Loading...
HomeMy WebLinkAboutB15-0327BUILDING ENERGY ANALYSIS REPORT PROJECT: Jan Owen 1322 Centerville Road Chico, CA 95928 Project Designer: Lynn Smith 199 Sycamore Valley Road Chico, CA 95973 (530) 891-0585 Report Prepared by: Max Ramirez Golden Sun Designs 22189 Samson Ave. Corning, CA 96021 (530) 321-7242 BUTTE COUNTY FEB 1 3 2015 DEVELOPMENT SERVICES bU -t�3— , PLRnnr rr Al g p�Z BUTTE COUNTYDEAIENTES RVICE— g Job Number: REVIEWED FOR CODE PI--IA�ICE 122714 -Owen DAT ---__ 3`_ Date: 1/2/2015 / ' �- G 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. Energ Pro6.3b Ene Soft User Number. 5733 ID: 122714 -Owen TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 10 Form MF -1 R Mandatory Measures Summary 11 13UTTE COUNTY BUILDING -DIVISION APPROVED EnergyPro 6.3 by EnergySoft Job Number: ID: 122714 -Owen User Number: 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 12:16, Fri, Jan 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 122614-0wen (LS).xml CF1R-PRF-01 Page 1 of 7 GENERAL INFORMATION 01 Project Name Residential Building 02 Calculation Description Title 24 Analysis 03 This building incorporates one or more Special Features showrrbelovr 03 Project Location 1322 Centerville Road 04 A City Chico 05 Standards Version Compliance 2015 06 Zip code 95928 07 Compliance Manager Version BEMCmpMgr 2013-3 (651) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.3 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 270 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (FT2) 1000 15 Number of Zones 1 16 Slab Area (FT2) 0 17 Number of Stories 1 18 Addition Cond. Floor Area N/A' 19 Natural Gas Available No 20 Addition Slab Area (FT2) N/A 21 Glazing Percentage (%) 24.3% COMPLIANCE RESULTS -r7 01 Building Complies with Computeer_.�Performance 02 This building incorporates features that require field testing and/or,'veiificatioo by a certified -HER$ rater under the supervision of a CECapproved HERS provider. 03 This building incorporates one or more Special Features showrrbelovr ENERGY USE SUMMARY 04 05 06 07 08 Energy Use Standard (kTDV/ft) Design Proposed Design Compliance Margin Percent Improvement Space Heating 51.38 48.35 3.03 5.9% Space Cooling 67.88 89.20 -21.32 -31.4% IAQ Ventilation 1.16 1.16 0.00 0.0% Water Heating 56.99 33.55 23.44 41.1% Photovoltaic Offset — 0.00 0.00 — Compliance Energy Total 177.41 172.26 5.15 2.9% BUTTE COUNTY BUILDING -DIVISION APO 'VE® Registration Number: 215-N0000307A-000000000-0000 Registration Date/Time: 2015-01-02 13:42:14 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 HERS Provider: CaICERTS inc. Report Generated at: 2015-01-02 12:17:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DatelTime: 12:16, Fri, Jan 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 122614 -Owen (LS).xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Ducts with high level of insulation CF1 R -PRF -01 Page 2 of 7 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: - IAQ mechanical ventilation Cooling System Verifications: Fan Efficacy Watts/CFM HVAC Distribution System Verifications: - Duct Sealing Domestic Hot Water System Verifications: - — None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components includedinthe perfor�ncce com� nncee approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by"",Title 24;'F'art• 6 (such as;dom'estic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. A /f,//Reference Energy Use'' Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2)• �r'� `�"' X258 11"'x- ' 'E�* " ` 252.96_ 5.15 2.0% " includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (sft) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 1000 1 1 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 System 1000 8 DHW Sys 1 BUTTE COUNTY BUILDING f)WISION APPR0v Registration Number: 215-N0000307A-000000000-0000 "Reg ration Date/Time: 2015-01-02 13:42:14 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 HERS Provider: CaICERTS inc. Report Generated at: 2015-01-02 12:17:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building - Calculation Date/Time: 12:16, Fri, Jan 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 122614 -Owen (LS).xml CF1R-PRF-01 Page 3 of 7 OPAQUE SURFACES 01 02 ; . 03 !!, '1! /104 \05 ?r��06/�� ,� 07 08 09 10 #�, Name Type Surface (Orientation -Azimuth) 01 02 03 04 06 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window Area (ft) Tilt(deg) Front Wall Zone 1 R-19 Wall 270 Front 352 36 90 Left Wall Zone 1 R-19 Wall 0 Left 280 21 90 Rear Wail Zone 1 R-19 Wall 90 Back 352 140 90 Right Wall Zone 1 R-19 Wall 180 Right 280 46 90 Roof Zone 1 R-38 Roof Attic 1000 Raised Floor Zone 1 R-19 Floor Crawlspace 1000 ATTIC 01 02 03 04 05 06 07 Name Construction Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Attic Roof Cons 6 0.1 0.85 No No WINDOWS 01 02 ; . 03 !!, '1! /104 \05 ?r��06/�� ,� 07 08 09 10 #�, Name Type Surface (Orientation -Azimuth) Width(ft) Height/ �U 13�Lk'o (ft) Multiplier Area (ftZ) U -factor SHGC Exterior Shading Window Window Front Wall (Front -270) — -- 1 36.0 0.32 0.32 Insect Screen (default) Window 2 Window Left Wall (Left -0) — — 1 1 21.0 0.32 0.32 Insect Screen (default) Window 3 Window Rear Wall (Back -90) — — 1 140.0 0.32 0.32 Insect Screen (default) Window 4 Window Right Wall (Right -180) — — 1 46.0 0.32 0.32 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ftZ) U -factor Door Front Wall 37.7 0.50 B1,c77S (•©U�r BUILDINGAPPR ®'VISION OVER Registration Number: 215-N0000307A-0000011000-0000 Registration Date/Time: 2015-01-02 13:42:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-10172014-651 Report Generated at: 2015-01-02 12:17:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 12:16, Fri, Jan 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 122614 -Owen (LS).xml CFI R -PRF -01 Page 4 of 7 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 Construction Name Surface Type Construction Type Framing Total Cavity R -value Assembly Layers Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value 2x4 Top Chord of DHW Heater 1 Cavity/ Frame: no insul. /2x4 Top Chrd Small Instantaneous 0 0.84 Roof Truss @ 24 in. 0 Roof Deck: Wood Siding/sheathing/decking Attic Roof Cons Attic Roofs Wood Framed Ceiling O.C. none Roofing: Light Roof (Asphalt Shingle) • Floor Surface: Carpeted • Floor Deck: Wood Siding/sheathing/decking R-19 Floor Crawispace Floors Over Crawlspace Wood Framed Floor 2x6 @ 16 in. O.C. R 19 Cavity/Frame: R-19 /2x6 • Inside Finish: Gypsum Board • Cavity/Frame: R -19/2x6 R-19 Wall Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 19 Exterior Finish: Wood Siding/sheathing/decking • Inside Finish: Gypsum Board I Cavity/Frame: R-9.1 /2x4 R-38 Roof Attic Ceilings (below attic), `'-.,Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 Over Floor Joists: R-28.9 insul. BUILDING ENVELOPE - HERS VERIFICATION ` 01 d?e•"7 �r ./�'-+�y-,C-02a'Cy ..`T i"°S�'""i 03 04 Quality Insulation Installation QII `uiir Leakage F. ' ACH @ 50 Pa Not Re wired d // }j qq t' Not Required (" ,` ,V'4 t Required — q /J Jf ..{. I R WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 DHW Standard DHW Heater 1 1 z .0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Propane Small Instantaneous 0 0.84 185000-Btu/hr 0 0 BUTTE COUNTY BUILDING DIVISION APPROVE® Registration Number: 215-N0000307A-000000000-0000 Registration Date/Time: 2015-01-02 13:42:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 Report Generated at: 2015-01-02 12:17:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 12:16, Fri, Jan 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 122614 -Owen (LS).xml CF1 R -PRF -01 Page 5 of 7 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 N/A N/A N/A N/A N/A N/A HVAC SYSTEMS 01 02 03 04 05 06 07 Name System Type Heating System Name Ducted Cooling System Name Ducted Distribution System Fan System Floor Area Served HVAC Systeml Other Heat/Cool Heating Component 1 Yes Cooling Component 1 Yes Air Distribution System 1 14 1000 HVAC - HEATING SYSTEMS 01 02 03 Name .,w�,-1 �TYPe,_.,,,.; Efficiency Heating Componen� 1 j CntrlFumace�t Fuekfired central fiimace 80 AFUE ,i ��((A��13 JJ err �r HVAC - COOLING SYSTEMS �.;/�C 1 ! +f., ! �._.,.=�i. _ i� J _ _1 �, 76'yxi&. . 01 02 03 04 06 06 07 Name Verified Airflow Efficiency Verified EER Multi -speed Verified Refrigerant Charge Name System Type EER SEER Zonally Controlled Compressor HERS Verification Component 1 Cooling p PkgAirCond - Central packaged A/C 11 14 No No Cooling Component 1 -hers -cool system (< 65 kBtuh) HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Not Required Not Required Not Required BUTTE COUNTY APPROVED Registration Number: 215-N0000307A-000000000-0000 Registration Date/Time: 2015-01-02 13:42:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 Report Generated at: 2015-03-02 12:17:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 12:16, Fri, Jan 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 122614 -Owen (LS).xml CFI R -PRF -01 Page 6 of 7 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 Name Type Duct Leakage Insulation R -value Supply Duct Location Return Duct Bypass Duct HERS Verification Air Distribution System 1 Ducts located in attic Sealed and tested 8 Attic Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 Name Duct Leakage IAQ Watts/CFM IAQ Fan Type Verified Duct Design Low -leakage Name Verification Duct Leakage Target (%) Verified Duct Location Return Supply Air Handler Air Distribution System Required 6.0 Not Required Not Required Not Required — 1 -hers -dist HVAC -FAN SYSTEMS 01 1 7 �. "* 7 !,�02--q ,- : 03 04 NameType# t 1 L �4 Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 A �'�� Single Speed PSC'Furnacefen ! ,#X0:58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name VerifiedFanWatt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Name IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification DwellingUnit 25 0.25 Default 0 Required BUTTE COUNTY SUILDING.DIVISION APPROVED Registration Number: 215-N0000307A-000000000-0000 Registration Date/Time: 2015-01-02 13:42:14 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 HERS Provider: CaICERTS inc. Report Generated at: 2015-01-02 12:17:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 12:16, Fri, Jan 02, 2015 Calculation Description: Title 24 Analysis Input File Name: 122614 -Owen (LS).xml CF1 R -PRF -01 Page 7 of 7 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/ax cRainirez Company: Signature Date: Golden Sun Designs 2015-01-02 12:33:32 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave NA City/State/Zip: Phone: Corning, CA 96021 (530) 321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 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 des gn features identified on_this Certificate of -Compliance -are -consistent -with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted-to16 enforcementagency for approval w°th this building permit application. Responsible Designer Name: ( /�� r ` Responsible Designer Signature: - Lynn Smith_Jjtf/1�°, Company: Date Signed: LYNN SMITH DRAFTING 2015-01-02 13:42:14 Address: License: 199 Sycamore Valley Road NA City/State/Zip: Phone: Chico, CA 95973 (530) 891-0585 BUTTE COUNTY BUILDING IWISION APPROVED Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 215•NO000307A-000000000-0000 Registration Date/Time: 2015-01-02 13:42:14 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-10172014-651 Report Generated at: 2015-01-02 12:17:10 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Jan Owen Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1/2/2015 Project Address 1322 Centerville Road Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 1,000 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi (ft) Special Features Status Floor Wood Framed w/Crawl Space R 19 1,000 New Wall Wood Framed R 19 983 New Door Opaque Door - no insulation 38 New Roof Wood Framed Attic R 38 1,000 New FENESTRATION I Total Area: 2431 Glazing Percentage: 24.3%1 New/Altered Average U -Factor: 0.32 Orientation Area(ft2) U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (Kq 36.0 0.320 0.32 none none Bug Screen New Leff (N) 21.0 0.320 0.32 none none Bug Screen New Rear (E) 140.0 0.320 0.32 none none Bug Screen New Right (S) 46.0 0.320 0.32 none none Bug Screen New 40. HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Packaged Air Condition 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Small Instantaneous Gas 0 0.84 Standard New Ener Pro 6.3 by Ene Sok User Number: 5733 Run Code: 2015-01-02712:17:22 ID: 122714 -Owen Pae 10 of 13 MANDATORY MEASURES SUMMARY: Residential (Page 1 of 3 MFA R Project Name Date Jan Owen 111212015 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 110.6(a)l: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §110.6(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of 10-111 (a). 110.7: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 110.8(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -2R Form. §110.8(1): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §110.8(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§1 50.0 a : Minimum R-30 R-19 for Alterations insulation in wood -frame ceiling orequivalent U -factor. 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50.0 c : Minimum R-13 insulation in 2x4 wood -frame wall R-19 in 2x6 orequivalent U -factor. *§1 50.0 d : Minimum R-19 insulation in raised wood -frame floor orequivalent U -factor. 150.0 : Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF -1 R Form. §150.0(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150.0(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0 erre/inch and shall be protected from physical damage and UV light deterioration. §150.0(q) Fenestration Products. Fenestration separating conditioned space from unconditioned space or outdoors shale etOle requirements of either Item 1 or 2 below: e 1. Fenestration, including skylight products, must have a maximum U -factor of 0.58. J �5 Q 2. The U fenestration, weighted average -factor of all including skylight products, shall not exceed 0.58. ���do EXCEPTION to Section 150.0(q)1: Up to 10 square feet of fenestration area or 0.5 percent of the Conditior�e�FI�QA�chever is reater, is exempt from the maximum U -factor requirement. ��OO _ \,, t� §150.0(r) Solar Ready Buildings. Shall meet the requirements of Section 110.10 applicable to the building Ole Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150.0 a 1A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(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 with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §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 by the Energy Commission. §110.3(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §110.3(c)5. §110.5: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. §150.0(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. §150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 11 0.2 c . §150.06)1A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.00)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. EnergyPro 6.3 by EnergySoft User Number: 5733 /D: 122714 -Owen Page 11 of 13 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 WAR Project Name Date Jan Owen 111212015 §150.00)2A: All domestic hot water system piping conditions listed below, whether buried or unburied, must be insulated per TABLE 120.3-A. i. The first 5 feet (1.5 meters) of hot and cold water pipes from the storage tank. ii. All piping with a nominal diameter of 3/4 inch (19 millimeter) or larger. iii. All piping associated with a domestic hot water recirculation system regardless of the pipe diameter. iv. Piping from the heating source to storage tank or between tanks. v. Piping buried below grade. vi. All hot water pipes from the heating source to the kitchen fixtures. §150.00)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 120.3-A. 150.0 3A: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. §150.00)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. §150.0(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6 or enclosed entirely in conditioned space. Openings shall be sealed 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 reater than 1/4 inch the combination of mastic and either mesh or tape shall be used §150.0(m)1: 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. §150.0(m)2D: Joints 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. 150.0(m)7: Exhaust fans stems have back draft or automatic dampers. §150.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150.0(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. §150.0(m)10: Flexible ducts cannot have porous inner cores. §150.0(n)1: Systems using gas or propane water heaters, whether tank or on -demand, to serve individual d'nc � s shall include all the following components : V `` A. A 120V electrical receptacle that is within 3 feet from the water heater and accessible to the wate,k9�Ba"�r�nih_r�structions; B. A Category III or IV vent, or a Type B vent with straight pipe between the outside terminati( a tV! cWRre the water heater is installed; �J?;-qa�11`ows C. A condensate drain that is no more than 2 inches higher than the base of the installed water Fy draining natural without pump assist, D. A gas supply line with a capacity of at least 200,000 Btu/hr. §150.0(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §110.4(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 110.4(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150.0 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150.0 Residential Lighting Measures: §150.0(k)1A: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with Section 150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. 150.0 k 1 C: The wattage of permanently installed luminaires shall be determined asspecified by §130.0(c). 150.0 k 1 D: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency - 20 kHz. §150.0(k)1 E: Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no more than five watts of power per luminaire or exhaust fan as determined in accordance with Section 130.0(c). Night lights shall not be required to be controlled by vacancy sensors. EnergyPro 6.3 by EnergySoft User Number: 5733 ID: 122714 -Owen Page 12 of 13 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF -1 R Project Name Date Jan Owen 111212015 150.0 k 1 F: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150.0(k). 150.0(k)2: All switching devices and controls shall meet the requirements of §150.0(k)2. §150.0(k)3: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50 percent high efficacy requirement when all lighting in the kitchen is controlled in accordance with the applicable provisions in Section 150.0(k)2, and is also controlled by vacancy sensors or dimmers. §150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150.0(k)5: Lighting installed in bathrooms shall meet the following requirements: A. A minimum of one high efficacy luminaire shall be installed in each bathroom; and B. All other liqhting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. §150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. §150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. EXCEPTION 1: Luminaires in closets less than 70 square feet. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site. §150.0(k)8: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150.0(k)9A: 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 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 iii. Controlled by one of the following methods: 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 Section 110.9; meets the Installation Certification requirements in Section 130.4; meets the requirements for an EMCS in Section 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. §150.0(k)9A: For low-rise multi -family 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 following requirements: i. Shall comply with Section 150.0(k)9A; or ii. Shall comply with the applicable requirements in Sections 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. §150.0(k)9: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by Section 150.0(k)9B or Section 150.0(k)9D shall comply with the applicable requirements in Sections 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 Sections 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. §150.0(k)10: Internally illuminated address signs shall comply with Section 140.8; OR not contain a screw -base socket, and consume no more than five watts of power as determined according to §130.0(d). §150.0(k)11: Lighting for residential parking garages for eight or more \V\cJ\ vehicles shall comply with the applicable requirements for nonresidential garages in Sections 110. Nib 130.4, 140.6, and 141.0. §150.0(k)12A. In a low-rise multi -family residential building where the total interior common area in a si��99,l r quals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building shalfd high efficacy luminaires or controlled by an occupant sensor. §150.0(k)12B. In a low-rise multi -family 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: i. Comply with the applicable requirements in Sections 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. EnergyPro 6.3 by EnergySoff User Number: 5733 /D: 122714 -Owen Page 13 of 13 LYNN SMITH RESIDENTIAL DRAFTING 199 Sycamore Valley Road Chico, California 95973 December 31, 2014 BUTTE COUNTY RE: TRUSS REVIEW FEB 1 3 2015 ' rt Owen / Hall Plan 1322 Centerville Road, Chico, CA 95928 DEVELOPMENT AP# 017-060-002 SERVICES Systems Plus Job # 1412-071 I �. 0 4-T To Whom It May Concern: I have reviewed the truss calculations by Systems Plus Lumber Company dated December 31, 2014 and have found that the trusses appear to be designed in accordance with the general design concept of the plans dated December 31, 2014. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, BUTTE COUNTY BUILDING DIVISION APPROVED LYNN SMITH • 4 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax BL PTE Trusses & Pre Manufactured Wall Panels COI NTY systplus@systplus.com www.systplus.com FEB 1 3 2015 INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124th Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * Nil MiTek& ICC ES Report ESR -1311& ESR 1988 SERVICES IAS CertFabrication Inspection No.anc with Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303.4/R802.10roof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES K NO [:1 mandard Trnss Detail Title Detail # = inclnrletl Gable End 85 Wind B 1 Gable End 110 Wind B ] A Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 Valley Fill Frames 4 ✓ Open Face Jacks 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at www.sbeindust .eom BCSI-B1 Summ Sheet at www.sbcindustry.com Systems Plus Job Number 1412-071 Date 12/31/2014 Revisions Customer Owen/Hall Project Location Chico, CA / 5-- 03Z 7 COUNTY DEVELOPMENT SERVICES S PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET, AND NOTE BCSI-B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES M � i• DROP TOP CHORD TRUSS MTI/SAC — "14 3/31/2004 PAGE 1 WITHOUT CONT. BEARING MITek Industries, Inc. RQ Western Division I TRUSS CRITERIA: LOADING: 16-14-0-10 (PSF) / 30-1.5-0-10 (PSF) DURATION. FACTOR: 1.25 1 1.15 SPACING: 24" O.C. 46 TOP CHORD PITCH-- 3-8/12 LENGTH OF O.H & 12" MIN PAST THE SCARF 1 1/2"X3 1/2" NOTCH @ 24" O.C. ALONG ADDED 2X LUMBER 4x4= j TOP CHORD" TIE PLATES (TYP.)BOTTOM CHORD l BOTTOM CHORD PITCH— 04/12 OP NOTE: (1). REF. TO INDIVIDUAL TRUSS DESIGN FOR LUMBER AND JT. PLATING INFO. (2). TIE PLATES FOR TOP CHORDS (M20) 2X4 @ 24" O.C. FOR 2X4 LUMBER 3X6' @ 24" O.C. FOR 2X6 LUMBER ® WARNING . Verify design paramitem and READ NOTES ON TPIIS AND INCLUDED MITER REFERENCS PAGE MR -7473 DSFORE USS. Design valid for use only vAlh Weir connectors. This design is based only upon parameters shovin. and is for an individual building component. Applicability of design poramenlers and proper incapbrallon of component is responslbilly of building designer . not truss designer. Bracing shown is for lateral supporl of indFriduol web members only. Addiliond temporary brodng to Insure stability during construction is the responsibility of the erecta. Additional permanent bracing of the overdB slruclurefs the responsbi01y of the building designer. forgeneral guidbnce regarding fabrication, quality corstrolstorage, delivery, erecllori and brocing, consul ANSI/TPII Quality Ciileriet, DS8•B9 and BCS11 Building Componenl Safety Infenrsaten ovolloble from Truss Plate Irsslilute. 583 D'Onofrio Drive, Modisbn, WI53719. APR 0 5 2013 fm weenoacic Lane o®® Suile 109 Ctuus Heights, CA, 9501 11Niteka DROP TOP CHORD TRUSS MII/SAC -13 WITH CONT: BEARING 3/31/2004 PAGE 1 TRUSS CRITERIA: . LOADING: 16-14-0-10 (PSF) /30-15-0-10 (PSF) DURATION FACTOR: 1.25/1.15 SPACING: 24" O.C: TOP CHORD.PITCH-- 3-8/12 LENGTH OF O.H NO NOTCH ALLOWED nn� .kms 46-; TIE PLATES (TYP.) 1 1/2"X3 1/2" NOTCH @ 24" O.C. ALONG ADDED 2X CUMBER i I r 4x4-- TOP x4= TOP BOTTOM CHORD BOTTOM CHORD PITCH— 0-4/12 NOTE: (1) REF. TO INDIVIDUAL TRUSS DESIGN FOR LUMBER AND JT. PLATING INFO. (2) TIE PLATES FOR TOP CHORDS (M20) 2X4 @ 24" O.C. FOR 2X4 LUMBER 3X6 @ 24" O.C. FOR 2X6 LUMBER IVAWONG - Vartfy destgn p—.U- and ILEA D NOTES ON MS AND rNCLUDED hTITEK BFYFRENCF. PAG); IM. 74 73 BEFORE us& Design valid for use only with MTet connectors. this design is based only upon parameters shown, and is fol on Iudvid0albuilding'camponent. Appilcability, of design. poramenlers and proper incorporoit, of component h responsibility of building designer- not truss designer. &acing. shown Is far lateral support of Individual web members ony. Additional lemporory bracing to imute stability during construction is the responsibil6ly of the erector. Additional permanent bracing of the overall structure Is the responsbIlly of the building designer. For genefot guidance regarding fabrication; qualify control. storage, deNery, ereclion and bracing consul] ANSI/TPll quality Criteria. DSS -89 and 6CSII Building Component' Safety Information ova9able Irons Truss Plate institute- 583 D'Onorrio Drive. Madison, WI 53719. ' . MIT.ek Industries, Inc. Western Division 01146433 EXP. 3-31-15 �i CIVIL 14Z Op APR 0 5 2013 J 7777 Greenback Lane - �® Suite 109 Cillos Helgmts, CA, 9561 201 k • FEBRUARY 14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEYI 00 . Moll O 00 0 00 D=a MiTek USA, Inc., RIDGE BOARD ( SEE NOTE #6) MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS USS TYPICAL (24" O.C.) GABLE END, COMMON TRUSS 1''LHIV JCIr 1 IVIV TRUSS MUST y NOTE: GENERAL SPECIFICATIONS 48" O.C. MAXIMUM POST SPACING \. I TOP CHORD OF SUPPORTING (BASE) TRUSSES. i 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5'X.131") NAILS. • \i FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5- X .131") TOE -NAILS. MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS USS TYPICAL (24" O.C.) GABLE END, COMMON TRUSS 1''LHIV JCIr 1 IVIV TRUSS MUST BE SHEATHED NOTE: GENERAL SPECIFICATIONS 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5'X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 ")NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5- X .131") TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131") TOE -NAILS. 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3"X.'131") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131--) NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. co CD W w SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE., BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-BI SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (Mll/SAC51 & Mil/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. 99V December 31,2014 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. I MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Re: 1412-071 Fax 9161676-1909 . Owen, Jan' The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R43521725 thru R43521742 My license renewal date for the state of California is December 31, 2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OQ�OFESS/ON� N10 yF�F�c CO ?'� y 76428 z m o ;0 EXR 12/31/2014 ti * 99V December 31,2014 Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. I Job Truss Truss Type Qty Ply Owen, Jan LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD 843521725 1412.071 A01 Scissor Supported Gable i 1 Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing ob e ce o lions ararcmorwa wmocrs w, nrvvcnavrv, s,�..__-___,____......._.....___...__,..._.--______.._.__.____.. _a_- ID: WgJjcS5hgU0Mq_u18XvG_sy31Xm-9CKkswagimsY2KIwKQ4500y8ixbMvNAwghgxJFy3SLY 2-5-8 6-7-1011-0-0 15-7-1 20-0-0 2-5-8 4-2-3 4-4-6 4-7-1 4-4-15 ' TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 3x4 I I 3x10 II 3x10 II E F 4x8 = 3.00 12 , Scale= 1:43.0 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL . 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TPI2007 CSI. TC 0.13 BC 0.04 WB 0.13 (Matrix -M) DEFL. in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) 0.00 (loc) Udefl Ud S -T >999 240 S -T >999 180 1 n/a n/a PLATES GRIP MT20 220/195 Weight: 137 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installation uide. REACTIONS. All bearings 18-0-0. (lb) - Max Horz T=90(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) T, O, 1 except P=-153(LC 8), N=-164(LC 9) Max Grav All reactions 250 Ib or less at joint(s) O, I, J. K, L, M, S, R, Q except T=432(LC 19), T=408(LC 1), P=408(LC 1), N=440(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS B -T=258/117, C -T=262/30, G•N=309/191, F -N=259/88 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Qq�QF ESS/0 fit between the bottom chord and any other members. �CI) T NI0 8) A plate rating reduction of 20% has been applied for the green lumber members. ` Q 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) T, O, 1 except (it --lb) P=153, N=164. co _Cti 2 2 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1.W 76428 Z T 11) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. UJ M 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q � EXP. 1213112014 m LOAD CASE(S) Standard * J'I/A * / s� civic December 31,2014 A WARNING -Verity design parametfrs and READ NOTES ON THIS AND INC UDE0 MITEK REFEAEACE PAGE MU -7413 rev. 1/29/2014 BUOREUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown B far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the WOWerector. Additional pennonent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPI1 Quality Crtteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 If Southern: Pim(SP) lumber is specified, the daiMn values are those effective 06/01/2013 byAfSC Jbb Truss Truss Type Qty Ply Owen, Jan 1.15 TC 0.61 TCDL 10.0 Lumber DOL 1.15 ' 843521728 1412-071 A02 Scissor 14 1 Code IBC2012ITPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No. 1&Btr G Job eters ce o tuna bCb l CMb YLUb LUMULK UU, ANUCKb N. UA r...0 s —P ca .... Muex iwusmes, mc. vveo uec - II—- N` rage i ID: WgJjcS5hgUOMq_ul8XvG_sy3IXm-dPu63GaSd4_PgUt6u7bKwEVBrLgwej03vLZVshy3SLX 2186-5-2 11-0.0 15-8-11 20-0-0 2-5-8 3-11-11 41114 4-8-11 4-3-5 Scale = 1:37.6. 4x4 = D 3X4 — 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.61 TCDL 10.0 Lumber DOL 1.15 BC 0.46 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 BCDL 10.0 Code IBC2012ITPI2007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No. 1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G *Except* Wt: 2x6 DF No.1 G DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.16 G -H >999 240 MT20 .220/195 Vert(TL) -0.49 G -H >428 180 Horz(TL) 0.08 G n/a n/a Weight: 93 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. Kestc I IUNb. (Ib/size) 1=905/0-5-8 (min. 0-1-8), G=682/0-5-8 (min. 0.1-8) Max Horz 1=96(LC 7) Max Uplift 1=101(1_C 8), 13=70(1_C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C -D=-1061/81, D -E=1064/98 BOT CHORD H -I=-170/891, G- 1-1=1142/998 WEBS C -I=-1205/175, D -H=0/620, E -G=1067/183 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)" FThis truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4).