Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
B16-2407 000-000-000 (2)
BUILDING ENERGY ANALYSIS REPORT PROJECT: Garcia Residence 201 Fire Camp Road Oroville, CA 95966 Project Designer: SI Design 713 Burnt Ranch Way Chico, CA 95973 (310)'430-8466 Report Prepared by: ` • Max Ramirez 22189 Samson Ave. Corning, CA 96021 (530).321-7242 ' •. BUTTE ,. COUNTY -Job Number: DEC 1'22016 PER IT# _072816 -Garcia (SI) DEVELOPMENT BUTTE COUNTY DEVELOPMENT SERVICES SERVICES . CODE COMPLENCE Date: DATBY- .� I 8/2/2016 �=—_- The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by. EnergySoft, LLC—www.energysoft.com. `l Ene Pro 6. by EnergySoft User Number. 5733 ID: 1772816 -Garcia SI 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 11 Form MF -1 R Mandatory Measures Summary 12 A k r µ T.. a CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 15:32, Tue, Aug 02, 2016 Calculation Description: Title 24 Analysis Input File Name: 0728167Garcia (SI).ribdx CF1 R -PRF -01 " Page 1 of 8 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 201 Fire Camp Road Compliance Margin Percent Improvement 04 City Oroville 05 Standards Version Compliance 2015 06 Zip Code 95966 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) 180 12. Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1615 15 Number of Zones 2 16 . Slab Area (ft2) 642 17 Number of Stories 1 18 Addition Cond. Floor Area 642 19 Natural Gas Available No 20 Addition Slab Area (ft2) 642 21 Glazing Percentage (%) 17.8% COMPLIANCE RESULTS 01 Building Complies with Computer Performance` 02 Thls building DOES NOT require HERS Verification "—" Registration Number: 216-Ao288471A-000000000-0000 Registration Date/Time: 2016-08-02 15:43:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03022016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-08-0215:33:03 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 58.99 55.59 3.40 5.8% Space Cooling 90.10 88.74 1.36 1.5% IAO Ventilation 0.00 0.00 0.00 0.0% Water Heating 40.44 .40.44 0.00 0.0% Photovoltaic Offset --- 0.00 0.00 — Compliance Energy Total 189.53 184.77 4.76 2.5% Registration Number: 216-Ao288471A-000000000-0000 Registration Date/Time: 2016-08-02 15:43:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03022016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-08-0215:33:03 ' CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD , f Project Name: Residential Building Calculation Date/Time: 15:32, Tue, Aug 02, 2016. Calculation Description: Title 24 Analysis Input File Name: 072816 -Garcia (SI).ribdx REOUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO SPECIAL FEATURES REOUIRED CF1 R -PRF -01 Page 2 of 8 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • — None — Cooling System Verifications: • — None -- HVAC Distribution System Verifications: • — None -- Domestic Hot Water. System Verifications: , • — None -. ENERGY DESIGN RATING 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 24, Part 6 (such -as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Use; Energy Design.Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* : f ..: t ` .267.112" 248.46 8.66 3.4% i..a ... 1—Inrnrl ennlinnrae and Micrallanarnis Fnamv Use (AMEUI 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 1615 1 2 2 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1-E Conditioned HVAC Systeml 973 8 DHW Sys 1 Zone 2-N Conditioned HVAC Systeml 642 10.5 Registration Number: 216-A0288471A-000000000-0000 Registration Date/Time: 2016-0&0215:43:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03022016-433 , HERS Provider: CaICERTS inc. Report Generated at: 2016-08-0215:33:03 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 15:32, Tue, Aug 02, 2016 Calculation Description: Title 24 Analysis Input File Name: 072816 -Garcia (SI).ribdx i CF1 R -PRF -01 Page 3 of 8 OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 _ Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Status Verified Existing Condition Front Wall Zone 1-E R-19 Wall 180 Front 225.3 32 90 Existing No Left Wall Zone 1-E R-19 Wall 270 Left 276 62 90 Existing No Rear Wall Zone 1-E R-19 Wall 0 Back 225.3 26 90 Existing No Roof 2 Zone 1-E Roof R-19 1978-2012 Factor Status 973 Roof Zone 2-N Existing No Raised Floor Zone 1-E R-19 Floor Crawlspace 199 0.17 9.46: 973 0.85 0.1 Existing No Front Wall 2 Zone 2-N R-21 Wall 180 Front 191.1 24 90 New N/A Rear Wall 2 Zone 2-N R-21 Wall 0 Back 191.1 72.6 90 New WA Right Wall Zone 2-N R-21 Wall 90 Right 414 90.6 90 New N/A OPAQUE SURFACES — Cathedral Ceilings 01 02 03 04 05 06 06 07 08 09 10 11 12 13 Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic Zone 1-E Attic RoofZone 1-E Ventilated Roof 0.1 Framin No Verified Existing No Orientatio Area ' Skylight Roof Rise Roof Roof `. Reflectan Roof g Existing Name Zone r Type k"riy 3 (ft2) Area (ft2) << (x In 12) Pitch Tilt(deg) ce Emlttance Factor Status Condiflon Roof Zone 2-N ' R -3Q:. Roof Back 642 0 .. 2 ; 0.17 9.46: 0.1 0.85 0.1 New WA Cathedral ATTIC 01 02 03 04 05 06 07 08 09 '10 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Attic Zone 1-E Attic RoofZone 1-E Ventilated 4 0.1 0.85 No No Existing No Registration Number: 216-AO288471A-000000000-0000 Registration Date/Time: 2016-08.02 15:43:02 CA Building Energy Efficiency Standards 2013 Residential Compliance Report Version - CF111-03022016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-08-0215:33:03 C'kRTIFWATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 15:32, Tue, Aug 02, 2016 Calculation Description: Title 24 Analysis Input File Name: 072816 -Garcia (SI).ribdx CF1 R -PRF -01 Page 4 of 8 _ WINDOWS 01 02 03 04 05 06 07 08 09 10 11 Name Surface (Orientation -Azimuth) Width(ft) Height (ft) Multiplier Area (W) U -factor SHGC Exterior Shading Status Verified g Condition Existinxistin Window Front Wall (Front -180) ---- — 1 32.0 0.71 0.73 Insect Screen (default) Existing No Window 2 Left Wall (Left -270) --- --- 1 62.0 0.71 0.73 Insect Screen (default) Existing No Window 3 Rear Wall (Back -0) ' ---- ---- 1 6.0 0.71 0.73 Insect Screen (default) Existing No Window 4 Front Wall 2 (Front -180) ---- ---- 1 24.0 0.30 0.Insect Screen (default) New WA Window 5 Rear Wall 2 (Back -0) - - 1 72.6 0.30 Insect Screen (default) New N/A Window 6 Right Wall (Right -90) --- 1 90.6 0.30 10.4231nsect Screen (default) New I WA DOORS 01 02 03 04 05 06 Name Side of Building Area (ft2) U -factor Status Verified Existing Condition Door Rear Wall 20.0 0.50 Existing No Registration Number: 216-Ao288471A-000000000-0000 Registration Date/Time: 2016.08.0215:43:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-08-0215:33:03 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DateirTime: 15:32, Tue, Aug 02, 2016 Calculation Description: Title 24 Analysis Input File Name: 072816 -Garcia (SI).ribdx CF1 R -PRF -01 Page 5 of 8 OPAOUE SURFACE CONSTRUCTIONS" 01 02 03 04 05 06 07 - 09 Name Zone Total Cavity Winter Design Edge Insul. R -value Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 71.6 None 0.8 No New No • Cavity / Frame: no insul. /2x4 Top Chid 2x4 Top Chord of Roof Truss ®24 • Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1-E Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 • Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/ Frame: R -19/2x6 R-19 Wall Exterior Walls Wood Framed Wall 2x6 ® 16 in. O.C. R 19 0.072 • Exterior Finish: 3 Coat Stucco • Inside Finish: Gypsum Board Ceilings (below • Cavity/Frame: R-9.1 /2x4 Roof R-19 1978-2012 attic) Wood Framed Ceiling 2x4 ® 24 in. O.C. R 19 0.049 • Over Ceiling Joists: R-9.9 insul. • Floor Surface: Carpeted Floors Over • Floor Deck: Wood Siding/sheathing/deddng R-19 Floor Crawlspace 199 Crawlspace Wood Framed Floor 2x6 @ 16 in. O.C. R 19 0.049 • Cavity/Frame: R -19/2x6 • Inside Finish: Gypsum Board • Cavity/ Frame: R-21 /2x6 R-21 Wall Exterior Walls, Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.069 • Exterior Finish: 3 Coat Stucco :k• Inside Finish: Gypsum Board c"' Cavity/Frame: R -30/2x12 - ?• r 3. • Roof Deck: Wood Siding/sheathing/decking R-30 Roof Cathedral Cathedral Ceilings' -Wood Framed Ceiling ' - 2x12 @ 16 In. O.C. 0 83 0.036 Roofing: Light Roof (Asphalt Shingle) SLAB FLOORS 01 02 03 04 05 06 07 08 09 Name Zone Area (ft?) Perimeter (ft) Edge Insul. R -value Carpeted Fraction Heated Status Verified Existing Condition Slab Zone 2-N 642 71.6 None 0.8 No New 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-A0288471A-000000000-0000 Registration Date/Time: 2016-08.02 15:43:02 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-03022016-433 Report Generated at: 2016-08-02 15:33:03 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building - Calculation DatelTime: 15:32, Tue, Aug 02, 2016 Calculation Description: Title 24 Analysis. Input File Name: 072816 -Garcia (SI).ribdx CF1 R -PRF -01 Page 6 of 8 WATER HEATING SYSTEMS' 01 02 03' 04 05 06 07 08 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Status Verified Existing Condition DHW Sys 1 DHW Standard DHW Heater 1 1 Annual Existing No 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 0.575 EF 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION Y 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation with Manual Control Recirculation with Sensor Control DHW Sys 1 Na n/a ri/a n/a Na Na SPACE CONDITIONING SYSTEMS 'i` ~ '`"=% 3' ? .F.. 01 02=: 03 04 • ,y`05 06 07 08 09 Heating System Cooling System Distribution Fan Floor Area Verified Existing Name System Type Name Ducted Name Ducted System System Served Status Condition HVAC Systemt Other Heating and Heating Yes Cooling Yes Air Distribution HVAC Fan 1615 Existing No Cooling System Component 1 Component 1 System 1 1 HVAC - HEATING SYSTEMS 01 02. 03 Name Type Efficiency Heating Component 1 CntdFurnace - Fuel -fired central furnace 78 AFUE Registration Number: 216-AO288471A•000000000.0000 Registration Date/Time: 2016.08.02 15:43:02 HERS Provider: CaICERTS inc. CA Building Energy Effciency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-08-0215:33:03 C CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Residential Building Calculation Datefrime: 15:32, Tue, Aug 02, 2016 Page 7 of 8 Calculation Description: Title 24 Analysis Input File Name: 072816 -Garcia (SI).ribdx HVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 07 08. Efficiency 10 Multi -speed Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 SplitAirCond - Split air conditioning 11.7 13 No No N/A Location system Status Condition Verification Air Distribution Ducts located In attic HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08. 