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HomeMy WebLinkAboutB16-2269 000-000-000[w � STATE OF CALIFORNIA Prescriptive Residential Additions 300 Ft2 or Less, or Additions That Do Not Require HERS Field Verification R"',171 J CEC-CFIR-ADD-02-E (Revised 01/15) CALIFORNIA ENERGY COMMISSION -w'CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions 300 Ft or Less, or Additions That Do Not Require HERS Field Verification (Page 1 of 9) Project Name: Knupp Addition Date Prepared: B-10-16 This compliance document is only applicable to additions 300 ft or less, or additions that do not require HERS field verification for compliance. When HERS verification is required, a CFIR-ADD-01 shall first be registered with a HERS Provider Data Registry. Alterations to Space Conditioning Systems that are exempt from HERS verification requirements may use the CFIR-ADD-02 and CF2R- ADD -02 Compliance Documents. Possible exemptions from duct leakage testing include: less than 40 ft of ducts were added or replaced, or the existing duct system was insulated with asbestos; or the existing duct system was previously tested and passed by a HERS Rater. If space conditioning systems are altered and are not exempt from HERS verification, then a CF1R-ADD-01 must be completed and registered with a HERS Provider Data Registry. Additions or alterations that utilize Closed Cell Spray Polyurethane Foam (ccSPF) with a density of 1.5 to less than 2.5 pounds per cubic foot having an R -value other than 5.8 per inch, or Open Cell Spray Polyurethane Foam (ocSPF) with a density of 0.4 to less than 1.5 pounds per cubic foot having an R -value of 3.6 per inch, shall complete and register a CF1R ADD -01 with a HERS Provider Data Registry. If more than one person has responsibility for installation of the items on this certificate, each person shall prepare and sign a certificate applicable to the portion of construction for which they are responsible. Alternatively, the person with chief responsibility for construction shall prepare and sign this certificate for the entire construction. All applicable Mandatory Measures shall be met. Temporary labels shall not be removed before verification by the building inspector. A. GENERAL INFORMATION 01 Project Name:f Knupp.Addition 02 Date Prepared: 8-10-16 03 Project Location: d i)9 Robinson Mill Rd. -� -- 04 Building Front Orientation (deg): 270 05 CA City: Orovllle 06 Number of Dwelling Units with Additions: 1 07 Zip Code: 95966 08 Fuel Type: propane 09 Climate Zone: 11 10 Total Conditioned Floor Area (ft 2) (Addition): 72 11 Building Type Single Family 12 Slab Area (ft): 12 13 Project Scope: <300 sq. ft. CA Building Energy Efficiency Standards - 2013 Residential Compliance -Lp �COUNTY PERMIT # — " �9 BUTTE COUNTY DEVELOPMENT SERVICES OCT 12. G qO1c 6 REVIEWED FOR DEVELOPMENT CO E COMPLIANCE SERVICES DATE D Byva 1; Ie, Coeq January 2015 STATE OF CALIFORNIA Prescriptive Residential Additions 300 Ft2 or Less, or Additions That Do Not Require HERS Field Verification CEC-CFIR-ADD-02-E (Revised 01/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CFIR-ADD-02-E Prescriptive Residential Additions 300 Ft or Less, or Additions That Do Not Require HERS Field Verification (Page 2 of 9) Project Name: Knupp Addition I Date Prepared: 8-10-16 B. OPAQUE SURFACE DETAILS — Framed (Section 150.2(a)) 01 02 03 04 05 06 07 08 09 10 11 Tag/ID Assembly Type Frame Type Frame Depth (inches) Frame Spacing (inches) Proposed Required Comments Cavity R -value Continuous Insulation R -value U -Factor Appendix JA4 Reference U -Factor Table Cell wall wood 4 16 13 NA NA NA NA NA only R-13 req'd ceiling wood 6 16 38 NA 0.025 4.2.1 A21 0.025 floor o/ crawlspe wood 6 16 19 NA 0.037 4.4.1 A4 0.037 CA Building Energy Efficiency Standards - 2013 Residential Compliance January 2015 STATE OF CALIFORNIA Prescriptive Residential Additions 300 Ft2 or Less, or Additions That Do Not Require HERS Field Verification 12 CEC-CFIR-ADD-02-E (Revised 01115) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CFIR-ADD-02-E Prescriptive Residential Additions 300 Ft or Less, or Additions That Do Not Require HERS Field Verification (Page 3 of 9) Project Name: Knupp Addition Date Prepared: 8-10-16 C. OPAQUE SURFACE DETAILS — Non -framed (Section 150.1(c)i) 01 02 03 04 05 06 07 08 09 10 11 Tag/ID Assembly Type Assembly Materials Thickness (inches) Proposed Required Comments Core Insulation R -value Continuous Insulation R -value LI -Factor Appendix JA4 Reference LI -Factor from Package A Table Cell LI -factor R -value LI -factor Table Cell R -value LI -factor R -value U -factor D. OPAQUE SURFACE DETAILS — Mass Walls (Section 150.1(c)1) 01 02 03 04 05 06 07 08 1 09 10 11 Tag/ID Walls Above Grade Mass Type Mass Thickness (inches) Furring Strip Thickness (inches) Proposed Required Interior Insulation Exterior Insulation Appendix JA4 Reference Interior Insulation Exterior Insulation R -value LI -factor R -value LI -factor Table Cell R -value LI -factor R -value U -factor CA Building Energy Efficiency Standards - 2013 Residential Compliance January 2015 STATE OF CALIFORNIA Prescriptive Residential Additions 300 Ft2 or Less, or Additions That Do Not Require HERS Field Verification CEC-CF1 R ADD -02 E (Revised 01/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions 300 Ft or Less, or Additions That Do Not Require HERS Field Verification (Page 4 of 9) Project Name: Knupp Addition I Date Prepared: 8-10-16 E. SLAB INSULATION (Table 150.1-A) 01 02 03 04 05 06 Floor Type Proposed Required Comments Insulation R -value Insulation LI -factor Insulation R -value Insulation LI -factor ' • Heated slab floors require mandatory slab insulation (see Table 110.8-A). F. RADIANT BARRIER (Section 150.1(c)2 01 02 Radiant Barrier installed below the roof deck and on all gable end walls Comments YES A radiant barrier is required (for Climate Zones 2-15) • Radiant barriers shall meet specific eligibility and installation criteria to receive energy credit for compliance with the Building Energy Efficiency Standards for low-rise residential buildings. Refer to RA4.2.1 • The emittance of the radiant barrier shall be less than or equal to 0.05 as tested in accordance with ASTM C1371 or ASTM E408. For Prescriptive Compliance the attic shall be ventilated