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B16-2565 000-000-000
BUILDING ENERGY ANALYSIS REPORT a PROJECT: Maguire Remodel 255 Wild Rose Circle . Chico, CA 95973 Project Designer: Stephen Johnson Chico, CA (530) 570-0071 Report Prepared by: Max Ramirez aurrE COUNW 22189 Samson Ave. Corning, CA 96021 NOV 17.2016' (530) 321-7242 AkiVBLOPWNT SERVICES 816 asps Job Number: ' 110916 -Maguire (SJ) PERMrr;ti Date: BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR 11/11/2016 CODE COMPLIANCE Dr BY The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. EnergyPro 6. by EnergySoft User Number: 5733 ID: 110916 -Maguire SJ 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 EnergyPro 6. by EnergySoft Job Number: iD: 110916-Maguire (SJ) User Number: 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 09:34, Fri, Nov 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 110916 -Maguire (SJ).ribdx CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION 01 01 Project Name Residential Building 02 This building DOES NOT require HERS Verification ="^. t'S. $ •eta,. .- 11 % 02 Calculation Description Title 24 Analysis 08 �V 03 Project Location 255 Wild Rose Circle Compliance Margin Percent Improvement 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 95973 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 270 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 2874 15 Number of Zones 1 16 Slab Area (ft) 0 17 Number of Stories 1 18 j Addition Cond. Floor Area 0 19 Natural Gas Available Yes 20 Addition Slab Area (ft) 0 21 Glazing Percentage (°/,) 15.1 °/U COMPLIANCE RESULTS 01 Building Complies with Computer Performance I✓ " F°'(�" `j ,y-•. 02 This building DOES NOT require HERS Verification ="^. t'S. $ •eta,. .- 11 % (i, f 1 , b .. r 14 If 1i t(1 - 07 08 �V q f-4 f- I `x r' 1 I 'k. > t L.0-1 1,. F is Registration Number: 216-A0420682A-000000000-0000 Registration Date/Time: 2016-11-11 09:48:25 HERS Provider: CACERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08162016-433 Report Generated at: 2016-11-1109:35:22 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 25.13 24.60 0.53 2.1% Space Cooling 95.66 93.36 2.30 2.4% IAQ Ventilation 0.00 0.00 0.00 0.0% Water Heating 17.02 17.02 0.00 0.0% Photovoltaic Offset — 0.00 0.00 — Compliance Energy Total 137.81 134.98 2.83 2.1% Registration Number: 216-A0420682A-000000000-0000 Registration Date/Time: 2016-11-11 09:48:25 HERS Provider: CACERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08162016-433 Report Generated at: 2016-11-1109:35:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 09:34, Fri, Nov 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 110916 -Maguire (SJ).ribdx REQUIRED 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 REQUIRED 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.'r t ... Reference Energy Used" Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)' ` {*s:'� S T81.71'`� �` `" 178.88 .. , ' 2.83 1.6% includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 2874 1 4 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 2874 8.3 DHW Sys 1 Registration Number: 216-A0420682A-000000000-0000 Registration Date/Time: 2016-11-11 09:48:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08162016-433 Report Generated at: 2016-11-1109:35:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 09:34, Fri, Nov 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 110916 -Maguire (SJ).ribdx CF1R-PRF-01 Page 3 of 8 OPAQUE SURFACES 01 02 03 04 05 06 06 07 08 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) Status Verified Existing Condition Front Wall Zone 1 R-13 Wall 1992-2012 270 Front 512 115.1 90 Existing No Left Wall Zone 1 R-13 Wall 1992-2012 0 Left 384 25 90 Existing No Rear Wall Zone 1 R-13 Wall 1992-2012 90 Back 730 237 90 Existing No Right Wall Zone 1 R-13 Wall 1992-2012 180 Right 276 33 90 Existing No NE Wall Zone 1 R-13 Wall 1992-2012 45 135 12 5 90 Existing No SE Wall Zone 1 R-13 Wall 1992-2012 135 225 12 5 90 Existing No Demissing Wall Zone 1»_Garage_ R-13 Wall 1992-20121 184 20 Existing No Roof Attic (E) Zone 1 Roof R-19 1978-2012 2446 Existing No Roof (E) Cath 2 Zone 1 Roof R-19 1978-2012 400 Existing No Raised Floor - (E) Zone 1 R-13 Floor Crawl 1992-201 2446 Existing No Raised Floor - (Alt) Zone 1 R-19 Floor Crawispace 428 Altered N/A Front Wall 2 Garage_% R-0 _Wall 2X6' �' 270 1L('P�dEnt 192 0 90 Existing No Left Wall 2 Garage ' 5; R 0 Wa112X6 -4_Ot 272 0 90 Existing No RightWall.2 Garage ' < R-O'Wail 2X6----_-180 _ � 272 "� � 192 90 Existing No Roof Garage_ R-0 Roof Attic ;' i V t ..1 780 fN Existing No 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 _Garage_ Attic Garage Roof Cons Ventilated Roof 0.1 Framin No Verified Existing No Attic Zone 1 Orientatio Area Skylight Roof Rise Roof Roof Reflectan Roof g Existing Name Zone Type n (ft) Area (ft2) (x in 12) Pitch Tilt(deg) ce Emittance Factor Status Condifion Roof (E) Cath Zone 1 Roof R-19 Left 28.1 28 0 0 0 0.1 0.85 0.07 Existing No 1978-20121 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 _Garage_ Attic Garage Roof Cons Ventilated 6 0.1 0.85 No No Existing No Attic Zone 1 Attic RoofZone 1 Ventilated 5.10647 0.1 0.85 No No Existing No Registration Number: 216 Ao42o682A-000000000-0000 Registration Date/Time: 2016-11-11 09:48:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - MR -08162016-433 Report Generated at: 2016-11-1109:35:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 09:34, Fri, Nov 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 110916 -Maguire (SJ).ribdx CF1R-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 (ft) U -tactor SHGC Exterior Shading Status Verified Existing Condition Window Front Wall (Front -270) — — 1 100.1 0.55 0.67 Insect Screen (default) Existing No Window 2 Left Wall (Left -0) — — 1 25.0 0.55 0.67 Insect Screen (default) Existing No Window (E) Rear Wall (Back -90) — — 1 131.0 0.55 0.67 Insect Screen (default) Existing No Window (ALt) Rear Wall (Back -90) — — 1 106.0 0.30 0.23 Insect Screen (default) Altered N/A Window 3 Right Wall (Right -180) — — 1 33.0 0.55 0.67 Insect Screen (default) Existing No Window 4 NE Wall (- specify –45) -- — 1 5.0 0.55 0.67 Insect Screen (default) Existing No Window 5 SE Wall (- specify –135) — — 1 5.0 0.55 0.67 Insect Screen (default) Existing No Skylight Roof (E) Cath (Left -0) -- — 1 28.0 1.19 0.83 None Existing No DOORS 01 02 03 04 05 06 Name Sideof Building ¢ A (ft2) 7 U;factor .Y-�r Status Verified Existing Condition Door {� Front Wall` t I.15.0 ggii `0.50' New No � Door 2 � � Demising Wall ' '"'' � 20.0'� ' �` z, ; b , = r s0 .50 Existing No Registration Number: 216-A0420682A-000000000-0000 Registration Date/Time: 2016-11-11 09:48:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08162016-433 Report Generated at: 2016-11-1109:35:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DatefTime: 09:34, Fri, Nov 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 110916 -Maguire (SJ).ribdx CF1 R -PRF -01 Page 5 of 8 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Name System Type Distribution Type Total Cavity Winter Design Solar Fraction N Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Annual Existing No • Inside Finish: Gypsum Board • Cavity/Frame: no insul. /2x4 R-0 Wall 2X6 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below - Inside Finish: Gypsum Board R-0 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.481 Cavity/ Frame: no insul. /2x4 • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Garage Roof Cons Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Cavity/Frame: no insul. /2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Floor Surface: Carpeted Floors Over Floor Deck: Wood Siding/sheathing/decking R-13 Floor Crawl 1992-201 Crawlspace Wood Framed Floor 2x6 @ 16 in. O.C. R 13 0.062 Cavity/Frame: R -13/2x6 W qtr,, Inside Finish: Gypsum Board • Cavi /Frame: R -13/2x4 R-13 Wall 1992-2012 Exterior Walls Fra 2x4 @ 16 in O C R 13 Exterior Finish: 3 Coat Stucco rWood } � }'0.101 ids yj �.