09 10 _ - e Insulation Supply Duct Return Duct � - Y'- i ., Verified Existing HERS Name Type Duct Leakage R -value Location Location Bypass Duct Status Condition Verification Air Distribution Ducts located In attic Existing (not System 1 (Ventilated and specified) 6.0 Attic Attic None Existing No N/A Unventilated) IAO (Indoor Air Quality) FANS 01 02 03 04 05 Name IAO &M `�''JA'O=Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 0 Defaulti` 0 Not Required Registration Number: 216-A0288471A-000000000-0000 Registration Date/Time: 2016.08-02 15:43:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 HERS Provider: CaICEFTS Inc. Report Generated at: 2016-08-0215:33:03 { - t .ter _ - e _ . • � - Y'- i ., Registration Number: 216-A0288471A-000000000-0000 Registration Date/Time: 2016.08-02 15:43:02 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 HERS Provider: CaICEFTS Inc. Report Generated at: 2016-08-0215:33:03 { I CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DatefTime: 15:32, Tue, Aug 02, 2016 Calculation Description: Title 24 Analysis Input File Name: 072816 -Garcia (SI).ribdx CF1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: . Max Ramirez Company: Y Signature Date: ' Golden Sun Designs 2016-08-02 15:43:02 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 530-321-7242 ' RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I'am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. . 2. 1 certify that the energy features and performance specifications Identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this., lid! ng permit application. Responsible Designer Name: Responsible Designer Signature: c�amlrez Max Ramirez" Company: Date Signed:,: ` Golden Sun Designs - 2016-08-02 15:43:02 Address:- License: - 22189 Samson Ave NA City/State/Zip: Phone: µ Coming,' 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-Ao286471A-000000000.0000 Registration Date/Time: 2016-08-02 15:43:02 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03022016-433 Report Generated at: 2016-08-02 15:33:03 5 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Garcia Residence Building Type m Single Family ❑ Addition Alone 1O Multi Family m Existing+ Addition/Alteration Date 8/2/2016 Project Address 201 Fire Camp Road Oroville r California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 1,615 Addition 642 # of Units 1 INSULATION Construction Type Area Cavi(ft) " . Special Features Status Wall Wood FramedR 19 830 Existing Door Opaque Door . ' no insulation 20. Existing Roof Wood Framed Attic R 19 973 Existing Floor Wood Framed w/Crawl Space R 19 973 Existing Wall Wood Framed • 'R 21 609 • ; New Roof Wood Framed Rafter R 30 642 New Slab t Unheated Slab -on -Grade - no insulation 642 Perim = 72' New FENESTRATION Total Area: 7287 Glazin Percentage: 17.8%1 New/Altered Average U -Factor, 0.30 Orientation Area(ft) U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (S) 32.0 0.710 0.73' 'none none Bug Screen Existing Left (Vto 62.0 0.710 0.73 none none Bug Screen Existing Rear (N) 6.0 0.710 0.73 none none Bug Screen Existing Front (S) '24.0 0.300. 0.23 none none Bug Screen New Rear (N) 72.6 0.300 0.23 none none Bug Screen New Right (E) 90.6 0.300 0.23 none none Bug Screen New a HVAC SYSTEMS _Qty. Heatin Min. Eff Cooling, -Min. Eff Thermostat Status 1 Central Furnace 78% AFUE Split Air Conditioner 13.0 SEER Setback Existing HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic 6.0 Existing WATER HEATING ' Qty. -'T pe Gallons- 4 Min. Eff Distribution' Status EnergyPro 6. by Ener Soft User Number. 5733 ID: 072816 -Garcia SI Pae 11 of 15 r r 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Loin -rise residential buildings subject to the Standards must cornp4, with all applicable mandatory measures listed, regardless of the rnnvntinn re nnnrnnrh trserf Fxcentinns mail am2h,_ Review the resnective code section for more information. Building Envelope Measures: § 110.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -(fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration that meets therequirements of § 10-11 1(a). § 110.7: Exterior doors and windows are weatherstripped: all joints and penetrations are caulked and sealed. § I 10.8(a): insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.86): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 1 10.8(i) when the installation of a cool roof is specified on the CFI R. § 1 10.8(1): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFl R.. Minimum R-30 insulation in wood -frame ceiling: or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § 150.U(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § 150.U(b): Loose fill insulation shall contorm xvith manufacturers installed design labeled R -value. § 150.0(c): Minimum R-13 insulation in 2x4 inch wood flaming wall or have a U -factor of0.102 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 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior i 50.0(g)1: walls, vented attics and unvented attics with air -permeable insulation. In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II I50.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class If vapor retarder shall be placed over the earth floor of § I50.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). Slab edge insulation shall: have a water absorption rate. for the insulation material alone without facings, no greater than 0.3%: I): § 150.00): 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( ). Fenestration, including skylights. separating conditioned space from unconditioned space or outdoors shall have a maximum U - § I50.0(q): 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) I A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is §150.0(e)1 B: equipped with a readily accessible. operable. and tight -fitting damper or a combustion -air control device. §i50.0(e)iC: Masonry or factory-builttireplaces have a flue damper with a readily accessible control. Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket. when that indoor air is vented to the outside 1 50 0(e)2: 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. Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation § i 10.3(c)5: valve, and recirculation loop connection requirements of §1 10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type centrdl furnaces, household cooking appliances (appli- §1 10.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or RCCA. using design conditions specified § 150.0(h)1: in §I50.U(h)2. Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any § 150.0(h)3A: dryer vent. § 150.0(1): Heating systems are equipped with thermostats that meet the setback requirements of § 1 10.2(c). Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped § 150.00)] A: with insulation having an installed thermal resistance of R-12 or greater. Unfired hot water tanks. such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external § I50.0CI)1 B: insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2A: regardless of the pipe diameter. piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve 1150 0(j)2B: 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 §I50.0(j)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in 'FABLE 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 f'or outdoor service. For § I50.00)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 §150.06)3 B: or Class Il vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class iI 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 § I50.0(n)1: 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 ofat least 200.000 Btu/hr. § I50.0(n)2: Recirculating loops serving multiple d"elling units shall meet the requirements of § i 10.3(c)5. § I50.0(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: A11 air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements ofCMC §601.0, §602.0. §603.01. §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of Flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, 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 Y, inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms lbr 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 platfornms 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 § I50.0(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. § 150 0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraR or automatic dampers. § 150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible. manually operated dampers except combustion inlet and outlet air openings and elevator shall 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. § i 50.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §150.0(m)1 I: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §150.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of § 150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The § 150.0(m)13: space conditioning system must also demonstrate airflow > 350 CFM per ton of nominal cooling capacity through the return grilles. and an air -handling unit fan efficacy <_ 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §I50.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling .capacity, and operating at an air -handling unit fan efficacy of_- 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 AS14RAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(o): 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)1 A: Whole Building Ventilation airflow shall be continued 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(x): Regulations: an on-off switch mounted outside of the heater that allows shutting ofl'ihe 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(b)]: 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. 1 10.4(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 durin off eak electric demand eriods. §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)IA: 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 150.0-13. as applicable. §150.0(k)I B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with theapplicable provisions of § I50.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § I50.0(k)I 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 f'or a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k) I D: Ballasts [or fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) l E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § i 30.0(c). Night lights do not heed to be controlled by vacancy sensors. § 150.0(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. § I50.0(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 manufacturers instructions. §I50.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with §150.0(k). § I50.0(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 §I50.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § I50.0(k) if: it § I50.0(k)21-1: 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 § I50.0(k)2. § I50.