to provide a minimum free ventilation area of not less than one square foot of vent area for each 300 ft2 of attic floor area with no less than 30 percent upper vents. Ridge vents or gable end vents are recommended to achieve the best performance. The material should be cut to allow for full airflow to the venting. CA Building Energy Efficiency Standards - 2013 Residential Compliance January 2015 STATE OF CALIFORNIA Prescriptive Residential Additions 300 Ft2 or Less, or Additions That Do Not Require HERS Field Verification CEC-CFIR-ADD-02-E (Revised 01115) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions 300 Ft or Less, or Additions That Do Not Require HERS Field Verification (Page 5 of 9) Project Name: Knupp Addition Date Prepared: 8-10-16 G. ROOFING PRODUCTS (COOL ROOF)'(Section 150.1(c)11) - - - - 01 02 03 04 05 06 07 08 09 10 11 12 Mass Roof 25lb/ft2or Greater Roof Pitch Method of Compliance Product Type CRRC Product ID Number Proposed Required Initial Solar Reflectance Aged Solar Reflectance Thermal Emittance SRI (Optional) Aged Solar Reflectance Thermal Emittance SRI (Optional) NO 4:12 ASR/TE asphalt Allowed NA 0.20 0.75 0.20 0.75 Calculated Maximum Calculated Maximum LI -factor SHGC Calculated Calculated based on Allowed ft based on Allowed ft Allowed % Allowed % <400 21.6 r NA 60 0.32 10.25, NOTES: • Any roof area covered by building integrated photovoltaic panels and solar thermal panels are exempt from the above Cool Roof requirements. • Liquid field applied coatings must comply with installation criteria from section 110.8(i)4. H. FENESTRATION/GLAZING AREAS ALLOWED (Section 150.2(a)1) 01 02 1 03 04 05 06 07 08 Maximum Allowed Maximum Allowed Fenestration Area For All Orientations ft2 West -Facing Fenestration Area Only ft2 The Greater The Greater Maximum Maximum Addition Type ft2 Allowed Allowed Comments Maximum Maximum Calculated Maximum Calculated Maximum LI -factor SHGC Calculated Calculated based on Allowed ft based on Allowed ft Allowed % Allowed % <400 21.6 75 NA 60 0.32 10.25, CA Building Energy Efficiency Standards - 2013 Residential Compliance January 2015 STATE OF CALIFORNIA Prescriptive Residential Additions 300 Ft2 or Less, or Additions That Do Not Require HERS Field Verification ' CEC-CF1 R -ADD -02 E (Revised 01/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions 300 Ft or Less, or Additions That Do Not Require HERS Field Verification (Page 6 of 9) Project Name: Knupp Addition I Date Prepared: 8-10-16 I. FENESTRATION PROPOSED AREAS AND EFFICIENCIES 01 02 03 04 05 06 07 08 09 10 11 12 13 Tag/ID Fenestration Type Frame Type Dynamic Glazing Orientation N, S, W, E or Roof Number of Panes Proposed Fenestration Area ft' Proposed West Facing Fenestration Area ft Proposed U -factor Proposed SHGC Source Exterior Shading Device Combined SHGC from CF1R-ENV- 03 4036 x operable window vinyl ------------- E 2 14 0 10.32 0.25 NFRC none 0.25 14 Total Proposed Fenestration Area 14 15 Maximum Allowed Fenestration Area 75 16 Compliance Statement Total Proposed Fenestration Area 5 Maximum Allowed Fenestration Area ® Yes ❑ No 17 Total Proposed West -Facing Fenestration Area 0 18 Maximum Allowed West -Facing Fenestration Area 60 19 Compliance Statement Total Proposed West -Facing Fenestration Area 5 Maximum Allowed West -Facing Fenestration Area ® Yes ❑ No 20 Proposed Fenestration U -factor 0.32 21 Required Fenestration U -factor 0.32 22 Compliance Statement Proposed Fenestration U -factor 5 Required Fenestration U -factor ® Yes ❑ No 23 Proposed Fenestration SHGC 0.25 24 Required Fenestration SHGC 0.25 25 Compliance Statement Proposed Fenestration SHGC:5 Required Fenestration SHGC ® Yes ❑ No CA Building Energy Efficiency Standards - 2013 Residential Compliance January 2015 STATE OF CALIFORNIA Prescriptive Residential Additions 300 Ft2 or Less, or Additions That Do Not Require HERS Field Verification CEC-CF1 R -ADD -02-E (Revised 01115) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions 300 Ft or Less, or Additions That Do Not Require HERS Field Verification (Page 7 of 9) Project Name: Knupp Addition I Date Prepared: 8-10-16 J. SPACE CONDITIONING(SC) SYSTEMS - HEATING/COOLING (Prescriptive section 150.2(b). Alterations to Space Conditioning Systems shall be exempt from HERS verification requirements as prerequisite for use of the CF11R-ADD-02 and CF2R-ADD-02 Compliance Documents. If new space conditioning systems are installed or existing systems are altered and are not exempt from HERS verification, then a CF1R-ADD-01 shall be completed and registered with a HERS Provider Data Registry. In each row below for each dwelling unit in the building, check the box that indicates the exemption from HERS verification compliance: ❑ a: space conditioning system was not altered; ❑ b: less than 40 ft of ducts were added or replaced; ❑ c: (exempt from duct leakage testing) if: the existing duct system was insulated with asbestos; ❑ d: (exempt from duct leakage testing) if: the existing duct system was previously tested and passed by a HERS Rater. 01 02 03 04 Dwelling Unit Name SC System Identification or Name SC System Location or Area Served Exemption from HERS Verification Addition existing HVAC existing house + addition ❑ a ® b ❑ c ❑ d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13 CA Building Energy Efficiency Standards - 2013 Residential Compliance January 2015 STATE OF CALIFORNIA Prescriptive Residential Additions 300 Ft2 or Less, or Additions That Do Not Require HERS Field Verification 42 CEC-CFIR-ADD-02-E (Revised 01/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions 300 Ft or Less, or Additions That Do Not Require HERS Field Verification (Page 8 of 9) Project Name: Knupp Addition I Date Prepared: 8-10-16 K. WATER HEATING SYSTEMS (Section 150.1(c)8) List water heaters and boilers for both domestic hot water (DHW) heaters and hydronic space heating. 