� t; ' $ {'a Inside Finish: Gypsum Board Roof R-19 1978-2012 Ceilings (below , a^. rte, p Cavity/ Frame: R-9.1 /2x4 attic) Wood Framed Ceiling 2x4@ 24 in. O.C. R 19Y,d 0:049 Over Ceiling Joists: R-9.9 insul. • Floor Surface: Carpeted Floors Over Floor Deck: Wood Siding/sheathing/decking R-19 Floor Crawlspace 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 -19/2x4 • Roof Deck: Wood Siding/sheathing/decking Roof R-19 1978-20121 Cathedral Ceilings Wood Framed Ceiling 2x4 @ 24 in. O.C. R 19 0.057 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity/Frame: R -13/2x4 R-13 Wall 1992-20121 Interior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.092 Other Side Finish: Gypsum Board WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction N Status Verified Existing Condition DHW Sys 1 DHW Standard DHW Heater 1 1 Annual Existing No Registration Number: 216-A0420682A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2016-11-11 09:48:25 Report Version - CF1R-08162016-433 HERS Provider: CaICERTS inc. Report Generated at: 2016-11-1109:35:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 09:34, Fri, Nov 11, 2016 Calculation Description: Title 24 Analysis Input File Name: 110916 -Maguire (SJ).ribdx CFI R -PRF -01 Page 6 of 8 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 Natural Gas Small Storage 75 0.58 EF 75000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation with Manual Control Recirculation with Sensor Control DHW Sys 1 n/a n/a n/a n/a Na n/a SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 07 08 09 Multi -speed Heating System Cooling System System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 PkgAirCond - Central packaged A/C 10 11 Distribution Fan Floor Area Verified Existing System Type Name c V 7 ` Sstem 4ytem Served Status Condition HVAC S steml y Other Heating and Heating', Yes ( Cooling," k ;,E� Yes Air'Distnbution,' , HVAC Fan a 2874 Existing g No Cooling System Component 1 Component 1- �8ystem 1 HVAC - HEATING SYSTEMS 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 78 AFUE HVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 Efficiency Multi -speed Name System Type EER SEER Zonally Controlled Compressor HERS Verification Cooling Component 1 PkgAirCond - Central packaged A/C 10 11 No No N/A system (< 65 kBtuh) Registration Number: 216-A0420682A-000000000-0000 Registration Date/Time: 2016-11-11 09:48:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08162016-433 Report Generated at: 2016-11-1109:35:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 09:34, Fri, Nov 11, 2016 Input File Name: 110916 -Maguire (SJ).ribdx CF1 R -PRF -01 Page 7 of 8 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 Insulation Supply Duct Return Duct Verified Existing HERS Name Type Duct Leakage R -value Location Location Bypass Duct Status Condition Verification Air Distribution Ducts located in a crawl Existing (not 6.0 Crawl Space Crawl Space None Existing No N/A System 1 space specified) IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 0 Default 0 Not Required I nc. ER'�R Registration Number: 216-Ao420682A-000000000-0000 Registration Date/Time: 2016-11-11 09:48:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-08162016-433 Report Generated at: 2016-11-1109:35:22 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation Date/Time: 09:34, Fri, Nov 11, 2016 Input File Name: 110916 -Maguire (SJ).ribdx CF1 R -PRF -01 Page 8of8 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 C/YLax LRamirez LW Company: Signature Date: Golden Sun Designs 2016-11-11 09:48:25 Address: CEA/HERS Certification Identification (if applicable): 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1.' 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to -the enforcement agency,for approval with„this,-building permit application. Responsible Designer Name: ''Responsible'Designer Signature: 7 �a S 1 L'W'. ✓Camirez Max Ramirez l':. �*'� i ..-t rs' r Company: S ti Date,Signed: -F: Golden Sun Designs ' 2016- 1-11 l09: 8: 5 t Address: License: 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 Digitally signed by Ca/CERTS. This digital signature is provided in order to secure the content of this registered document; and in no way implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-A0420682A-000000000-0000 Registration Date/Time: 2016-11-11 09:48:25 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-08162016-433 Report Generated at: 2016-11-1109:35:22 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Maguire Remodel Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration 11111112016 Date Project Address 255 Wild Rose Circle Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,874 Addition 0 # of Units 1 INSULATION Construction Type Area Cavity ft2 Special Features Status Floor Wood Framed w/Crawl Space R 13 2,446 Existing Wall Wood Framed R 13 1,670 Existing Door Opaque Door - no insulation 15 New Roof Wood Framed Attic R 19 2,846 Existing Floor Wood Framed w/Crawl Space R 19 428 Altered FENESTRATION I Total Area: 433 Glazing Percentage: 15.1%1New/Altered Orientation Area(ft2) U -Fac SHGC Overhang Sidefins Average U -Factor: 0.30 Exterior Shades Status Front (Vt7 100.1 0.550 0.67 none none Bug Screen Existing Left (N) 25.0 0.550 0.67 none none Bug Screen Existing Rear (E) 131.0 0.550 0.67 none none Bug Screen Existing Rear (E) 106.0 0.300 0.23 none none Bug Screen Altered Right (S) 33.0 0.550 0.67 none none Bug Screen Existing Skylight 28.0 1.190 0.83 none none None Existing Left (NE) 5.0 0.550 0.67 none none Bug Screen Existing Rear (SE) 5.0 0.550 0.67 none none Bug Screen Existing HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 78% AFUE Packaged Air Condition 11.0 SEER Setback Existing HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R -Value Status HVAC System Ducted Ducted Craw/space 6.0 Existing WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnerqyPro 6. by EnerqySoft User Number: 5733 /D: 110916 -Maguire SJ Pae 11 of 15 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may apply. Review the respective code section for more information. Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §I 10.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain '10-111 Coefficient SHGC , and infiltration that meets the requirements of (a). §110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 1 10.8(i) when the installation of a cool roof is specified on the CF I R. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFI R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § I50.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. §150.0(6): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § I50.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). §I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. §150.0(g)1: 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 walls, vented attics and unvented attics with air -permeable insulation. § 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class 11 vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II 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). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8 § 150.0(q): Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U - factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Cas Log Measures: § I50.0(e)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §I50.0(e)1 B: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight -fitting damper or a combustion -air control device. § I50.0(e) I C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: § 110.0-§110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §I 10.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- §110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in '150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § I50.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 1 10.2(c). §150.00)1A: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.00)1 B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § I50.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § 150.00)26: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary § I50.00)2C: Pipe for cooling system lines shall be insulated as specified in § 150.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § 150.0(j)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.00)3 B: or Class 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualities 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 111 or IV vent, or a Type B vent with straight pipe between the outside termination and the § 150.0(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 of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(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: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed § I50.0(m)l: 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 ''A inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § 150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §I50.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § 150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § I50.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § I50.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be §I50.0(m)11: 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 §I50.0(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 (HSI'P), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: space conditioning system must also demonstrate airflow> 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)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 of5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §I50.0(o)IA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a pennanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 1 10.4(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 during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § 150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §I50.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with § 150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-8, 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 the applicable provisions of ' 150.0(k). The wattage and classification of pennanently installed luminaires in residential kitchens shall be determined in accordance with §150.0(k)IC: §I30.