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality ofa dimmer according to §110.9, and complies with all other applicable requirements in §150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 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 F.ner r 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 ofthe 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 § i 50.0(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: 2413 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 §1 10.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in § 130.5: does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one ofthe §i50.0(k)9B: following requirements: i. Shall comply with §I50.U(k)9A; or ii. Shall comply with the applicable requirements in § 110.9. §130.0, §130.2, §1 30.4, § 140.7 and §141.0. § 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in §110.9. §130.01 §130.2, §130.4, §140.7 and §141.0. 15U.U(k)9D: Outdoor lighting for residential parking lots and residential carports with a total ofeight or more vehicles per site shall comply with the applicable requirements in § 110.9. § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. 150.U(k)1 U: internally illuminated address signs shall comply with § 140.8: or shall consume no more than 5 watts of power as determined according to § 130.0(c). §150.0(k) 1 1: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in § 1 10.9, § 130.0. § 130.1. e 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 § I 50.0(k) I 2A: 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)1213: i* Comply with the applicable requirements in § 110.9, § 130.01 § 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 §110.10(a)l: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 1 10.10(b) through § 1 10.10(e). §I 10.10(a)2: Low-rise multi -family buildings shall comply with the requirements of §I 10.10(b) through §I 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 zone total area shall be comprised of areas that have no dimension less than 5 Leet 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 §I 10.10(b)1: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roofor 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 roofor overhang of the building or on the roofor overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, arch itectural'features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice §1 10.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone. measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads f'or roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.1 O(e)1: The main electrical service panel shall have a minimum bulbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.1 U(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'. Butte County Building Department California Green Building Standards Code Residential VOC Checklist VOC COMPLIANCE CERTIFICATION DEVELOPMENT, SERVICES. ADHESIVE (NONE 0).- MANUFACTURER CALGreen LIMIT' ACTUAL VOCs, W SEALANT (NONE O) MANUFACTURER CALGreen ACTUAL VOCs ARCHITECTURAL COATINGS (NONE O) MANUFACTURER CALGreen ACTUAL VOCs FORMALDEHYDE COMPLIANCE CERTIFICATION PRODUCT (NONE 0) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 Hardwood plywood composite core 0.08 Particleboard 0.09 Medium density fiberboard 1 0.11 Thin medium density fiberboard 0.21 All Carpet installed in the building interior meets the testing and product requirements of the following (check one) O Carpet and Rug Institute's Green Label O California Department of Public Health Standard Practice for the testing of VOCs O NSF/ANS1140 at the Gold Level O Scientific Certifications Systems Indoor AdvantageTto Gold O No carpet installed on this project I certify that the information provided on this form is accurate and that the materials used on this project comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building Standards Code. Print name Signature Date ' See other side of page for VOC limits TABLE 4.504.3 VOC CONTENT LIMITS FOR ARCHITECTURALCOATINGS2.l Grams of VOC per Liter of Coating.,Less COATING CATEGORY EFFECTIVE 11112010, EFFECTIVE 11112012 Bat coatin s 50 1 ll Nt>tlibt coatings - n00 Jr R ; br 71 oor odl- c%1v NonOat-higtgloss•coatings .• 150 SO SJ fltalt\' Coadnas 65 VCT and asphalt file ooMshes Drvwnll and.ran.f I adheaiv" Aluminum roofcoatin s. 400 J B ment& daltyoo:ttinRl' 400 Structural gkuin t gdhesIV RiturrdMUSroofooatin 1. 50 2:0' Bituminous roof primers 150 SPECIACTV APPUCAIIOf Bond 350 10 490 COileretccudo com unds, 350 . Pbstrl.0-nen weldln. Concrde/mnsonry sealers 100 50, Driveway sealer.; 50 S i.1:Nwmeosatner.sd5.ive Dry foo continlla ISO Faux M-hing cootin ' 350 SU STRAT SPECIRC APPLICATIONS Fire resistive coori.o ).50 3 Floorcontinn 100 Porous malerinl ie Piwoodl Fonn-rcicasc coin ounds 250• :n Gro bicwts <s r1JXuntllj Soo HIRh to Jlt tanue condn 420 Indu. Iri31 mainleiUincemalinllll 2SO Low solids c<xhillll ' 120 Magnesite CI. DII.'nl`cou ' 11 450 Ma<aic textucrLuings 100 Metallic Phmtented cootinRS 500 Multioolorcoatings 250 tmcrnt Wum Drimets 420 Primel!i.sealers.andundcn:ootc:cs 100 ReUdive penetratingsl'411mi JSO Recycled coatings 250 Roof cool' !10 Rustprevenllltivo continJlll 400 2SO Shellll Clear Opaque 7.10 SSO Spc.<cilllty primers.sealers and undeJCoaters 3.50 100 Srains 2SO St000COU1>01dants - 450 Swimming 1 coatings -U TmfHc markins: coatialli 100 TUb Wd the rrfinish comings 420 WareTpnxumg memhrllnes 250 Woodcoalinas :175 Wo"d J fVIllh'l:s 350 Zinc-rid!prUners 340 1. Gnun.o; L WOC per liter of coating, including water and including exempt compounds. 2. Thespecifiedlimilll remaininctiect unles.revised limits an: liAledinsubs. l- qucnt columns in the table. 3. Values in this tnble are derived from thoe tpecified by the Califumia Air RUSAurces Board Arehitecruml Coatings Suggcs.ted C.onital Measure, February L2008. More information is m:nilobl" front the Air Wsaunx..."D Boord. TABLE 4.504.1 ADHESIVE VOCLIMJJU I eea.Wnter•nnd+T nae Firs t.f:mmnnunrlc in r:rn. —r:ro ARCKnECTURALAPPUCAnOHS CURRENTVOCUNJT IndoPr UlAtCI ndhesi\-es Camet ) Yl Jutrinorr-Ii"•el'ai —.11. 1• 1 ll •. - Wrw.wln10 •.iaft a.l i,-.- 100, Jr R ; br 71 oor odl- c%1v 6- Subtloor adh.1'CS. SO Cc:nuni" tile:..the:.ivc 65 VCT and asphalt file ooMshes Drvwnll and.ran.f I adheaiv" 2.0 f7s CtNe bme�adhesive • J Mutann.'ti011eco: £1NC11on ildh i ro 7iJ Structural gkuin t gdhesIV Jao Sillt%lo lib nx.f r.lembr.-nc oA l l i•cm 2:0' Other ac i -:slwls.:a:fJ<:A11vIi tal 5- SPECIACTV APPUCAIIOf PVC weldinJt CPVC I 10 490 AHS wddi llll' In . Pbstrl.0-nen weldln. 2501 dh wrf<ll' is 50, c. -:n tud..., 80• S i.1:Nwmeosatner.sd5.ive 2.0 Strucwnl wood memberndlleslve TcP and trim tdhescirc 4[� SU STRAT SPECIRC APPLICATIONS Mttal to mel1ll 3 Pbstic foams 50 Porous malerinl ie Piwoodl 50 W-Wd :n Fibea o:l: >-s 80 I -[f on ult=ivc'"' �'t=1-In 1=oond"Ci'; v;nAni Qtb'itaallllt W,-inhei, d!e'o'cil,-ry"'-- -"-- IVilJttlsc.hillheSl VOCWIIICl1111ballbeutluws:: 2.FotuddificmWinfmaatton r-gmetho:lntomVOCcont.mt spc::ifedin I.blslllble. seeSourll Coast Air Qlulity Maruv<nt Di.str.Cl Rulo 1168. TABLE 4.50:1.2 SEALANT VOCUMIT I nen Wsrr.r ...A I r F-t f`mmndc :.. r-' . n r TT.__ SEALANTS - CURRENTVOC LIMIT AR:hitecmml 2SO Marine deck Nnn.•. •.••hnon.o Iu0( 760 300 110,adwino 2iU SIIIll 11'-nb:m >f r.lrmhr.11 tr 4\0 Other .420 SEALANTPRNERS Arclilli.'Cluml Nmp,maut POSnn1 2.0 f7s Modil] j bitwnlaous jM,c6IIf deck S00 760 Utbcr J BUTTE COUNTY DEPARTMENT OF DEVELOPMENT'SERV ]CES: -BUILDING .CONSTRUCTION DEBRIS RECOVERY FINAL RIE -PORT Final inspection will not be s6hed&1dti'Unti1 coitipleted report -submitted APN: Bulldiitg Permiit# O N Submit completed form in person or by mail -to: 'Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 caner ame. Owner Phone: ( ) Jobsite Address: ' Project Type::0 Construction, p perriniition Jobsite Contact ` Coat : : Reuse . °Recycle' D MATERIAL .... ... . ,,.�...,.:.:..:.._....:... Ton a... T.o .:. ...•7on ACTUAL FA. 1Ci.C,E;PIADP USED. 'Inert Material (concrete, asphalt) ; Lumber. PlanttTree Debris: Dry: Wall: a . .Metal • ....... ,... _. .. ....:....... ..... Cardboard Other. Other. Total tons of materieil.disposed:.of (not.recyeled or reEised) Total tons of material. not disposed :(either• V dled�of: reused) - . tai~ eop ' #' e�ghf r`eiceipts, gate tags, or oth r wrij�yiug informafion4or all materials Percent recycledlreused % that were reused, recycled or disposed. Please sign indicafing that the aboveinformation is true and correct to th•e:. e. t o'f your:khow{edge: Applicant - .. �VTTF (Owner or Contractor):. Date: • . Circle which •. • Final Report returned with cotrltfrents:: 0riitiao ' Dabs.° tIN Final Report..approved :(BuiitlirYg 1pspeetor4:- - r IJ.. K:\BUILDING\201.1 \Approved forms \Res. Green 818g. forms\Waste Diversion*Recycling forrns:doc ti �y i 04 , 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Mr: Joel Garcia Project: Garcia Residence Addition and Remodel BUTTE Address_ COUNTY 201 Fire Camp Road, Oroville, CA DEC 12 2016 DEVELOPMENT ' SERVICES f vt�EDYBIi (� PERMIT #4V / BUTTE COUNTY D ELOPMENT SERVICE ear _ 88 m ° lU v REVIEWED FOR �L MPLIANCE �iP. Note: Summit' Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest .quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department *stand ards. b. Summit Structural Design PROJECT: Garcia Residence 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 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. G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: EPDXY/MECHANICAL CONCRETE ANCHORS MASONRY THE SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT. 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 BROUGHTTO 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 13EAMS 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 BE 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 OF 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 CBC. K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING FOUNDATIONS. ONLY THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED; A GEOTECHNICAL ENGINEER SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF THE FOUNDATIONS AND UNDERLYING SOILS. Summit Structural Design PROJECT: Garcia Residence 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 3,000 PSI (DESIGN BASED ON 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 43 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. 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: #5 BARS AND SMALLER: 1 %" #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.O. A14D 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. S. MASONRY A) CEMENT MASONRY UNITS SHALL CONFORM TO ASTM C90, AND SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. B) Pm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC SECTION 2105.3. A CERTIFICATE: OF COMPLIANCE VERIFYING TESTING AND ACCEPTANCE PER ASTM C 140 FOR THE CMU BLOCK SHALL BE PROVIDED FOR INSPECTION AND REVIEW PRIOR TO PLACING THE MASONRY. C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO ASTM C476 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. D) MAXIMUM BED JOIST THICKNESS= 5/8" E) LAP REINFORCING THE GREATER OF 60 BAR DIAMETERS OR 2'-0". F) LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: %" 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:C 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 Summit Structural Design PROJECT: Garcia Residence 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 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.Q. 3. 