC7a...ler 0.00 14.75 0.0 140.0 pit oadl Goof consiangular 0.00 14.75aeJ f-w•oloht bundiil UDL 0.0 140.0 pit 3.7 J.f Maximum Reactions (lbs) and Bearing Lengths (in) C= t - 16'•0.4' C_ -V I ==, Unracco rad: -�--- 14••10.. Wind Hoof hive )S! SuG Factored: 62i Toenl 126 Length 1,00•---- 1.39:1 .kin ceq'd 1.00• - � -- 'Minimum bean fen I sent "!cif_T for erM suortons 1 . GS "MiNmum ben inn led In novemtar LVL n -ply, 1,8E, 2460Fb, 1.314"x7.1/4", 1•ply Supports: Ali'- Timber -soft Beam, O.Fit-L 1,16.2 Total length: 16'-0.4•: Pilch:: 4.2/12; Lateral support: Ion' full, DOtlomv 38.17 (in) Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Ctx:nrion Anal •oio OV- T.; Decian value AUQ i. -q n 5 2r'i- Yv fv/t'v' _ .lo :DO :1� fb ''3fb' - 7213 ;b/Fb' ., 0.89 edn u.73 a Li 256Ll ve n a.96V;97 1.05 L/1000,91 Toca! n 1.12 L/112 1.57 - W120 0.64 Additional Data: FACTORS, ""P" 111 CY Ct CL CV Cf- Cr Cfrt Ci. Cn Fv' 495 1:25 1.00 r D'• 2400 1.25 - 1 F .00 1.000 1..J7 1 - .0 00 1.00 - 1.00 cp, ,90 - _ . 1 - 1 - .00 - _ 1.,a0 1 . 6 ,51 l! ton i.00 Etarny' 0.9 nl!Ilon - 1.00 - - - !.00 _ CRITICAL LOAD COMBINATIONS: - S1,enr : I:C 42 = U•lF' 1176, V derlan i0G4 ltn O.ndin9i•i: LC 02 D.Lt, �t • 3671 lb.-fl;Duf leech on: i,C 03 • Dt.7511,r+.42#1 Ilivel 0:. 75(Lr•.42t1! tcatali U•ilontl L•]lve s•ano,. #•#lntl t•i cpecc L; ••co f 1.1 v,; Lc•concun rrnted t'i•en a':hqunfv A1: LC'. ere !tat4d rn tin Annly_. outpul.o 'oad Cu..1b.nac!cna: ASCE :-1' / 16V,'.012 CALCULATIONS: Do'1 C1 • :00.06 lb -int "L: va" deflect_o. Dof.lect:on from ell non -dead Londa Ilivc, •+l rid, ano#...I Tutul Deflect ion = O. SOIUead Load Deflaetionl • Ltvn Load De t[ueclon. searing: Allovnbin bn_ng ar nn angle P'checn cn leu to cod Por each support ea Par F•OS J. lC.J LCh 2 3 1 Design Notes: 1. Wood Works analysis and design am In accordance wilh the ICC International Building Code (IBC 2012). the Notional Design Specification (NDS 2012), and NDS Design Supplement. 2. Pieaso verily that 1110 default deflection Umlls are appropriate for your epplicallon. 3. SCL-BEAMS (Structural Composite Lurnoer): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from ono manufacturer to anolhOr for SCL malerials. fhoy can be: changed In the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for eonnedion details rvnen loads anol,appli0d equally to all plys. 8_ SLOPED BEAMS: level bead Is ruqutnld for rill Sloped beams. 7. FIRE RATING: Joists, wall studs, and muitl•ply members aro net roted for fire endurance. COMPANY Sum,nll Structural Design PROJECT ("+ 1IVV00d1v/®r ��, QD May28.201011:51 5Ur somceer• roJllsoan nr..ur,�• B24 Design Check Calculation Sheet Loads: WoodWorks Sizer 16,1 lAad TYPO Dia trlbution tat- Location Ift'l Nagnitudo Unit Load_ :ern start End Stoat end Ma 1r, ` an9u ar p -Si 1 4.0 P t Load3 !dlntl CAC7a...ler 0.00 14.75 0.0 140.0 pit oadl Goof consiangular 0.00 14.75aeJ f-w•oloht bundiil UDL 0.0 140.0 pit 3.7 J.f Maximum Reactions (lbs) and Bearing Lengths (in) C= t - 16'•0.4' C_ -V I ==, Unracco rad: -�--- 14••10.. Wind Hoof hive )S! SuG Factored: 62i Toenl 126 Length 1,00•---- 1.39:1 .kin ceq'd 1.00• - � -- 'Minimum bean fen I sent "!cif_T for erM suortons 1 . GS "MiNmum ben inn led In novemtar LVL n -ply, 1,8E, 2460Fb, 1.314"x7.1/4", 1•ply Supports: Ali'- Timber -soft Beam, O.Fit-L 1,16.2 Total length: 16'-0.4•: Pilch:: 4.2/12; Lateral support: Ion' full, DOtlomv 38.17 (in) Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Ctx:nrion Anal •oio OV- T.; Decian value AUQ i. -q n 5 2r'i- Yv fv/t'v' _ .lo :DO :1� fb ''3fb' - 7213 ;b/Fb' ., 0.89 edn u.73 a Li 256Ll ve n a.96V;97 1.05 L/1000,91 Toca! n 1.12 L/112 1.57 - W120 0.64 Additional Data: FACTORS, ""P" 111 CY Ct CL CV Cf- Cr Cfrt Ci. Cn Fv' 495 1:25 1.00 r D'• 2400 1.25 - 1 F .00 1.000 1..J7 1 - .0 00 1.00 - 1.00 cp, ,90 - _ . 1 - 1 - .00 - _ 1.,a0 1 . 6 ,51 l! ton i.00 Etarny' 0.9 nl!Ilon - 1.00 - - - !.00 _ CRITICAL LOAD COMBINATIONS: - S1,enr : I:C 42 = U•lF' 1176, V derlan i0G4 ltn O.ndin9i•i: LC 02 D.Lt, �t • 3671 lb.-fl;Duf leech on: i,C 03 • Dt.7511,r+.42#1 Ilivel 0:. 75(Lr•.42t1! tcatali U•ilontl L•]lve s•ano,. #•#lntl t•i cpecc L; ••co f 1.1 v,; Lc•concun rrnted t'i•en a':hqunfv A1: LC'. ere !tat4d rn tin Annly_. outpul.o 'oad Cu..1b.nac!cna: ASCE :-1' / 16V,'.012 CALCULATIONS: Do'1 C1 • :00.06 lb -int "L: va" deflect_o. Dof.lect:on from ell non -dead Londa Ilivc, •+l rid, ano#...I Tutul Deflect ion = O. SOIUead Load Deflaetionl • Ltvn Load De t[ueclon. searing: Allovnbin bn_ng ar nn angle P'checn cn leu to cod Por each support ea Par F•OS J. lC.J LCh 2 3 1 Design Notes: 1. Wood Works analysis and design am In accordance wilh the ICC International Building Code (IBC 2012). the Notional Design Specification (NDS 2012), and NDS Design Supplement. 2. Pieaso verily that 1110 default deflection Umlls are appropriate for your epplicallon. 3. SCL-BEAMS (Structural Composite Lurnoer): the attached SCL selection Is for preliminary design only. For final member design contact your local SCL manufacturer. 4. Size factors vary from ono manufacturer to anolhOr for SCL malerials. fhoy can be: changed In the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for eonnedion details rvnen loads anol,appli0d equally to all plys. 8_ SLOPED BEAMS: level bead Is ruqutnld for rill Sloped beams. 7. FIRE RATING: Joists, wall studs, and muitl•ply members aro net roted for fire endurance. i 4e LIS tf'} TABLE 2308.10.2(2) CEILING JOIST SPANS FOR COMMON LUMBER SPECIES (Uninhabitable Attics With Limited Stnewit. 1 i1,n i nn,4 - 7n --A. WOOD (continued) ATIONAL BUIL[)ING CODE® 495 DEAD LOAD =10 pounds per square foot e =)LING JOIST SPACING (inches) SPECIES AND GRADE 2 x 4 2 x 6 2 x 8 1. x 10 Maximum ceiiiny _�_-- Joist spans _ ` r r 1�1r __ (ft. - in.) (ft. - In.) (ft. - in.) (14, • In.) DouglasFir••Larcll— SS 10-5 16-4 21-7 T26 0 Q , Douglas Fir. -Larch #1 10-0 15-9 20-1 24-6 Douglas Fir -Larch #2 9-10 14-10 18-9 22-11. t„ Douglas Fir -Lar ch g #3 7-8 11-2 14-2 17-4 Hem -Fir SS 9-10 15-G – 20-5 — —1 —26-0 1 <<: Hem -Fir #1 9-8 15-2 19-7 23-I1 Hein -Fir #2 9-2 14-5 18-6 22-7 .