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B17-1468 000-000-000
201.6 CALGreen Residential Mandatory Measures This checklist applies to, newly constructed buildings, additions or alterations of existing residential buildings where the addition or alteration increases the building's conditioned area, volume, orsize. The requirements shall only apply to and or within the specific area of the addition or alteration. 2016 CGBSC 301.1.1 ***Note 2016 CGBSC 301.1.1: On and after 11112014, residential buildings undergoing permitted alterations, additions or improvements shall replace noncompliant plumbing fixtures with water - conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of certificate of final completion, certificate of occupancy or final permit approval by the local building —department. y Feature or Measure Required A plan is developed and implemented to manage, storm water. drainage during, . construction. CGBSC 4.106.2. a Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to kee water from entering buildings CGBSC 4.106.3. Provide capability for electric vehicle charging in one and two-family dwellings and in townhouses with attached private garages; and 3 percent of total parking spaces, as ,, ,c specified, for multifamily dwellings. �V Building meets or exceeds the requirements of the California Building Energy Standards. CGBSC4.201.1. Water closets. The effective flush volume of all water closets shall not exceed 1.28 gpf. Tank -type water closets shall be certified to the performance criteria of the U.S.. EPA WaterSense Specification for Tank -type Toilets. V Note: The effective flush volume of dual flush toilets is defined as the composite, average flush volume of two reduced flushes and one full flush. Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125gpf and floor mounted or other urinals shall not exceed 0.5 gpf. eA Single showerheads. Showerheads shall have a max. flow rate of not more than 2.0 gpm at 80 psi. Showerheads shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Showerheads. Multiple showerheads serving one shower. When a shower is served by more than one showerhead, the combined flow rate of all the showerheads and/or other shower outlets controlled by a single valve shall not exceed 2.0 gpm at 80 psi, or the shower shall be designed to allow only one shower outlet to be in operation at a time. Residential lavatory faucets. The max: flow rate of residential lavatory faucets shall not exceed 1.2 gpm at 60 psi: The-min.'flow rate of residential lavatory faucets shall , not be less than 0.8 gpm at 20. psi. Metering faucets. Metering faucets when installed in residential buildings shall not deliver more than 0.25 gallons per cycle. A Kitchen faucets. The max. flow rate of kitchen faucets shall not exceed 1.8 gpm at 60 psi. ChecklistslGreen Building ' -w cou! i ` - f►UG 2 3.2057 Page) of 3 ' - - 02/10/2017 `.' DEVELOPMENT . . RVICBS 2016 CALGreen Residential Mandatory Measures Checklist (Cont'd) Feature or Measure Required IN New residential developments with an aggregate landscape area equal to or greater than 500 sq ft shall comply with one of the following options: 1. A local water efficient landscape ordinance or the current California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), , /�i whichever more stringent; or A 2. Projects with aggregate landscape areas less than 2,500 sq ft may comply with the MWELO Appendix D Prescriptive Compliance Option. Rodent proofing. Annular spaces around pipes, electric cables, conduits, or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or similar method acre table to the enforcin a enc. s� Recycle and/or salvage for reuse a minimum of 65 percent of the nonhazardous construction and demolition waste in accordance with one of the following: ---1-C-omply-with-a-more-stringenrlocal-construction-and-demolition-waste------- — --- - - - management ordinance; or 2. A construction waste management plan, per Section 4.408.2; or 3. A waste management company, per Section 4.408.3; or 4. The waste stream reduction alternative, per Section 4.408.4. O&M Manual: An operation and maintenance manual shall be available in the building at the time of final inspection. Recycling by Occupants: Where 5 or more multifamily dwelling units are constructed on a building site, provide readily accessible area(s) that serves all buildings on the site and is identified for the depositing, storage and collection of non -hazardous materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waste, and metals, or meet a lawfully enacted local recycling ordinance, if more restrictive. See exception for rural jurisdictions. Any installed gas fireplace shall be direct -vent sealed -combustion type. Any installed woodstove or pellet stove shall comply with US EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a permanent label indicating they are certified to meet the emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. Duct openings and other related air distribution component openings shall be covered during construction. Adhesives, sealants and caulks shall be compliant with VOC and other toxic compound limits Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds shall comply with statewide VOC standards and other requirements. Paints, stains and other coatings shall be compliant with VOC limits. 