2X AND 3X RAFTERS SHALL BE DF -L #2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. S. 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 BYTHE 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 "1" JOISTS. USE A DOUBLE RIM ORI Y. LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED 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 SHALT_ 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 GREATERTHAN 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 TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6-5 WALL FRAMING A.) DOUBLE T013 PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD. WALLS SHALL BE 48" LONG WITH (12) 16d.SINKERS EACH SIDE. OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP U.N.O. B,) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". Summit Structural Design PROJECT: Garcia Residence 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 LINO 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. 7. STEEL 7.1 STRUCTURAL STEEL. A.) STRUCTURAL STEEL: ROLLED STEEL SHAPES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36. WIDE FLANGE SHAPES SHALL CONFORM TO ASTM A-992. B.) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A -S00 GRADE B.. C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND SHALL BE PERFORMED ONLY BY EXPERIENCED, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM TO AWS 131.1. D.) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS, WELD SIZE SHALL BE PER AISC SPECIFICATIONS FOR THE THICKER PART OF THE JOINT. E.) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. F.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. 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 LOAD_ S TO THE FOUNDATION. B.) IT 1S 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 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/SNOW LOAD: 20 PSF/26 PSF C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C -61 t �. Summit Structural Design ' Project: Garcia Residence Engineer: RKB Design of : Gravity Loads Roof Slope= 4 to 12 Roof Dead Load , Ply 1.5 psf Roofing 3.4 psf Framing 6.0 psf Gyp 2.2 psf Insul 1.0 psf Misc. 3.5 psf Total (sloped) 17.6 psf Total (horiz) 18.0 psf Roof Live Load Roof Live Load 20.0 psf Trellis Dead Load Infill 5.0 psf Struc. Members 5.0 psf Total 10.0 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 20 Framing @ 16" o.c. •1,6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf -61 Summit Structural Design Project: Garcia Residence Engineer: RKB Design of : _Seismic Mass and Seismic Load Development Area (ft2) Weight (lbs) Roof 1915 • 34522 Attached 'Trellis 400 4000 Height (ft) Length (ft) Weight (lbs) Walls(ext) 9 165 13365 Walls(int) 9 130 3510 Tota! - 55397 Roof Area (ft2) Floor Area (ft2) Ultimate Working Stress 1915 0 4574 3267 Roof Trellis Trib Trib Line Shear (lbs) Shear (lbs) Wall Line _ Area (ft2) I Area (ft2) Working Stress rho Total 1 578 915 1.00 915 2 927 1467, 1.00 .1467 3 410 200 767 1.00 767 A 200 118 1.00 118 k(E) 577 913 1.00 913 A (N) 381 200 721 1.00 721 B (E) 381 200 721 1.00 721 B (N) 577 913 1.00 913 r� M' ®esugln Maps Sam ary Report -User Specified In'ut � ,Building Code ReferFrice Document 2012/2015 International Building Code It,:i. T (which utilizes USES hazard data available_ in 2008) ,Site Coordinates 39.480N, 121.36°W ` Site Soil Classification Site Class•D - "Stiff Soil" . Risk Category I/II/III 11 1 Summit Structural Design Project: Garcia Residence Engineer: RICB Design of : Seismic Load Development (ASCE 7-10) 9 55 499 1.00 Seismic Design Category D Ss • 0.616 Mapped 0.2 sec spectral response Occupancy 2 S1 0_.2.55 Mapped 1 sec spectral response 1 1 Site Class ID . rw In accordance with Ch 20. TL 16 SMS 0.81 Max Considered EQ SM1 0.48 Max Considered EQ SDS 0.537 Design Spectral Response (0,2 Sec) SDI _ 0.322 Design Spectral Response (1_0 Sec) , System Light Framed Shear Walls R 6.5 . Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.48 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x -0.75 Ta 0.10 Cu 1.4 Max T '0.15 No limit for drift Use T 0.10 Alt Ss 0.616 V= 0.083 *W Height to Roof (hn) = 9 ft V= 4.6 k Vert Dist Exp. (k). 1 Level StoryHt. _ (ft)' hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) aph Gi. (kips) ROOF _ 55.4 499 t 11 1 9 9 55 499 1.00 4.6 5 6 11 1 Summit Structural Design Project: Garcia Residence Engineer: ' RKB Design of : MWFRS-EnveloDe Procedure (ASCE 7-10. Ser_tinn 2R 61 Conditions: _ 1. Simple Diaphragm CASE B `F) 2. Low-rise !- - t`' USE 0=0'1 3. Enclosed 4. Regular Shaped i 5. Not Flexible 6. Not Subject to: ,� J�r`� ' CASE Ar `�� �• . r_� \- a) across wind loading � b) vortex shedding c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof 5 45° 8, Exempt From Torsional Load Cases ` ="l, < �•' ,% �: ' '� Indicated in Note 5'of Fig. 28.4-1, or \` '\� :'� �<,•` -' the Torsional Load Cases do not `'ti ,��'f,' a'`% �-•�, �` CASE A Control the Design: CASE li3^ �A ,••.. J" (1) story and h:530 ft. or WSE X0'1 -. (2) story max and light framed or (2) story max and flex. diaphragm L= 47 Long. Bldg. Dim. (ft) 2aL= 7.0 ft. T= 35 Transv. Bldg. Dim. (ft) 2aT= 7,0 . ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor A= 1.21 Adjustment Factor K,= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 12 Mean Roof Height (ft) Exposure, A 0= 20 Closest Roof Angle Mean Roof Exposure (5°,10°,15°,20°,25°,or 30°1 Ht. (ft) _ B C D MWFRS Wind Loads (psf), ps=LCF*,N*Kzt*ps30 15.. 1.00 1.21 1.47 Location ps, 0=0 ps, 0=20 Min: Net Ovhg. 20 1.00 1.29 :1.55 A-110 13.9 19.3 9.6 25 1 1.00 1.35 1.61 B-110 4.8. 30 1.00 1.40 1.66 C-110 9.2 12.9 9.6 35 1.05 1.45 1.70 D-110 0.0 4.8 40 1.09 1.49 1.74 E-110 -16.8 -16.8 -23.4 45 1.12 1.53 1.78 F-110 -9.5 -11.6 50 1.16 1.56 1.81 G-110 -11.6 -11.6 18.4 55 1.19 1.59 1.84 H-110 -L3 -8.9 60 1.22 1762 :L.87 4 Summit Structural Design Project: Garcia Residence Engineer: RKB Desian of: C -i -C -Envelope Procedure (A.';(.F 7-1n ';Pr.tinn ,An q) 03, (D HIP ROOF (7*< e) -<25' HIP ROOF (25'< 0 s27*) FLAT ROOF and �2AQLE ROOF (7-< 0 <15•) - GABLE ROOF (E)<7*) L= 47 Long. Bldg. Dim. (ft) 5 a (ft) = 3. T= 35 Transv. Bldg. Dim. (ft) V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor K,t= 1 Topographic Factor h= 12 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7° 2=8'-27*, 3=28'-45') Conditions: 1. Mean Roof Height 5 60 ft. 2. Enclosed 3. Regular Shaped 4. Not Subject to: a) across wind loading b) vortex shedding c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roofs 45*, or Hip Roof :5 270 Adjustment Factor for Bldg Height and Exposure, A can Rbof Ht. Exposure B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.6.6 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 1.8.1 55 1.19 1.59 1.84 60 1.22 1 1.62 -1.87 C+C Wind Loads (psf), P,et=LCF*A*K-t*Pnet30 Loc. Zone EWA Pnet Ovhg. (ft2 + Loc. EWA Zone ft 2 Pnet 4- 0 1 10, 11.6 -14.4 4 0 5.8 -17.1 1 20 -14.1 4 20 15.1 -1E::);.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 4 500 11.8 -13.1 2 2U- 11.6 --23.2. -29.5 -T- -6-0- --M67 5 -1-0- '5.8 -2-T. -20.5 -29.55 20 - -1 b. 1 - 19.7 2 100 11. 6 5 50 --T4-72- --T-7-.9 3 10 11:6 -37.2 -49.6 5 100 13.4 -16'4d 3 20 11.6 -34.8 -44.7 -71.6 5 500 11.8 -13.1 50 -31.6 -38.3 29.-2 -33.5 F - Summit Structural Design Project: Garcia Residence - 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 42 59 1569 970 1569 2 152 15 1953 1531 1953 3 51 14 1165 624 1165 4 12 232 115 232. A(E) 34 48 42 55 1196 1589 1589 A(N) 63 75 2180 1325 2180 B (E) 63 75 2180 922 2180 B(N) 30 48 42 55 1119 264 1119 . Summit-, t Structural Design .Project: Garcia Residence Engineer: RK13 Design of: Lateral Force Summary Wind Seismic Wall Line ^_ Shear (Ibs) Shear (Ibs) Control 1 1569 915 Wind 2 1953 1467 Wind 3 1165 767 Wind 4 232 118 Wind A (E) 1589 913 Wind A (N) 2180 721 Wind B (E) 2180 721. Wind B (N)' 1119 913 Wind is Summit Structural Design Project Garcia Residence Engineer; RKB Design of: Shear Walls Panel Thickness 3/8;: Panel Orientation Short Dimension Across Studs �.. Nail Type Bd •,; Anchor Bold Diam. 1/2 Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Fnd Sill Plate Grade _ I DF -L AB in 2X Sill 620 lbs AB In 3X Sill 730 lbs Sill Plate/Rim Anchorage Nail Embed Index 0 Nail Length (in) Diam. (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 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 (Ibs) Fastener #. Spacing Fastener p Spacing 2X Sill 3X .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 5.2 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 3.1 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 1280 3 2.4 inches 6 6.5 inches NG . 0.91 1. Use 3X framing at adjacent panel edges and stagger nailing is I Summit Structural Design Project: Garcia Residence Engineer: RKB Design of: Shear Wall Framing Total Resistive Segment Segment -ateral 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 (Ibs) (ft) (plf) (in) (ft) (ft) Factor (Ib/ft) (ft) (ft -Ib) (ft -Ib) (lb) 1-w 1569 No Change from Existing 1 -eq 915 No Change from Existing 2-w 1953 11.83 165 6" 11.83 11.83 1.00 420 9 17579 29389 -5 2 -eq 1467 11.83 124 6" 11.83 11.83 1.00 420 9 13206 29389 -374 3-w 1165 .12.00 97 6" 12.00 12.00 1.00 340 12 13978 24480 -59 3 -eq 767 12.00 64 6" 12.00 • 12.00 1.00 340 12 9203 24480 -457 4-w 232 Knee Braces 4 -eq 118 Knee Braces A (E) -w 1589 No Change from Existing A (E) -eq 913 No Change from Existing A (N) -w 2180 6.50 335 4"' 6.50 6.50 1.00 150 11 23984 3169 3397 A (N) -eq 721 650 111 6" 6.50 r . 6.50 1.00 150 11 7931 3169 928. B (E) -w 2180 9.00 242 6" 9.00 9.00 1.00 150 11 23984 6075 2260 B (E) -eq 721 9.00 BO 6" 9.00 9.00 1.00 150 11 7931 6075 476 B (N) -w 1119 No Change from Existing B (N) -eq 913 No Change from Existing I t PROJECT: r;�,,•;�C'� PAGE: , SUMMIT STRUCTURAL DESIGN ENGINEER: www.summitchico.com DA TE. - DESIGN Of 14,iib E�' I(� �'� _6,S ��s � .5.11.E :>. ����.