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § I50.0(k) I D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kFlz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) I E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need 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). §I50.0(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. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § I50.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § I50.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § I50.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in '150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § I50.0(k) if: it § I50.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of ' 130.5; and all other requirements in § 150.0(k)2. § I50.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 1 10.9, and complies with all other applicable requirements in § I50.0(k)2. § I50.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3 B: 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. § I50.0(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. § I50.0(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 § I50.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in '110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § I50.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the §150.0(k)9B: following requirements: i. Shall comply with § 150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, '130.0, §130.2, §130.4, §140.7 and §141.0. §150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in §110.9, §130.0, §130.2, §130.4, §140.7 and §141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §150.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined ' according to 130.0(c). § 150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in ' 1 10.9, § 130.0, ' 130. 1, § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § 150.0(k) I2A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §I50.0(k)12B: i• Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 1 10.10 b through ' 1 10.10 e . § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 1 10.10(b) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for §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 roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 110.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of condo it § 1 10.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(6) through § 110.10(c) shall be provided to the occupant. § 110.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a §1 10.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric'. 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com Structural Calculations For: Client: Robin and Matt Maguire z. . Project: - Maguire Remodel Address: ' BUTTE 255 Wild Rose Circle, Chico, CA COUN•nr NOV 1 T 2016 �o �w J0���Fy DEVELOPMENT SERVICES' • s R16 as',s E..P.0813012 t1b PERMITRVICES # BUTTE COUNTY DEVELOPMENT SE REVIEWED FOR s�gTFoIvi OFC CODE COMPLIANCE BY (•� DATE --�--— 1.{ f 1:4 /1 (A ' Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. iswil:lzl�1�lami A 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, ETCETERA. D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE.SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE 15 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 BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS, H) FILL MATERIAL SHALL BE FREE FROM DEBRIS; VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7,1 OF THE 2013 CDC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. 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 M3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, 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 Y." 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. I) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: 115 BARS AND SMALLER: 1 h" 116 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. AND LAPTOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) HS AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: /," APA RATED 32/16 EXPOSURE 1, STRUCTURAL SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL'EDGES U.N.O. BY PANEL MANUFACTURER, 2. FLOOR SHEATHING: %" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O, BY PANEL MANUFACTURER. 3. WALLSHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600' U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER, FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 3100 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 AND (7) BOLT DIAMETERS MINIMUM FROM EACH END OF EACH PIECE. THE EDGE OF THE SILL PLATE WASHER SHALL BE LOCATED %," MAXIMUM FROM FACE OF WALL SHEATHING. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL UNO PER PLANS AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W.C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L Ill U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DFL tt2 U.N.O. 4. 2X JOISTS SHALL BE DFA 112 U.N.Q. 5. CONCEALED BEAMS SHALL BE DF -L'112 6. EXPOSED BEAMS SHALL BE DF -L N1 APPEARANCE GRADE FREE OF HEART CENTERS (06 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSEDTO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED, H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.)MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1'V.. 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 SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6.3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC.. . C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" 3 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-S WALL FRAMING A.) DOUBLE TOP 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". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR. TEMPORARY BRACING ON ANY WALL FRAME, STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F':) SEE NOTE 6-1 D. FOR SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALT. BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD. C.) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D,) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CBC 2303:4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION, C) MINIMUM TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 8 PSF BOTTOM CHORD DEAD LOAD 8 PSF BOTTOM CHORD LIVE LOAD 10PSF (NON -CONCURRENT WITH TOP CHORD LIVE LOAD) TOTAL LOAD 36 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CBC D) TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BYTHE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, 11, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C PROJECT.• r �� _ .1i urml `, DESIGN OF ENGINEER SUMMIT STRUCTURAL DESIGN www. summit Chico. corn PAGE: 1 DATE: 1 1/1(, b.__._.._.._...� .. B 2.5 2,S •1 PROJECT.• 'I Co 71 r '- SUMMIT STRUCTURAL DESIGN, PAGE: ENGINEER: A ' www,summitchico.com DATE; DESIGN OFLo,f a Lune,..1-00�-�-: i� • E B1 , Li 31 El I tl .. T • r • ........... ..! 1 - I B i f r ------- - I � h `C yy i 1 3 _ i. I ___ .. 1, •, - i , � s I _ r , iii 1111 I 1fi I I I ( N Summit Structural Design Project: Engineer: Page: Date: Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: � 1. Simple Diaphragm '� ,�` '�•��''�:, ,'f `IA CASE k! 2. Low-rise U'L- } 3. Enclosed 4. Regular Shaped ��;�'���''' \• 5. Not Flexible 6. Not Subject to: ..�. •<: - / SASE A a) across wind loading l' •. `F�j /' ,.Y' b) vortex shedding 1' c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 7. Approx. Symetrical Cross Section With Flat, Gable, Hip or Roof d 451 b. 8. Exempt From Torsional Load C_. Cases Indicated in Note 5 of Fig. «' 28.4-1, or the Torsional Load - Cases do not Control the Design: 6A"AS A (1) story and hd30 ft. or CASE iliFF 13 o=n' (2) story max and light framed or (2) story max and flex. diaphragm L= 88 Long. Bldg. Dim. (ft) 2aL= 9.6 ft. 'T= 70 Transv. Bldg. Dim. (ft) 4 2aT= 9.6 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.29 Adjustment Factor KZt= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 12 Mean Roof Height (ft) Exposure, N 0= 25 Closest Roof Angle Mean Roof Exposure 5°,100,150,20°,250,or 300 Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1 1.29 1.55 A-110 14.86 18.65 9.60 25 1 1.35 1.61 B-110 3.02 4.80 30 1 1.4 1.66 C-110 9.83 13.47 9.60 35 1.05 1.45 1.7 D-110 3.10 4.80 40 1.09 1.49 1.74 E-110 -17.88 -8.28 -15.40 45 1.12 1.53 1.78 F-110 -10.14 -11.30 50 1.16 1.56 1.81 G-110 -12.38 -5.96 -13.16 55 1.19 1.59 1.84 H-110 -7.82 1 -9.06 r 60 1.22 1.62 1.87 A4, ONO, f Rill, rv� ILI 41 14 OIJK "I Al op Itt I e.4. �77 - P4 2P5 4 �J 6 f jo olf r oc -w VI Pj!4 ul III III 11/10/2016 Design Maps Summary Report C7 Design Mans Summary Report User -Specified Input Building Code Reference Document 2012/2015 International Building Code r • (which utllizes USGS hazard data available in 2008) Site Coordinates 39.8120N, 121.898°1/ Site Soil Classification Site Class D "Stiff Soil" Risk Category I/II/III f :i_ �+ a54 zit , ,,t ,, r,�W , *� •a - •• t , ,H T'- , s- '+sem v � t h 'i z,. � t �: • �,5 „ .�.yt A{`" � � 11 i f l'#I �Y� , �4' =(T" a t* r 'apt,. y! f • 4 .1,, w'� ?'