01 02 03 04 05 06 07 08 09 10 11 12 13 14 15 Dwelling Unit Name Water Heating System Identification or Name Water Heating System Location or Area Served Water Heating System Type Water Heater Type p of Water Heaters in System I Water Heater Storage Volume (gal) Fuel Type Rated Input Type Rated Input Value I Heating Efficiency Type Heating Efficiency Value Standby Loss (%) Exterior Insulation R -Value Back -Up Solar Savings Fraction NA CA Building Energy Efficiency Standards - 2013 Residential Compliance January 2015 ' STATE OF CALIFORNIA Prescriptive Residential Additions 300 Ft2 or Less, or Additions That Do Not Require HERS Field Verification CEC-CF1 R -ADD -02-E (Revised 01/15) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions 300 Ft or Less, or Additions That Do Not Require HERS Field Verification (Page 9 of 9) Project Name: Knupp Addition I Date Prepared: 8-10-16 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Gregory A. Peitz Company: Signature Date: Gregory A. Peitz, Architect 8-10-16 Address: CEA/ HERS Certification Identification (if applicable): 383 Rio Lindo Ave. City/State/Zip: Phone: Chico, CA 95926 530 894-5719 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. The information provided on this Certificate of Compliance is true and correct. 2. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design or system design identified on this Certificate of Compliance (responsible designer). 3. That the energy features and performance specifications, materials, components, and manufactured devices for the building design or system design identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 4. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for approval with this building permit application. 5. 1 will ensure that a registered copy of this Certificate of Compliance shall be made available with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a registered copy of this Certificate of Compliance is required to be included w' umentatio er provides to the building owner at occupancy. Responsible Designer Name: Responsible Designer Signature: Gregory A. Peitz Company: Date Signed: Gregory A. Peitz, Architect 8-10-16 Address: License: 383 Rio Undo Ave. C21283 City/State/Zip: Phone: Chico, CA 95926 (530) 894-5719 For assistance or questions regarding the Energy Standards, contact the Energy Hotline at: 1-800-772-3300. CA Building Energy Efficiency Standards - 2013 Residential Compliance January 2015 i I l ' r GREGORY A.. PEITZ G ARCHITECT 383 Rio Lindo Ave. Chico, CA. 95926 (530) 894-5719 Structural Calculations BUTTE COUNTY OCT 12.-2016 DEVELMOENTJ' SERVICES �6 aa6� i i L-1.,UUJ4 i - ;JLJEL-JpmtN I SERVICES REVIEWED FOR ODE COMPLIANCE DATE—L( �� �Y x JAStructuraMesip Data - Residential.doc DESIGN DATA Code used: 2013 California Building Code FWOe- L04DS'- #fa51•e aitYcs Rlo storage: l Opsf Uninhabitable attics w/ limited storage: 20psf Habitable attics and sleeping areas: 30psf All others except balconies and decks: 40psf Dead load -101bs/square foot Roof loading: Live loads: 20lbs/SF Dead loads: Typical roof -14 lbs/SF Comp roof Wind loading: Basic 3 -second gust wind speed (mph) 110 Wind importance factor, 1 1.00 Wind exposure category B Internal pressure coefficient, GCpi +/-0.18 Seismic: Seismic importance factor, 1 1.00 Mapped spectral response acceleration; Ss 0.70 Sl 0.25 Site class D Design spectral response coefficients; SDS 0.579 S D 1 0.317 Seismic design category D Basic seismic -force -resisting system(s) Bearing wall system - plywood shearwalls Seismic response coefficient(s), Cs 0.089 Response modification factor(s), R 6.5 Analysis procedure; Equivalent lateral force procedure KNuPp I 0 I F 0 WIND ANALYSIS Simplified Envelope Procedure Per ASCE 7-10, Chapter 28. 1. Risk category 2 (table 1.5-1) 2. Basic wind speed: 110 mph (figure 26.5-1A) 3. Exposure: B (section 26.7) 4. Kzt = 1.0 (section 26.8) 5. X = 1.0 (figure 28.6-1) 6. Roof slope: 18.43° (4/12) 7. Mean roof height: less than 30 ft. PS = X Kt POO (eq. 28.6-1) Wind Pressures Roof internal zone: (4.12 psf) (.6) = -2.47 psf Roof end zone: (-7.3 psf) (.6) = -4.38 psf Wall internal zone: (17.17 psf) (.6) = 10.30 psf Wall end zone: (25.82 psf) (.6) = 15.49 psf SHEARWALLS Y ■ LINE /1 y `19_ ` �� c� HALLS= Z.c((�'z^C'l-'Y't, to GDX ply. w/ 9>d,5 @ (p ,12 o.c. 5 coat p aster c ^ 4o.1 14, 50 ( ) gyp. bd. w/ ( )@ ( ), AT ALL SUPPORTS, BLOCKED ANCHOR BOLTS O] GBG specified Y2" 0 a.b.'s ® 6'-O" o.c. w/ min. (2) a.b.'s per wa I I is adequate ❑ %2" (P anchor bolts @ O.C. ❑ RBG's 0 O.C. A55's @ O.C. ❑ NONE REQ' OVERTURNING ❑ No holdown's req'd ❑ 0516 Holddown Straps to Rim Joist below 18 Portal Frame w/ "Simpson" ST6224 straps from 4x post to continous header. ❑ HDU2, SSTB1(o @ Single pour, 55TB2O @ 2 Pour ❑ HDU4, 5STB2O @ Single pour, 5ST524 @ 2 Pour COLLECTOR / CHORD ❑ ( ) 16d's per top p splice ❑ 0516 strap sp l ices ❑ 5T6224 strap splices ❑ Drag Truss r Ia MINIMUM EROSION AND SEDIMENT CONTROLS FOR # , PROJECTS DISTURBING LESS THAN ONE ACRE &-10 THE BMPS (BEST MANASEMENT PRACTICES) LISTED BELOW MUST BE IN PLACE DURING THE RAINY SEASON (OCTOBER 15 THROUGH APRIL 15) AND MAY BE REQUIRED AT OTHER TIMES BASED ON WEATHER AND SITE CONDITIONS THROUGHOUT THE YEAR THE BMP5 LISTED ARE MINIMUM REQUIREMENTS AND ADDITIONAL BMP5 COULD BE REQUIRED BASED ON 51TE CONDITIONS. I. STABILIZED ENTRY. PROVIDE MINIMUM 5" TO 6" FRACTURED ROCK 50' LONG x 15' WIDE BY 6" DEEP OVER CONSTRUCTION GRADE FABRIC. 2. ALL SOILS TRACKED ONTO PAVED ROADWAYS MUST BE CLEANED ON A DAILY BASIS. WHEN STREETS ARE WET OR DURING A RAIN EVENT THERE SHALL BE NO TRACKING OF SOILS ONTO THE STREET. 5. WATTLES SHALL BE INSTALLED PROPERLY, BEHIND CURB OR SIDEWALKS.. 4. ROCK BA55 (MINIMUM 2 PER 51DE) AT ALL DRAIN INLET LOCATIONS WITHIN I50' OF THE PRO.ECT SITE. S. INTERNAL FILTERS SHALL BE PLACED INSIDE EACH DRAIN INLET. 6. TRASH BARS SHALL BE PLACED ACROSS THE BACK OF ALL DRAIN INLETS. 7.. STABILIZE ALL DISTURBED SOILS IN THE FRONT YARD AREAS WITHIN 15' OF THE BACK CURB OR SIDEWALK. (STRAW OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) b. STABILIZE ALL SLOPES WHERE EROSION COULD OCCUR AND CAUSE SILT RUN OFF. (STRAW, VISQUEEN OR EROSION BLANKETS MAY BE USED FOR THIS APPLICATION) 4. ALL PAINT, FUEL, CONSTRUCTION PRODUCTS ETC. SHALL BE STORED IN A COVERED LOCATION AWAY FROM SIDEWALKS AND STORM DRAIN INLETS. 10. PORTABLE CHEMICAL TOILETS IF PROVIDED ON THE SITE MUST BE KEPT OFF OF STREETS AND 51DEWALKS AND A LEAST 50' FROM THE NEAREST STORM DRAIN. 11. ALL TRASH MUST BE COLLECTED AND STORED PROPERLY. DO NOT LET ITEMS SUCH AS DRYWALL MUD BOWES, PAINT BUCKETS, CLEANING MATERIAL CONTAINERS, ETC. COME IN CONTACT WITH ANY RAINFALL OR STORM WATER RUNOFF. 