�This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G except at=lb) 1=101_ 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard OQROFESS 0/ONS lN10 LU 76428 Z'rn O � L*V— i.1 2i*i OF� December 31,2014 ® WARMNG -Verify design yarameten and READ WIES ON THISAND IN LUDED KMK REFEROYM PAGE XH-7473 rev. 1/29/2014 090EUSE Design valid far use only with Mgek connectors. This design is based only upon poramefers shown, and is far an individual building component. �• Applicability of deign parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability, during construction is the responsbllty of the erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. For general guidance regarding WOW fabrication. quality control, storage, delivery. erection and bracing, consult ANSI/TPII Qualify Criteria, DSB-89 and SCSI Bundling Component 7777 Greenback Lane, Suite 109 Safely Information available from Tens Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 IfSouthem Pine(SP) tumber isspecified, thedeign vafuesare"} effective06/01/2013by ALSO Job Truss Truss Type Qly Ply Owen TCDL 10.0 Lumber DOL 1.15 BC 0.51 -BCLL 0:0 ' Rep Stress Incr NO 844272364 -1412-071 A02A Scissor 1 I1 TOP CHORD 2x4 DF No.1 &Btr G 6) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity BOT CHORD 2x4 DF No.1 &Btr G of bearing surface. WEBS 2x4 DF Stud/Std G *Except* 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) G except (jt=1b) 1=114. Job Reference Loptional ,'-, SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc. Thu Apr 16 10:02:09 2015 Page 1 ID: WgJjcS5hgUOMq_ul8XvG_sy31Xm-oHrz2 V mpW IrsErw7cKjSbxW IClukjXiQ?aFcjzQ81i 2_ -66-5 2 11-0.0 I 1$ 8-11 2�0=0 2-5-8 3-11-11 4-6.14 4-8-11 4-3-5 4x4 = I narl nnnliat- Scale = 1:37.6 3x4 = I s.uu hz G 5x8 = 3x6 ,,LOADING (psi) SPACING- 2-0-0 CSI. '-TCLL 20.0 Plate Grip DOL 1.15 TC 0.67 TCDL 10.0 Lumber DOL 1.15 BC 0.51 -BCLL 0:0 ' Rep Stress Incr NO WB 0.67 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) 'LUMBER - 5) A plate rating reduction of 20% has been applied for the green lumber members. TOP CHORD 2x4 DF No.1 &Btr G 6) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity BOT CHORD 2x4 DF No.1 &Btr G of bearing surface. WEBS 2x4 DF Stud/Std G *Except* 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) G except (jt=1b) 1=114. B -I: 2x6 DF No.1 G 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "Semi-rigid REACTIONS. (Ib/size) 1=984/0-5-8 (min. 0-1-8), G=704/0-5-8 (min. 0-1-8) Max Harz 1=96(LC 7) Max Uplift l=-1 14(LC 8), G=-74(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD C -D=-1126/92, D -E=-1129/109 BOT CHORD H -I=-192/1027, G -H=-149/1040 DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.16 G -H >999 240 MT20 220/195 Vert(TL) -0.49 G -H >424 180 Horz(TL) 0.09 G n/a n/a Weight: 93 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. WEBS C -I=-1372/202, D -H=-4/676, E -G=-1117/191 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev. 02/1&2015 BEFORE USE. NOTES- (12) Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 1) Unbalanced roof live loads have been considered for this design. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS is for lateral support of Individual web members only. Additional temporary bracing to Insure stoblity during construction is the responsibility of the Additional permanent bracing of the overall structure is the the building For (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 responsibility of designer. general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdtedo, DSB-89 and SCSI Building Component .3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) G except (jt=1b) 1=114. koFESS/o�9 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. "Semi-rigid COQ Q QAUL RSL 9) pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 106 Ib down and 17 Ib up at 6-6-0 on top chord. The design/selection device(s) is the of such connection responsibility of others. / GC O C Ay m. li V V U V't 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. M EXP. 09130f201.6 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-60, D -F=-60, I -J=-20, H-1=-20, G -H=-20 IV , \P, OF' CAS-�Fp ADN 16,20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev. 02/1&2015 BEFORE USE. Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stoblity during construction is the responsibility of the Additional permanent bracing of the overall structure is the the building For WOW responsibility of designer. general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdtedo, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 I lrus-Heights,CA9561 tJbb — -- -- - :Truss - Truss Type 71y OwenR44272364 i 1412-071A02A Scissori1 Job Reference Loptional) J SYSTEMS PLUS LUMBER CO.' ANDERSON. CA - 7.620 s Mar 27 2015 MTek Industries, Inc. Thu Apr 16 10:02:09 2015 Page 2 ID: WgJjcS5hgUOMq_ul8XvG_sy31Xm-oHrz2VimpWlrsErw7cKjSbxW IClukjXiQ?aFcjzQBti ,LOAD CASE(S) Standard ConcenlratediLoads, (Iti)i r • a 1 . r • a WARNING -Ver! design IY g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7d77 rev. O1H6/PO15 BEFORE USE. . Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of of design parameters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability dutfng construction is the responsibillity of the • erector. Additional permanent bracing of the is the the MIT®k• overall structure responsibility of building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Crlterlo. DSB-89 and BCSI Building Component • Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandra, VA 22314. 7777 Greenback Lane Suite 109 Citruslleigtus. CA -S%1 Job Truss Truss Type Cty ply Owen, Jan ., TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 R43521727 1412-071 A03 Scissor 7 1 BC 0.42 Vert(TL) -0.42 H -I >485 180 BCLL 0.0 ' Rep Stress Incr ob efere ce o do al aTb E cma MLUMUtK w, nrvucr<avrv, cH " 2.5-8 3-11-11 4514 anV w to Er mi E'' muusmea, Enc. v rays ID:WgJjcS5hgU0Mq_u18XvG sy31Xm-ZnOsUycj9hE6vn1V?Ydo?faeY8X26eAMNf2cway3SLV 15513 19-6-8 22-0-0 4514 3.11.11 2.5.8 Scale = 1:40.5 J 3.00 112 H 3x4 _ 3x4 = 5x6 = - 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.14 H -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.42 Vert(TL) -0.42 H -I >485 180 BCLL 0.0 ' Rep Stress Incr YES WE 0.56 Horz(TL) 0.07 H n/a n/a BCDL 10.0 Code IBC2012rTP12007 (Matrix -M) Weight: 99 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G *Except* MTek recommends that Stabilizers and required cross bracing W1: 2x6 DF No.1 G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) J=880/0-5-8 (min. 0-1-8), H=880/0-5-8 (min. 0-1-8) Max Horz J=89(LC 8) Max Uplift J=101(LC 8), H=101(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -D=-987/80, D -E=987/97 BOT CHORD I -J=168/845, H -I=-52/845 WEBS D-1=0/557, E -H=1146/125, C -J=-1146/174 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) J=101, H=101. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Q�OF ESS/pN TN10 q� LU 76428 v rn rn EXR 12/31/2014 OF� ` December 31,2014 ® WARNING -Verify design parameters and READ NO TES ON THIS AND IND.WED M77Eif RFFBVJKE PAGE X71.7473 reit 1/19/101809MWE Design valid far use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbBOty of the MiTek" erector. Additional permanent bracing of the overall structure is the responsibility of the balding designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 "Southern pine (SP) lumber is specifie4 the desiV values are those effective 06/02/2013 bV AUC Job Truss Truss Type Qty Ply my �+ 19-6.8 29.0-0 2222 0 2-0-0_0.5_8 iOOwen R44272366 7412-071 + A03A Scissor 3 1 8-6-8 0 5-B 2¢0 ;,LOADING (psi) SPACING- Job Reference Co lional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MTek Industries, Inc. Thu Apr 16 10:02:11 2015 Page 1 ID: WgJjcS5hgUOMq_ul8XvG_sy31Xm-IfzjTBj 1 L8YZ5X_JFI MBX00_t?_xCdV_uJ3MgbzQ8tg 2_5-8 �. 6-5-2 i 11-0-0 1$-6.13 } 1 - I 2.5-8 - 3-11-11 4-6-14 4-6-14 3-11-11 2-5-8 A o� 4x4 = Load applied Scale = 1:4015 J 3.00 12. , H 3x4 = 3x4 = 5x8 = 5x8 = l 2-0-0 2+5-8 11-0-0l Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for an individual building component. my �+ 19-6.8 29.0-0 2222 0 2-0-0_0.5_8 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional bracing the is the B-6-8 Welk'1 permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 8-6-8 0 5-B 2¢0 ;,LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP - TCLL 20.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.14 H-1 >999 240 MT20 220/195 ,TCDL 10.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.43 H-1 >480 180 -_BCLL 0.0 ' Rep Stress Incr NO WB 0.64 Horz(TL) 0.08 H n/a n/a * BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 99 Ib FT = 20% LUMBER - `TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No:18Btr G WEBS 2x4 OF Stud/Std G *Except* , F-H,B-J: 2x6 OF No.1 G REACTIONS. (Ib/size) J=957/0-5-8 (min. 0-1-8), H=903/0-5-8 (min. 0-1-8) Max Harz J=89(LC 8) Max UpliftJ=-113(LC 8), H=-104(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C -D=-1050/91, D -E=-1050/108 BOT CHORD I -J=-191/981, H -I=-59/884 WEBS D -I=-3/612, E -H=-1196/134, C -J=-1312/202 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ,NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) J=113, H=104. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100 lb down and 17 Ib up at 6-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face,of the truss are noted as front (F) or back (B). 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -D=-60, D -G=-60, J -K=-20, I -J=-20, H-1=-20, H -N=-20 Colicentrated'11 dads (Ili Vert:<C="100 F. 1 C 668:64 Ti C a *,F,XP:;09%3U1201:6 *.. April 16,20 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev. O7H62015 BEFORE USE. Design valid for use only with M-rek connectors. This design is based only upon parameters shown, and is for an individual building component. my �+ Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown l is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional bracing the is the Welk'1 permanent of overall structure responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. _ 1 7777 Greenback Lane Suite 109 CitruS.Helgh1s,-CA-9561 Job Truss Truss Type.Qty CSI. Ply Owen, Jan 1.15 TC 0.06 TCDL 10.0 Lumber DOL 1.15 843521728 1412-071 A04 Scissor Supported Gable1 WB 0.14 1 Code IBC2012ITP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.t&Btr G Job Reference oroa SYSTEMS PLUS LUMBER CO, ANDERSON, CA - 7.800 s Sep 23 2014 MiTek Industries, Inc. Wed Dec 31 10:02:08 2014 Page 1 ID:WgJjcS5hgUOMq_ul8XvG sy31Xm-WA7dveezhlUg95Au7zfG44g00yleadFfgzXi7Sy3SLT r 2-5.8 I (x8-12 11-0.0 15.4-5_ 19�(r8 220 2-5-8 43-0 4-3-0 — - 4-4-6 42-2 2-5-8 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. M 3 A 0 3x4 11 3x10 II 3x10 II E F 48 = T 3.00 12 J 48 = 10x14 = 10x14 Scale= 1:45.5 0 N 0 11 1968 22-M 2-0-0 5- 868 868 5- 2.0.0 Plate Offsets (X,Y)— [A:0-4-0,0-2-1], [G:0-1-7,0-0-15], [I:0-4-0,0-2-1], [J:1 -0-0,D-2-4], [T:1-0-0,0-2-4], [U:0-2-0,0-0-8), [V:0 -2-0,0-D-8], [Y:0-1-10,0-1-0], [AB:0-2-0,0-0-8], [AC:D-2-0 0.0.81 [AF:0-1-10.0-1-01 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 TCDL 10.0 Lumber DOL 1.15 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 BCDL 10.0 Code IBC2012ITP12007 (Matrix -M) LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud/Std G *Except* W1: 2x6 DF No.1 G OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 18-0-0 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 J -K >999 240 MT20 220/195 Vert(TL) -0.00 S -T >999 180 Horz(TL) 0.00 N n/a n/a Weight: 148 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide, (lb) - Max Horz T=86(LC 8) MaxUplift All uplift 100 Ib or less at joint(s) T, 0 except J=119(1_C 9), N=1311(LC 9), P=152(LC 8) Max Grav All reactions 250 Ib or less at joints) 0, K, L, M, S, R, Q except T=429(LC 19), J=429(LC 20), J=405(LC 1), N=421(LC 1), P=416(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD C -D=-40/251, F -G=21/253 WEBS G -J=-270/70, H -J=-260/120, C -T=265/35, B -T=264/121, F -N=256/65 ' NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuf=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 NIT20 unless otherwise indicated. 