„ t, i' w: •K ,4A ✓ > .d'4 's' 1! h4 5 K __4 y i r t g.R jlFtt (' ��'.s'7'.r6 X41 r11 6# A T'r',.tN y,= �• 'r f .r * r� � 4 �5:.� yY,k ;rr•°� " F r a� �ti e '� '� fa\� a , • � �'� `,' ��trt� f,4SM :� 8 3 r- r Sxt3A. `�'tabpallil k'Mt�tt s trix'. y�f€ t� S f.F, rk;i K �tr''�q .. s�7L. �� , � -}ems �.'. r X• •� �� 4� to r ' „ 7 T ....t•tri �'F" 1 Y. �r}��. �y1�l5 Flu :,�+• i'"Y r,�`l• ,. USGS-Provided Output 'a e� ,t i 44 N f Ixa ilro� �Il y- 5'ilyl)C�Ik . Ss = 0.617 g Sr,s = 0,806 g Sps = 0,537 g S1 = 0,276 g Srt1 = 0,511 g Sol = 0.340 g For informadon on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum • 0.90 0.91 0.721.- 0.27 .7210.27 0.10-- 0.09.. 0.00 0.00 0.20 0.40 O.GO 0.80 1.00 1.20 1.40 1.60 1.80 2.00 - Period, T (sec) Design Response Spectrum 0.54 0.48 - 0.42 0.36 Of y 0.24 0.18 0.12' o.or, 0.00 0.00 0.20 0.40 O.GO 0.90 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) Although this Information Is a product of the U.S. Geological Survey, we provide no warranty, expressed or Implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summary.php?template=minimal&latitude=39.812&longitude=-121.898&siteclass=3&rIskcategory=0&edition.. Ii l =A. Summit Structural Design ` Project: Page: Engineer: Date: 11/10/2016 Design of: Seismic Load Development (ASCE 7-10) Seismic Design Category D Ss 0,617 Mapped 0.2 sec spectral response Occupancy 2 S1 0.276 Mapped 1 sec spectral response 1 1 Site Classp In accordance with Ch 20. TL 16 SMS 0.81 Max Considered EQ SM1 0.51 Max Considered EQ SDS 0.537 Design Spectral Response (0,2 Sec) SD1 . ' 0_.340 Design..Spectral_,Response System Ught Framed Shear Walls - R 6,5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.55 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 - x 0.75 Ta 0.10 Cu 1.4` Max T 0.13 No limit for drift Use T 0.10 Alt Ss 0,617 Ss may be 1.5 if 5 stories and regular V= 0.083 'W Height to Roof (hn) = 8 ft V= 9.7 k Vert Dist Exp. (k) 1 Level I Story Ht. t WI aps WI I(kip-ft) vx I Veq(kips VE Ips Diap .(kips) ROOF 8 8 117 37 938 94 1 00 9.70 9.70 s 12,61 ................... ................... :..........................!........................;.........................................:..........,.:..............1,.................................,..!................................ ............. .................. :.......................... ! ! i ........................................................................................................•................. . ................................................... :............. :............. ................... ......:....:..................... :..............,........ ........................... I : I : .............. I..............i....................................._................................. ! ! ; • ... 117.471 939 : 10 PROJECT.- SUMMIT STRUCTURAL DESIGN4 1 qtlb.W—-..Oo PAGE: ENGINEER: 4\ j— Qw www.summitchico.com DATE; Summit Structural Design Shear. Wall Design Program Project: Location: Panel Thickness 3/8 •...... ................... ..... __........ _ Panel Orientation 1 short Dimension Across studs • Nall Type , $d_._.-...... Anchor Bold Diam. 11/z • Stud Spacing 16 in o.c. Spec Grav Of Framing 0.0.55 Spec Grav Of Framingc-DI C -C, RMPA NDS • Fnd Sill Plate Grade I DF -L • +620 AB In 2X Sill 100 AB In 3X Sill 730 Date: 11/11/16 Units (UNO): lbs, in Reduced inaex Ivan Nail Len to Diam Embed ..Vnu o Cd NDSValue Value 1 10 3 '• 0.148 ; 150 2 0.84 118 100 ........... ............ 12d .......................:..i................. 3.25 ......... x.....0.148 3.17 175 4' E ......_.......................................................:........4;.9 0.99 ................ i 118 i 116 � 1 0 ...... 0.162..... r.......2 ..�.............................. t.:��....... ;.......... 141. 141......... ....................... .........20d.........;..........3:5.........;..... ` h..........................i............................... 4 0.192...............:J..........E .. ....... ........ 1,00 ......... ;.......... 170 170 ... .. .....................................................,.......,...............,..........:.....................1.. E 4.5 ; 0.207 i 3.00 3.8 ��.......,......................... 186 186 6 ': 1 /4" Screw ! 0.25 2:�..,..,........ 2 Note 1 ...........................................;.................................................,.�.....Note.2..,............8.. x.:03......: 220 " 220 ...................A35........{...........................i...............................................E.......1.:.......1.........400.........`• 5......................................................;.......................)...... 3/8" Screw : 0.375 3.00 _ ......., ....... _ .... ...:.... /...........................v........................... 400 ................................................... 4 E .................... .....,............ ..... ...... o.........' 450 .... 9 A34 33 Note 1 .........................:............4............ ............ ........................ ......,.......... ......,i .................:......... ........ Edge Nail Alowable SW Joint Fastening SW Joint Fastening AB Spacing (ft) 1 .J Imo_ 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the.same as for single sided shear wall with same edge nailing %"JIVU r ..Vnu o rabMilur trona H trona ti 1X Sill 3X Sill 6 E .......................:.............,..........................,.........., 260 2 7.1 ............. .......... i _................ 0: ... ..8.. 8 20:8 0 3.17 4' E ......_.......................................................:........4;.9 350 � 2 i 5.3 ......:?..,..,... � 1 0 ...... ..... 1.. ..1.5,4.. ...._........ ..�.............................. 2.36 .. ...3:73 .. 2.77 .. 4, Note 1 : ...............................................;.......................,..;....................... 380 2 �..,....,., 3....... 8 .. ........8....... 1.4.2.. .... _ ........ ... 0,.. ... .. ... .. ��;.. ..2,56. 3, Note 1 _..........................:............................... 490 2 3.8 .......................;........... 0 1.1.O,..... _ ..........0...,..... _ .. ... ..1.09 2 Note 1 ...........................................;.................................................,.�.....Note.2..,............8.. 640 2 2.9 0 8 ...... .........8:,4,....,.. _ ......., ....... _ .... ...:.... ., :52.. ,. 44, Note ii r............... 760 ........i...........................;,.................,....,.........,..........,...;,....... 4 E 3.6 ..... ...... ...... N 2 . Note......,... .... G ..,..f ...........:............ 33 Note 1 .........................:............4............ 980 ,......,.2.1 2.8 ................................;........................,.......................,.:..................,........ Note 2 9 ..........7:.�....,...... i 4.5 ...... ....... Note 2 E .NG................� NG :28.....,. ` 0.99 22, Note 1 1280 4 Note 2 '. 9 3.4 Note 2 7........NG.......t ... ... ................ 0.76 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the.same as for single sided shear wall with same edge nailing � f ` Summit Structural Design - Project: Engineer: . _ Design of: Shear Wall Framing, Light Framed Sheathed Shear Walls esis • A35 Sill Laww WaH Attachment Allachment Load LQd L,engSb LQngih L�wlh L-QadM JZdg-eNail Wall Line aaae MAO 01). 4 Iitl Ibzw. .( 5.00 ! 94 ? 6" A , ! Wind, 471 ' 5.00 5.00 ................................................................:................ ! ..................... ,....,...............................I...,........................,.r..............................: Seismic ! " 888 ` 178 4"* eR Summit Structural Design - Project: Engineer: Design of: Shear Wall Stability Overturning (+ = uplift) Overall Resistive Gravity OT OS B ghtin, Net Load La0.gl Le -v Load height Mornen Moment MID lDL�ll�in� Sas.e .(tUb : (ft - 1U A ................................................................................................:...............................,.....................,......... Wind ' 2.50 i 2.50 200 8 ' 625 1884 �..........,. ...�..........................:............................. $� ` Seismic i i 3552 625 PROJECT.- 3 20 A SUMMIT STRUCTURAL DESIGN ENGINEER: A J- www.summitchico.com DESIGN OF C-Af S ) PAGE: DATE: L 21 L . ......... r -l- h r COMPANY PROJECT WoodWorks' sorrn•Aar roa w000 nine.• Nov. 11, 2016 1025 16-320EB! Design Check Calculation Sheet Wood Works Slzar 10.1 [Loads: Loud I 'typo Di.stribuCSon Pat- Location Iftl Magnitude. Ur; 11. 2530 25.1P tern Scarf End Start End iv Fv 0.26 Roo DL Dea u Area - .0 Roof LL Roof consCr. Full Area 20.00 (6.50)• of Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (In) L 21'-7.5" - 7rX 7•; I Unfactoredi Dead Roof Live Foe¢orad: 1124 1405 - 1:124 1405 Total Bea rl:ng: 2530 25.1P CapaCLCy iv Fv 0.26 Dending(,,1 .Beam 2530 2530 Supports 2702 - 2702 Mal/Des Total.. Defl'n 1.33 1./1.94 Begin 1.00 1 On Support 0.94 0.94 Load comb 112 Length 0.74 112 0'I4 Min req'd 0.74 - 0.14 Cla1.00 Cb min 1.00. .1 .00 1,00 Cb support 1., 01 1'01 Fc sup625 02,1 Timber -soft, D.Fir-L, No. 1, 6x12 (5.1/2"x11.1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 21'-7.5"; Lalaral support: top= 24 bottom= at supports; (Int Analysis vs. Allowable Stress (DSI) and Deflection (in) uetnc Nos 7n,7 Cr.itor.ion Analysis valuo Design. Value Anal sis;Desian Shear - v V2 2 iv Fv 0.26 Dending(,,1 tb 1407 Fb' - 1604 fbIFb'' -. 