12. PROVIDE A DE516NATED AREA FOR CONCRETE WASHOUT. HAY BAILS LINED WITH V15OUEEN MAY BE USED FOR THIS APPLICATION. ROLLAWAY BINS MAY ALSO BE USED. ALL CONCRETE WASHOUT SYSTEMS SHALL BE PLACED OFF OF THE PAVED STREETS. 15. AFTER INSTALLATION OF THE ABOVE ITEMS ARE COMPLETE, A MAINTENANCE PROGRAM NEEDS TO BE DEVELOPED TO INSURE THE CONTINUED EFFECTIVENESS OF YOUR BMP5. I A • I 1 C / 1 1 1 ' 1 EX I STI NO _ RESIDENCE I7D I T I ON (E) 5Ef'TI G SYSTEM I 1 1 1 I 1 1 1 , 1 1 { BUTTE COUNTY OCT 12.2016 DEVELOPMENT SERVICES R1 6-aDb PERMIT # NIk'Z2 BUTTE COUNTY REVIEWED FOR SERVICES S I TE PLAN t®LTi t I CODE COMPLIANCE I " = 100'-0" DATE I D'�o' �� BY� i OWNER: JOE KNUPP SITE INFO:IOq ROBIN50N MILL RD. SHEET GREGORY A. P E I T Z ADDRESS: ROBINSON MILL RD. OROVILLE, CA ARCHITECT OROVILLE, CA, 383 Rio LindoAve. Chico, CA-. 95926 (530)894.5719 PHONE: (530) 581-I4g4 APN: 0'73-320-005 of: ONE Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com BUM 1 com INSPECTION AGENCY Gable End 110 Wind C Timber Products Inspection, Inc. OCT 12 2016 105 S.E. 124'h Avenue Hat Truss under 6/12 Vancouver, WA 98684 DEVELOPMM Tel: (360) 449-3138 smvpm Fax: (360) 449-3953 8) 6 _)a 69 5 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * MiTek° ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBCARC 2012 SECTIONS(2303.4/R802.10roof/R502.11floor) TRUSS ENGINEERING LAYOUT YES K NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B IA 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.sbcindustry.com BCSI-B1 Summary Sheet at www.sbeindustry.com Systems Plus Job Number 1608-053 Date 08/16/2016 Customer Knupp Revision(s) L., i -z.,� PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES Project GU t UUlVlrUrN114 - Location Oroville, CA DATE PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B 1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES F- D D 4 O Qt J � U. U) I LL OZ oONa U N Z)z09 S r. m o i 00 -8z i o i f w I i � J d MJ �O Z 4� Y�O � WSW < a u zov a . BU -FTE COUNTY BUILDING DIVISION APPROVED -�: Job Truss Truss Type Qty Ply KNUPP PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.53 R48127104 1608-053 A01 GABLE 1 1 BC 0.31 Vert(TL) 0.00 A -B n/r 120 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. TCDL 10.0 Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:23 2016 Page 1 I D:2b5buv_cyvQykHJNExcjzJyoeTH-z3lmc3nX7uaKJyZwTcsyhfwJ3b5kYMdAQjz6W WyoXxE 24-0-0 12-0-0 3x6 = J K L Scale = 1:42.3 V) 0 axb — AF AE AD AC AB AA Z Y X W V U T S azo — 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.01 A n/r 120 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.31 Vert(TL) 0.00 A -B n/r 120 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 R We n/a BCLL 00 Code IBC2012/TP12007 Matrix -SH Weight: 116 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 24-0-0. (lb) - Max Harz B=85(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) R, S, T, U, V, W, X, AF, AE, AD, AC, AB, AA except B=-108(LC 6) Max Grav All reactions 250 Ib or less at joint(s) R, Z, Y. T, V, W. X, AE, AD, AC, AB, AA except B=570(LC 16), S=539(LC 1), U=260(LC 18), AF=393(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS Q -S=-402/106, C -AF= -333/91 NOTES- (13) 1) 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 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) TCLL: ASCE 7-10; Pf=42.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times Flat roof load of 42.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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, with BCDL = IO.Opsf. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) R, S, T, U, V, W, X, AF, AE, AD, AC, AB, AA except Qt=1b) B=108. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. BUILDING DIVISION APPROVFD QRarESSi S EOpOs�F�c t� w C 75435 NC m fY X *� EXP, 03/3112018 l* August 12,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 ray. 1010312015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Bullding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply KNUPP TCLL 42.0 (Roof Snow=42.0) Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.20 H -J >999 240 R48127105 1608-053 A02 COMMON 11 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.10 F n/a n/a Job Reference optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:24 2016 Page 1 ID:2b5buv_cyvQykHJNExcjzJyoeTH-SGs8gPo9uCiBw6861 KOBDtSQ3?NcHk6JfNif2yyoXxD , -2-0-0 64-14 12-0-0 17-7-2 24-0-0 26-0-0 2-0-0 64-14 5-7-2 5-7-2 6-4-14 2-" Scale = 1:44.9 48 = 48 = 3x6 = 3x6 = 3x6 = 48 = 0 a LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 42.0 (Roof Snow=42.0) Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.20 H -J >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.44 H -J >651 180 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.10 F n/a n/a 7) A plate rating reduction of 20% has been applied for the green lumber members. BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH B=198, f=198. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 22�OP�Of ESSlO�u�4 j o0os��ti Weight: 94 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) B=1696/0-3-8, F=1696/0-3-8 Max Horz B=75(LC 10) Max Uplift B=-198(LC 6), F=-198(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD B -C=-3375/283, C -D=-2894/229, D -E=-2894/230, E -F=-3375/284 BOT CHORD B -J=-249/3122, H -J=-87/2094, F -H=-182/3122 WEBS D -H=-62/1014, E -H=-822/186, D -J=-61/1014, C -J=-822/185 COV NTY i3E COUNTY NOTES- (9) V-F BUILDING DIVISION 1) 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 Q grip DOL=1.33 APPROVED \!9Q 2) TCLL: ASCE 7-10; Pf=42.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 eye! 3) Unbalanced snow loads have been considered for this design. MiTek 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times Flat roof load of 42.0 psf on overhangs non -concurrent with other live loads. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7777 Greenback Lane 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. Suite 109 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) except (jt=1b) B=198, f=198. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 22�OP�Of ESSlO�u�4 j o0os��ti G, LP C 75435 m LU LU W_ EXR 03/31/2018 * , OFC August 12,2016 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 1010312015 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, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply KNUPP PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.20 G-1 >999 240 848127106 1608-053 A03 COMMON 1 1 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.10 F n/a n/a BCDL 10.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:25 2016 Page 1 ID:2b5buv_cyvQykHJNExcjzJyoeTH-wSPW 1 IpnfWg2YGjlal vQm4?c5Pig0ACTtl SDaOyoXxC -2-0-0 6-4-14 12-0-0 17-7-2 24-0-0 2-0-0 6-4-14 5-7-2 5-7-2 6-4-14 Scale = 1:42.6 4x8 = 4x8 = 3x6 = 3x6 = 3x6 = 4x8 = 8-3.4 7-5-8 8-3-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.20 G-1 >999 240 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.44 G-1 >656 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.10 F n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 92 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) 17=11484/0-3-8,13=1700/0-3-8 Max Horz B=86(LC 14) Max Uplift F=-122(LC 7), B=-198(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3344/284, C -D=-2904/230, D -E=-2923/239, E -F=-3408/294 BOT CHORD B -I=-263/3087, G -I=-101/2105, F -G=-226/3156 WEBS D -G=-66/1037, E -G=-834/188, D -I=-61/974, C -I=-783/185 NOTES- (9) 1) Wind: ASCE 7-10; Vult=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 2) TCLL: ASCE 7-10; Pf=42.0 psf (Flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times Flat roof load of 42.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) except Qt=1b) F=122, B=198. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �Oe9,OrESS11 ,`EO �. Q G) J Lu C 75435 c M r * EXR 03/31/2018 OF CAL' August 12,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/03/2015 BEFORE USE • Design valid for use only with MTek9 connectors. This design is based only upon parameters shown, and is for on individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, defivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply KNUPP PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.53 R48127107 1608-053 A04D COMMON SUPPORTED GAB 1 1 BC 0.31 Vert(TL) 0.00 " A -B n/r 120 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. TCDL 10.0 Rep Stress Incr Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:26 2016 Page 1 I D:2b5bu y_cyvQykHJ N ExcjzJyoeTH-Oezu F 5pPQ pyuAQ IV81Qf I IYgJ p6Rljac6h B m7ryoXxB -2-0-0 12-0-0 23-8-8 2-0 0 12-0-0 - 11-8-8 67 O Scale = 1:42.3 4x4 = sxo % AE AD AC AB AA Z Y X W V U T S R �x� 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.01 A n/r 120 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.31 Vert(TL) 0.00 " A -B n/r 120 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 X n/a n/a BCLL 0.0 Code IBC2012ITP12007 Matrix -SH Weight: 112 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 23-8-8. (lb) - Max Horz B=85(LC 46) Max Uplift All uplift 100 Ib or less at joint(s) R, S, T, U, V, W, X, AE, AD, AC, AB, AA, Z except Q=-249(LC 33), B=-330(LC 30) Max Grav All reactions 250 Ib or less at joints) Y, S, T, U, V, W, X, AD, AC, AB, AA, Z except Q=301(LC 24), B=570(LC 16), R=336(LC 1), AE=393(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-749/707, C -D=-485/500, D -E=-395/431, E -F=-304/363, F -G=-227/298, K -L=-231/287, L -M=-308/347, M -N=-385/408, N-0=461/474, O -P=-546/542, P -Q=-739/691 BOT CHORD B -AE= -648/700, AD -AE= -428/481, AC -AD= -348/400, AB -AC= -282/335, AA -AB= -213/266, V -W=-212/266, U -V=-285/339, T -U=-358/412, S -T=-424/485, R -S=-504/558, Q -R=-640/704 WEBS P -R=-255/93, C -AE= -333/93 BU l�� E C�UU��rTY BUILDING DIVISION APPRO F7 NOTES- (14) 1) 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 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) TCLL: ASCE 7-10; Pf=42.0 psf (Flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times Flat roof load of 42.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) R, S, T, U, V, W, X, AE, AD, AC, AB, AA, Z except Qt --1b) 0=249, B=330. 13) This truss has been designed for a total drag load of 1300 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 23-8-8 for 54.8 plf. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?,OFESS/py ��`���� iEOpOs�Fyc LU LU C 75435 c M *� EXP, 03/31/2018 l* OF August 12,2016 AWARNING - Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 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, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty Ply KNUPP a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R48127108 1608-053 A05 COMMON 2 1 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Jab Reference (optional SYSTEMS PLUS LUMBER GO, ANDERSON, GA 6-4-14 6.010 S Apr 20 2016 MiTek Industnes, Inc. Fn Aug 12 16:14:27 2016 Page 1 I D:2b5buy_cyvQykHJNExcjzJyoeTH-srXGSRg2B741oathiSxurV4yaCOIU3imLLxJfHyoXxA 5-7-2 5-7-2 4x8 = D 6-4-14 Scale = 1:42.6 4x8 = 3x6 = 3x6 = 3x6 = 4x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.20 G-1 >999 240 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.44 G-1 >656 180 TCDL 10.0BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.10 F n/a n/a BCDL 10.0 Code IBC2012fTP12007 Matrix -MSH I Weight: 92 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-5-1 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) F=1484/0-3-8, B=1700/0-3-8 Max Horz B=86(LC 14) Max Uplift F=-122(LC 7), B=-198(LC 6) f'('� FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. B V ! I E COUNTY TOP CHORD B -C=-3344/284, C -D=-2904/230, D -E=-2923/239, E -F=-3408/294 BUILDING D I V I S I O IV BOT CHORD B -I=-263/3087, G -I=-101/2105, F -G=-226/3156 WEBS D -G=-66/1037, E -G=-834/188, D -I=-61/974, C -I=-783/185 APPROVED P P Q� ® !t7 \/ NOTES- (9) ®R 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) TCLL: ASCE 7-10; Pf=42.0 psf (Flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times Flat roof load of 42.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) except (jt=lb) �FESS/�y� F=122, B=198. Q � 1 ED O 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q PQ' s� c LU LU C CO 75435 c m * EXP. 03131/2018 OFCA: August 12,2016 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not Dot a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Job Truss Truss Type Qty 1 Ply KNUPP Well L/d PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 R48127109 1608-053 B01 GABLE 1 2 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.90 Vert(TL) -0.57 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:29 2016 Page 1 ID:2b5buv_cyvQykHJN ExcjzJyoeTH-oDf 1 t6sljkKT1 u 14ptzMwwAOb0_pyOL2ofQQj9yoXx8 6-2-12 11-7-12 17-0-12 23-3-8 25-3-8 6-2-12 5-5-0 5-5-0 6-2-12 2-0-0 Scale = 1:41.9 5x6 = 3x4 = 3x5 = 5x6 = 3x4 = 5x14 = 3x4 = 3x4 = 8-0-7 15-3-1 23-3.8 8-0-7 7-2-11 8-0-7 V IA 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.26 I -AM >999 240 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.90 Vert(TL) -0.57 I -AM >477 180 TCDL 10.