=ti�1� �'•. Co;s.t^®� IIX Summit Structural Design Project:. Garcia Residence Engineer: RKB Design of: 45 Degree Knee Brace Loads (2012 NDS) ASD Guardrail Post: _ Base Shear/Brace= 86 Ibs. Max ASD Base Shear Load h= 5.5 ft. Dim. from Base to Center of Top Connection (0) d= 2 ft. Dim. from Center of Top Connection (0) to Center of Brace at Post Loads: Horiz. Load at Brace= 237 Ibs. Sum of Moments About Center of Top Connection=Base Shear*hld Horiz. Load at O= 151 Ibs. =Horiz. Load at Brace -Base Shear Brace Load= 334 Ibs. =Horiz. Load at Brace"d(2) Vert. Load at Brace= 237 Ibs. Vert. Load at Post= 237 Ibs. O Brace Connection: 16d.Allow. Shear= 101 Ibs. Cd= 1.6 No. of 16d Req'd= 2.1 d IIX Summit Structural Design Project: Garcia Residence Engineer: RKB Design of: Lateral Drags Lateral Overall Shear per Length to Drag Drag wall Load Length Foot be dragged Load Type Line (Ibs) (ft) (plf) (ft) (lbs) if applicable -eq 1189 No Change from Existing !-w 1953 35.0 55.8 23.0 1284 A -eq 1907 35.0 54.5 23.0 1253 A 4-w 1165 35.0 33.3 12.0 399 A -eq 997 35.0 28.5 12.0 342 A i -w 232 35.0 6.6 6.0 40 A -eq 153. 35.0 4.4. 6.0 26. A E) -w 1589 No Change from Existing E) -eq 1187 No Change from Existing N) -w 2180 19.0 114.8 12.0 1377 A \J) -eq 937 19.0 49.3 12.0 592 A E) -w 2180 19.0 114.8 .5.0 574. A E) -eq 937 19.0 49.3 5.0 247 A N) -w 1119 No Change from Existing V) -eq 1187 No Change from Existing Summit. Structural Design Project: Garcia Residence Engineer: RKB Design of: Foundations Allowable Soil Bearing: 1500 psf Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non -Retaining): 6" wide with (1) #4 continuous at top and bottom of wall and #4 at 18" o.c. full 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) 44 cont. 30 12 3750 (4) #4 cont. Spread Footings: 1 • Reinforcing Cap. Label Size Thick. (in) Each Way Kips - F1 1'-0" Sq. 12 (1) #4 1.5 71.5 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 6'70" Sq. 18 r . (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 as per local requirements. 1� Summit Structural Design Cantilever Retaining Wall Design Project: Garcia 0.00 Moment at top of wall (k -ft) Comments: 6' Retaining Wall Add'I Hor. Load 1 (k) -0.350 Date: 7/28/2.016 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) Unit Add'I Hor. Load 5 (k) 0.0 Weight Input W'�dttt. Height/-9PAh 4P_4 Wall 8.0 in 6.5 ft 135 Footing 3.25 ft 15,0 - in 150 Key 0.0 in 0.0 in 0 10 H-Ogbi Vertical Load at top of wall (k) 0.00 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) -0.350 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq, Fluid Wt. (pcf) 30 Passive Soil - Eq. Fluid (pcf) 250 Passive Soil - Uniform (psf) 0.0 Sliding Friction Coeff. 0.25 Output _ Overturning Safety Factor Slidin Safet Factor 0.00 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 0.0 ft 6.0. ft 0.0 ft 0.0 ft 9 Y Toe Soil Bearing `, f:39"ksf Heel Soil Bearing U`i19: ksf Soil Pressure Length 3':25_ ft Moments _ Wall Mom. @ Base of Wall 1cOi3 kip - ft Toe Moment ':0:144: kip - ft Heel Moment 1:,85:.kio - ft (Positive = Right hand Rule) Overturning Moment Righting Moment . Sliding Force Resisting Force Mti �`lti`sd "f -t 1,:9,:1: k -ft -5 �03`. k -ft # X a xbar B 2.42 1.63 0.00 xbat 2.42 2.42 Wt: 110 ybar f -t 3.25 -0.63 -1.25 ,y -bac 6.50 6.50 0.00 0.00 0,00 0,00 0.00 0.00 pcf � � m -� LSur --s -� H abv TOF TOF T Summit Structural Design Cantilever Retaining Wall Design Project: Garcia Comments: 4' Retaining Wall Date: 7/28/2016 g y r .Toe Soil Bearing. U -j05. ksf Heel Soil Bearing Unit Soil Pressure Length ;*,i, s2`OOft Moments Wall Mom. @ Base of Wall :,... ki ft p" Weight xbar ybar Input Width. ye_ighUDepth (pd) It Lt Wall 8.0 in 4,5 ft 135 1.17 2.25 Footing 2.00 ft 15.0 in 150 1,00 -0.63 Key 0.0 in 0.0 in. 0 0.00 -1.25 11oad Height xbar yba.r Vertical Load at top of wall (k) 0.00 1.17 4.50 Moment at top of wall (k -ft) 0.0 1.17 4.50 Add'I Hor. Load 1 (k) -0.250 0.00 ft - 0.00 Add'I Hor. Load 2 (k) 0.0 .0.0 ft -- 0.00 Add'l Hor. Load 3 (k) 0.0. 0.0 ft -- 0.00 Add'I Hor; Load 4 (k) 0.0 0.0 ft - 0.00 Add'I Hor. Load 5 (k) 0.0 0.0 ft - 0.00 Uniform Surcharge (psf) 0.0 0.0 ft - 0.00 Active Soil -Eq. Fluid Wt. (pcf) 30 4.0 ft Wt: 110 pcf Passive Soil - Eq. Fluid (pcf) 250 0.0 ft Passive Soil - Uniform (psf) . 0.0 0.0 ft Sliding Friction Coeff, 0.25 Output Overturning Safety Factor 2:33 Slit -lin Sa fet Facot 1 78 g y r .Toe Soil Bearing. U -j05. ksf Heel Soil Bearing ;03U;ksf Soil Pressure Length ;*,i, s2`OOft Moments Wall Mom. @ Base of Wall :,... ki ft p" Toe Moment �. q. ->; 'O Oy7: kip -ft Heel Moment ".9,22,! kip - ft (Positive = Right hand Rule) Overturning Moment Righting Moment Sliding .Force Resisting Force LSur -� H abv TOF TOF x,y=0 rri�r= I 1z 11 Summit Structural Design Cantilever Retaining Wall Design Project: Garcia Comments: 2' Retaining Wall Date:. 7/28/2016 Input Width Wall 8.0 in Footing 1.00 ft Key 0.0 in Output _ Overturning Safety Factor 1aiQ Sliding Safety Factor 1::52 Toe Soil Bearing 1_:4:1 ksf Heel Soil Bearing,.0:0:0 ksf Soil Pressure Length s:.' ` ':`0 63 . 0.00 ft 0.0 ft 0.0 ft 0.0 ft. 0.0 ft 0.0 ft 2.0 , ft 0.0 ft 0.0 ft L_o_ad. Vertical Load at top of wall (k) 0.00 Moment at top of wall (k -ft) 0.0 Add'I Hor. Load 1 (k) 0,000 Add'I Hor. Load 2 (k) 0.0 Add'I Hor. Load 3 (k) 0.0 Add'I Hor. Load 4 (k) 0.0 Add'I Hor. Load 5 (k) 0.0 Uniform Surcharge (psf) 0.0 Active Soil -Eq. Fluid Wt. (pcf) 35 Passive Soil - Eq. Fluid (pcf) 250 Passive Soil.- Uniform (psf) 0.0 Sliding Friction Coeff. 0.25 Output _ Overturning Safety Factor 1aiQ Sliding Safety Factor 1::52 Toe Soil Bearing 1_:4:1 ksf Heel Soil Bearing,.0:0:0 ksf Soil Pressure Length s:.' ` ':`0 63 . 0.00 ft 0.0 ft 0.0 ft 0.0 ft. 0.0 ft 0.0 ft 2.0 , ft 0.0 ft 0.0 ft Unit Weight Hei.g.ht/Pepth (p_c_ 0 2.5 It 135 12.0 i n 150 0.0 in 0 Height Toe Moment Output _ Overturning Safety Factor 1aiQ Sliding Safety Factor 1::52 Toe Soil Bearing 1_:4:1 ksf Heel Soil Bearing,.0:0:0 ksf Soil Pressure Length s:.' ` ':`0 63 . 0.00 ft 0.0 ft 0.0 ft 0.0 ft. 0.0 ft 0.0 ft 2.0 , ft 0.0 ft 0.0 ft (Positive = Right hand Rule) Overturning Moment ";;0 16 k,ft Righting Moment ' ` `' '`t'0:`25 k -ft Sliding Force# Resisting Force # xbar ft 0.67 0.50 0.00 Xbar 0.67 0.67 Wt:110 ybar f -t 1.25 -0.50 -1.00 .y -bar 2.50 2,50 0.00 0.00 0.00 0.00 0.00 0.00 pcf -� LSur -� H abv TOF TOF x,y=0 t�> Moments Wall Morn. @ Base of Wall;0 .:kip - It Toe Moment :0 00- kip - ft Heel Moment 0t.02.kiD - It (Positive = Right hand Rule) Overturning Moment ";;0 16 k,ft Righting Moment ' ` `' '`t'0:`25 k -ft Sliding Force# Resisting Force # xbar ft 0.67 0.50 0.00 Xbar 0.67 0.67 Wt:110 ybar f -t 1.25 -0.50 -1.00 .y -bar 2.50 2,50 0.00 0.00 0.00 0.00 0.00 0.00 pcf -� LSur -� H abv TOF TOF x,y=0 t�> COMPANY PROJECT Summit Structural Design -' � � J-0® �D d \ A J� � � �® July 26, 2016 16:53 �UM SOOPnVAAARRf. FOR 4'000 DES/CA' Typical Stud Design Check Calculation Sheet Wood Works sizer 10.1 Loads: Load Type Distribution Pat- tern Location Iftl Start End Magnitude Start End Unit Load( Dead Pz ial UDL - (scc. _ .0077) 7�0 plf Load2 snow Axial. UDL Fb' IScc. = 0.00) 444 p I f l.oad3 Wind CLC Axial UDL L ->R 1Scc. = 0.00"1 240 plf Load4 Roof cpnstr. Axial UDL Fc' (?cc. =0.00"1 240 plf Loads Wind C&C Full Area Fep = 181 32.80 (16.9)1 psf Self -weight Dead Axial UDL bending) Eq.3.9-3 = 17 PH Lateral Reactions (lbs): 11'•7.5' m �O i1f1&&M Unfactored: Arial s!s value Desi n Dead Ana 1•sis/Desi n Shear Snow 28 - 28 Wind 254 Belldingl', 254 Roof Live Fb' " fb/Fb' = Factored: AX;6 ! fc = 131 L ->R 157 fc/Fc' = 153 Lumber Stud, D.Flr-L, Stud, 2x6 (14/2"x5.112") Support: Lumber Stud Bottom plate, D.Fir-L Stud; Bearing length - stud thickness Spaced at 16.0" c1c; Total length: 11'-7.5'; Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [fll; Ke x Ld: 1.0 x 11.63 = 11.63 [ftl; Lateral support: lop = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (usi) and Deflection (in) using nlns 2012 - Criterion Arial s!s value Desi n value Ana 1•sis/Desi n Shear v = 28 - 28 fv/Fv' 0.10 Belldingl', fb - '103 Fb' 1288 fb/Fb' = 0.55 AX;6 ! fc = 131 Fc' = 528 fc/Fc' = 0.25 Ay. 1a1 Bearing fc = 131 Fc' 977 fc/Fc' = 0,13 Support' Bearin fcp - 131 Fep = 181 fep/Feo - 0.17 Combined faxia. comfiress_on * s de load bending) Eq.3.9-3 = 0'.55 Dead Defl'n neyl iii ib!e Live Oefl'n 0.26 = 1,/5'38 0.39 = L/3Gg 0.67 Tota] Deft'n 0.2G 8 0.56 Additional Data: FACTORS: F/Elpsi)CD CM Ct CL!CP CF Cfu Cr Cfrt Ci LC8 Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 6 Fb 700 1.60 1.00 1.00 ,1,000 1.000 L.00 1.15 1.00. 1.00 6 Fc' 850 1.15 1.00 1.00 0.540 1.000 - - 1.00 1.00 4 Fc'comb 950 1.10- - 0.419 - - - - 7 E' 1.4 million 1.00 1.00 - - - - 1.00 1.00 6 £min' 0.51 million 1.00 1.00 - - - -- 1,00 1.00 6 Fc'PS0 1.15 1.60 1.00 - 1.000 - - 1.00 1.00 4 Fcp sup 625 - 1.00 1.00 - - - - 1.o0 1.00 4 CRITICAL LOAD COMBINATIONS: Shear : LC SIG = .6D+.61'1' V - 153, v design = 153 lbs sending( -!l LC 86 - .6D+ .6W, M = 443 lbs -ft Deflection: LC lib = .6D+.42t9 (I've, - LC 46 ,6D+.4211(total) _ Axial : LC s4 D+S P = .1081 lbs Combined LC ))7 = .D+.611; (1 - fc/FcE) = 0.87 support LC 114 = D+S; R = 1081 lbs, Cap 6445, Lb - 1.50", Cb - 1.25 ' .D=deadL-live S=snow W=wind I=impact Lr -roof live Lc -concentrated E=earthquake All LC's are listed in thu Analysis output . Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: E1 29e06 lb -int ' "Live" defiectlon D©flection from all non -dead loads (live, wind, snow_.)" Total Deflection 1.50(Dead Load Deflection) • Live Load Deflection. ' Design Notes: 1. WDodVVorks analysis and deslgn.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. FIRE RATING: Jcisls, well studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT d W Summil.StructuralDesign d odorks° July 28,2D16,8:55 SOFrlvARr roll woos Otirca• King -Trimmer for 8' Opening Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: 'Tributary Width (ft) Lateral Reactions (lbs): a d I y N 9 . - ---- . 11'-7.5" Lumber ri-ply, D.Fii-L, Stud, 2x6, 3 -ply (4.1/2"x5-1/2") Support: Non -woad; Bearing length = column width ' Total length: 11'-7.5"; Pinned base: Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (ft); Ke x Ld: 1.0 x 11.63 = 11.63 (it]; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs: Allowable Stress ((psi) and Deflection (in) using NDS 2012 : Additional Data: FACTORS:, F/E(psi)CD C11 Ct 'CL/CP CF Cfu Cr Cfrt- C1 Lcli FvI . 180 9.60 1.00 1.00 - - - - 1.00 1.00 6 Fb'+ 700 1.60 1.00 1.00 1.000 1.000 1.00 1.1.5. 1.00 1.00 6 - - Fc' 850' 1.15 1.00 1.00 0.540 1.000 - 1,00 1.00 4 Fc'comb 950 1,60 - - 0.419 - - - - - 7 E' 1.4 million. 1.•30 1.00 - - - 1..00 1.00 6 Zmin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 6 - Fc- 850 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear - : LC 06 - .61)+ .0.1, V = 523, V design 523 lbs 9endingl+l: Lc 06 ..6D+.619, M - 1520 lbs -ft Deflection: LC 66 - .6U+.42W Illve) _ LC a6 - .0- .42N' Itotal) - Axral LC 84 - D -S, P - 4538 lbs Kf - 1.00 Combiner: LC 07 » D, .611; 11 - fc/FcEI - 0.01 D=dead L=l-ve S=snow Ww ind 1 -impact Lr -roof live Lc-concentrated.E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 1.1.0 / IBC 2012 CALCULATIONS: ' Deflection.: E1 = 29e06 .lb-in2/ply "Live" deflection- Defle•.tion from all non -dead Loads (live, wind, snow...) To[at. Deflection ].50 !CH1ad Load Deflection) 4 Live Load Deflection: Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions Of NDS Clause 15.3. r 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance: Lead r Dla[f I.bUC10n Pat- Cocn i _ • magnitude Start End COMPANY PROJECT d W Summil.StructuralDesign d odorks° July 28,2D16,8:55 SOFrlvARr roll woos Otirca• King -Trimmer for 8' Opening Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: 'Tributary Width (ft) Lateral Reactions (lbs): a d I y N 9 . - ---- . 