0.84 Live Defl'n 0.61 - L/427 1..00 = L/240 0.56 Total.. Defl'n 1.33 1./1.94 1.44 = L/100 0,93 Additional Data: FACTORS: F/EIps.LICU 0.1 Ct CL CF Cfu Cr Cfrt Ci Cn LC II - Fv' 170 1.25 1.00 1.00 - - Fb'� 7.750 1.25 J.. 00 1.OU 0.998 1.000 1..00 1.00 ].00 1.Do - a Fcp' 625 - 1'00 1. 00 - - - - 1.00. 1.00 E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - - Emin' 0.50 million 1.00 ,i.00 - - - - 1.00 1.00 - 2 CRITICAL. LOAD COMBINATIONS: Shear: LC 02 - DtLr, V 2523, V des.(gn 2296 11)57Bendin9(+): LC 112 - D+Lr. M - 13590 l.be-ft Deflection: LC 42 - DsLr Ilivel LC 02 = D+Lr(total) D=deatl L-lA vo S=snow M=wind T -impact Lr=roof live Lr.=concentrated evearthqu ke Al'1. LC, s are 1l a ted in the Analysis output Load comb:ina r.i.ons; ASCE 7-1.0 / IBC 2012 CALCULATIONS: Deflection: Cl = 1044e06 lb-i.n2 - "Live' dofloction Deflection from all. non -dead loads (live, wind,ec , av:.) Total Deflection = 1.50(Dead Load Deflection) +, Live Load'Deflection. Design Notes: 1. Wood Warks analysis and design are In accordance with the ICC International Buliding Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. PaRse verify that the default deflection limits are appropriate for your application, 3. Sawn lumber banding mambers shall be laterally supported according to the provisions or NDS Clause 4.4.1. I '. 0 COMPANY PROJECT Wood Works Nov,11.201810:45 16.32061 " .eornvnar rnR n'�an nrpcv Design Check Calculation Sheet woodworks Silo, 10.1 Loads: Load - Typo Dlacribuclon Pat- l.oc•atlon Iftl 10911 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) ; 19'•3 - Ila j.IttOCGd' Uaad noof L1!:e Pact. -d; 27lG 2945 - 2350 2945 torn .ra rc end Cudo sea cr. End Unit Roo Uoa coo v.!V Itl.0 1• Pot Roof ,LL Roo( conoc r. F.II Acoa .S,SUI An 01/Oce 20.00 IU. J01' peL 'Ll pL goad Puf nt aupParc O. R2 1124 lba 'Ll LL Roof conacr. Paint 1.10 4.02 1405 !bs PL2 L1. Roof tenet[, Point' 1.4.4 12.02 .1905 lige PL2 OL Dead Point rco a 72,62 1121 lige Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) ; 19'•3 - Ila j.IttOCGd' Uaad noof L1!:e Pact. -d; 27lG 2945 - 2350 2945 Total5301 Dear in9: 5301 Capacl,ty U111 $301 Guppoc La 5444 .S,SUI An 01/Oce 0.39L/.'.0.) 5949 oeam. 1.110 0.0al aupParc 0.97 1.09 Load comb 02 0. Longth 1.10 - .Inteq'0 1.40 '.4f. Cb I.00 1.4.4 Cb min 1.00 i.Ub Cb support 1.07 1.00 rco a 625 1,07 Glulam-Unbai., Wool Species, 24F•V4.DF, 5.1/2"x15" ' t0lamino0ons. 5.12' maximum wldni., .Supports: All • Tlrnbor•saft Beam, O,FIr-L No.2 Total lenalh: 19'•3.0'; ' Lateral suppoll: lop= at supports, bottom• of supports; Analysis vs, Allowable Stress (psi) and Deflection (In) ueing NDS 2012 Additional Data: FAC 0113, r/EIpo11CD cm Ce CL CV Cfu Cc C(; t. U.- Cn'Cvc LC2 .I'v 265 1.25 1.00 1.00 - - - - 1.00 1.00 1.00 2 Fb'• „ 2400 L,25 L. DO 1.00 0.936 -0.9110 I,Ub L 00 1.00 1.0!1 - 2 r -P. k50 - 1.00 1,00 - - - - 1.0O - - 'E' 1,0 million 1.00 1.00 - - - 1,00 - - 2 P.1 fly' 0.05 million .1.00 1,00 - - 1,00 - - 2 only chs .lea sot of CL and CV Is aI'Pl.L.d' as Poc 1105 5.3.6 CRITICAL LOAD COMBINATIONS: ehoar c LC 02 • D•LC. V • 5203, V dart l7n • 4905 Ilse Danding (.1r LC 02 = D•Lr, N • 2476'0 lbo-fr Defl.oee lone LC 02 •.D1Lr {live) LC 02 a D•Lc (lot.,)) - D•dead L>.I.l.ve d•anasr V -Lied l -.Impact Lr -roof It- L-C.0t!Cantratud E=an rtbq!,nl:e All LC'a aro lilted in the ,,.Iyo.la output - Land cocL lna tlono, ASCE 7-10 / IOC. 2012 CALCULATIONS: na !leer lent EI 2704n06 lb -[n2 ' "Ll ve" Aollecelon • Oofloct Lon 1- oil non -load loade !ltvn, vend, anon.) Tucal Deflection 1.50(Uoad lead 001loecconl c L1ve Load Defllctimc. Design Notes: t. WOodWOrks an6lysls and dosign aro In accordance woh Ilia ICC Intummional Building Code (16C 2012). the Nmi0nal Design specification (NDS 2012), and NOS Design 6upplernuN, 2. Please verily Iho) 111: dofoull deflection Ilinns are appropriate far your application. J. Glulam design values Dm for materials conforming 10 ANSI 117.2010 and manufapwed In Accordance with ANSI A100.1-2007 4. GLULAM: bxd • actual tuoodlh x actual depth. 5. G= O n5oall bo lolemlly supported eecoldhlp 10 Ina provisions of NDS Clause 3.3.3. 8. GLULAM; baadnp longih boscd an ematlor o(Fep(lenslon), Fcp(comp'n). L'ricori on Ana! ala V1.l tie neat n Valeo Ahal nlc/IMni LT111", Flue'n 0.39L/.'.0.) O.G4L/3o0 0.0al Dafl'n O. D7 = L/263 -0.9C L/210 0, g1 PROJECT.• 1(,-320 ENGINEER: AS DESIGN OF I ; i PAGE- 1 SUMMIT STRUCTURAL DESIGN ii L www.summitchico.com DATE: �- C beta YYI s _ ....8 2 ...- CR.00 S �por (--. lea .............. -� 1 ` ' � 1 i J. 1�_ L ! I ' 2 1 : I .,.... .. i ..................... .� ....r I. _... _ _. .......... ' _ . . . i I } ;I E�lz Cz Q 11 xi ►o: �h--�� i t ___ _. _. i-- f -2 x 1 t i _..�.._. .._.._... .........._! I i ; I • � t t t r I COMPANY PROJECT Woodworks' SOrTIVAR[roR WOOD OffIGN Nov. 11,.201610:48 16.32082 Design Check Calculation Sheet WoodWorka Sizer 10.1 Loads: Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - i Unfactored: Dead Roof Give Factored: Load Type Dlscributlun tet.- Loo:,tion Ift) Magill tude unit _ "I= Bearing: Fv ._ tern Start End Start End tb 1317 Fb' = Root DL Roof LL Duo Roof eonsl'r. Ful Arca Full Area 0.21 m 16.u0 q.Dul• psr. 20.00 tq.00}' sf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : - i Unfactored: Dead Roof Give Factored: 433 542 Va lire q33 5'12 Total 975 _ "I= Bearing: Fv ._ •97 Capacity tb 1317 Fb' = scam 1719 " 0.21 m Supports 1036 L. 171° Anal/Des .0.4.7 = L/314 1836 Beam 0.57 Support 0.53 n Load comb 07. " 0.53 Length 0.50' 112 M n tey'd 0.50' • 0.50' Cb1.00 0_50' Cb min 1,00 1.00 Cb support 1.07 1.00 Fcp sup 62511. 07 •Minimum bearing length selling used: 112" for and su000rls 02 L Timber -soft, D.FIr-L, No. 1, 6x6 (5-1/2"V-1/4") _. Supports: All - Timber -soil Beam, D.Fir-L No.2 Total length: 13'-8.5`; Lateral support; lop= 24 bottom- at supports: (n) Analvsis vs. Allowable Stress (nsil and ngflorfinn n. % .._,__ Criterion Anal sls Va lire Dcsion Value Anal. si.s/Dealrn-- - Stear "I= 33 Fv 1'IZ ry Fv' = 0..16 Bonding(+) tb 1317 Fb' = 15.0 rb/Fb'�0. 54 Live, Defl'n 0.21 m L/757 0.45 1 L. 0,40 Toto1 Dofl'n .0.4.7 = L/314 0.60 n L/240 0,70 Additional Data: FACTORS: F/EIps.I)CD cFl Ct CL CF Cfu Cr Cfrt Ci Cil LC 11, Fv' .170 1. 0 1.00 1,00 2 25 1.00 ).D0 - - - - 1.0 . - Fb'•n 1200 .1..25 1.00 1.00 1.000 1.000 1.00 1.00 1.06 1.00 - 2 .Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - e. 1,6 million 1,00 1.00 - - - - 1.00 1.00 - •2 CRITICAL LOAD COMBINATIONS: Shear ' : LC 02 - DiLr, V 972, V design 002 lbs Bending /+l: LC 82 - D< -Lr, M - 3281 .lbu-.ft, Deflection: LC 02 - ur Lr ilival LC fit - D4Lr (total) D=dead Lnl.lvo S=snow W -wind i=impact Lr -roof live Lc -concentrated E=aar';hGual:c - A11. LC's are listed in the Analysis output Load combinations: ASCE 1-10 / IBC 2012 CALCULATIONS: Deflection: E1 - 279,,06 Ib -int "Live" deflection Deflection from all non -dead loads Ilive, wind, snow.-) Total Deflection 1.501Doad Load Deflection) 9 Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the Notional Design Spocification (NDS 2012), and NDS Design Supplement. 2. Please verify that the defaull deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.21. COMPANY PROJECT WoodWorks Nov. 11. 2010 10;51 16-32083 .fOTY.tq[!r)N WOOD ACSICW Design Check Calculation Sheet WoedWorks Stier 10.1 Loads: Load Typo Distribution PAt- I LOCALLon (tti NagolcOde Unl[ cern St. tt end state l:nd U ea - FuAroa b, 9. pa Root LL Roof Coria tt. ll Arca 20.00 !4:001• at Tributary X C t " Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 11'-7.6* Unfacro 1'-7.6- W Unfacro radi need Roof Ll ve Facco[nd, 1707 1029 .Crlcorion 11503 1428 Total 9aarin0: 2932 2912 capacity tv Fv U.- Deem 29]2 I'.b/rb' = 0.46 Supporta 3012 0..19 =• 1./719 0..39 = 1.73n0 3011 Anal/Uoo Total Dcfl'n 0.71 a L/33G 0,50 W240 Do am 1.00 1.00 Support 0.97 fACTOits. F/elpsilcD cM cc CL Cv 0.^'1 Load cam 42 - n2 t.enocn o.02 2 ,. Min t01110 0.02 e' I.9 mi111*n' 1.00 1.00 - 9.02 62 Cb 1.00 -- 1.00 - - 1,00 cb min 1.00 • 1:00 co support 1.07 Dandlny(•9r LC 02 - D.Lr, N 0431 Lba-tr 1.07 F 4 25 Eli Glulam-Unbal., West Species, 24F -V4 OF, 5.1/2"xg" e laminations. 5.112' maximum wIdOL Supports: All - Timber -soft Benin, O.F161. No.2 Total langlhl 1 F•7.0% Lateral support: top= at supports, bottom- at suppons: Analysis vs. Allowable Stress (psl) and Deflection (In) using Nos 2012: .Crlcorion Annllynio Value lDcaiqn Value Anal oio/Doal-qn Sear iv -a Fv 7 tv Fv U.- Bandln'I". tb •� 1343 rb' = 295a I'.b/rb' = 0.46 Live 0efl'n 0..19 =• 1./719 0..39 = 1.73n0 0'.79 Total Dcfl'n 0.71 a L/33G 0,50 W240 0.77 Additional Data: fACTOits. F/elpsilcD cM cc CL Cv cfu cr Clrt docs. Cn-cvr Lcu ,1- 265 1,25 1,00 "06 - - - 3.0D 1,00 1.DD 2 1:0 rb'- 2400 1.25 1.00 1.00 0.906 -1.000 1..00 '1.00 1.00 1.00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1,00 - - - e' I.9 mi111*n' 1.00 1.00 - - - 1.00 - - 6ralny' D.ss million 11.00 1.00 - - -- 1.00 - - a CRITICAL LOAD COMBINATIONS: Shea, ' i LC 42 O -Lr, V • 2915.V dcaign • 2520 Ib. Dandlny(•9r LC 02 - D.Lr, N 0431 Lba-tr pctloction: LC 52 D+Lr Vivo) LC 02 a D+Lr Itotnll ' D•doad L -live s -anon d -wind t -impact L -root live 6--neentrared r.