` 12 Hem -Fir --- #3 7-8 11-2 14-2 17-4 1.Southern ;i�,,' Pine SS 10-3 16-1 21-2 -'26-0 •'„ Southern Pine #1 10-0 15-9 20-10 26-0 Southern Pine #2 9-10 15-6 20-1 '23-11 Southern Pine 03 8-2 12-0] 5-4 18.1 Spruce PineTir— SS 9-8 '15-2 1.9-11 25-5 s- Spruce -Pine. -Fir #1 9-5 14-9 18-9 22 -II Spruce -Pine -Fir 1 #2 Spruce -Pine -Fir_ #3 9-5 7.8 9-6 14-9 11-2 14-11 18-9 14-2 19-7 22-11 i 17-4J 25.0 . ; Douglas Fir -Larch- SS Ivz.. Douglas Fir -Larch #1 9-1 13-9 17-5 21-3 Douglas Fir -Larch #2 8-9 12-10 16-3 19-10 Douglas Fir -Larch g —__ #3 6-8 9-8 12-4 15-0 Hem -Fir SS Hem -Fir #1 8-11. 14-1 1.8-6 2.3-8 8-9 13-5 16-10 20-8 >. Hem -Fir #2 8-4 12-8 16-0 19-7 c lfi ' Hem -Fir _ #3 6-8 9-8 12-4 15-0 Southern Pine SS 9-4 14-7 19-3 24-7 .;" Southern Pine #1 9-1 14-4 18-11 23-I Southern Pine #2 8-11 13-6 17-5 20-9 F Southern Pine-- #3 7 1 10-5 13-3 15 -8 Spruce -Pine -Fir SS 8-9 13-9 Spruce -Pine -Fir #1 8-7 12-10 16-3 19-10 Spruce -Pine -Fir #2 8-7 12-10 16-31.9-10 ,. >pruce-Pine-Fir #3 --- 6-8 9-8 12-4 15 -0 (continued) ATIONAL BUIL[)ING CODE® 495 5} COMPANY PROJECT Summit Structural Design QD Wood'Norks © May 28, 2016 12:01 sorrn•nrr pox u•oon nesrcw B26 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distr:buti.on Pat- Location Ift) Magnitude Unit Vr = Dead 162 tern Start End Start End 198 Load1 DeadFull l.cea - __ 10.00 psf Load2. Roof constr. Full Area Hearing: 0.74 - 10.00 psf elf -weight Dead Full. 11DL -- Min ::eq'd 1.3 olf Maximum Reactions (lbs): 22'-2" unfactored: Anal si.s Value _ Design Value Anal sis/Desi n Shear V = - - Vr = Dead 162 Bending{+) M = Roof Live 198 3150 1F,2 Factored: - __ i48 Total Live Defl'n 0.67 Hearing: 0.74 - 3i0 Length i.001' — — -- Min ::eq'd 1.00" 00 ` 'Minimum bearino lennrh catflnn ,icoA• r' 0n.. I -Joist, APA PRI, PRI -20, 1-1/2"x9-1/2" Supports: All - Timber -soft Beam. D.Fir-L No.2 Roof joist spaced at 16" c/c; Total length: 22'-2.0': Analysis vs. Allowable Stress (psi) and Deflection (in) wzinn Nnc 7n,,) Criterion Anal si.s Value _ Design Value Anal sis/Desi n Shear V = 309 Vr = 1400 v Vr = 0.27_ Bending{+) M = 1704 Mr. = 3150 M/Mr = 0.54 Dead Defl'n 0.74 = L/359 Live Defl'n 0.67 L/394 0.74 - L/360 0.91 Total Defl'n 1.04 = L/254 1.47 = L/180 0.71 Additional Data: FACTORS: F/E CD CM Ct CL CF Cfu Cr Cfrt Ci Cr. LC Ii Vr 1120 ).7.5 - 2 Mr+ 2520 'x.25 - - - - 1.00 1.00 - - 2 E; 132.0 mil.i.ion - - - - 1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear. . LC 02 - D+Lr, V - 309 lbs Bending(+): LC 92 - DFLr, M - 1.704 lbs -ft Deflection: LC fit = D+Lr (live) LC 92 - D+Lr (total) D -dead L­1ive S=snow W -wind I=impact. Lr=:eoof live Lc=concentrated E -earthquake All !.C's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: EI = 120e06 lb -int K= 1.11e06 lbs 'Live" deflection Deflection from all. non -dead loads (live, '.rind, snow...) Total. De€ie::tion = 0.50(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 (MDS 2.012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. WoodWorks Sizer provides preliminary estimates for I -joist design. Each wood I -joist producer develops its own proprietary design values. Please contact the! manufacturer for a custom I -joist version of Sizer or other I -joist design software. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. COMPANY PRO JECT Summit Structural Design CD'VV00!C1'0/or1<s © Sap.8,201609:19 V/B27 Design Check Calculation Sheet Loads: WoodWorks Sizer 10.1 Load type Uistr!but'on Pdt- Location (ft) 14agni tulle Unit Loa c Dea tern Start End Start Slid Point 10.00! Lond2 Wind C6C Point '10.00 60 lbs Loac13 Roof Constr. Point' 1800 lbs Load4 10.09 1000 lbs Dead PartlelArea lL.SO 22.00 1`1.00(10.00I' psf Load5 Wind Cac Partial Area 11.50 22.00 1.0.00(10,00)• psf Load6 Roof constr. Partial Area !1.50 22.00 20 .00tio.0o)- p Self -weight Dead Ful! VDL 'J.!.2 elsfE 'Tributory tifdV ffci Maximum Reactions (Ibs) and Bearing Lengths (in) Unfactored: Dead Wind Roof Live Factored:. Total Bearing: Langth 11.00' 'd 1.00+ !285 1501 1501 3086 'Minimum bearing length gavented by the width of the supporting member. 22'-2.4" LVL n -ply, 2.OE, 310OFb, 1.3/4"x14", 3 -ply (5.1/4"x14") Supports: All - Timber -sof( Beam, D.Fir.L No.2 Total length: 22'.2.4": Lateral suppon-lop= al supports, bottom= (ull; Repetitive factor applied where permitted (refer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: CsiSh terion Ana �Lts�'s Value Des Ya Iue Anal sk�is�/Deslen Benda fv/Fv' . 0.2,. 6erdi ny (•i fb ;068 FW 3583 Dead Defi'n 0.40 L/670 fh/Fb' 0.57. Live Defl'n 0.53 s "/500 0.14 L/360 U.'2 'total Ccfi_rt ^ 13 L/36,1 1. if_ 11/240 0.66 Additional Data: FACTORS: F/E(psi?CD CM rt CL V Cru Cr Cfrt Ci Ft" 285 1.25 - 1.00 - - - 1.00 Fb'V 3100 1.25 - 1.00 0.889 .).98 1.09 1.00 FCp' 750 - - !.00 - 2.0 million - 3 . 00 _ - _ 1'00 - 1 Eminy' 1.04 in; 1!ion - 1.00 - - - - .00 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC 112 - Ca Lr, v - 4312, V design = 3929 We Berdiug(f): LC 92 - D -Lr, M. v 26692 lbs- ft: Uefl.eCcio:f: LC 83 - U--. 75(Lr+. 42h.) (livel LC 83 - Dv-75(Lr+.42141 (totall D=dead L, -live S= Cis LC ii 1.00 2 3 3' snow 4,•2wJ.nd T=impact Lr=roof live Lc=Concentrated E=earthquaY.e All LC's•are listed in the Analysis output Load comb!.nat ions: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflect'' -on: EI = 800006 1b-in2/pll' "Live" deflection - Deflection from aJ.l non -dead loads (live, wind, snow...) Total Deflection •• 0.51(D aad Load Deflection) + Live Load Uefleetion. Design Notes: 1. WoodWodis analysis and design are in accordance with the ICC Inlernalional Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Suppleme,11. 2. Ploaso verify that the default deflection limits are appropriate for your application. 3. System factor KH may not apply to field -assembled multi -ply beams. 4. SCL-BEAMS (Structural Composdo Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. S. Size (actors vary from one manufacturer to another for SCL materials. They can be changed in the database editor. 6. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads are not applied equally to all plys. 7. FIRE RATING: Joists, wall studs. and multi -ply members are not rated for fire endurance. 2"c'- M a" COMPANY PROJECT - - (p� VVO d'Wo Summit Structural Design 61 r k S q?) Sep. 8. 2016 09:47 a SOMVARr FOR WOOD IIESI(N B26 Design Check Calculation Sheet -- -- WoodWorks Sizer 10.1 [�OadS. Typc Di.str.[but101 Fat- Location Iftl Magnitude Unit m StartEnd start End Dear' PonL 10.08 Wind CsC Point ,16 lb, Lbad3 1.0. 