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.05 E n/a n/a Arnl 1n n Code IBC20121TP12007 Matrix -MSH Weight: 333 Ib FT = 20% LUMBER - TOP CHORD 2X4 OF No.1&Btr G `Except' • A-C,C-E: 2X6 DF SS G BOT CHORD 2X4 OF No. 1&Btr G WEBS 2X4 OF Stud/Std G OTHERS 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=1195/0 -5-8,E=1445/0-5-8 Max Horz A=-74(LC 11) Max Uplift A=-64(LC 6), E=-153(LC 7) Max Grav A=1203(LC 17), E=1445(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3948/296, B -C=-3389/229, C -D=-3124/189, D -E=-3642/245 BOT CHORD A -I=-277/3744, G -I=-100/2199, E -G=-166/3456 WEBS C -G=-41/1037, D -G=-878/167, C -I=-62/1448, B -I=-980/178 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. NOTES- (17) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. BUTTE COUNTY BUILDING DIVISION. APPROVED 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 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 4) 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. 5) TCLL: ASCE 7-10; Pf=42.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times Flat roof load of 42.0 psf on overhangs non -concurrent with other live loads. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) The Fabrication Tolerance at joint E = 12% 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) " 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. 13) A plate rating reduction of 20% has been applied for the green lumber members. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A except (jt=1b) Q?,QrESSI C -11 1E00 0 „�, w C 75435 c m EXP. 03/31/2018 OF August 12,2016 AWARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 lay. 10/03/2015 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, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crllerla, DSB•89 and BCSI Buflding Component TT77 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply KNUPP a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 848127109 1608-053 B01 GABLE 1 2 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Suite 109 Job Reference (optional) bYb I tM5 PLUS LUMbEK GU, ANULK50N, GA 8.U1U S Apr ZU ZU16 Mi I ek Industries, Inc. Fn Aug 12 16:14:29 2016 Page 2 I D:2b5buv_cyvQykHJNExcjzJyoeTH-oDf1 t6sljkKT1 u 14ptzMwwAObO_pyOL2ofQQjgyoXx8 NOTES- (17) 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) No notches allowed in overhang and 0 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. No plates notching. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 17) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t J r I BU k COUNTY BUILDING DIVISION �RPROVED t AWARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply KNUPP CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 42.0 (Roof Snow=42.0) R48127110 1608-053 B02 Common 2 1 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.41 G-1 >684 180 BCLL 0.0 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA N 6-2-12 5-5-0 4x6 = 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:30 2016 Page 1 I D:2b5buv_cyvQykHJNExcjzJyoeTH-GQDP4SswU2SKf1 cGNaVbT8iUrQRJhRgC 1 J9_GcyoXx7 5-5-0 6-2-12 2-0-0 Scale = 1:40.6 48 = 3x6 = 3x6 = 3x6 = 48 = 8-0-7 15-3-1 23-3-8 8-0-7 7-2-11 8-0-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 42.0 (Roof Snow=42.0) Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.19 G-1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.41 G-1 >684 180 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.10 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 89 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-9 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 OF Stud/Std G REACTIONS. (Ib/size) A=1440/0-3-8, E=1656/0-3-8 Max Harz A=-84(LC 11) Max Uplift A=-118(LC 6), E=-195(LC 7) . FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3295/284, B -C=-2829/231, C -D=-2810/223, D -E=-3234/274 BOT CHORD A -I=-251/3051, G -I=-87/2040, E -G=-175/2985 WEBS C -G=-60/939, D -G=-755/180, C -I=-63/1002, B -I=-806/182 NOTES- (9) 1) Wind: ASCE 7-10; Vult=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 2) TCLL: ASCE 7-10; Pf=42.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 42.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) except Qt=1b) ��O$�OFESS/oy� A=118, E=195. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. P�O 3 0,00 � LU C 75435 c rn * /A 63131/2018 �F F August 12,2016 AWARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 ray. 10/032015 BEFORE USE. -- • Design valid for use only with MTeA� connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stobialy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply KNUPP LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=42.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD R48127111 1608-053 B03 Common 1 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component REACTIONS. (Ib/size) A=1444/0-3-8, E=1444/0-3-8 7777 Greenback Lane 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Max Horz A=63(LC 10) A=118, E=118. Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA vA it a 6-2-12 5-5-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:30 2016 Page 1 ID:2b5buv_cyvQykHJNExcjzJyoeTH-GQDP4SswU2SKf1cGNaVbT8iULQRKhRxC1J9_GcyoXx7 4x6 = 5-5-0 6-2-12 Scale = 1:38.1 4x8 = 3x6 = 3x6 = 3x6 = 8-0-7 15-3-1 23-3-8 8-0-7 7-2-11 8-0-7 4x8 = LOADING (psf) TCLL 42.0 (Roof Snow=42.0) 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 0.65 BC 0.50 WB 0.43 Matrix -MSH DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deb L/d -0.19 F -H >999 240 -0.41 F -H >690 180 0.10 E n/a n/a PLATES GRIP MT20 220/195 Weight: 86 Ib FT = 20% LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=42.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-1 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G will fit between the bottom chord and any other members. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component REACTIONS. (Ib/size) A=1444/0-3-8, E=1444/0-3-8 7777 Greenback Lane 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Max Horz A=63(LC 10) A=118, E=118. Max Uplift A=-118(LC 6), E=-118(LC 7) prESS/�y� FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. CO TOP CHORD A -B=-3269/285, B -C=-2840/231, C -D=-2840/232, D -E=-3269/285 w C 754.35 (P m BUILDING DIVISION BOT CHORD A -H=-265/3021, F -H=-101/2051, E -F=-219/3021 APPOV * EXP. 03l31/2018 WEBS C -F=-64/962, D -F=-768/182, C -H=-63/962, B -H=-768/182 FOF CAL%% NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• 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 a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 2) TCLL: ASCE 7-10; Pf=42.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek 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. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6) A plate rating reduction of 20% has been applied for the green lumber members. 7777 Greenback Lane 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) A=118, E=118. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. prESS/�y� T EOpOs�F� CO BUTTE GOUN � y w C 754.35 (P m BUILDING DIVISION APPOV * EXP. 03l31/2018 FOF CAL%% August 12,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 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, not• a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply KNUPP Plate Offsets (X,Y)- fA:0-3-0,0-0-111,fE:0-3-0,0-0-111,fF:0-5-8,0-1-01,fH:0-5-8,0-1-01 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall LOADING (psf) SPACING- 2-0-0 CSI. 848127112 1608-053 C01 Common Girder 1 3 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Vert(LL) -0.15 G -H >999 240 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.68 Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 4-1-14 3-4-2 5x6 II 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:31 2016 Page 1 I D:2b5buy_cyvQykHJN ExcjzJyoeTH-kcnn IotYEMaBGBASxIOq?LFiogjsQu?LGzvXo2yoXx6 3-4-2 4-1-14 Scale: 1/2-=1' 2x8 II 12x14 = 2x8 II 4-1-14 7-6-0 10-10-2 15-0-0 4-1-14 3-4-2 3-4-2 4-1-14 Plate Offsets (X,Y)- fA:0-3-0,0-0-111,fE:0-3-0,0-0-111,fF:0-5-8,0-1-01,fH:0-5-8,0-1-01 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall LOADING (psf) SPACING- 2-0-0 CSI. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.48 fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Vert(LL) -0.15 G -H >999 240 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.68 Vert(TL) -0.29 G -H >604 180 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 Horz(TL) 0.07 E n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 232 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 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G 'Except* C -G: 2X4 DF No.2 G REACTIONS. (Ib/size) A=6773/0-3-8, E=6773/0-3-8 Max Horz A=40(LC 10) Max Uplift A=-704(LC 6), E=-704(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-15305/1586, B -C=-11631/1200, C -D=-11631/1201, D -E=-15305/1586 BOT CHORD A -H=-1478/14488, G -H=-1478/14488, F -G=-1449/14488, E-F=-1449/14488 �2 `I_ tTv BUTTE COUNTY WEBS C -G=-677/6838, D -G=-3824/442, D -F=-206/2247, B -G=-3824/441, B -H=-205/2247 UJ y ! BUILDING DIVISION NOTES- (11) 1) ply truss ton connected together with "x3") nails as follows: T row at 0-7 Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. B tt h d t d F-11 2x8 2 t d #040 !/tel \N/ APPROVED o om c or s connec a as o ows. rows s aggere a oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vu1t=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 4) TCLL: ASCE 7-10; Pf--42.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) This truss has 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) except 6t=1b) A=704, E=704. 10) Girder carries tie-in span(s): 28-0-0 from 0-0-0 to 15-0-0 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-104, C -E= -104,A -E= -817(F=-797) August 12,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/07/2015 BEFORE USE. -- • Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Trust Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus HeI hts CA 95610 Job Truss Truss Type Qty Ply KNUPP TCLL 42.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.09 F -L >999 240 R48127113 1608-053 CO2 Common 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.03 D n/a n/a Job Reference (opt ...... SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:32 2016 Page 1 ID:2b5buv_cyvQykHJNExcjzJyoeTH-DOL9V8UA?rj2ULleV?X3YZopbD819QCVUde4KUyoXx5 2-0-0 7-6-0 15-0-0 17-0-0 2-0-0 7-6-0 7-6-0 2-0-0 Scale =1:30.5 4x8 = 0 2x4 II 7-6-0 15-0-0 7-6-0 7.6-0 3x8 = I� 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.09 F -L >999 240 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.19 F -L >967 180 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.03 D n/a n/a BCLL 0.0 Cade IBC2012/TPI2007 Matrix -MSH Weight: 51 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-3 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G t REACTIONS. (Ib/size) B=1138/0 -3-8,D=1138/0-3-8 r Max Horz B=511 (LC 10) Max Uplift B=-157(LC 6), D=-157(LC 7) Max Grav B=1160(LC 17), D=1160(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1459/87, C -D=-1459/86 BOT CHORD B -F=-20/1274, D -F=-20/1274 WEBS C -F=0/296 NOTES- (9) 1) 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 2) TCLL: ASCE 7-10; Pf=42.0 psf (flat roof snow); Category ll; Exp C; Partially Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 42.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) except Qt=lb) B=157,D=157. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. / e�orEss/oy� � pi EOpOs�F�c CO i LU w C 75435 c m * EA 131/2018 CIVI%%- CF CA4.1 August 12,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 10/03/2075 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �{ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus eights, CA 95610 Job Truss Truss Type Qty Ply KNUPP a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall SPACING- 2-0-0 CSI. R48127114 1608-053 CO3 Common Supported Gable 1 1 TC 0.53 Vert(LL) 0.02 L n/r 120 MT20 220/195 (Roof Snow=42.0) Lumber DOL Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 2-0-0 7-6-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Aug 12 16:14:32 2016 Page 1 ID:2b5buv_cyvQykHJNExcjzJyoeTH-DoL9V8uA?ft2uLleV?X3YZosoD9r9QrVUde4KUyoXx5 4x4 = 7-6-0 2-0-0 Scale = 1:30.5 .aco 1 J K U 1' U N M ono 15-0-0 15-0-0 t� 0 LOADING (psf) -- Design valid for use ontywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 42.