11'-7.5" Lumber ri-ply, D.Fii-L, Stud, 2x6, 3 -ply (4.1/2"x5-1/2") Support: Non -woad; Bearing length = column width ' Total length: 11'-7.5"; Pinned base: Load face = width(b); Built-up fastener: nails; Ke x Lb: 1.0 x 0.0 = 0.0 (ft); Ke x Ld: 1.0 x 11.63 = 11.63 (it]; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs: Allowable Stress ((psi) and Deflection (in) using NDS 2012 : Additional Data: FACTORS:, F/E(psi)CD C11 Ct 'CL/CP CF Cfu Cr Cfrt- C1 Lcli FvI . 180 9.60 1.00 1.00 - - - - 1.00 1.00 6 Fb'+ 700 1.60 1.00 1.00 1.000 1.000 1.00 1.1.5. 1.00 1.00 6 - - Fc' 850' 1.15 1.00 1.00 0.540 1.000 - 1,00 1.00 4 Fc'comb 950 1,60 - - 0.419 - - - - - 7 E' 1.4 million. 1.•30 1.00 - - - 1..00 1.00 6 Zmin' 0.51 million 1.00 1.00 - - - - 1.00 1.00 6 - Fc- 850 1.15 1.00 1.00 - 1.000 - - 1.00 1.00 4 CRITICAL LOAD COMBINATIONS: Shear - : LC 06 - .61)+ .0.1, V = 523, V design 523 lbs 9endingl+l: Lc 06 ..6D+.619, M - 1520 lbs -ft Deflection: LC 66 - .6U+.42W Illve) _ LC a6 - .0- .42N' Itotal) - Axral LC 84 - D -S, P - 4538 lbs Kf - 1.00 Combiner: LC 07 » D, .611; 11 - fc/FcEI - 0.01 D=dead L=l-ve S=snow Ww ind 1 -impact Lr -roof live Lc-concentrated.E-earthquake All LC's are listed in the Analysis output Load combinations: ASCE 1.1.0 / IBC 2012 CALCULATIONS: ' Deflection.: E1 = 29e06 .lb-in2/ply "Live" deflection- Defle•.tion from all non -dead Loads (live, wind, snow...) To[at. Deflection ].50 !CH1ad Load Deflection) 4 Live Load Deflection: Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. BUILT-UP COLUMNS: nailed or bolted built-up columns shall conform to the provisions Of NDS Clause 15.3. r 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance: Lead Type Dla[f I.bUC10n Pat- Cocn Location IfCI Start End magnitude Start End Jn!C Loadl Dead Ax al S?2 (Ecc. = 0.90") 2250 lbs Loatl2 Snow Axial Axial IEcc. = O.DU"} 2220 lbs l.oad'3 Wind CSC Axial Axial Bearing tBcc. � O.OU") 1200 lbs Load4 Roof constr. Axial Combined I,+xia (ECC. U.00"1 1200 lbs Loads Wind CSC Full Area neyllgt6le 30. OU (5.00!• ps Self-weiaht Dead Axial 0.30 = L/470 66 'lbs t� Unfactore d: Analysts 'lalue ----- Dead fv 32 Snow 28D fv TF -v-- Wind S?2 Cb = Roof Live Fh' - Fac[oied: n.G2 Axial L-11 523 Fc' criterion Analysts 'lalue Desien Value Analysis/Design Shear fv 32 Fv' _ 28D fv TF -v-- O.li 6endiaq (�i Cb = X09 Fh' 1288 - fb/Fb' - n.G2 Axial fr- 163 Fc' 528 fr_/Fc' = 0.35 Axial Bearing fc = 16:3 Fc. = 977 +fc/Fc• = 0.19 Combined I,+xia compression -s de load bending) Eq. 3.9-3 -= 0.8^< Dead .Def 1'n �Defl'n neyllgt6le ' Live 0.30 = L/470 0.39 = L/360 0.7G Tota! Defl'n 0.30. _ -_/970 0.58 L/240 0.51 Summit Structural Design Project: Garcia Residence Engineer: RKB Design of: 4x Timber Column Design Values (NDS 3.7) 4X DF-L(N) #1 Fc E d KCE C CO 1400 1600000 3.5 0.3 0.3 1.15 Stability Reduction Column Capacity (Ibs) le (ft) Cp Fc' (psi) 04 4X6 4X8 4X10 4X12_ 5 0.62 872 10678 16780 22881 28983 35084 6 0.53 735 9006 14153 19299 24446 29593 7 0..44 617 7563 11885 16207 20528 24850 8 0.37 519 6362 9997 13633 . 17268 20903 9 0.31 439 '5380 8455 11529 14603 17678 '10 0.27 374 4583 7201. 9820 12439 15057 11 .0.23 321 3934 6182 8430 10679 12927 12 0.20 278 3404. 5350 7295 9241 11186 13 0.17 242 2969 4665 6362 8058 9754 14 0.15 213 2608 4098 5588 7078 8568 15 0.13 188 2306 3624 4941 6259 7576 16 0.12 167 2052 3224 4397 5569 6742 17 0.11 150 1836 2886 3935 4984 6034 18 0.10 135 1652 2596 3540 4484 5428 19 0.09 122 1494 2347 3201 4054 4908 20 0.08 111 1357 2132 2907 3682 4457 Summit Structural Design Project: Garcia Residence . Engineer:. RKl3 Design of: 6X Timber Column Design Values (NDS 3.7) 6X6 DF-L(N) #1 Fc E d KcE c Cp 1000 1600000 5.5 0.3 0.3 1:15 stability Reduction Column Capacity (lbs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.86 862 26081 35566 45050 54534 6 0.81 810 24493 33400 42306 51213 7 0.75 754 22795 31084 39373 47663 8 0.70 696 21056 28712 36369 44025 9 0.64. 639 19334 26365 33395 40426 3,10 0.58 5.84 17678 24106 30534• 36963 11 0.53 533 16119 21980 27842 33703 12 0.49 485 14677 20014 25351 .30688 13 0.44 442 13359 18217 23075 27933 14 0.40 402 12167 16591 21015 25439 15 0.37 367 11093 15127 19161 23195 16 0.33 335 10131 13815 17499 21183 17 0.31 306 9270 12641 16012 19383 " 18 0.28 281 8501 11592 14683 17774 19 0.26 258 7813 10653 13494 16335 20 0.24 238 7197 9814 12431 •15048 } t Summit Structural Design Project: Garcia Residence Engineer; RKB Design of: Roof Framing (Conventional) Roof Loads DL= 18 psf LL= 20 psf (Snow = 26 pso Roof plywood: 1/2" 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 Sparis a. 2X4 DF -L #2: 6'-0" b. 2X6 DF -L #2: 12'-0" c. 2X8 DF -L #2: 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 DF#2 T° COMPANY PROJECT Summit Structural Design July 28. 2016 08:46WroodWorks' SOFTWiRf AW r B1 Design Check Calculation Sheet Wood Works Sizer 10.1 [Load,. Load Type - r COMPANY PROJECT Summit Structural Design July 28. 2016 08:46WroodWorks' SOFTWiRf AW r B1 Design Check Calculation Sheet Wood Works Sizer 10.1 [Load,. Load Type Distribution Pat- cern Location (t'tl Start End Magnitude Start End Unit Loadl Dead FullArea 199 Roof Live Factored: 18.00123.00)' ps- Load2 Snow Full Area Length 1.541.54 37,00(23.00)' psf Lcad3 Wind C&C Full Area . live Def:'n 0.09 - 20.00(2.3.00)' psf Load4 Roof constr. dell Area 3. 1.4 = L/694 '20.17Uf23.00)1 osf Self-wei ht Dead Full UDL 14.7 plf Maximum Reactions (lbs) and Bearing Lengths (in) B'-3.1" 5.. 1 Unfactored: - v Dead 1759 1?69 Show 3513 3513 wind 1899 199 Roof Live Factored: 1899 - 1999 TO Bear ind: _ 5,282 5282 Length 1.541.54 - Mi.n re 'd 1.54 1.54 Timber -soft, D.Fir•L, No. 1, 6x12 (5.112"x11-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: (Y-3.11" * '-3.1". Lateral support: lop= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) usino NDS 2012: Criterion Analysis Value Design value Anal sis/Dos- n Shear tv = 95 Fv' 195 Ev Fv' - 0.49 Bending l+) fb 1093 Fb' - 1539 fb/Fb' _ 0.71 Dead L'efl'n 0.04 = 1),!999 . live Def:'n 0.09 - <V999 0.27 = L/360 0.30 Total Dafl'n. 3. 1.4 = L/694 '0.41 - L/240 0.35 Additional Data: FACTORS: F/E(p9LIC0 CM Ct CL CF -fu Cr Cfrt Ci Cn LCs F'v' 170 1.IS 1.00 1.0(,' - - - - 1.00 1.00 1.00 4 Fb'+ !.,150 ,1.15 1.00 1.00 0.991 1.000 1.00 .1,00 1.00 1.00 - 4 FGp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 4 Emin' 0.59 million 1.00 1.00 - - - - 1..00 1.00 - 4 CRITICAL LOAD COMBINATIONS. Shear 'LC N4 DtZ. V - 5201, V design = 3919 lbs Be r.dingt•i: LC 04 = , 14 = 1(569 ib, -(t De fic•Ction: LC @4 = D«E7; It i•✓e) LC 04 D+S ttotali V= --dead L=live S=snow 'd=mind I=impact Lr -roof live Lc=cuncentrate.i E=earthquake ail LC's are li;o Wed !r, rho raalys)s au"Put Load comb? naCions: ASL -E 7••10 / IBC 2012 t CALCULATIONS: Deflection: E1 = 1044006 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow..:) ' Total Deflection ='1.50(Dead Load Deflection) a Live Load Deflection. Design Notes: 1. WoodWorka 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 mombers shall be laterally supported according to the provisions of NDS Clause. 4.4.1. ®R COMPANY PROJECT Summit Structural Design '�®dWorks° July 28, 201608:55 SOM- ARfiORrQ0UDUESION B2. Design Check Calculation Sheet Woodworks Sizer 10 1 Loads: Load Type Distribution Pat- Tern Location (ftI Start End 1,11a gni Ludo Start End Unit Lpadl Dead Ful. Area 1813 - 1613 1!1.00(12.00)• psi Load2 Sno•` Full Area Roof Live Factored: 960 37.x,0(12,001' psi Loa113 WLnd CSC Frill Area _ - 3293 Length 20.00{12.00;'_ psf Loa04 Rrof const r. Full Area ..OG' - 1.00• 20. 00 (12. 00F• psf Load5 Uead Puint <L/999 3.50 400 Lbs LoadG Dead F'uli Area 0.12 L/8J.3 - 18.00 (5.901• ysf Self-weieht Dead Fuii UDL 14.7 Maximum Reactions (lbs) and Bearing Lengths (in) : Unfactored: - - Dead 1538 - - 1.^ 1 Snow 1813 - 1613 Wind 480 490 Roof Live Factored: 960 991, Total Oeariny: 335' _ - 3293 Length _.Ui•• - _ I.uo• Min rood ..OG' - 1.00• Timber -soft, D,Fir-L, No.2, 6x12 (5-112•'x11.114") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: B'-2.0'; Lateral support: top= at supports, bottom= at supports; , Analysis vs. Allowable Stress' NDsil and Deflection (in) usind NDS 2012 Criterion Anal Sis Value Desitin Valuc liner •sis/Cosi Vn Sheer fa Fv G 1 a. .v Fv'. a 0.32 Bending(*i fb 720 Fb' 999 fb/Fb' - 0.72 Dead Defl.'n 0.05-= <L/999 Live Oefl'n 0.05 = <L/999 0.27 = L/360 0.i9 Total. Def! 'n 0.12 L/8J.3 0.40 m W240 0.2.9 ' c Additional Data: FACTORS: FIE ipsiI CD- C!i Ct CL CF , Cfu Cr Cfrt Ci Cn LCIf ' Fv170 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Eb'. 875 '1.15 I.Vo 1.00 0.943 1.000 1.00 1.00 1.00 1.00 - 4 Fcp625 - 1.00 1.00 - - - - 1.,00 1-00 - • - _ E. 1.3 million 1.00 .1.00 - - - - 1.00 •1.00 - 4 ' Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: ShearLC 114 = D.S, V 3320, V design 2571 lbs, , Ben ,I 4,,+ : LC n4 - D+5, V. v 6956 lbs -ft Deflection: LC 114 = D.S (live) Lt 04 • DtS itotal) , D=dead L_iiVe ;: S=now W=wind !=impact Lr=roof Live Lc -concentrated E -earthquake All I.C's are listed in t1.9 Analysis output ' Load combinations: ASCE';-30 / IRC 2012 ' CALCULATIONS: Deficctien: EI u 84?e•36 lb-in2 ' "Live" deft ec tion. Deflection from all non -dead loads (live, wind, snow...) Tota; Deflection 1.50(11sad Load Deflection! Live Ldad 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 verily 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. . �l Loads: COMPANY PROJECT Summit Structural Design Vq ® \ }� o r k ® July 28, 2016 08:55 ��fy�/` V's SOrTIVARkFor WOOD etrreN 83 Design Check Calculatlon.Sheet Wood Works Slier 10.1 Load Type Distribution Pat- tern Location Iftl Start End Magnitude Start End Unit Loadl Dead Full Area 204 RnofLive Factored: 18.00 (2,50)• psf Lood2 SI Full Area Length 1.00• 37.00 (2.50)' psf Load,3 Bind C6C Full Area 20.00 (2.50)' psf Load4 Roof consty. Ful!. Area 20.00 (2.501• psi Load5 Dead Ful! Area 18.00 t5.00)• psf Self -Wei ht Dead J Full UDL 9,5 P.11 Maximum Reactions (lbs) and Bearing Lengths (in) 8•-1" I Unfactored: Dead 5901 590 Snow 378 3'a 411nd 204 204 RnofLive Factored: 204 - 204 - Tdtal Bcra ring: 967 Length 1.00• 1.00• Min re 'd 1.00-1 t•001 -minimum nearing length setting used: 1" for end supports Timber -soft, D.FIr-L, No.2, 6x8 (5-1/2"x7-114") Supports: All , Timber -soft Beam, D.FIr-L No.2 Total length: B'-2.9% Lateral support: top= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) using NDs 2012: Criterion analysis value Design Value Anal Additional Data: Fi,CTORS: FIE :ps W:D CM CL CL CF Cto Cr CfrL CI. Cr. LCB ' Fv' 110 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fla' + 150 1.15 ).00 1.00 1.000 1,000 1.00 1.00 1100 1.00 - 4 Fcp' '625 - 1.00 1.00 - - - - 1.00 1.00 - - , E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear :LC: 94 = Dr S, v = 958, V design 805 lbs Bending(+): LC N4 - D+S, M - 1935 lbs -ft Deflection: LC 94 - D+S (live) - LC 04 = D+S (total,) D"dead L=live S=sno'.v w=wind I=impact Lr -roof live Le=concentrated E=earthquake - All LC's are It start in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: - Deflectina: EI = 227e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow.../ Total.Deilectlen 1.SOIDead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are In accordance with the )CC International Building Code (IBC 2012). the National Design Specification (NUS 2012), and NDS Design Supplement 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber banding members shall be laterally supported according to the provisions of NDS Clause 4.4.1. osis/Desi qn Shear fv 3tl Fv' _ ]95 tv Fv' 0.15 9endingl�) fb - 492 Fb' - 862 fh/Fb' - Q. Dead Def?.'n 01'1, OF• = CL/999 Live T:e r)'n 0.04 - <L. 999 0.27 = L/760 .ly Tota' Def 0 i3 = 1 �.4! t}. 