08 890 lbs Roof const r. Point 10,08 -880 I,oad4 Dead Partial Area 10.08 16.08 14.00 (8.001. lbs LoadS Wind C6C Partial krea 10.C8 16.ON 20.00 18.007' psf LoadG Roof �onstr. Partial Area 70.08 1.6.00 20.00 l'3.00j• psf Self-weinhl' lead 'c u.l! UIiL `Tr ibut:ary Width (fEj 12.01plf Maximum Reactions (Ibs) and Bearing Lengths (in) : - -' --- ------ -- - 16'•2.1" - --- Unfactored: Dead 455 ---- -- Wind 512 Roof Live 512 !0 Factored: - I?29 TOL&I 1070 Hearing: ._----__--_..- Length 1.00' •�� Min rer'd 1.00'- l. y Minimum Coaring length selling used: 1" for and supports- __ 7 0; • - "Minimum bearing length governed by the required width of the supporting member. �- LVL n-ply, 2.OE, 3100Fb, 1-3/4"x1107/8", 2-ply (3-1/2"x11.7/8")-- Supports: All - Timber' '6011 Beam. D.Fir-L No.2 Total length: 16'-2.1": Lateral support: top= at supports, bottom= full. Analysis vs. Allowable Stress and Deflection (in) using NDS 2012: -- --' _ (Psi) , Criferton Anal sis Value RE!g9n Value. final sis/Deslon Shear pv Bending:•) fb = 7479 1v 'f5G IV/VV- •� 0.21 Fb' _ ;7.90 fb/ib' Dear! Def!'❑ 0.16 • -'L/999 0.2.1 - 3../501 0.54 � t.r360 Tutai. De,'1'n 0.29 L/657 0.80 = L!244 0.40 0.37 Additional Data: FACTORS: F/Efpsiicn c14 Cc CL CV Cfu Cr Cfrt Ci. Cn LCii Fv' 26$ 1.25 7.04 Fb'.. 3100 1.60 - - 1.00 - 1.00 2. .c750 - 1.00 0.663 :.00 - 1.04 I.OU - - 3 � P' 1.00 E' 2.0 :ri Man - 1.00 •• - - ' Eminy' 1.04 ;ailli.on - 1.00 - I.00 CRITICAL LOAD COMBINATIONS: 1 •0 3 Shear : LC a2 = Dc.Lr, V y 2353, V de;agn = 2081 Itis Oend.ingf­): LC IQ - D�,751Lr+.61'71, M = '101:19 !bs-ft Deflection: !.0 113 = D1.75(1.r+.42W) !live) LC 113 = D�.75(Lr+.42w; !total) D-dead L=live S=snow W.=wind I-impact l,r=roof live I.c=concentrated E=earthquake A!I. LC's are listed in the Analysis output Load comt•i nat ions: ASCE 7••10 / 18C 2012 CALCULATIONS: Deflection: E1 488e06 lb-in2/ply "Live" deflection Deflection from, all nun-9eac1 loads (live, wind, Snow._) Total Deflection 0.501De:ad Load Deflection) . Live Load Deflection. Design Notes: 1 Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2017.). the National Design Specification (NDS 2012), and NDS Design Supplement 2. Please verify that the default deflection limits are appropriate for vour application. 3. SCL-BEANS (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 SCI. materials. They can be changed in the database editor. 5. BUILT-UP SCL-BEAMS: contact manufacturer for connection details when loads aro not applied equally 10 all plys. 6. FIRE RATING: Joists. wall SIL:is, and multiply members are not rated for Piro endurance. COMPANY PROJECT Summit Structural Design Wood' n o r k ^ J` Sep. 8.2016 09:49 SOM ` FlivAitF. FOR WOOo peSIGH' 829 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load TYPe _ _ u i g 1 Desian 'clue final. sis: Dr_s up) f, Dead Def!.':) 0.32 = L/603 Fb' t. 31,13: fblfb' = O. cZ live Defile 0.44 L/438 Distr!