=eo ctbqun Y,< - All LC'a are lleted in the Analyala output Load comblnatlona: ASCa 7-10 / IDC 2012 , CALCULATIONS: De notcionr et '• 60lo0G Lb -!n2 "Live" deflection • coils tion from all non -dead load, Ijjvn, wind, a .-1 T.11.1 Dcflec t on 1.$01Dead Load Do C14ctI on1 r L1 vu Load Do tloct.f an,n ' Design Notes: 1. W000Worksanalysis and design ere In accordance with 1110 ICC International Building Cada (IBC 2012). the National Design Spoc)Ilcatton (NDS 2D 12), end NDS Design Supplement, 2. Please vod(y IhDI lho default de0acllon Ilmlts are appropriate for your application. 3. Glulam design values are (or materials conforming 10 ANSI 117.2010 and manufactured In Dccordanw wth ANSI Also. 1.2007 4. GLULAMi bw! a actual brandlh x actual depth, 5. Glulam Seems shall be laterally supported according to the provisions of Nos Clause 3.3.3. 0. GLULAM: bearing Ienglh.basW on smaller of Fcppeaston); Fcp(comp'n). PROJECT.- J 2 O ENGINEER: Ay DESIGN OF SUMMIT STRUCTURAL DESIGN www.summitchico.com PAGE; � O DATE; i /, l, "2 - COMPANY COMPANY PROJECT WoodWorlss-0 - Nov. 11, 2010 10:50 16-72084 t•i Design Check Calculation Sheet WoodWDlks Sizor 10.1 Loads: •' rr ucary r t It[ - Maximum Reactions (Ibs), Bearing Capacities (lbs) and Bearing Lengths (In) Land Type pleerlbueion P,ic- Lnen tion Ifel Itngnl c.udc Unir. cern at 1111fnctoretl: - OaeU. 172 Rout Ll.va 127 - ��')•I Pnccured+ L2J Tocol. 294 Uaa cLn9; 1;;7 Capncfty bunco 1719 r ^4� ` ' 9upporca le7G iF+�^ 1%1i• Ma1003 1634 Ocam 0.17 ' 9upputc 0.10 - 0. bad comb DE , U.IB l.an0ch 0.50' p2 Nln raq'd 0.50• - - 0.50. Cb I.00 50 - CU .min 1.00 1.60 Cb support 1.07 1.00 M+ab 1 r[ Entl '3cnrt End 1100 U +On YU fan u. JV 1 •Ual• pe pooC 1.1. Root connr. r. FvAl A[oa 20.00 17.001• pal' teal] UL Uead TIm ezottlnl O, Oa i.04 20.0 10.0 t[ Timber -soft, D.Fir•L, No.2, 6x6 (6.1/2"x5.112") Supports: NI • Timbor•soll Bemn, D.Fir•L N0.2 ' Total lelglh: 4'•1.0': Ldimnl support: lop= al suppons. Wllam= m Supports; M+ab 1 Fc 625 1.07 •, Inmlum oannp lenpin selbrlg Used: tr2' lot On SaODOna G^5 Analysts vs. Allowable Stress (psi) and Deflection (In) using NDS 2012: 4.4.1, , Caserta+ ale va luc Uwi n value Aual •,lc/neat n 5 oer v 2 I1 Iv !'v ..UO enrtden0t•1 [b 75 U.00 U.1) L/700 • 1Fb' • 977 Ib/Fb' 0.1� G1 vc Uo C1':i <L/999 .0.03 Tacal Uo CA'n 0.01 0.20 L/290 0.00 i M+ab 1 i 1 22 COMPANY, PROJECT WoodWorks� SOFTWARE FOR WOOD Off CJV Nov. 11, 201611:10 18-320 DS Design Check Calculation Sheet WoodWorks Slzor 10.1 Loads: Load Typo Di.stribut ton t•A[- Location ittI Magni Curls Unit tarn Sart End StarC End (toot DL DeadFU.I Aroa tv - .l .UU I4,uul• ps.r Roof 1,1: hoof conatr. ,Full Arua 212 20.00 (4.,,01• st Maximum Reactions (Ibs), Bearing Capacities (Ibs) and Bearing Lengths (in) Unfactored: Dead Root Live Factor old:,' 163 203 - �V l 6 3' 203 Total 366 'S oar tv - Bearing: Fv 212 766 Capacity fb - _ Fb' = Beam 1719 ,Live Def 1.'n U.01 - Supports 1036 - 1;19 Anai/Oes 0,03 - <L/999 103G BOam 0.21 Support 0.20 U.11 Load comb 112 0.20 Length 0.50• ff 2 I4ln rag's 0.50' U. 50' Cle 1..00 0. 50' Cb min 1.00 1.00 Cb support 1.07 1 . tiii Fc nu G25 1.07 'Minimum bearing 14111h sollina used! 1!2" for and sunonds Crtt'erion Anal sis vAlue Deal n Valeo Anal. s.is/Design 'S oar tv - 1 Fv 212 fv Fv - U.0 `Bending)*) fb - 190 Fb' = 937 fb/Fb' -- 0.21. ,Live Def 1.'n U.01 - CL/999 0.1.1 •• L/3600.07 Total Defl'n 0,03 - <L/999 0.25 = L/240 .0.10 Additional Data: FACTORS: F/E(PS l)CD CN Ct CL CF Cfu Cr Cfrt Cl. Cn LCh Fv' 170 1.•25 1.00 '1.00 - - - 1.00 .1.00 1..00 2 n3'e 750 1.25 1..00 1.00 .1.000 1.000 .1.00 1.00 11.00 1.00 - 2 Fcp' 625- 1..00 1..00 - -� - - 1..00 1.00 - - E' 1..3 million 1.00 1.00 - - - - - .1..00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear :LX 112 D, Lr, v a 363, V design a 2.94' Ills eending1+11 LC 92 Url.r, 14 = 450 lbs -ft Deflection: LC h2 - D,Lr (live! LC 02 = D- Lt (total) tl=dond L=Live 3 -snow 11 -find I=impat:L Lr -roof lire Lcconcentrated E=ei,rthqua L•e All LC'u are listed in the Analysis output. Load combinations: ASCE 7-.10 / IUC 7.U12 CALCULATIONS: Duflurtlon: el - 99o06 .lb-i.n2 - - "Live" deflcttioil De rlectlon from all non -dead .load's (live, wind, allow,..) Tocal OefleetIon 1.501Dead Load Deflection) + l.l.vn .Load Doflaction. Design Notes: 1. WoodWorks analysis and design are In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012)• and NDS Design SUpptnmont. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sewn lumber bending members shallbe laterally supported according to the provisions of NDS Clause 4.4.1. - PROTECT: -320 SUMMIT STRUCTURAL DESIGN ENGINEER: AC www.summitchico.com DESIGN OF Ca,r �� i -�- �� b,eQ,M S PAGE: 2 DATE: \ N (o i COMPANY PROJECT WoodWori&l sOPnvAnf soR rv000 Offl(;N Nov. 11, 2016"11:12 .16.320 B6 Design Check Calculation Sheet woodworks sizer 10.1 I Loads: Load Type Uis tribut.irn Pat- Location (ft) ttegni tudc Unit Anal sic/Uosian Dearing: Cern ;tact End Start End Capacity F' oor UL Dead 1 Area Joist 20.OV 1 6.u1• psf Floor LL Live Full Area 969 40.00 (16,01' st Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) i -- 7•-0.5" - Unfactored: Daad LlyclOB Factored: - 94 - V: 11311 Total 202 Anal sic/Uosian Dearing: v.� 202 Capacity a .v FV' = 0.24 Joist 469 Supports 506 969 Anal/DC7 0.09 - S69 .Joist 0.60 0.37 . Support 0.40 O.Go Load comb 112 ' 0. 4u Length 0.51) ..in req'd 0.50' - O, SO? Cb 1.00 0.50' Cb min 1..00 ' .1..00 Cb suypurl. 1.25 ?.C-0 FCP Sup 1 1125 1.25 'Minimum baannp lonplh saltine. usotl: 1/2" for and suoonds 625 Lumber -soft, D.Flr-L, No.2, 2x6 (1 -1/2"x5 -1I2") Supports: All - Timber -soft Baum. O.Fir-L No,2 Floor joist spaced at 16,0•' cfc; Total length: 7'45'; Lateral support: top= full, bottom- at -supports; Repetitive factor: applied where permitted (rofer to online help); Analysis vs. Allowable Stress (osil and Deflectinn tint Criterion Anal. sls Value Desi n Value Anal sic/Uosian Shear v.� 4 Fv' a .v FV' = 0.24 Betiding l+) Eli170 Fb' - 1345 fb/Fb' rs 0.56 Live Dofl'n 0.09 - L/910 0.23 - L/360 0.37 Total Defl'n 0.15 - L/554 0,35 - L/240 0,43 Additional Data: FACTORS; F/E(psi)CD Cm Ct CL CF Cfu Cr Cfrt Ci Cn Lai Fv' "100 1.00 1.00 1,00 - - - - 1.00 1..00 1.00 2 ' Fb'+ 900 1 00 1.00 1.00 1.000 1.300 1.00 1.1.5 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - - ' E' ,'1.6 m1111an 1.00 .1. 00 - - - 1.00 1.00 - 2 Emin' 0.50 million 1.00 1,00 - - - - I.00 1.0(1 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - O -L, V - 200, V design 242 lbs Bending(+1: LC 02 v r, -L, 14= 490 )bs - ft Deflection: LC 02 = V+L (live) LC 42 " Ort, (total) " D -dont L=.live S=snow 14 -wind I=impart I.r=ruuf live Lc -concentrated E=eaithqua)•.e All LC's are listed In the Analysis uulpul. Load combinations: ASCE 7-10 / fBC 2017. CALCULATIONS: Dr-flect..ion; EI 33eO6 Lb-in2 "Llvu" deflection - euflection from ul.l nun -dead lom.ln Ilive, iniad, snaw...1 Total Deflection I.5010uad Load beflOCLionl + Live. Load Ueflr.Ct.lon. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and Nos Design Supplement. 2. Please verify that the default deflecilon 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. 4. FIRE RATING: Joists, wall aluds, and mulls -ply members are not rated for fire endurance. Summit Structural Design Timber Column Design Values per NDS 3.7 4X DF-L(N) #1 Fc E d KCE c 7 1000 1600000 3.5 0.3 0.8 Stability Reduction Co mn Capa�jly_(() ie (ft) CP Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0.83 829 10156 15960 21763 27567 33370 6 0.73 733 8975 14104 19232 24361 29490 7 0.63 625 7656 12031 16406 20781 25156 8 0.52 523 6409 10072 13734 17396 21059 9 0.44 436 5347 8402 11458 14513 17569 10 0.37 366 4484 7047 9609 12171 14734 11 0.31 310 3794 5961 8129 10297 12465 12 0.26 265 3241 5092 6944 8796 10648 13 0.23 228 2795 4392 5988 7585 9182 - 14 0.20 199 2432 3821 5211 6600 7990 15 0.17 174 2133 3352 4571 5790 7009 16 0.15 154 1885 2963 4040 5117 6195 17 0.14 137 1678 2636 3595 4553 5512 18 0.12 123 1502 2360 3218 4077 4935 _ 19 0.11 110 1352 2125 .2897 3670 4443 20 0.10 100 1223 1922 2622 3321 4020 21 0.09 91 1112 1748 2383 3018 3654 ' - 22 0.08 83 1015 1595 2175 2755 3335 23 0.08 76 930 1462 1993 2525 3057 24 0.07 70 856 1344 1833 2322 2811 25 0.06 64 789 1241 1692 2143 2594 26 0.06 60 731 1148 1566 1983 2401 27 0.06 55 678 1066 1453 1841 2228 28 0.05 52 631 992 1352 1713 2074 29 0.05 48 589 925 1262 1598 1935 30 0.04 45 551 .865 1180 1494 1809 i a = . Summit Structural Design Timber Column Design Values per NDS 3.7 6X DF-L(N) #1 • Fc E d KCE c 1000 1600000 5.5 0.3 0.8 i Stability Reduction CQlu.mnSta.pacity-Ibbs) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.94 943 28511 38879 49247 59614 .6 0.91 912 27586 37618 47649 57681 ' 7. 