4'7 - Li 1.71:1 0 Additional Data: Fi,CTORS: FIE :ps W:D CM CL CL CF Cto Cr CfrL CI. Cr. LCB ' Fv' 110 1.15 1.00 1.00 - - - - 1.00 1.00 1.00 4 Fla' + 150 1.15 ).00 1.00 1.000 1,000 1.00 1.00 1100 1.00 - 4 Fcp' '625 - 1.00 1.00 - - - - 1.00 1.00 - - , E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 4 CRITICAL LOAD COMBINATIONS: Shear :LC: 94 = Dr S, v = 958, V design 805 lbs Bending(+): LC N4 - D+S, M - 1935 lbs -ft Deflection: LC 94 - D+S (live) - LC 04 = D+S (total,) D"dead L=live S=sno'.v w=wind I=impact Lr -roof live Le=concentrated E=earthquake - All LC's are It start in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: - Deflectina: EI = 227e06 lb-in2 "Live" deflection - Deflection from all non -dead loads (live, wind, snow.../ Total.Deilectlen 1.SOIDead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are In accordance with the )CC International Building Code (IBC 2012). the National Design Specification (NUS 2012), and NDS Design Supplement 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber banding members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT a� Summit Structural Design N %Food tl V o r k s(R) July 28, 2016 08:58 SOFMARF FOR K'000 DFt)GkB4 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution „. Location Ift! Magnitude unit ��,� 1Pind COMPANY PROJECT a� Summit Structural Design N %Food tl V o r k s(R) July 28, 2016 08:58 SOFMARF FOR K'000 DFt)GkB4 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- Location Ift! Magnitude unit ��,� 1Pind .1515 tern Start 'End Start End n Load! Dead Fu Area Length 7:06• 10.00 t .U01+ ps Load2. :Vind C&C Full. Area Live Defi'n 0.12 20.00 13. U01' psi Load3 Snow Full Area 0.34 1:/445 26.00 13.00)' psf Self -weight Dead Full UDL Deflection: EL 349e06 Lb-ln2 10.5 if Maximum Reactions (lbs) and Bearing Lengths (in) 12'-10" Unfactored: -- Dead 462 Value Snow 501 _ ��,� 1Pind .1515 129 Factored: Sending HI n Tot ,1 Bearing: 1001 10U1 Length 7:06• - 1.00. Min re 'd. 1.01, Timber -soft, Hem -Fir, No.2, 6x10 (5.112"x9-1/4") Supports: All - Timber -soft Beem, D.Fir-L N0.2 Total length: 17.10.0"; Service: wet; Lateral support: top' at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: �1tF p �,o iii CS�Etirt, EDp Criterion' Analysis Value Desi n Value Anal sis/Dosiryn Shear fv = 24 Fv' 129 v/Fv' 0.19 Sending HI fb 462 Fb' = 621 fb/Po' = 0.14 Dead Defl'n 0.11 <L/999 D+S, M - 3019 lbs -ft. Deflection: LC 112 = D+S (live) - - Live Defi'n 0.12 <L/999 0.05 . L/100 0.14 Total Defl'n 0.34 1:/445 1.28 - L/120 0.27 Additional Data: FACTORS: F✓E(psi )CD CN. Cr CL CF Cfu Cr Cfrt CL Cn LC if Fv' 140 1.15 1.00 1.00 - - - - - . 1.00- 0.80 1.00 2 1 -4 Fb'+ 675 I.15 1.00 1.00 1.000 1.000 1.00 1.00 1.00 0.80 -2 Fcp' 405 � -� 0.6-1 1.00 - - - - 1.00 1.00 - . - .; 11S 5 (i�•••�it. E' 1.1 million .1.00 1.00 - - - - 1;00 0.95- 2 CRITICAL LOAD COMBINATIONS: Shear Ll; 02= D -S, V = 947, V design 826 lbs �•`� \QS O" ` J Sendinat+):LC 112 = `� , . D+S, M - 3019 lbs -ft. Deflection: LC 112 = D+S (live) Lr:. Ili: = D+S (total) r 'nb 1 •�,� 14` 1 , Ap�\,u x 4, U=dead L=live S=snow W= find 1 -impact Lr -root live Lc=concentrated. E=earthquake ALL ✓;'s are :l)st.ed in Che Ana Lysls outppt Load combinations: ASCE 1-70 / 18C 2012 ' CALCULATIONS: Deflection: EL 349e06 Lb-ln2 "Live" deflection Deflection from all non -dead loads (.live; wind, snow...) Total 'Deflection. a 2.00(Cead 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 Deslgn Specification (NDS 2012), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. e � Distribution Pat- COMPANY PROJECT a Summit Structural Design lvoodWorks° July 28, 201609110 SOFe9VARCfW w000 Off:6A' BS Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load 'type Distribution Pat- Location (ft) Magnitude Unit 266 1 '154 Wind Factored: Cern Start End Start End 556 Loadl Dead Point 5.75 400 lbs Load2 hind C&C Point 0.77 - 5.75 400 lbs Load3 Soo:v Point L/120 5,75 520 lbs Self -Wei ht Dead FL -11 UDL 10.5 _f Maximum Reactions (lbs) and Bearing Lengths (in) : 11 9" fi16Y� Unfactored: De s.i.n Va1De - Dodd. 1.65 ,•.5-1 Snow 266 1 '154 Wind Factored: 204 176 Total 556 fb/Fb' = 0.70 Bearing: 0.07 Length 1.50 7.5p Nin re: 'd 1.00' 1.00• .........._... ___....,, ._..e... _,......y .......... ....rr..,.., Timber -soft, Hem -Fir, No.2, 6x10 (5.1/2"x9-1/4") Supports: All - Tlmber-sols Beam, D.Fir-L No.2 Total length: 11'-9.0'; , Service: wet; Lateral support: top- at supports, bottom= at supports; Analysis vs. Allowable Stress (Dsi) and Deflection (int nal.„ mns ini7 Criterion Anal sis Value De s.i.n Va1De Anal sis/Design Shear • v - • 15 Fv' = 129 -fv g.= 0.12 Bending(-? f - 434 FL+' = 621 fb/Fb' = 0.70 Dead De`1'n 0.07 = tL/999 Live Def!':: 0.08 = :L/999 0.77 - L/180 0.10 Total Defl'r 0.2' = L/640 1.16 - L/120 0.19 Additional Data: FACTORS: F/E (psi)Cf)CM C[ CL CF C[u Cr C(rt Li Cn LC Fv' 140 1.15 1.00 !.00 - - - 1.00 0.80 1.011 2 - - Fb'• 675 1.15 1.00 1,00 1.000 1.000 1.00 1.00 i.00 0. B+) Fcp' 405 - 0.67. 1.00 - - - - l.0t1 1.00 E' 1.1 million 1.00 .1.00I.OG 0.95 - CRITICAL LOAD CONIBINATIONS: Shear Lc 42 D'S, V 53:, v design = 522 lbs Bending f-1: LC N2 D -S, M 2939 Lbs -ft Deflecrion: LC 112 = D+S (live! - LC U2 DfS (totall 'D=dead L=live S=snow W=wind 1 -impact Lr=roof live Lc-conceeicrated E -earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 - CALCULATIONS: Deflection: Fl - 399e06 lb -02' "Live" deflection = Deflection from all non -dead loads (live, wind, snow...1 Total Deflection 2.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICG International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verity Ihsl 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. COMPANr FROJECT Summit Structural Design { July 28. 2016 00:13 WoodWorks® comv,iflc roa lvoor, ncslc;: Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Typ. Di -ib -ion Pot- to en Location (I:) start end N gnitude .stare End Unit 1,0803 Roof Li- fuAcca Factored: 2J6 l .0 • ps- Load2 Snow Full Arnn 1.00• M!d g'd re 17.00 116.01• pst Load' :"lad C6C F.I, Aroa 20.00 116.0)• p.1 Ldad< iL].f conotr. Full Area 20.00 116.0)• paf --Ix-"d seal- .Mehl 0.2ad Full U0L 4.0 vlt i.Maxlmun Reactions (lbs) and Bearing Lengths (in) Ig•S.7• Unfacr.orid: - - Uoad 272 Snow 454 Wind 96+ 246 Roof Li- 246 2JG Factored: 2J6 Total 1G Bcer ing: Ling 1.00• M!d g'd re 1.0t'• 1.0.3• I.OL• •Mini um boa it lentil sellir used: 1'for end supports Lumber -soft, D.Fir-L, No•1, 2x12 (1-1/2"W-1/4") Supports: Alf. Timber-soll Beam. D.Fir-L No.2 ' Roof foist spaced al 16.0" ac: Total length: Pitch: 4/12: Lateral suppen: top= lull• bottom= full: Repetitive factor. applied where pormMed (rotor to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) using Nos 2012: Additional Data: FACTORS: F/ElpailCD CM L'C CL CF cf. Cr Cltt CS Cn LCII Fv' 120 1.15 1.00 1.00 - - - 1.00 1.00 1.00 4 •. Fb•+ 1000 1,15 1.00 1.00 1.000 1.000 1.00 1.15 1.00 1.00 4 Fcp' 625 - 1.00 .1.00 - - - - 1.00 .1.00 E' 1.1 millicn 1.00 1.00 - - - - .1.00 1.00 - 4' Pott n' 0.62 :m1111on 1.00 1;00 - - - - 1.00 1.00 - 4 CRRICAL LOAD COMBINATIONS: sheLC 9 a D.S. V 686, V'donign 636 1ba Bendingtai: LC ki a DaS, M = 3313 lba-ft ' Uefleition: LC if = U+S 111 Jot ' LC q: - D+s I:olnli U�dead Lell•:o s sn.w b'-v1od I•i.:patt Lr• f . live' Leeconcencrated E-oacthquate A!1 LC'a a a ria; ed i the 2a:alysfa output ' cornbiraMon>: ASCE 7-10 / INC 2012 - CALCULATIONS Ocf l ec't 1111 EI 303e06 Ib -int vv " d^Lie:: len = fie (leeiron fcuo a!1 non -dead !oad9 liive, wind, a .r_.. Total Uif lgct ton a 1.5010ead Lr•ad De(lceGio.1 a Liv. L -d Uotleetcon.n B-LD9 : All -1111. Denning aC on angle F'theta ralcu!ate. for na eh aupper na pec ItDs 3.10.3 - Design Notes: I. Wee"Worts analysis and design are In accordance with the tCC International Building Code (IBC 2012). (tie National Design Specification (NDS 2012). and NOS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bmidina members shall be laterally supported according 10 One pfOvislOns 01 NDS Clause 4.4.1. 4. SLOPED BEAMS: level bearing is requlmd for all sloped beams. S. FIRE RATING: Joists, wall studs• end mulll•ply rnembom are not rated for rim endurance: ' Crl:erien Anal s � Value i.l gn Valno A. -, •s s: Ocslnn 4 .eai fv i i\-• Bvndiag l -i fb !25'. C' 1322 to/F'b' -' (.. 55 lead uv.n.•:: 9.x1 o L/eat - OeCI'n 0.46 L/503 U. GS � W)60 .71 Tola1 oef!'n O.B] 1./265 0:97 � L/240 0.90 COMPANY PROJECT Summit Structural Design �►�O � d �/\/o r ks ° July 29, 2016 08:56 ' sOf7 ;MFFOR WOO) DESIGN' Typical Deck Joist Design Check Calculation Sheet • Woodworks Sizer 10.1 Loads: Load Type Distribution Pat- Location (ft) Magnitude Unit 264 21:4 Snow245 'Factored: tern start End Start End 461 Loa 1 Dead Full Area 1.GU• Min re'd 10.00 (1 .0)' ps Load2 Snow Full Area 0.33 L/360 37.00 (16.0)• oaf. Load3 Live Full Area L/290 0.71- 40.00 (1.6.0)1 psf Self -weight Dead Full UDL 2.6- Ulf ....,,.,. .y ,+u Maximum Reactions (lbs) and Bearing Lengths (in) ; 9'-11" 9' Unfactored: Analysis value Desi n value Dead 19 75) Live 264 21:4 Snow245 'Factored: aendin9l•) ' 245 Total Bearing: 461 961 Length 1.00• - 1.GU• Min re'd I.00• 7_,:/0• Lumber -soft, D.Fir-L, No.2, 2x8 (1 -1/2"V -1K') Supports: All - Timber -soft Beam. D.Fir-L No.2 Floor joist spaced at 16.0" dc; Total length: 9.11.0". Service: wet: Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable,Stress (psi) and Deflection (in) using Nos 2012: Criterion Analysis value Desi n value An sis/Design Shear fv 55 Fv' = 161 fv Fv' = 0.34 aendin9l•) fb = 1026 'Fb' = 1143 fb/Fb' - 0.90 Dead Dafl'n 0.05 = <L/999 Live. Def1'n •0.25 = L/474 0.33 L/360 0.76 -Total Defl'n 0.75 L/335 0.49 = L/290 0.71- Additional Data: 'FACTORS: F/Eipsl)CD CM Ct Cl. CF CPU Cr Ctrt ,Ci cn LCli Fv' 180 11.15 0.97 1.00 - - - - 1.00 0.60 1.00 •3 Fb'+ 910 1.15 1.00 1.00 1.000 1.200 1.00 1.15 1,00 0,60 - .3 F. 625 - 0.67 .1.00 - - - 1.00 1:00 - - E' 1,6 million 0.90 I.OU - - - 1.00 0.95 - 3 .. Emin' 0.5D million 0.90 1.00 - - - - 1.00 0.95 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 93 = D -.1516.S1, v - 451, y design = 1.97 lbs Bending(+): I,C 13 > D+.75 (L+5), 11 - 1123 .lbs -ft Deflection: LC W3 D+,75(L+S) Il"a, LC 113 D+."51 L, S) (total{ D=dead L=9tve 5=snow w=w:.nd 1 -impact Lr -roof live .LC=concentrated E=earthquake All LC's are listed in the Analys.ls 'output ' Load combinations: ASCE 1-10 1 TBC 2012 CALCULATIONS: Deflection: E1 = 76e06 lb -int "Live" deflec:tien =Deflection from all non -dead loads (live, wind, snow_.) Total Deflectior. 