-butl0n Pat'• LUCae ic:t. IftI Magr.l nude LOadl beau _ Point ten? SLa rt End SCat't Enri Load2 Ytind C6C Point Berdangl+): LC y2 - DtLr, N = 9027 lbs -ft 11.50 8.50 i.9 1280 IbsLoad3 Roof constr. Point LC lt3 '= D�.')5(Lr-.42t9) (total) 8..50 1280 -N'e't ht Dead fall 061. are listed in the Analysis output 9.3 Maximum Reactions (lbs) and Bearing Lengths (in) : t6-2" Unfactored: Dead 500 Wind 607 Roof Live 607 factored: Total 1228 Bearing: Length !.00' Min req'd 1.00• LVL 11 -ply, 2.0E, 3100Fb, 1.314"x9-1/4", 2 -ply (3.1/2"x9-114") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 16'-2.0'; Lateral support: lop= at supports, bottom= lull; Analysis vs. Allowable Stress (psi) and Deflection (in) sin Nos 2D 2' tri ter -ail She Bending l+1 _ /mat sis Value ry �• .6 fl: 2170 _ _ u i g 1 Desian 'clue final. sis: Dr_s up) f, Dead Def!.':) 0.32 = L/603 Fb' t. 31,13: fblfb' = O. cZ live Defile 0.44 L/438 0.54 L/360 (j.62 Total Defl'n 0.60 L/3P.? O.UO L/290 0.75 Additional Data: FACTORS: F/E(psi)CD .m Ct CL Cv Cfu Cr Fv' 285 Cfrt Ci Cn LCII 1..25 - 1.00 - - - - 7700 1.25 - 1.00 0.869 1.OA - 1;00 Fcp 1.00 - 1.00 2 F 750 - ' - 1.00 - - - - 2.00 1.00 - - .2 E' 2.0 million - 1.00 - _ Em. ny'1.00 million- 1.00 - 1.00 - - 3 CRITICAL LOAD COMBINATIONS: l . 00 3 Shear : LC 112 - L' -,-Lr, V - 1212, v design 1217. lbs Berdangl+): LC y2 - DtLr, N = 9027 lbs -ft Deflection: LC U3 = U1.'75(Lr+.421.71 lllvel LC lt3 '= D�.')5(Lr-.42t9) (total) D=dead L-11ve Soman.:w P)'w nd 1=impact. Lr -root .tive. Lc -concentrated All lC's E=ear.thqual:e are listed in the Analysis output Load rombination8; ASCE -'-lo / TBC 2012 CALCULATIONS: Deflection: E1 231006 lb-int/ply ve" deflection n DPfI.(:cCion from all null-deaLl loads (lAYe, Tota! Deflection 7 0.5D(Dead Load wind, snoa...t Deflectiunl : 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 2017.), and NDS Design Supplement. 2. Please verify that the deraull dollection limits are appropnale 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 ptys. 6 FIRE RAT ING: Joists. wall studs, and multi -ply memb3rs are not rated for fire endurance. SC COMPANY PROJECT VV00jd'0/qr1<s Summit Structural Design ,,D 0 Sep. 8, 201609:52 Ir830 Design Check Calculation Sheet Woodworkssizdr 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : 14%8" un f actored: Load Type Disc, Ih. t7, Fat- Lneation Ifti magn'tude Unit Factored: -- To tal Total Loath Total De.fl'n _ Point' tern Star[ cnd Start End !4in reo'd 1.00•_ !,oad2 Win Wind C6C Point ,1,00 9.Do 142 !060 bs Load3 Roof Constr. Point 9.00 1060 lbs lbs Self -weight Dead Pull qDl. 9.4 �- P 1f Maximum Reactions (lbs) and Bearing Lengths (in) : 14%8" un f actored: --- 14'.7" - Uead 354 ---- Wind .409 524 Roof Live 409 651 Factored: -- To tal Total 045 Total De.fl'n Bearing: , 05 !4in reo'd 1.00•_ Lumber -soft, D.Fir-L, No.2, 4x12 (3.112"x11=1/4") Supports: All - Timbor-soft Beam, D.Fir-L No.2 Total length! 14'-8.0": Lateral support: top= at supports, bottom= full; Analysis vs. Allowable Stress (nai) and hofln r1 .. n_% Criterion S rear Benlin!(,) Anal ..^,is. Value v' -=.`v fb Design /a.iue Anal sis/(teal qn Fv' 0.2.0 - 1050 Fb' ,: 1.70 fb/Flo' 0.09 Dead Oefl'n 0.13 - <L/999 Leve Uefi'n 0 -le - L/989 0.99 4/360 0,36 Total De.fl'n 0.37_ L/469 0.'73 1./240 _ 0.51 Additional Data: FACTORS: F/E(PS i)CD CM Ct r:L CF' Cfu Cr Cfrt CS Cn V. 180 1.25 1.00 1.00 - - 1.00 1..00 1,00 900 1.25 1.00 1.00 0.952 1.100 ! 