0.87 872 26373 35963 45553 55143 8 0.82 821 24841 33874 42908 51941 9 0.76 761' 23015 31384 39753 48122 10 0.69 694 20989 28621 36253 43886 ,11 0:63 625 18906 25781 32656 39531 12 0.56 559 16902 23048 29194 35340 13 0.50 498 15061 20538 26015 31492 14 0.44 444 13421 18302 23183 28063 ' 15 0,40 396 11984 16342 20700 25057 16 0.35 355 10734 14637 18541 22444 • 17 0.32 319 9650 13159 16669 20178 18 0,29 288 8710 11877 15044 18212 ' 19 0.26 261 -7892 10762 13632 •16502 20 0,24 237 7179 9789 12400 15010 21 0.22 217 6554 8937 11321 13704 22 0.20 199 6005 8188 10372 12555 23 0.18 182 5520 7527 9534 11541 24 0.17 168 .5090 6940 8791 10642 25 0.16 156 4707 6418 8130 9842 -. 26 0.14 144 4365 5952 7539 9127 27 0.13 134 4058 5534 7010 8486 28 0.13 125 3782 5158 6533 7909 29 0.12 117 3533 4818 6103 7388 30 0.11 109 3308 4511 5714 6917 • t: Summit Structural Design Project: Page: Engineer: Date: Design of: Floor Framing Floor Loads DL= 20 psf LL= 40 psf Floor plywood: 3/4" T&G APA rated plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 10" O.C. field. Edge nail at boundaries, drag members and at blocking over and under interior shear walls. Floor Joists: .I Joists: Use manufactured "I" joists (such as Truss Joists), and install per manufacturers recommendations using L/480 deflection criteria. Use manufactured rim board such as TimberStand with all "I" joists. Use a double rim board at all locations where ledgers are installed at the rim (such as deck ledgers). Sawn Joists: Sawn lumber joists shall be sized per CBC Table 2308.8(2) using E < 1.6 UNO, r Summit Structural Design Project: Page: Engineer: Date: i r Design of: Roof Framing Roof Loads: DL= 16 psf LL= 20 psf i - Roof plywood: 1/2" CDX APA rated (32/16) plyv ood or OSB equivalent, Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 12'' O.C. field. Edge nail at gable end trusses, drag tr sses, frieze blocking and all supported edges, Trusses: Spacing = 24" o.c. Loads: T.C. Live Load= 20 psf T.C. Dead Load = 8 psf. B.C. Dead Load = 8 psf Total Load = 36 psf In a 2x6 wall provide a stud directly under each truss reaction greater than 2250#. In a 2x4 wall provide a stud directly under each truss reaction greater than 1350#. Typical Headers (uno): Use 08 DF#2, use (2) trimmers'min. at all openings larger than 4'-0". i; f L f a l t i :j9TgUfj7�1RA1•pE510N�j i; Project: Desi•n of: • •. • t Summit/ Structural Design (Soil Bearing: 1500 psf Page: Date: Concrete stem wall (Non -retaining): (fc'-2500 psi) 8" wide with (1) #4 continuous at top 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. Masonry stem wall (Non -retaining): 8" solid grouted (Ym = 1500 psi) with #4 at 24" O,C, each way. Continuous footings: (fc' = 2500 psi) _Wdtb I6iokaess C_FZ(p1[). Rein.fQrrziag 12 12 1500 (2) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont, 24 12 3000 (3) #4 cont, 30 12 3750 (4) #4 cont, Spread Footings:(fc'_2500 psi) Fiei.niszrcing CSR. CQnnr�eQtor l�kzel size Ihickng�� E.a_1Nay. Kipp Simpson F1 1'-0" Sq. 12 (1) #4 1.5 PB F1.5 1'-6" Sq. 12 (2) #4 3.375 PB F2 2'-0" Sq, 12 (3) #4 6 PB F2.5 2'-6" Sq. 12 (4) #4 9.375 PB F3 3'-0" Sq. . 12 (4) #4 13.5 CB F3.5 3'-6" Sq, 12 (5) #4 18.375 CB F4 4'-0" Sq. 12 (5) #4 24 CB F4,5 4'-6" Sq, 12 (6) #4 30.375 CB F5 5'-0" Sq, 12 (7) #4 t.5 CB F5.5 5'-6" Sq. 12 (5) #5 45.375 CB F6 6'-0" Sq. 18 (8) #5 54 CB F6.5 6'-6" Sq. 18 (9) #5 63.375 CB Vote: Bottom of each footing shall be at least 12" below finished grade or as per local requirements. t 2 C) ` ICC -ES Evaluation Report 74. •+ www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 ESR -2379, Reissued August 2016 ` This report is subject to renewal August 2018. A Subsidiary of the International Code Councile DIVISION: 03 00 00—CONCRETE _ with ASTM B633 SC 1, Type III. The X -CP 72 fasteners' Section: 03 16 00—Concrete Anchors and premounted washers are manufactured from carbon. ' r . ` steel complying with SAE J403 Grade 1060 or modified , `REPORT HOLDER: - Grade 1070, and are mechanically galvanized in ' accordance with ASTM B695 Type I, minimum Class 55..x, ` HILT(, INC. See Figures 1 and 2 for depictions of the fasteners. 7250 DALLAS PARKWAY, SUITE 1000 t 3.2 Concrete: - PLANO, TEXAS 75024 r (800) 879-8000 Normalweight concrete must conform to IBC Chapter 19 or www.us.hilti.com IRC Section R402.2, as applicable. The minimum concrete HNATechnicalServices(cDhilti.com - compressive strength at the time of fastener installation is noted in the tables of this report.' EVALUATION SUBJECT: ; 3.3' Sill Plates: EXTERIOR OR PERIMETER SILL AND INTERIOR PLATE' The sill plates must be nominally 2 -inch -thick lumber that isj•'' ANCHORAGES naturally durable in accordance with 2015 and 2012 IBC Section 202 (2009 IBC Section 2302) and IRC Section ' t 1.0 EVALUATION SCOPE R202; or preservative -treated in accordance with 2015 IBC , Section 2303.1.9 (2012 and 2009 IBC Section 2303.1.8) or �. Compliance with the following codes: IRC Section R317.1, as applicable. ■ 2015, 2012 and 2009 International Building. Code® (IBC) 4.0 DESIGN AND INSTALLATION ■ 201 -5;,2012 -and -2009 -International -Residential Code° 4.1 Design:' j '. The •Hilti fasteners'may'be used'to aattach wood.sill.plates ■ 2013 Abu Dhabi International Building Code (ADIBC)t to concrete for structural=walls in�§eismic Design, ' tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced Categories A an Allowable shear and tension lowds'for in this report are the same sections in the ADIBC. the -fasteners are provided in Table 1. Bearing area and l thickness of the washers are also given in Table 1. For ' Property evaluated: + shear loads, spacing of fasteners must be determined Structural i , '. ` > r �'_.` based on the lesser of the allowable shear load from Table i r # ,' 1 and the allowable load based on the fastener/wood X2.0 USES sill plate/concrete foundation interaction, . determined a The Hilti exterior or perimeter sill and interior plate in accordance with the ANSI/AWC National Design anchorages .described in this report are used, as Specification (NDS) for Wood Construction, with a fastener alternatives to the cast -in-place anchors described in 2015 bending yield strength, Fyb = 90,000 psi (621 MPa) and a - � . IBC Section 2308.3.1 (2012 and 2009 IBC Section 2308.6) ' concrete dowel bearing strength, Fe = 7,500 psi (52 MPa). ' and IRC Section R403.1.6 for the anchorage of wood. For tension loads, spacing of fasteners must .be sill plates to normalweight concrete foundations. 'The determined based on the lesser of the allowable tension , ,t fasteners may be used under the IRC when an engineered load from Table .1 and the pull-through capacity of the design is submitted in accordance with IRC Section fastener with respect to the wood sill plate, determined in . R301.1.3. .. s accordance with Section 3.10 of the NDS, using the .. •" .' , '+w washer bearingarea from Table 1. a.. 1 J 3.0 -DESCRIPTION For fasteners subjected to both tension and shear loads, , 4 j 3.1 Fasteners: . • compliance with the followin Interaction equation must be P 9 • 4 - - , r .... � - .a . verified: '• rThe Hilti , exterior or perimeter sill and .. interior plate , . ' ' f • t `. ` anchorages are powder -actuated fasteners . (PAFs) with (p/Pa) + (v/V.) <_1.0 f v premounted steel.washers. The X -CF 72 fasteners and where: premounted are manufactured from carbon steel 'washers complying with SAE J403 Grade 1060 or modified Grade- p. _� Actual applied tension load on fastener, Ibf (N). .� - 1070, -,.with -an electro -deposited zinc coating complying Pa = Allowable tension load on fastener, Ibf (N). + a' ~• i ICC- FS F_vuhration Reports are not to be construed urth s epresenting aesetics or a » y o I er uru•ibuie: not specifically addressed, not are they ro be coast) as anendorsement oftlie.cubject o/ the report or a recomnhenr/utinn fon its use. There is no uurrurrry /ry ICC F.vu/uutinn Service, LLC, expressor implied, u.c M to ani /inning or other natter it; this report, or as to any product coverer/ by the report. ' coni caxcrc ""'° Copyright © 2016 ICC Evaluation Service, LLC. All rights reserved. :- ;yh �;7 . , Page 1 of 3 ION03`00,00-CONCRETE 1346�* &—CON.CRETEANCHO.RS REPORT HOLDER RTT hr P x ULAS PARKWAY SUITE 1000 , PLANO;TEXAS 75024 1 e u $ ✓ALUATIOW'suBJECT � 4 CA I-MIUM VK rtmivic i CM.3ILL HIVU'I'ixi CKIVK rVAI C AIVL.r7:V AUt3 a 1 S P . 7 i- ' 4 f F y �lili. hili 1Clivi 1 _< QE 4.. PMG LISTED Look for the trusted marks of Conformity! " Excellence" es Seismic Policy Counn� 2014 Recipient of Prestigious` Western Stat o®� (WSSPC) Award in Excell A'Subsidiary of cooEcouNCC SCC At ICC -ES Evaluation Reports are not to be construed as representing aestna'tics or anj� other attriyls butes not rs. specifically addressed na � are they to he c•onslrued 'as an endorsement 'ol the suh�ect of the report or a t recommendation;for its use; There is no ivarranty by JCC'Evaluation Seri ce LLCexpress or implied, as to any finding or otlTer rriatfer in this report; oras to aniy pr;oduct'covered by the repos t ,,;t G* A—NEEM CCN ti Copyright 20i6 2016 ICC Evaluation Service, LLC'. All rights reserved. ESR -2379 I Most Widely Accepted and Trusted Page 2 of 3 v = Actual applied shear load on fastener, Ibf (N). Va = Allowable shear load on fastener, Ibf (N). Hilti fasteners listed in Table 2 may be used to attach wood sill plates to concrete for interior, nonstructural walls [maximum horizontal transverse load on the walls must not exceed 5 psf (0.24 kN/m2)] in Seismic Design Categories A through F, when installed as described in Table 2.. 