2.00(Dead Load Deflection) +.Live Load Deflection. Design Notes: ' 1. WoodWorks analysis and desicin are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (Nos 2012), and NOS Design Supplement. 2. Please verily that the default deflection limits are appropriate for your application. 3. Sa%r lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. 4. FIRE RATING: Joists, wait studs. and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural Design Woo d � /� /O r r _ s' July 29.2016 08:58 IAYI . SOF71VARCIon WOOD MICA' Deck Stair Beam Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: 'Tributary width (it) Maximum Reactions (lbs) and Bearing Lengths (in) ley 6'-10" Unfactored: Minimum bearing length setting used: 1' for and supports Timber -soft, D.Fir-L, No.2, 6x10 (5-112"x9-114") Supports: All - Timber -soft Beam, D.Fir-L No.2 - Total length: 6'-11.0"; Service: wet; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Additional Data: FACTORS: F/E(psl)CD CM CL CL CF CfU Cr Cfrt Ci' - C11LC8 Fv' 170 1.15 1.•00 1.00 - - - - •1.00 0.60 1.00 3 Fb'+ 875 1..15 1.00 .1.00 1.000 1.000 1.00 1.00 1.00 0.80 3 Fcp' 625 - 0.67 1.00 - - - - 1.00 1..00 - - E' 1.3 mil -'ion 1.00 1.00 - - - - 1.00 0.95 - '3 CRITICAL LOAD COMBINATIONS: shear LC '+ DF,75(L+.^>I, V - '.1", J design 914 lbs 6endingl+); LC :13 Ds .'lSiL^St ,. M - 2046 lbs -ft Defler-ticn: LC 63 - D+.'75(L+S; llive) - LC -93 = D+.75(L+S) (total) D=dead L=11.ve S=snow 1.1=wind 1=impact Lr -roof live Lc -concentrated E=earthquake All LC's are listed In the Analysis output Load combinations: ASCE '1-10 / IBC 2012 CALCULATIONS: De^lection: El.- 472e06 lb -int "Lfrom all deflection Deflection froail non -dead loads (live, wind, snow -A Total Deflection 2.0010ead Load Oeflectionl + Live Load Deflection. ' Design.Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. , 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. Load Pnal•sis value . Dead shear 2i4 n 672 Type Distribution Pat- Location (ft] COMPANY PROJECT Summit Structural Design Woo d � /� /O r r _ s' July 29.2016 08:58 IAYI . SOF71VARCIon WOOD MICA' Deck Stair Beam Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: 'Tributary width (it) Maximum Reactions (lbs) and Bearing Lengths (in) ley 6'-10" Unfactored: Minimum bearing length setting used: 1' for and supports Timber -soft, D.Fir-L, No.2, 6x10 (5-112"x9-114") Supports: All - Timber -soft Beam, D.Fir-L No.2 - Total length: 6'-11.0"; Service: wet; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Additional Data: FACTORS: F/E(psl)CD CM CL CL CF CfU Cr Cfrt Ci' - C11LC8 Fv' 170 1.15 1.•00 1.00 - - - - •1.00 0.60 1.00 3 Fb'+ 875 1..15 1.00 .1.00 1.000 1.000 1.00 1.00 1.00 0.80 3 Fcp' 625 - 0.67 1.00 - - - - 1.00 1..00 - - E' 1.3 mil -'ion 1.00 1.00 - - - - 1.00 0.95 - '3 CRITICAL LOAD COMBINATIONS: shear LC '+ DF,75(L+.^>I, V - '.1", J design 914 lbs 6endingl+); LC :13 Ds .'lSiL^St ,. M - 2046 lbs -ft Defler-ticn: LC 63 - D+.'75(L+S; llive) - LC -93 = D+.75(L+S) (total) D=dead L=11.ve S=snow 1.1=wind 1=impact Lr -roof live Lc -concentrated E=earthquake All LC's are listed In the Analysis output Load combinations: ASCE '1-10 / IBC 2012 CALCULATIONS: De^lection: El.- 472e06 lb -int "Lfrom all deflection Deflection froail non -dead loads (live, wind, snow -A Total Deflection 2.0010ead Load Oeflectionl + Live Load Deflection. ' Design.Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. , 3. Sawn lumber bending members shall be laterally supported according to the provisions of Nos Clause 4.4.1. Load Pnal•sis value . Dead shear 2i4 live 672 Type Distribution Pat- Location (ft] Magnitude Unit 1213 _ 1.00+ torn Start End Start End - 1 OG• Lea 1 Dead - Fu 1 Area ,DO 01` ps Load 7. Snaw Full Area 37,00 (5,00}• psP Load3 Live Ful] Area 40.00 (5.001• psf Self -weight Dead Full UDL .12.1 elf ' Criterion Pnal•sis value . Dead shear 2i4 live 672 6y2 Snow Factored: 64U 640 To[al Bearing: 1213 1213 Length 1.00+ 1.U0' Min re 'd 1.00• - 1 OG• ' Criterion Pnal•sis value n Desi Value Anal sis/Ues irn shear fv 27 Fv' = 156 fvl Fv' = 0.1+ Bendi+t9ir) fb = ?13 Fb' = 805 fU/Fb' = 0,39 Ueatl� CefL'n 0.01 <L/999 Live DefS'.n 0.03 <L/999 0.2>- i/J60 0.1`1Total Gefl'n 0,05 : L/999 0.34 L/24U 0.13 --sl r �-- Un Feet ored• .pced 63 ' 63 Live 191 l`J! snow 177 173 Facco ied: Total ]79 339 Bearing :. Len9ch 1.00• 1.00• Mtn roq'tl 1.00' 1.00• TAINmum bee n [emit - COMPANY PROJECT vol uC nna]va Sa/DcaStn Summit s' -CI ml Design Cv • G.Wood ' Fv• W* orks® • 0.2 July 29, 201810:58 ...Stair Stringer 542 ,SOPIIFARI' FOR I1'OOn OE.SIG-N Cb/Fb' _- 0.90 Dead Dc Llan Design Check Calculation Sheet _ woodworks sizer 10.1 Loads: Live De .'1'n 0.21 Load Typc Uigt ribu:l on Par- r.oeo tion I[tl Nagnlcudc Un1c L/32: 4.41 = L/J.40 if rcen sto ce End star[ End Lqa Dead Fu Area 0.00 IIB. 04• pa Wad2 Full Arca 77,00 116. 0t• psF Loa dl Li vc Ful] A:,^ 40.00 lIG. 04• psf Self-wdaghe ensnow Dtl Full U DL 2.0 -TxunaryWidth On, Maximum Reactions (lbs) and Bearing Lengths (In) : + 0••6.8• �-- Un Feet ored• .pced 63 ' 63 Live 191 l`J! snow 177 173 Facco ied: Total ]79 339 Bearing :. Len9ch 1.00• 1.00• Mtn roq'tl 1.00' 1.00• TAINmum bee n [emit hnn lvala ve to c• OCazVn vol uC nna]va Sa/DcaStn shenr � Cv • Fv• SGI • 0.2 9endlnq (+1 Lh • 542 E7+• • 1052 Cb/Fb' _- 0.90 Dead Dc Llan scltirro used: I' for end slrnoorts Live De .'1'n 0.21 L/4:< G. 27 o L/3G0 0.75 Tocal Dc fl'n U.JO •. L/32: 4.41 = L/J.40 if Lumber -soft, D.Fir-L, No.2, 2x6 (1-112"x6•112") Supports: All • Timber•sofl Beam, D.FIr{ No.2 FIOot loisl spaced a1 18.0' rlc; Total length: 8'.6.3"; PIIp1: 7112; ' Service: woL Lateral strppod: lop= raft, bottom= at supports; Repetitive taUor, applied where permitted (r0icr to onitr,o holo); Analysis vs. Allowable Stress (psi) and Deflectlon'(in) using Nos 2012 : 4 6 Additional Data: FAC III: F/Elpai)[D C;4 Cc CL CF Cfu' CI Ctt'c C1 Cn LCO , Fv' 190 1.15 0.97 1.00 - - - - 1.00 0.80 1:00 3 Fh'• 900 11.15 0.85 1.00 1.000 1.700 1.00 I.IS 1.00 0.90 - 3 Fcp' fi5 0.67 1.00 - - - 1.00 1.00 - - E' 1.G million 0.90 L 00 - - - - 1.00 0.95 - 3 ?min" 0.58 r.,i lllon 0.90 I.00 - - - - I.00 0.95 - 3 CRITICAL LOAD COMBINATIONS: Sheat LC 93 a D�: 751L+s1, V • 290, v design 254 lbs acndl nq (. 11 LC O] - D•:751L+51. 594 !bs-fc 1-11-v., De (leceion: LC N3 D�.751 L+s1 (i LC 03 • d+. 75( L+51 (t.Lill) D=dead • L•lrvn 0•anow t4•wi nd l=impn cc L[=rqo[ live Le.=eancen tcated E-earChquake AL1 4C': a4o ltstotl in the fv.a lygls uuGpur.- Load co::d.l nnllona: ASCE 7.10 IBC 2012 CALCULATIONS:- DetlCcclgnl EL - 31e06 lb -i.2 - - "Livo" dv 11 heel on pef le ut len froze all non -flood loads lllve, wind, Toca! DC Cl ucrion 2.00IDeatl Load Defletcl onl ♦ Live Wad DCtlection.n Beat [nq: Allowebie hearing at an angio F'chara calculated [or each support s Per tsps 7,10.? Design Notes:. ` 1. Wo0dWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design SpeNficellon (ND6 2072). and NDS Doslgn Supplement. 2. Please verify that me default delledimt limits are appropriate for your application. 3. 6avm lumber bending members shoil be laterally suppone0 oeeortling to the provisions or NOS Clause d.4.1. 4: SLOPED BEAMS: level bearing Is required for all sloped beams. ' S. FIRE RATING: Joists, wall studs. and mu10-ply members are not ruled for tiro endurance+ hnn lvala ve to c• OCazVn vol uC nna]va Sa/DcaStn shenr � Cv • Fv• SGI • 0.2 9endlnq (+1 Lh • 542 E7+• • 1052 Cb/Fb' _- 0.90 Dead Dc Llan scltirro used: I' for end slrnoorts l ti cC rl o[i hnn lvala ve to c• OCazVn vol uC nna]va Sa/DcaStn shenr � Cv • Fv• SGI • 0.2 9endlnq (+1 Lh • 542 E7+• • 1052 Cb/Fb' _- 0.90 Dead Dc Llan 0,05 eL/959 Live De .'1'n 0.21 L/4:< G. 27 o L/3G0 0.75 Tocal Dc fl'n U.JO •. L/32: 4.41 = L/J.40 0.73 COMPANY PROJECT Summit Structural Design �u, ®od IV Y o rk.s° JDIy29.2U,6,0:57 SOMIARf FOR WOOD Drlrcry Deck Beam Design Check Calculation Sheet. Woodworks Sizer 10.1 I Loads: Maximum Reactions (lbs) and Bearing Lengths (in): Unfactorod: _ Dead 323 32a Live Load Type Distribution Pat- Location Ift) Magnitude Unit 1827 l82� - Le ngth tern Start End Star[ End Min re 'd Loadl Dead Full Area 10.00 (5.00)' psf L06tl2 snow Full Area 0.48 37.00 (5.00)- PSI Load3 Live Full Area 0.46 40.00 (5.00)' pat Self-welght Dead Full UDL 12.1 it Maximum Reactions (lbs) and Bearing Lengths (in): Unfactorod: _ Dead 323 32a Live 1042 ls,2 Snow Factored: 964 904 Total Be Bring 1827 l82� - Le ngth fb/Fb' 0,89 . 1.00` Min re 'd 1.00' i. 00' 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: 10'-5.0": Service: wet: Lateral support: top= at supports, bosom= at supports: Analysis vs. Allowable Stress (Dsil and Deflection (int orlon Nnc 7nii Criterion Analysis Value Deslyn Value Analysis/Cesfgn Shear fv 45 Fv' - 3 G fv Fc' = 0. ;,9 Bonding(+) fb 716 F'b' = 805 fb/Fb' 0,89 . Dead Defl'n 0.04 <L/999 Live Defl'n 0.17 L/749 0.34 = L/360 0.48 Total Dofl'n 0.24 L/524 0.52 - 1./240 0.46 Additional Data: FACTORS: F/E(psi)CD Cm Ct CL CF Cfu Cr- Cfrt C1 CnLC 11 Fv' 170 1.15 1.00 1.00 - - - - 1.00 0.80 L.00 3 L Fb'+ 875 '1.15 L.00 1.00' 1.000 1.000 '1.00 1.00 1.00 0.80 - .3 Fc p' 625- 0.67 1.00 - - - 1.00 1.00 - - - E. 1.3 million 1.00 1.00 - - - - 1.00 0.95 - 3 CRITICAL LOAD COP48INATIONS: Shear : LC 113 D+.75(L+SI, V - 1813, v design.= 1528 lbs - Bendingl.l: LC 03 D+.75(L+S), M - 4683 lbs -ft Deflection: LC 83 D+.75(L+S) .flivel LC 43 D+.75(L-S) (total) ' D -dead L -+live S=snow W=wind I=.impact Lr=roof live Lc=concentrated E--earthquakeAll LC'a are listed in the Analysis output Load combinations: ASCE '7-10 / IBC 2012 - CALCULATIONS: Deflection: EI 472e06 lb -int - "Live" deflection : Def.lection from all non -dead loads (live, wind, snow.,.) Total Deflection a 2.00(Dead Load Deflection) + lave Load Deflection. Design Notes: i. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design specification (NDS 2012)• and NOS Design Supplemonl. 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. t