00 1.00 1.00 1.00 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 E' !.6 million 1.00 1.00 - - - E.OU 1.0 E.min' 0.58 m 0 illion 1.00 1.00 - - - - 1.00 1.00 CRITICAL LOAD COMBINATIONS: Shear : LC 112 - E"Lr, V n 1166, v design 1166 lbs Rending,:,): LC 92 - O+Lr, 1•I - 6462 lbs-ft Deflecticn: Lc 113 - ru, 75(Lr+.42t3) (live; LC il3 = 75(Li - 421.1) (total) D- dead L•'live s='snow )(=wind 1-impactLr=roof live Lc -concentrated E=earthquake A,I LC's are listed in the Analysis output. Lbad cort,binations: ASCE; 7-10 / IRC 2012 :ALCULATIONS: Deflection: E1. = 664e06 !b -int "L:ve" 0" lecc.ior. = Ueflnction from all non -dead loads (11ae, wind, snow...) Total Defiec-on 1.50(Drad Load Deflection) - Live Load Deflection. LCN 2 2, 3 3 weslgn holes: -- ----- --- 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), Ilse National Design Specification (NDS 2012), and NUS 01sign Supplement, 2. Please verify that the default dotlection limits are appropriate for your application. 3. Sawn lumbar bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 5� { COMPANY PROJECT Summit Structural Design IWO 0140/orks 0 Sep. 8.2016 09:55 831 Design Check Calculation Sheet �- 1 WoodWorks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) - I Dead 650 - Wind 765 Roof Live 765 ply FacCorsd: Tota! /567 --- ----------.. 9earinn• -- 'i4 Length 1.00• Min reed 1.00• - 1.O0' 'Minimum bearing length selfing used: _1(01 enrl supports ._.__ 1 . i:U• Timber -soft, D.Fir-L, No. 1, 6x12 (5.1/2"x11.1/4") Supports- All - Timber -soft Beam. D.Fir-L No.2 Total length: 15'-8.17 Lateral suppon:.lop= at suppons• bottom= al supports. Analysis vs. Allowable Stress (psi) and Deflection (in) -inn mnc -)n,i . Criterion - Stear Load 'I'ypc"-- Uist.riix:e i.00 Par- I.ocar.f.on iftl Magnitude Bendinglc; -- Load/ Dead ' cern Start End Star.c End pe D'ad Defl'n .,aad'2 'rt[ncf CeC r.[-_- 9.C8 ! t06 lbs FoinG 8.:;9 Live Defl'n 'Cara! 11Oad3 Roof COhSCr. 1$80 lbs PCini:b.De lIrPC, lhs Uef11n Self -weight Dead FUlI UDL 14.7 1f Maximum Reactions (lbs) and Bearing Lengths (in) - I Dead 650 - Wind 765 Roof Live 765 ply FacCorsd: Tota! /567 --- ----------.. 9earinn• -- 'i4 Length 1.00• Min reed 1.00• - 1.O0' 'Minimum bearing length selfing used: _1(01 enrl supports ._.__ 1 . i:U• Timber -soft, D.Fir-L, No. 1, 6x12 (5.1/2"x11.1/4") Supports- All - Timber -soft Beam. D.Fir-L No.2 Total length: 15'-8.17 Lateral suppon:.lop= at suppons• bottom= al supports. Analysis vs. Allowable Stress (psi) and Deflection (in) -inn mnc -)n,i . Criterion - Stear lmalvsit Value fv 36 Design Va.Lue. An sis/Uesi r• 8v' •" 212 Bendinglc; fb 1127 Fb' •• 1651 fb/Fb' -- 0.66 D'ad Defl'n 0.16 •, <L/999 - - - l.00 1.00 E' 1.6 m_l.lion 1.00 1.00 - - - - 1.O0 1...00 3 Live Defl'n 'Cara! 0,22 = L/853 0..52 L/360 0,42 ' Uef11n 0.46 L/403 0'.78 �_ L/240 0.59 Additional Data: --- ----- FACTORS: F/E(psi)CD Ct4 C_L CIF _ CF Cfu Cr cfrt Ci. Cn 'LCB Fv' !70 1.25 1.. ob 1.00 - - 1.00 1.00 1.00 2 F'b'� 1350 1.25 1.00 I_.o0 0.97!) !.oOU 1.00 1 Oo 1.00 1.0G 2 rcp' 625 - 1.00 i.00 - - - - l.00 1.00 E' 1.6 m_l.lion 1.00 1.00 - - - - 1.O0 1...00 3 Emin0.58 million 1.00 1.00 - - - - 1.