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) 0.02 L n/r 120 MT20 220/195 (Roof Snow=42.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.00 L n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 K n/a n/a BCLL 0.0 Code IBC2012/TPI2007 Matrix -SH Weight: 64 Ib FT = 20% BCDL 10.0 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. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 15-0-0. (lb) - Max Horz B=51 (LC 14) Max Uplift All uplift 100 Ib or less atjoint(s) N, O, P, T, S. R except B=-120(LC 6), K=-132(LC 7), M=-201(LC 16) Max Grav All reactions 250 Ib or less at joints) Q, M, N, O, P, S, R except B=569(LC 16), K=608(LC 16), T=470(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS C-T=-406/90TT (� _ NOTES- (14) BU "" �� 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed;B U I LD I N G DIVISION MWFRS (envelope) gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 p a4 S AI��S]M ®� 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 Ind st ED Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=42.0 psf (Flat roof snow); Category II; Exp C; Partially Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times Flat roof load of 42.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. �pFESS/0 7) Gable requires continuous bottom chord bearing. COQ N.q 8) Gable studs spaced at 1-4-0 oc. O I EOD 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��� ,�Q� r" yC 10) ' 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 `J will fit between the bottom chord and any other members. & Z C 75435 m 11) A plate rating reduction of 20% has been applied for the green lumber members. LU LU C M 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) N, O, P. T, S, R EXR 03/31/2018 except Qt=lb) B=120, K=132, M=201. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, K. f 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OFCAL August 12,2016 AWARNING - Verl/y design parameters and READ NOTES ONTHIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10/03/2015 BEFORE USE. -- Design valid for use ontywith MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, see ANSIJTP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexondna, VA 22314. Suite 109 Citrus Heights CA 95610 Re: 1608-053 KNUPP MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R48127104 thru R48127114 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. E Q�0FESS/ON � ¢� T EODOs 11 JP � C 75435 `�� M 1 * EXP. 03/31/2018 C10 August 12,2016 . Eduard, Teodosescu IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. E DROP TOP CHORD TRUSS MIi/SAC - 14 3/31/2004 PAGE 1 WITHOUT CONT. BEARING 46 TRUSS CRITERIA: LOADING: 16-14-0-10 (PSF)-1 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 & 12" MIN PAST THE SCARF ,o�so�Q� 1 1/2"X3 1/2" NOTCH @ 24" O.C. ALONG ADDED 2X LUMBER 4x4= TOP CHORD TIE PLATES (TYP.) /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" D.C. FOR 2X4 LUMBER 3X6 @ 24" O.C. FOR 2X6 LUMBER A WARMNO - wrrj9 design p—ametara and READ NOTES ON TAM AND UYCLUDED O TZK REFERENCE PAOE M-74 73 BEFORE USE. Design void for use only with Mifek connector. This design Is based only upon parameters shown. and Is for on Individual buidGtg componenl. Applicability of design paromenters and proper incorporation of component Is responslbkilly of building designer - not Inas designer..8rocing shown Is for loteral support of Individual web members only. Additional temporary bracing to Insure sloblity during construction is the responsibMly of the erector. Adddbnal permanent bracing of the overall structure Is the responsiWily of the building designer. for general guidance regarding fabrication, quality control storage, deiyery, erection nrsd bracing. consul ANSI/TPII Quality Criteria. DS8.89 and ECSIT Building Component Safety information available fromrnrss Plate knlllute. 583 D Orofdo Drive. Madison. WI 59719. MiTek Industries, Inc. Western Division ONI 0 NO. C76428 EXP. 12-31-16 p1m MAY 14 2015 7777 Greenback Lane sme-w® Sidle 119 Citrus Heights. CA 9SBAKIIIIIIIIIfft wul MOW 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-B 1 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 (MII/SAC51 & MII/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-B1 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. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 indicated. 6 4 8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury offsets are 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 0-/16" ci-2 c2-3 2. Truss bracing must be designed by an engineer. For individual lateral braces themselves 4 WEBS oz9 wide truss spacing, may require bracing, or alternative Tor I w y p bracing should be considered. I Ov > 3 �,� 3 =e O 3. Never exceed the design loading shown and never a�' u U stack materials on inadequately braced trusses. 00 � 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c� s ce-� cs 6 designer, erection supervisor, property owner and plates 0- 'Ag' 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 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%, at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for 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 width measured perpendicular 4 x 4 ESR -131 1, ESR -1352, ESR 1988 responsibility of truss fabricator. General practice is to 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 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber values g y 14. Bottom chords require lateral bracing 10 spacing, or less, if no ceiling is installed, unless otherwise e noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior 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. 3D 18. Use of green or treated lumber may unacceptable g y pose 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 Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DCB -89: Designi for Bracing. is not sufficient. Buildin Com onent Safet Information, g Compo MiTek® 20. Desi n assumes manufacture in accordance with gBCSI: Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015