5) Gable studs spaced at 1-40 oc. 6) This truss ha's been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) T, 0 except lit=1b) J=119, N=131, P=152. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 0 0FESS/0N 10 Uj 76425 z m v � EXP. 12/31/2014 ^7 93 December 31,2014 ® WARNING -Verify desiga parameers and READ N07ESON 7WSAND 1NCLUDED 917EK REFEREIKE GAGE 911.7413 rex 1/19/10j4 BBOREUSE Design valid for use cnty with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown NNW B be far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respombOBty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For A" general guidance regarding NYl fabrication, quality control, storage. delivery, erection and bracing, consult ANSf/TPII quality Criteria, DSB-89 and SCSI BuOding Component 7777 Greenback Lane, Suite 109 Safely Informa8on available from Tn ss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern pine (W):tumber 13 specified, the deSigrl values are those effettrve 06/01/2013 by AL5C Job Truss Truss Type Qty Ply Owen, Jan LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud 843521729 1412-071 B01 Common Supported Gable 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(TL) n/a n/a 999 Jo eee ce o t'o a 9-3-0 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. m A a a.p-- r n mrr ex in. u.1........ ­u.car ru:ucu.cura rag.. ID:WgJjcS5hgUOMq_ul8XvG sy31Xm_Mh?7 ebSochmFl4ggAVdHC1PMS_J6io3dHGXvy3SLS 1880 9.3-0 3x4 II 3x5 5' B a 4x8 11 4x8 I I P O N M L K J I H G F E D 3x4 = 3x4 = 3x4 = Scale = 1:37.3 f$ 2-0-0 1880 2-0.0 1680 Plate Offsets (X,Y)— fA:0-3-8.Edge1, fA:0-2-8.Edgel, [C:0-3-8.Edgel, FC:0-2-8,Edgel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(TL) n/a n/a 999 (� 7642$ y m BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 D n/a n/a EXP. 12/31/2014 BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Weight: 119 Ib FT = 20% LUMBER- BRACING. OFCA1.\ TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installationguide, REACTIONS. All bearings 14-&-0. (lb) - Max Horz P=72(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) G, H, N, M except D=284(LC 9), E=-632(LC 1), P=-284(LC 8), 0=-632(LC 1) Max Grav All reactions 250 Ib or less atjoint(s) K, J, E, G, H, I, 0, N, M, L except D=1141(LC 1), P=1141(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-554/184, B -C=554/184 BOT CHORD A -P=-92/383, O -P=92/383, N-0=92/383, M -N=92/383, L -M=92/383, K -L=92/383, J -K=-92/383, I -J=92/383, H-1=92/383, G -H=92/383, F -G=92/383, E -F=92/383, D -E=-92/383, C -D=92/383 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIIrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1oc. 6) This truss has been designed fora 10.0 psi bottom chord live load ngnconcurtenl with any other live loads. �OQRQFESS/�N� TNI Q Q 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will2C ` ` '7 fit Gj ) between the bottom chord and any other members, with BCDL = 10.Opsf. eij I� 8) A plate rating reduction of 20% has been applied for the green lumber members. (� 7642$ y m 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, H. N. M except v M (jt=1b) D=284, E=632, P=284, 0=632. 10) Non Standard bearing condition. Review required. EXP. 12/31/2014 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. * 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q� LOADCASE(S) Standard OFCA1.\ December 31,2014 ® WARNING -Verit y desiga parame" and READ NDTES ON IWSAND IM1WED XITEK REFERENCE PAGE HII.7473 res 1/19/2014 MORFUSE Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown• is for lateral support of individual web members only. Additional temporary bracing to insure smbirity, during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrBedc, OSB -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informatlon available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 N Southern Ptne (SP).lumber b apecilled,:the design values are those effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply Owen, Jan PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 R43521730 1412-071 602 Common 4 1 BC 0.25 Vert(TL) -0.10 J -K >999 180 BCLL 0.0 ' Rep Stress Incr ob e ce o liana/ ara i wmor n w, Hrvur nourv, t,H r.— s aep - -4 M1 rex rnuumnes, mc. vvea uec si iu:ut:iu [uiq rage i I D: WgJjcS5hgUOMq_uI6XvG_sy31Xm-SYFNKKfDDwkYOPKGEOikAVIJjmxb2WwyHHOp3Ly3SLR 4-10-12 9.3.0 13-7.4 18-60 4-10-12 4-4-4 444 4-10.12 A 4x4 = D 3x4 = K 3x4 = 3x8 —_ 3x4 = H 3x4 = 3x4 = Scale = 1:34.0 to LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.03 J -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.10 J -K >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 H n/a n/a BCDL 10.0 Code IBC2012lrP12007 (Matrix -M) Weight: 84 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) K=74010-5-8 (min. 0-1-8), H=740/0-5-8 (min. 0-1-8) Max Horz K=75(LC 9) Max UpliftK=85(LC 8), H=85(1_C 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -D=538/81, D -E=538/80 BOT CHORD J -K=-89/448, I -J=17/448, H-1=17/448 WEBS D -J=0/253, C -K=685/122, E -H=-685/121 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) K, H. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Q�,pF ESS/ON r,tolES q�yF,o Fin. LU ci 76428 z m * ice% 31/2014 m �AILWbe OF December 31,2014 A WARNING -Verity design parameters and READ tATES ON THIS AND INMIXED INI7EK REFEREAa PAGE HU -7473 rest 1/19/2014 690RELM Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsblaty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MIT®k, fabrication, quality control. storage, delivery, erection and bracing. consult ANSIfTPil Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 1} Southern Pine (SP) lweber is specified, the design vstues are those effective 06/01/1013 byAISC Job Truss Truss Type Qty DEFL. in San PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 jPIyOwen. 843521731 1412-071 603 Common 1 1 BC 0.27 Vert(TL) -0.13 E -F >999 180 BCLL 0.0 ' Rep Stress Incr ob efere ce o do al ararcma rwa wmocrs w, nrvucrsaurv, s,n s aup <s <ura -ax invusmes, in, vveu uec as su:uc:ss zusv rage s ID:WgJjcS5hgUOMq_ul8XvG sy3lXm-vdplYggr DsPOZvSo5DziilMg9Gan_5WxmMcny3SLQ 7-3.0 146.0 7-3-0 7-3-0 4x5 05 = B 3x4 F 11 4x8 = D 3.4 11 Scale = 1:31.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.04 E -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.13 E -F >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight: 69 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) F=568/0.5-8 (min. D-1-8), D=568/0-5-8 (min. 0-1-8) Max Horz F=81(LC 5) Max UpliftF=56(LC 8), 13=56(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-642/80, B -C=642180, A -F=505/92, C -D=505/92 WEBS A -E=2/322, C -E=3/322 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=llomph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, D. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard OQROFESS/o Q� p1 N 10 l� 76425 z m v � LU EXR 12/31/2014 �F F December 31,2014 IVARNING-Verffl design parameters and READ NOIESON 7HIS AND AaUDED MMK REFEREACEPAGE 1!11-7413 ma 1/29/2014 99MEWE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component.' Applicability of design parameters and proper incorporation of component is responsblity, of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsblfity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding WOW fabrication, quality control, storage, delivery. erection and bracing, consult ANSIITP11 Quaf ly Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 tf Southern pine lSP) lumber is specified, the design values are those effective 06/01/2013 by ALSO Job Truss Truss Type Oily Ply Owen, Jan Plate Grip DOL 1.15 TC 0.06 TCDL 10.0 843521732 1412-071 C01 Common Structural Gable i 1 YES WB 0.05 BCDL 10.0 Code IBC2012/TPI2007 ob Reference o Conal SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.000 s Sep 23 2014 MiTek Industries, Inc. Wed Dee 31 10:02:12 2014 Page 1 ID: WgJjcS5hgUOMq_ul8XvG_sy31Xm-OxN71?hUIX_GdiUfMpkCFwghOZgLWTIFIbVw8Ey3SLP 6.0.0 12-0-0 6-0-0 6.0-0 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 3x4 11 O N M L K J 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0 0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 TCDL 10.0 Lumber DOL 1.15 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 OF Stud/Std G 1$ DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 2201195 Vert(TL) n/a n/a 999 Horz(TL) -0.00 J n/a n/a BRACING - TOP CHORD BOT CHORD Scale = 1:24.8 Weight: 63 Ib FT = 20% Structural wood sheathing directly applied or 10-0-0 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-0-0. (lb) - Max Horz 0=46(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) J, K. O, N Max Grav All reactions 250 Ib or less at joint(s) M, L, K, N except J=314(LC 20), 0=314(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) J, K, 0, N. 9) Non Standard bearing condition. Review required. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard OQ�OF ESS/0�� TN10 LU 1� 76428 2,m v ;0 *, sT civit. \FOF CA1. December 31,2014 ® WARHIIIG -Verity design parameters and READ NOTESOH THISAND INC! UDED MI7EK REFEREAIM CAGE MIT -7473 rem 1/29/2014 REWFUSE Design valid for use any with MiTek connectors. This design Is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component b responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPll Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 781 N. lee Sheet. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95810 1f Sauthem Pine (SP).tumber is specified, the design values are those effective O6/03/2013 byAISC Job Truss Truss Type Qty Ply Owen, Jan 843521733 1412-071 CO2 Common 2 1 Job e e ce o bona ATJ I CMJ I-- LUMUtK uu, MwUCKSVK, UA r,ou. s bep xi zu- MI l ex Ino sines, Inc. wee uec J1 lu:ua:13 Zulq rage 1 ID: WgJjcS5hgUOMq_ul8XvG_sy3lXm-s7xWyLh6Wr67Fs3rvWFRn7NrDzOLFvAO_EFTggy3SL0 6.0.0 12-0.0 6-0-0 6-0-0 4x4 = L. - H 20 I I 3x8 = F 2x4 II 2-0-0 s o-0 10 0 0 + 12.0 0 2-0 0 4.0-0 a o o z -0-o LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.00 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 G -H >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 F n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) I Weight: 51 Ib LUMBER - TOP CHORD 2x4 DF N0.1&BV G BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 OF Stud/Std G Scale = 1:23.5 FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) H=480/0-5-8 (min. 0-1-8), F=480/0-5.8 (min. 0.1-8) Max Horz H=48(LC 8) Max UpliftH=60(LC 8), F=60(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -H=-398/101, D -F=398/100 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H, F. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 9 OFESS/ON TN10 q� 76428'y rn 2vM *(&:;) � EX, 'do, 1 /2014 X )* , CIVIL OF r &v - December 31,2014 ® WARh7ffi -Verify design pardmeRn and READ NOTES ON 7WSAND 1AntSED HITEK REFEREACE PAGE 1411.7473 ree 1/19/101/ 09GREWE Deslgn valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constnx:tlon is the responsbllty of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidcnce regarding Welk' fabrication. quality contmt storage, delivery. erection and bracing, consult ANSIfTPll Ouaely Crfterlo, DSB-89 and BCSI Wiling Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 IrSoudtem pine (SA) tumber is specified, the delign values are those effective 06/01/2019 byALSC Job I Truss Truss Type Qty PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 20% Jan TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. jPlyOwen, 843521734 1412-071 CO3 Common. - 1 1 ' Max Horz F=62(1_C 4) Max UpliftF=30(1_C 8), D=30(LC 9) Job Reference (optional) ­ v� �eao ID:WgJjcS5hgU0Mq_ul8XvG_sy31Xm-KKUuAhikH8E_tOe1TEmgKLN?7NK9 MUXCu_1C6y3SLN 4-M &D-0 4.0.0 4-0-0 Scale = 1:23.7 4x4 8 F 2x4 11 3x8 = D 2x4 II LOADING (psf) TCLL 20.0 TCDL . 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20121TP12007 CSL TC 0.18 BC 0.09 WB 0.09 (Matrix -M) DEFL in (loc) Vdefl Ud Vert(LL) -0.01 E -F >999 240 Vert(TL) -0.02 E -F >999 180 Horz(TL) -0.00 D n/a n/a PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1—tallation REACTIONS. (Ib/size) F=308/0-58 (min. 0-1-8), D=308/0-5.8 (min. 0-1-8) Max Horz F=62(1_C 4) Max UpliftF=30(1_C 8), D=30(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ' TOP CHORD A -B=-272/35, B -C=272/35, A -F=278/47, C -D=278/47 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, D. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fairy model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOADCASE(S) Standard FESS/0 R-1 yF`Fti�, �2 2 76428-7 Lu 76428z m v ;0 EXP. 12/31/2 4 . * F T�TFOFCALIF��\P . December 31,2014 ® WARNIAG -Verify desiga parameters and READ WTESON ThWAIM INaUDED MITEK REFEREMI PAGE MIZ-7473 rev, 112911014119MEWE Design valid for use only with MOek connectors. This design is based only upon parameters shown. and is for an individual building component. Applicability ty of design parameters and proper incorporation of component's responsof building designer- not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbillity of the MIT®�• erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPll Quality Criteria, 0SB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Salary Information available from Tens Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 MSoutbem pirte (Sp] tustber is specified, the design values are Otom e8ective 06/01/2013 by Atsc IL] Job Truss Truss Type ally PlyOwen, Jan Plate Grip DOL 1.15 TC 0.12 TCDL 10.0 R43521735 1412-071 F01 GABLE 2 1 YES WB 0.07 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) ob e e ce o liana 9-0-0 3.00 12 -'--'-u ..... .. .. Z. wmr '"wuarros...Z. vm rag" ID:WgJjcS5hgUOMq_u18XvG sy31Xm-pW2GN1jM2SMrUADElxHvtYSBnng6jp7hRYkalYy3SLM 18-0.0 9-0-0 Scale = 1:29.6 5x6 = D E F 3x4 % P O N M L K J 3x4 2 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 TCDL 10.0 Lumber DOL 1.15 BC 0.10 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER - TOP CHORD 2x6 DF No.1 G BOT CHORD 2x4 DF No.18Btr G OTHERS 2x4 DF Stud/Std G DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) 0.00 1 n/a n/a Weight: 77 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-0-0. (lb) - Max Horz A=36(LC 12) Max Uplift All upl'Ift 1001b or less at joint(s) A, I, J, K, L, P, O, N Max Grav All reactions 250 Ib or less at joint(s) A, I, M, K, L, O, N except J=473(LC 1), P=473(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS H -J=350/137, B -P=350/137 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, I, J, K, L, P, 0, N. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard la OQOFESS/ON,4 TNIO yF�Fyc 'p2 2 LU Q 76428 z m v � * y EXP. 12/31/2y4 OF December 31,2014 ® WARNING -Verify design parameon and READ NOTES ON THIS AND INO WED MITEK REFEREA4i CAGE KIr-1413 ren 1/19/1014 9ff0EWE Design valid far use only with MITek connectors, This design is based onty upon parameters shown. and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Brocing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblrty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTPIT Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 If Souctsem Dine (SP) lumber is specffre4 the dolls varues ase arose effective 06/0//2013 byAM Job . Truss Truss Type Qty Ply Owen, Jan 843521738 I 1412-071 T1 FLAT SUPPORTED GABLE 43 1 Job Refe ce o do al 1-10-7 A 3x4 = r.ouu s aeP eo nes, inc. wea uec si iu:uz:i o zue4 rage i ID: WgJjcS5hgUOMq_ul8XvG_sy31Xm-pW2GN 1jM2SMrUADE 1 xHvtYSCEnhUjg3hRYkalYy3SLM B 2x4 11 D C Scale = 1:9.7 2x4 II ' 3x4 = 1-10-7 1-10-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.01 Horz(TL) -0.00 C n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 1-10-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS_ 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS. (Ib/size) D=63/1-10.8 (min. 0-1-8), C=63/1-10-8 (min. 0-1-8) Max Horz D=37(LC 4) Max UpliftD=23(LC 4), C=23(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrenl with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, C. OQ?,QFESS/pN� 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI(rPI 1. �!` ` NI Al�� 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. A \ (� 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. y 2C LOAD CASE(S) Standard w v0 76428 �Z m v ;0 EXP. 12/31/2014 OF� December 31.2014 ® WARNING-Verifydeeiga parametzrs and READ N07ESON 77ISAND INIMMED M17EK REFEREACEPAGE NI7.1473 rets 1/29/201A8,13;X1/SE Design valid for use only with Mrek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer- not truss designer. Bracing shown I, for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity of the �L erector. Additional permanent !racing of the overall structure is the responsibility of the building designer. For general guidance regarding Mi 1T ®k• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95810 ff Sauthem piree (Spl lumberis specified, the deslgn va lues are those effective 06/01/2013 4VAlSC 4 Job Truss Truss Type Qty Ply Owen, Jan - BRACING - TOP CHORD 2x4 DF No. t&Btr G -R43521737 1412-071 T2 FLAT SUPPORTED GABLE 3 1 end verticals. WEBS 2x4 DF Stud/Std G - Rigid ceiling directly applied or 10-0-0 oc bracing. fit between the bottom chord and any other members. ob ete e ce o do a SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.000 s Sep 23 2014 Mrek Industries, Inc. Wed Dec 31 10:02:16 2014 Page 1 ID: WgJjcS5hgU0Mq_u I8XvG_sy3lXm-HicebNk�mUi6KnDbepBPm?N2A1 mSHJggCT7H?y3S LL 1-8-14 30 = 2x4 II B 2x4 II 3x4 = 1-8-14 1-8-14 Scale = 1:9.7 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012/TP12007 CSI. TC 0.02 BC 0.01 WB 0.01 (Matrix) DEFL. in Vert(LL) n/a Vert(TL) n/a Horz(TL) -0.00 (loc) Udell Ud n/a 999 n/a 999 C n/a n/a PLATES GRIP MT20 220/195 Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G 6) Gable studs spaced at 1-4-0 oc. end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, C. MTek recommends that Stabilizers and required cross bracing truss 11) This ss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semirigid pitchbreaks with fixed heels" Member end fairy model was used in the analysis and design of this truss. �oQRpF \ I NI 0 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. be installed during truss erection, in accordance with Stabilizer �Z LOAD CASE(S) Standard Installatign guide. REACTIONS. (Ib/size) D=58/1-9-0 (min. 0-1-8), C=58/1-9-0 (min. 0-1-8) cc Q m EXP. 31/2014 Max Horz 0=37(1_C 4) * Max Uplift D=23(1_134), C=23(1_C 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- (13) 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, C. ESS/ truss 11) This ss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semirigid pitchbreaks with fixed heels" Member end fairy model was used in the analysis and design of this truss. �oQRpF \ I NI 0 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ` '7 �Z LOAD CASE(S) Standard W 7642$ T cc Q m EXP. 31/2014 y l * CIVIL OFCAI\ December 31,2014 ® WARKNG -Verify design parnme tam and READ fro TES ON MISAND INIZOED HITEK REFEREMI PAGErill-7413 res 1/2912014 OMFUSE Design valid far use only with MTek connectors. This design is based only upon parameters shown, and is far on individual building component. Applicability of design parameters and proper incorporation of component is respomsiblity, of building designer- not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stabifity, during construction is the responsibillity, of the WOWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Far general guidance regarding fabrication. quality, control storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-S9 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 85810 NSouthem PIM(SPI lumber Is specified. the design va.fues are those effective 06/01/2013 cyALsc Job = Truss Truss Type Qty --fly,'." ly, =. Owen, Jan' • -' x` � � ' w • ^� ' - r - r 1-4-7 843521738 1412-071 T3 FLAT SUPPORTED GABLE 2 •' T '• , T + TCLL 20.0 TC - 0.02 Vert(LL) n/a - n/a 999 Job Reference (optional) - TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL)• n/a n/a 999 s •.{ • WB 0.01 r _ BCDL 10.0 Code IBC2012/TPI2007 (Matrix)" Weight: 7lb F7 20% •` . :� SYSTEMS PLUS LUMBER CO, ANDERSON CA directly applied or 1-4-7 oc purlins, except , 7.000 s Sep 23 2014 MTek Industries, Inc. Wed Dec 31 10:02:17 2014 Page 1 • - ' ' _ -' - - - �ID:WgJjcS5hgUOMq_uIBXvG sy31Xm-IusDhpRy3SLK r - F •� L` - ) � -' t '1 1-4-7 -AOojfca3cYkUMc8MKNyzYYnaN4BkY - t • { t .. 1-4-7 •" - ' '� .. _ •y , , , - e • ° 3x4 = 2x4`1' Scale = 1:9.8 Max Up lift D=25(1_13 4), C=25(LC 5) r r _,,•.. .. Job = Truss Truss Type Qty --fly,'." ly, =. Owen, Jan' • -' x` � � ' w • ^� ' - r - r 1-4-7 843521738 1412-071 T3 FLAT SUPPORTED GABLE 2 •' T '• , T + TCLL 20.0 TC - 0.02 Vert(LL) n/a - n/a 999 Job Reference (optional) - I .. ,y. R. + r 2x4' 11 3x4 = - i *' r - r 1-4-7 s, 7-4-7 .., 7 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC - 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL)• n/a n/a 999 s r< Rep Stress Incr YES WB 0.01 r _ BCDL 10.0 Code IBC2012/TPI2007 ® WARNING -Verity design parameters and READ MIES ON 7HISAND INCLUDED MM REfEREACE PAGE KII.7473 rex 112912014 GER)IREUSE ' Design valid for use only with MTek connectors. This design. is based only upon parameters shown, and is for on individual building component. [ �• ^ Applicability of design parameters and proper incorporation of component is respomblity, of building designer- not truss designer. Bracing shown. t. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblrily, of the WOW BE ` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1Y1 r fabrication. quality control, storage. delivery. erection and bracing, consult ANSIrrPit Quality Criteria, DS11-8y and SCSI Building Component y. - 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. .. Citrus Heights, CA, 95810 It Sttuthem.Pine (SP) lumber is specified• the design vatua s are those e9eaive 06/02/2013 byAL5C -. r + r 2x4' 11 3x4 = - i *' r - r 1-4-7 s, 7-4-7 .., 7 . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud - PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC - 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.01 Vert(TL)• n/a n/a 999 s BCLL 0.0 ' Rep Stress Incr YES WB 0.01 Hoa(TL) -0.00 C,' n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix)" Weight: 7lb F7 20% LUMBER- . BRACING- 4.. TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-4-7 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G ,. " end verticals. ti ; WEBS r 2x4 DF Stud/Std G, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. t r' ends that Stabilizers and required cross bracing L:ns�=Iledmlmuringtruss erection, in accordance with Stabilizer n guide. REACTIONS. (Ib/size) D=43/1-4-8 (min. 0-1-8), C=43/1-4-8 (min. 0,1-8) Max Hoa D=37(LC 7) ' Max Up lift D=25(1_13 4), C=25(LC 5) It ` FORCES: (lb) - Max. Comp./Max. Ten. -- All forces 250 (lb) or less except when shown. , • • _ - NOTES- :(13) ; 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS 1 (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 ` 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. z 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, C. F E ESS/0� 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ' 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. P1�OF ��Q \ O L'.9�� ' 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. \ '7 213 f U CO Gj i �Z LOAD CASE(S) Standard . r r cy, W 76428 m c Y L .CC G o. 0 EXP. 12/3112 4 m :0 OF All -W _ December 31,2014 ® WARNING -Verity design parameters and READ MIES ON 7HISAND INCLUDED MM REfEREACE PAGE KII.7473 rex 112912014 GER)IREUSE ' Design valid for use only with MTek connectors. This design. is based only upon parameters shown, and is for on individual building component. [ �• ^ Applicability of design parameters and proper incorporation of component is respomblity, of building designer- not truss designer. Bracing shown. t. is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblrily, of the WOW BE ` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1Y1 r fabrication. quality control, storage. delivery. erection and bracing, consult ANSIrrPit Quality Criteria, DS11-8y and SCSI Building Component y. - 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. .. Citrus Heights, CA, 95810 It Sttuthem.Pine (SP) lumber is specified• the design vatua s are those e9eaive 06/02/2013 byAL5C -. r Job Truss Truss Type Qty Ply oven, Jan Plate Grip DOL 1.15 TC 0.08 TCDL 10.0 843521739 1412-071 Vol - Valley 1 1 YES WB 0.04 BCDL 10.0 Code IBC2012/TPI2007 ob e e co o tional bTb I CMb VLUb LUMUtK UU, AKUCKJUK, l A "ouu 5 —P— 4— MI1 ex InaaSlnes, Inc. Wen uec Jl 1e:uz:ia Lu- rage 1 I D: WgJjcS5hgUOMq_u I8XvG_sy31Xm-D5kPO31EKNkPMdxpi3rcUB4ig_hywBl77 WyELty3SLJ 6-2-0 12-1-1 6.2-0 6-2-0 ' 4x4 = Scale = 1:21.8 C H G F 3x4 4 2x4 112x4 11 2x4 11 3x4 LOADING (psi) SPACING -2(.11,0 floc) Udefl CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 TCDL 10.0 Lumber DOL 1.15 BC 0.16 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Stud/Std G DEFL. in floc) Udefl L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) 0.00 E ' n/a n/a Weight: 41 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M'Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-4-1. (lb) - Max Horz A=45(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) A, E, F, H Max Grav All reactions 250 Ib or less at joint(s) A, E. G except F=287(LC 1), H=287(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ft between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E, F, H. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOADCASE(S) Standard OQ�OFESS1�N�l 1. �pTN10 tiF F2c �2 2 76428 v M any EXP. 12/31/2014 OFCAI� December 31.2014 ® WARNING -Verity design parameters and AM NOTES ON 7NISAND ING-IAED K= REFEREMI PAGE KII.7473 rec 1/191201409MUSE Design valid for use any with MBek connectors. This design is based only upon parameters shown, and is far an individual building component.' Applicability at design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during comtnlction is the responsibillity, of the MiTek• erector. Additional permanent bracing of the overall structure is the respombility, guidance of the building designer. For general regarding fabrication, quality control storage. delivery. erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Tens Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 85610 If Southem Piste (SP) lumber 13 specified. the desTmt vatues are Mose effective 06/01/2013 byALSC Truss Truss Type Qty Ply Owen, Jan ]Job 1.15 TC 0.14 TCDL 10.0 843521740 1412071 V02 Valley 1 1 YES WB 0.04 BCDL 10.0 Code IBC2012lrP12007 (Matrix) Job a re o li a EMS PLUS LUMBER CO, nry A.Sur, a Sup ea 20 14 Mi r ux inausrnus, mc, vvee uec ai ruMA6 2W4 rage i ID:WgJjcS5hgUOMq_ul8XvG sy31Xm-D5kPO31EKNkPMdxpi3rcUB4hb_gSwBL77WyELty3SLJ 4-2-0 8-0-1 4-2-0 4-2-0 Scale: 3/4"=1' 4x4 = B D 2x4 5- 2x4 II - 2x4 LOADING (psf) SPACING -2O CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 TCDL 10.0 Lumber DOL 1.15 BC 0.25 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 BCDL 10.0 Code IBC2012lrP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.t&Btr G BOT CHORD 2x4 DF NO.1&Btr G OTHERS 2x4 DF Stud/Std G DEFL. in (loc) VdeB Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) 0.00 C n/a n/a BRACING - TOP CHORD BOTCHORD Weight: 24 Ib FT = 20% Structural wood sheathing directly applied or 6.0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=145/8-4-1 (min. 0-1-8), C=145/8-4-1 (min. 0-1-8), D=279/8-4-1 (min. 0-1-8) Max Horz A=29(LC 8) Max UpliftA=31(LC 8), C=37(1_C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pftchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard Q1�OFESS/pN �� TN10 q� LU f� 76428 Z'm o M L *\ .i Jr/* , TF F December 31,2014 ® WARNIM -Verify design parameters and READ NOTES ON TWSAND INaMED M17EK REFEREACE PAGE NIT -1413 raw, 1/29/2014 BEFOREUSE Design valid for use only with Mnek connectors. This design is based only upon parameters shown and is for an individual building component. Applicability of design porameters and proper incorporation of component's resporsblity, of building designer- not buss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary broking to insure stability during construction is the resporuibllty, of the /� erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 safety Information available from Truss Plate institute. 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95810 N Scunrem 91m (SP) lumber is specified, the defW values are nesse effective 05/0]/2013 oyALsc ® IVARMIIG -Verify design par9mi and READ NOTES ON THISAND INCLLDID AlI7EX REFERENCE PAGE A177.7413 rem 1/29/2014860AF1[4E , Design valid for use any with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. - at design - Applicability of parameters and proper incorporation of component's responsibility of building designer not buss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to ��• insure stability during construction is the resporsibBfity, of the erector. Additional permanent bracing of the is n overall structure the resporwbi6fy, of the building designer. Fp general guidance regarding MiT®k• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSO -89 and BCSI Building - Component r' 7777 Greenback Lane, Suite 109 Salefy Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 •' - HSouthernDtrse ISP) lumber is srceci}ted, the drslgnwrues are those effective 06/01 Job Truss Type, Ply Owen, Jane - ' -- �Qty': - �.. 843521741 1472-071 �Truss V03 ' - Valley •r �+ 1 ` ^ 7 - Job efere SYSTEMS PLUS LUMBER CO, ANDERSON, CA - .. - 7.600 s Sep 23 2014 MiTek Industries, Inc. Wed Dec 31 10:02:19 2014 Pege 1 R ' - ID:WgJjcS5hgU0Mq_ul8XvG_sy31Xm-hHlnDPmt5htGznW?GnMrl0duD001feBHMAiouKy3SLl V • e P .. 2-2-0 +,} , 4-4-1 F 2-2-0 2-2-0 `_ 7i. „� 4 -. r ` J,. • i .. .. - •,3x4 = - .�y t . Scale = 1:8.3 6.00 12 • . .. ' _ 1 + ` r 3. , + •. .. ... .� tis ' , { ` " . M t ' *' ,.2x4 i - ,. _n 2x4 a r _ 441 ,. a. - ... • Y _ - - Plate Offsets (X,Y)— [B:0-2-0 Edgel " LOADING (psf) SPACING- 2-0-0 CSI. - DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 220/195 4 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) n/a _ - n/a �. 999 BCLL' 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012lfP12007 (Matrix) , Weight: 11 Ib FT=20°h LUMBER- T. r". d BRACING- ,. TOP CHORD 2x4 DF No. 1&Btr G y TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. BOT CHORD 2x4 DF No.1&BV G r BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. mmends that Stabilizers and required cross bracing • during truss erection, bai:ns:t=71 in accordance with Stabilizer o guide. REACTIONS. (Ib/size) A=124/4-4-1 (min. 0-1-8), C=124/4-4-1 (min: 0-1-8) Max Horz A=13(LC 8) Max UpliftA=13(LC 8), C=13(LC 9) 'FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. + ,• ... �• - ,. } � .. i _. " NOTES- (10) .• 1) Unbalanced roof live loads have been considered for this design. > 2) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed.; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 - 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. . 6) A plate rating reduction of 20% has been applied for the green lumber members. L f • 7) Provide mechanical connection (by others) of truss to bearing plate capable of wihstanding 100 Ib uplift at joint(s) A, C. n 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANS11TPI 1. 9) "Semi-rigid pichbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�QFESS/0 r LOADCASE(S) Standard' r �Z CO 76428 m ,��', EXP, 12/31/2014 m ' FOF CALX 1' December 31,2014 ® IVARMIIG -Verify design par9mi and READ NOTES ON THISAND INCLLDID AlI7EX REFERENCE PAGE A177.7413 rem 1/29/2014860AF1[4E , Design valid for use any with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. - at design - Applicability of parameters and proper incorporation of component's responsibility of building designer not buss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to ��• insure stability during construction is the resporsibBfity, of the erector. Additional permanent bracing of the is n overall structure the resporwbi6fy, of the building designer. Fp general guidance regarding MiT®k• fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSO -89 and BCSI Building - Component r' 7777 Greenback Lane, Suite 109 Salefy Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 •' - HSouthernDtrse ISP) lumber is srceci}ted, the drslgnwrues are those effective 06/01 nce do al /2013 byALSC -'. SYSTEMS i c uo wmoen CO, ANDERSON,CA 7.600 s aep 23 26i4 mi. ex mausmes, ins. VV d uec si 0:02:sn 2ui4 rage i ID: WgJjcS5hgUOMq_ul8XvG_sy3iXm-hH InDPmt5htGzn W7GnMr10duH00dfeSHMAiouKy3SLl 2-0.8 4-1-1 2-0-8 2.0-8 3x4 = Scale = 1:7.9 B 2x4 i LOADING (psf) Jobs Truss Truss Type Qty Ply Owen, Jan 1.15 TC 0.02 TCDL 10.0 Lumber DOL 1.15 BC 0.19 R43521742 0.0 ' Rep Stress Incr 1412.071 VO4 - Valley 1 1 (Matrix) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C, 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end laity model was used in the analysis and design of this truss. o efere Co al SYSTEMS i c uo wmoen CO, ANDERSON,CA 7.600 s aep 23 26i4 mi. ex mausmes, ins. VV d uec si 0:02:sn 2ui4 rage i ID: WgJjcS5hgUOMq_ul8XvG_sy3iXm-hH InDPmt5htGzn W7GnMr10duH00dfeSHMAiouKy3SLl 2-0.8 4-1-1 2-0-8 2.0-8 3x4 = Scale = 1:7.9 B 2x4 i LOADING (psf) SPACING -2;0;0 Max UpliftA=12(LC 8), C=12(1_C 9) CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 TCDL 10.0 Lumber DOL 1.15 BC 0.19 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) A=114/4-1-1 (min. D-1-8), C=114/4-1-1 (min. 0-1-8) 2x4 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 220/195 Vert(TL) n/a n/a 999 Horz(TL) 0.00 C n/a n/a Weight: 10 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer Installation numde. Max Horz A=11(LC 12) Max UpliftA=12(LC 8), C=12(1_C 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, C, 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end laity model was used in the analysis and design of this truss. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOADCASE(S) StandardINI `OQ��FESS�0�,9` \ 'P, CID 9:11 2 76428 z m v z �y EXP. 12/31/2014 T*► * CIVi1.. TFOFCAU. December 31,2014 ® WARNING -Verify desiga parameMrs and READ NOTES ON THIS AND INMWED M UK REFEREi I PAGE KH -7473 res lIZ9110148170REUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component B resporublity, of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsbllity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek• fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95810 tf Southenn Pine (SP) lumber is specified, the desiyr»lues are Mase affective 06/01/2013 tryALSC Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. -1/f 6 � c1-2 C2-32. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves` 4 wide spacing, T 0 WEBS cz9 W ,� 0 O= u f1 3 3 b O may require bracing, or alternative Tor bracing should be considered. 3. Never exceed the design loading shown and never ��' U stack materials on inadequately braced trusses. 00 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate Ic'$ cbr cs a designer, erection supervisor, property owner and plates 0-'n6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT .' the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC -ES Reports:. use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 4 width measured perpendicular ESR -131 1, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to X to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated b symbol shown and/or y y SYP represents values as published by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed; unless otherwise noted. BEARING 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. �� 18. Use of greenor treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1 : National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing 8, Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 01 /29/2013 Bulujo ! �3MN 00 aa©wn 1 snIa SW3jM • 3�N341S32! 3M .. .. '. f lnoxtn ssnat aomi — 00-00-9 L 00-00-9 00-00-9 • ✓ ti0d Co O O p Ono r O r O O * ZOy LL r i . Rt O Q"i M r (p yj _ Y e—• �• m Go 117)zoil LOV 00-00-9 L, 00-00-1 L A. 00-00-62 �. w U.S. DEPARTMENT OF HOMELAND SECURITY FEDERAL EMERGENCY MANAGEMENT AGENCY Nanowl Flood insurance Program, •.yt Al. Building Owner's Name Jan OW2n A2. c ELEVATION CERTIFICATE IMPORTANT: Follow the instructions on pages 1-9. SECTION A — PROPERTY INFORMATION Unit. Suite, and/or Bldg. No.) or P.O. Route and B OMB No. 1660=0008 Expiration Date: July 31, 2015 FOR INSURANCE COMPANY USE Policy Number: NAIC Number: City Chico r. State Ca. ZIP Code 95928 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) APN:017-060-009 _ A4. Building Use (e.g,; Residential. Non-Residential,.Addition, Accessory, etc:) Residential building. A5. Latitude/ Longitude: Lat., Long. Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is tieing used to obtain flood insurance. ' A7. Building Diagram Number R A8. For a building with a crawlspace or enclosure(s): A9. For -a building with an attached garage: a). Square footage of crawlspace or enclosure(s) 1,000 - ' sq ft: a) -Square footage of attached garage N/A sq ft b) No. of permanent flood openings in the crawlspace or 12 lb).;' Number of permanent flood openings in the attached garage enclosure(s) within 1.0 foot above adjacent grade, within 1.0 foot•above adjacent grade c) Total net area of flood openings inA8.b 1,356 sq in 0 `Total net area of flood openings in A9.b sq In d) Engineered flood openings?. ❑ Yes 9 No . '" d) .` Englneered flood openings? 0 Yes O No w " SECTION B FLOOD INSURANCE RATE MAP (FIRM) INFORMAATiON Y Bl. NFIP Community Name Butte Count 060017 & Community Number 82. County Name Butte B3. State Ca B.4. Map/Panel Number .B5.. Suffix 86. FIRM index Date B7. FIRM Panel Effective/ B8. Flood Zone(s) B9. Base Flood Elevation(s) (Zone B12, Is the; building Iocated in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?• ❑ Yes ® No oat e Telephone Revised Date A0, use base flood depth) 06007CO375, :.. E '0V06/2011 -01106Y2011 " ' a A ` 653.1 ` y +BIC. Indicate the source of the Base flood Elevation (BFE) data.or base flood depth entered'in Item B9: Lauren J. McSwain r 8754 ❑ FIS Profile . ❑ FIRM ❑ Community Determined ® Other/Source: EIRM.mamauad map. and topographic site survey Company Name . Feeney En i neeri I ng & Surveying, Inc, i B11. Indicate elevation datum used for SFE in Item B9: ❑ NGVD.1929 ® NAVD 1988 ❑ Other/Source: ' `State - Ca 7,IP Cdde ' 96926 B12, Is the; building Iocated in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?• ❑ Yes ® No oat e Telephone Designation Date:' ❑CBRS ❑ OPA tl` SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ® Construction Drawings* "❑ Building Under Construction* ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. w C2. Elevations - Zones Al—A30, AE, AH'A (with BFE), VE, Vi—V30, V (with 8FE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/A0: Complete Items f.•T 5 C2.a=h below according to the building diagram specified in Item A7, In Puerto Rico only, enter meters. ,.' -,n w Bute CountV Benchmark #1214 Benchmark Utilized: Vertical Datum` 1929 W a Z L)CU Indicate elevation `datum used for the elevations In items a)'through h) below. ❑ NGVD 1929 ®NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. n 1 D -Q ' • • r r Check the measurement used. t a a) Top of bottom floor. (including basement, crawlspace, or enclosure floor) 662 4t- ® feet ❑ meters LUJI b) Top of the next higher floor „ N/A ,r' ❑ feet ❑ meters N/A rp (Y'� 0 ;c) Bottom of the lowest horizontal structural member (V zones only) + , feet ❑meters. 1 >�� d) Attached garage (top of slab) `N/A ❑ feet ❑ meters '. W W e) Lowest elevation of machinery or equipment servicing the building 662.4 E ` ® feet ❑ meters 41 �0' 0 (Describe type of equipment and location in Comments) „x x O r Lowest adjacent (finished) grade next to building (LAG) ,*"' . 9 7 _: _ , ® feet ❑meters ^` w g) Highest adjacent(finished) grade next to building (HAG) 661 8 — ®feet ❑ meters h) 'Lowest adjacent grade at lowest elevation of deck or stairs, Including N/A . ' ,❑ feet ❑ meters m Y structural support ti — g U.1 z SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION., a q T This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by taw to certify elevation { information, I certify that,the Information on this Certificaterepresents my best efforts to interpret the data available. , ` I understand that any false statement may be punishable by fine•or imprisonment under 18 U.S. Code, Section 100E D S �p Check here If comments are provided on back of form. Werelatitude and longitude in.Section A provided by a ❑ Check here if attachments. licensed land. surveyor? ❑ Yes ❑ No -. Certifier's Name License Number Lauren J. McSwain r 8754 Title•�,+ Professional Land 86rve or Company Name . Feeney En i neeri I ng & Surveying, Inc, .Address < . < PMB 301, 2 W. E'st Aven Sit A City- - Chico `State - Ca 7,IP Cdde ' 96926 Signature oat e Telephone G 530 57.0-7174: LAUR - J. O MCSI IN N.0,.!t754 OPcA``�o�. FEMA 86 33 7 ) See reverse side for continuation. Replaces all.previous editions. Y ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the ewrewriding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 13200 Centerville Road City State ZIP Code Company NAIC Number: Chico Ca 95928 SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. comments item C2e refers to the air conditioning unit pad Signatu Date SEtT1614 E -- UI NG ELEVATi FORMATION (SURVEY NOT REQUIRED) FOR 20M AO AND ZONE A (WITHOUT SM) For Zones :AO and A (without SFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMB -F request, complete Sections A, Band C. For items E144, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation Is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawispace, or enclosure) is - ❑feet ❑ meters ❑ above or []below the HAG. b) Top of bottom floor (including basement, crawispace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters '❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building Is ❑ feet ❑ meters ❑ above or ❑ below the HAG. ES Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this Information in Section G. SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -Issued or communitylssued BFE) or Zone AO must sign here. The statements in Sections A, 8, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone - Comments ❑ Check here if attachments. SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, 8, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used'in Items G8 -G10. In Puerto Rico only, enter meters. GI.. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or comi-nunfty4ssued BFE) or Zone A0: G3. ❑ The following information (Items G4 -G9) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum ..-- . Local Official's Name Title Community Name Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. BP#�3� Assessor's Parcel #: Enclosed in the envelope are the following items: Residential or Non -Residential Construction Requirements 3 Title 24 Energy Calculations Engineered Truss details _ Structural calculations _ CDF Fire Safe requirement%IBCFD Requirements ' Flood Elevation Certificate _ Special Inspection Sheet _ Air Quality Management Dist. Rule 207 Form _ Soils Investigation report Setback attachment for sloped Building sites CA Green Building code Items z 1 4,6 r.. �• ate... a ' .31 f � F^ v 0 BP#�3� Assessor's Parcel #: Enclosed in the envelope are the following items: Residential or Non -Residential Construction Requirements 3 Title 24 Energy Calculations Engineered Truss details _ Structural calculations _ CDF Fire Safe requirement%IBCFD Requirements ' Flood Elevation Certificate _ Special Inspection Sheet _ Air Quality Management Dist. Rule 207 Form _ Soils Investigation report Setback attachment for sloped Building sites CA Green Building code Items z 1