(10 1.U0 - 3 CRITICAL LOAD COMBINATIONS: Shear • LC 42 D -Lr, V m 1487, 'i design - 1487 lbs Bendir9l-.1: I,C 02 -= i+•Lr, F7 10e99 lbs-ff. Deflectian: t.0 1:3 42.W) (live/ U: LC 113 •75(1. r+•42w1 (total) de L=i ive S=snow 41 ,wind 1-�imuaca Lr:^roc•f live LC•.:cancenCra: i:d-earthaua Ke All i.C's 'listed are is the ;'malysis output load co::dtir.at..ons: ASC; 7-10 / IBC 2012 CALCULATIONS Detl.ecccon: F.! i_ ,44e06 ]b-.in7. "Live" deflection Uefiect.irr, f[•or. al! nor -dead Loacs i11ve, wind, $now...) �otai Deflect:.o^ w !.;o Ci Load 001:lect.!Cn) • Live Load DPfl;act:on. Design (Votes -- ---- 1 Wood Works analysis and Caslgn are in accordance with'Ihe ICC International Building Code (IBC 2012)• the National Design Specification (NOS 2012), and NDS Design Supplemenl 2. Please verify that the default deflection limits aro appropriate'for your application. 3. Sawn lumber bending members shalt be laterally supponed according to the provisions of NDS Clause 4.4.1. - j ,,, COMPANY PROJECT Summit Structural Design t I VVoc1d'\A/orks"_ Sep. 6. 2016 10:00 832 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : 6'.11" Unfacrored: Dead Wind 1308 Roof Live 1.308 Factored: ?'uta! 3107 Searing: Length 1.00-• (•fin req'd 1.00• Timber -soft, D.Fir-L, No.2, 6x12 (5.112"x11-1/4") Supports: All • Timber -soft Beam, D.Fir•L No.2 Total length: 6'-11.0' ; Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress fncit nnei rlallnrr)^n n.,n --"' r ton Load 'type Distribution Pat'- Location (ft1 Magnitude Unit fl: - S4P _ Loa lDea Load2 Load} Loar19 Self -wet, ht 'Tr ibu Ca ry W:AGh. Duad Y7ind CtC Roof const:. Dr.ad i i-- fern Start End Start End t'u 1 ilrea 10.00(12..5 )' 2olnt Ps_ 2.00 1).76 lbs Point 2.00 1690 lbs Point. 2.00 1680 lbs FV 11 UUL lq,•t if �- Maximum Reactions (lbs) and Bearing Lengths (in) : 6'.11" Unfacrored: Dead Wind 1308 Roof Live 1.308 Factored: ?'uta! 3107 Searing: Length 1.00-• (•fin req'd 1.00• Timber -soft, D.Fir-L, No.2, 6x12 (5.112"x11-1/4") Supports: All • Timber -soft Beam, D.Fir•L No.2 Total length: 6'-11.0' ; Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress fncit nnei rlallnrr)^n n.,n --"' r ton Ana!Y-- Value fv = De:�-.l<<nn_ Va_up. Ana.) •sisl Oesv:u, Fv' a 212 fv/F•v' = 0, 3! ,yl-; rT.� fl: - S4P IV 1094 th/Fb' = 0.50 Defl'n 0.04 = <L/999 E' 1..3 mill.iori .`:.00 1..00 - - - .. i.00 Def I'n 11.03 - <L/999 0.29 L/360 Call 'n 0.10 - e.1./999 0,44 L/240 0,22 Additional Data: FACTORS; F/E(psi)CD CN' Ct Cl,CF cru C: Cfrt Ci Cn. LC II rv' 170 1.25 1.00 1.00 - - !-.00 1.00 1.00' 2 875 1..25 !.00 1.00 (1.941 LOUD ).00 1.00 1.06 1.00 - 2 Fcp' 625 - 2.00 1.OG - - - - l.Ott !,00 - - E' 1..3 mill.iori .`:.00 1..00 - - - .. i.00 1.00 3 Emir' 0.47 T1 0.47 1.00 1.00 - - - - 1.00 !.00 - 3 CRITICAL LOAD COMBINATIONS: Shear LC 02 - D+L.r, v = 2040, V design = 2703 lbs Bending;-): Lr: 42 - D•z- 14 = 5293 lb3••ft !'(.•f!ection: LC. 03 - D*.7jfLr-.9214) (Iive) LL' P7 D.'75 i Lr, .477) (total) D=dead L=iive S=snow N=wind 1=impact Lr'roor. live Lc -concentrated All L=earthquake LC's are listed i.n the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: E1 = 348e06 Ib -int. "Live" deflection = Deflection frons all non -dead loads (live, wind, snow...) Total Deflection ,. 1..1.0: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 (NOS 2012), and NUS Design Supplem�,nl 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. 81-1011 �?2 t.UO