4.2 Installation: The fasteners must be installed in accordance with this report and the Hilti, Inc., published installation instructions. A copy of the instructions must be available on the jobsite at all times during installation. Installation of the X -CF 72 and X -CP 72 fasteners is limited to dry, interior locations. The X -CP 72 fasteners may be installed in preservative -treated lumber complying with 2015 IBC Section 2303.1.9 (2012 and 2009 IBC Section 2303.1.8) or IRC Section R317, as applicable. The X -CF 72 fasteners may be used to attach naturally durable wood to concrete or to attach fire -retardant -treated wood to concrete in accordance with 2015 IBC Section 2304.10.5.4 (2012 and 2009 IBC Section 2304.9.5.4) and Hilti's recommendations. Fastener placement requires the use of a low-velocity, powder -actuated tool in accordance with the manufacturer's recommendations. The concrete must attain a minimum compressive strength of 2,000 psi (13.8 MPa) prior to installation of the fasteners. The fasteners must be installed through the sill plate. Minimum concrete edge distance is 1 /4 inches (44 mm). Concrete thickness must be a minimum of 41/2 inches (114 mm). 5.0 CONDITIONS OF USE The exterior or perimeter sill and interior plate anchorages described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The fasteners are manufactured and identified in accordance with this report. 5.2 Fastener installation complies with this report and the Hilti, Inc., instructions. In the event of a conflict between this report and the Hilti, Inc., published instructions, this report governs. 5.3 Calculations demonstrating that the applied loads are less than the allowable loads described in Section 4.1 must be submitted to the code official for approval. These calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is constructed. Exception: Fasteners used in nonstructural walls in accordance with Table 2. 5.4 The fasteners may be used to attach wood sill plates to concrete for structural walls in Seismic Design Categories A and B. The fasteners may be used to attach wood sill plates to concrete for interior, nonstructural walls in Seismic Design Categories A through F. 5.5 The use of fasteners is limited to installation in uncracked concrete. Cracking occurs when f, > f, due to service loads or deformations. 5.6 The minimum concrete thickness must be 4'/2 inches (114 mm). 5.7 Installation is limited to dry, interior locations, which include exterior walls which are protected by an exterior wall envelope. 5.8 Installation must comply with Section 4.2 regarding fasteners in contact with preservative -treated and fire - retardant -treated wood. 5.9 The fasteners must be installed by personnel certified by Hilti, Inc., and having a current, Hilti-issued operator's license. 5.10 The Hilti products addressed in this report are manufactured under a quality control program with inspections by ICC -ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Power -Actuated Fasteners Driven into Concrete, Steel and Masonry Elements (AC70), dated February 2016. 7.0 IDENTIFICATION Each package of fasteners is identified with the manufacturer's name (Hilti), the fastener type and size, and the evaluation report number (ESR -2379). Additionally, an "H" is imprinted on the fastener heads, as shown in Figures 1 and 2. Furthermore, each fastener type has a unique alphanumeric code as well as the name "HILTI" stamped on the premounted washer. Refer to Figures 3 and 4 for depictions of the premounted washers. ESR -2379 I Most Widely Accepted and Trusted Page 3 of 3 TABLE 1—ALLOWABLE LOADS FOR FASTENERS DRIVEN INTO MINIMUM 2,000 psi NORMALWEIGHT CONCRETE1'2 FASTENER TYPE SHANK LENGTH (inches) SHANK DIAMETER (inch) WASHER THICKNESS (inch) WASHER BEARING AREA (int) EMBEDMENT CONCRETE TENSION SHEAR EDGE DISTANCE (Ibf) (Ibf) (inches) X -CF 72 2 /e 0.145 0.059 0.543 Washer bearing sill plate >_ 3 130 210on 13/4 130 165 X -CP 72 2 /8 0.145 0.059 0.527 Washer bearing sill plate 75 >_ 3 1250on 1 13/4 150 105 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm, 1 Ibf = 4.4 N. 'Wood members connected to the substrate must be investigated for compliance with the applicable code in accordance with referenced design criteria, for both lateral resistance and fastener pull-through. 2The concrete base material must have a minimum compressive strength of 2,000 psi (13.8 MPa) at the time of fastener installation. Concrete must have a minimum compressive strength at 28 days (P,) of 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. TABLE 2—FASTENER SPACING FOR WOOD SILL PLATE ANCHORAGE OF INTERIOR NONSTRUCTURAL WALLS' .2.3.4.5,6.7 FASTENER SHANK SHANK CONCRETE MAXIMUM MAXIMUM WALL TYPE LENGTH DIAMETER EMBEDMENT EDGE DISTANCE FASTENER HEIGHT (ft.) (inches) (inch) (inches) SPACING (ft.) X -CF 72 2'/e 0.145 >_ 3 3 14 13/4 3 14 Washer bearing on sill plate >3 3 14 X -CP 72 2'/e 0.145 13/4 2 14 For SI: 1 inch = 25.4 mm, 1 foot = 305 mm. 'Spacings noted above apply to normalweight concrete having a minimum compressive strength of 2,000 psi (13.8 MPa) at the time of fastener installation. Concrete must have a minimum compressive strength at 28 days (fc) of 2,500 psi (17.2 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 2Interior nonstructural walls are limited to locations where bearing walls, shear walls or braced walls are not required by the approved plans. Maximum horizontal transverse load on the walls must not exceed 5 psf (0.24 kN/m2). 3Fasteners must be driven into the center of the sill plate with a minimum concrete edge distance as shown in the table. 4Walls must have fasteners placed at 6 inches from ends of sill plates with maximum spacing between, as shown in this table. SWalls must be laterally supported at the top and the bottom. 6Sill or bottom plates must comply with IBC Section 2304.1 and be of lumber with a specific gravity of 0.50 or greater. 'Minimum fastener spacing must be 4 inches on center or shall comply with Section 12.1.6 of the 2015 NDS (Section 11.1.6 of NDS -12 for the 2012 IBC, Section 11.1.5 of NDS -05 for the 2009 IBC) to prevent splitting of the wood U La FIGURE 1—HILTI X -CF SILL PLATE FASTENER Oi FIGURE 2—HILTI X -CP SILL PLATE FASTENER FIGURE 3—HILTI X -CF WASHER FIGURE 4—HILTI X -CP WASHER d ICC -ES Evaluation Report ESR -2379 FBC Supplement Reissued August 2016 This report is subject to renewal August 2018. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors REPORT HOLDER: HILTI, INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 www.us.hilti.com HNATechnicalServices(U_)hilti.com EVALUATION SUBJECT: EXTERIOR OR PERIMETER SILL AND INTERIOR PLATE ANCHORAGES 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti Exterior or Perimeter Sill and Interior Plate Anchorages, recognized in ICC -ES master report ESR -2379, have also been evaluated for compliance with the codes noted below. Applicable code editions: ■ 2014 Florida Building Code—Building ■ 2014 Florida Building Code—Residential ` 2.0 CONCLUSIONS The Exterior or Perimeter Sill and Interior Plate Anchorages described in Sections 2.0 through 7.0 of the master report ESR -2379, comply with the Florida Building Code—Building and the Florida Building Code—Residential, provided the design and installation are in accordance with the 2012 International Building Code provisions noted in the master evaluation report, and the following additional conditions apply: • Design wind loads must be based on Section 1609 of the Florida Building Code—Building or Section R301.2.1 of the Florida Building Code—Residential, as applicable. • Load combinations must be in accordance with Section 1605.2 or Section 1605.3 of the Florida Building Code—Building, as applicable. Use of the Hilti fasteners has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code—Building and the Florida Building Code—Residential under the following conditions: • Design wind loads must be based on Section 1620 of the Florida Building Code—Building, as applicable. • The fasteners have not been evaluated for use as cast -in-place anchors for compliance with the High -velocity Hurricane Zone provisions and this use is outside the scope of this evaluation report. For products falling under Florida Rule 9N-3, verification that the report holder's quality -assurance program is audited by a quality -assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued August 2016. 1CC-F.S F.vahuainn Reports are not to be construed as representing aesthetics or an.v other aurihutee not.cpeciiically arldreccerl, nor are they to he construed as an endorsement gfthe salyect nfthe report or it reconnnendation for its use. There is no warranty by ]CC Evaluation Service, LLC, erpress or implied, ur to any finding or other matter in this report, or ns to any product covered lar the report. ::N MI imiiain e,d-� Copyright © 2016 ICC.Evaluation Service, LLC. All rights reserved. Page 1 of 1