4.504.2.2 ChecklistslGreen Building Page 2 of 3 02/10/2017 ` 2016 CALGreen Residential Mandatory Measures' Checklist (cont+d) ' Feature or Measure' Required Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic O O `Carpet and carpet systems shall be compliant with VOC limits. 44.504.3 ' At least 80% of floor. area receiving resilient flooring shall comply with specific VOC criteria. r Hardwood plywood, particleboard and medium density fiberboard (MDF) used on - interior or exterior of the building shall comply with formaldehyde emission `. standards. Documentation shall be provided to the City building inspector verifying that compliant materials have been used. Concrete Slab Foundations: Vapor retarder and capillary break is installed at slab - on -grade foundations. ' Moisture content of building -materials used in wall and floor framing shall not exceed 19% before enclosure' Moisture content shall. be verified in compliance with, , ' CGBSC 4.505.3. Indoor Air Quality and Exhaust (4.506) Bathroom exhaust fans shall be ENERGY STAR rated and ducted to terminate - outside. Unless functioning as a component of a whole house ventilation system, bathroom 'exhaust fans must be controlled by,,a humidity control adjustable between a relative " 'humidity range of 50% - 80%. Duct systems are sized, designed, and equipment is selected using the following, methods .. : " • L_ Establish heat loss and heat gain values according to ANSI/ACCA 2 Manual ,• J-2011 or equivalent. +• „ ` ,� ; • t '%. 2 .Size duct systems according to ANSI/ACCA 1 Manual D-2014 or equivalent. , - • v �o �� � -3. Select heating and cooling equipment according to ANSI/ACCA 3 Manual S-. • 2014 or equivalent. ti r ^ Sf �`► FV.,_ '. HVAC system installers are trained and certified in the proper installation of HVAC_ -�- systems. . Special inspectors employed by the enforcing agency must be qualified and able to demonstrate competence in the discipline they are inspecting. roll, ; irfi a Verification of compliance with this code may include construction documents, - plans specifications builder or installer cert cation, inspection reports, or other methods acceptable to the enforcing agency,' which, show substantial conformance. : .• � - ` - fir. - +� � .� � .. . Checklists\Green Building E Page 3 of 3 �j _ 02/10/2017 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building pen -nit will not be issued until completed plan submitted APN: 9 6 3 - 3 10 -- Building Permit # iEt 1 7 �t!i Owner Name: YJ fit/` S�V' to Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive OrovilIe, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Mailing Address: P/5 -Z-5- w , \c'e.V IN V`� C_D rg�ner Phone:Mpkq 3`(3 - 3 �J9_ Jobsite Address: eta--e_ C -t- S GC- J o Q e- Project Sq. Ft.: 6 Project Type: VEConstruction I Demolition Jobsite Contact:n J �1 �•� � Company: e!:1611%e!:1611%co Jobsite Phone: (S�) �oZ i j�6 % T Brief description of project: A By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in dela building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner 1 Contractor) Signature: (Circle) Date: if aZ MATERIAL 1 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) gnQ,4watVev, µ o . cc - Lumber Plant/Tree Debris a7A V ��� m Dry Wall e Metal Oo , Cardboard Other: Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleButte.net. Z'1 NEW GAS PIPING SCHEMATIC COVER SHEET PROJECT: Detached Garage / Hobby Room . 4525 Wilder Drive Forest Ranch, CA 95942 COU f\1TY PROJECT DESIGNER,_�,�iLID11 C0 CHICO GREEN BUILDERS �OV �® 11 Commerce Court, Suite #5 J Chico, CA 95928 , (530) 521-1267 Gas Piping Schematic prepared by: MAX RA 41REZ Golden Sun Designs 22189 Samson Ave. Coming, CA 96021 (530) 321-7242 sum • COUNTY Job Number: AD -G 2 3 2017 U17 -015 -Sharpe ' DEVELOPMENT SERVICES , 11 Date: b0 - August 15, 201.7 TABLE OF CONTENTS: 1. Cover Sheet 2. New Gas Piping Schematic 3. Pipe Lengths, Table 1216.2(1), CPC 2016 PIPING / CFM @ APPLIANCES Total Section - 1 Outlet - A Outlet - B Outlet - C Outlet - D Outlet - E Outlet - F Cfm Appliance Water Heater ---- ---- ---- ---- ---- ---- CFM 146 ---- ---- ---- ---- ---- 146 Branch Length (In feet) 5 ---- ---- ---- ---- ---- A+B+C+D Branch Dia. (In inches) 3/4 Totals (CFM) 146 ---- ---- ---- ---- PIPING @ SECTIONS Section - 1 Section - 2 Section - 3 Section - 4 Section - 5 ---- Outlet (Appliance) A B C D E ---- CFM 146 ---- ---- ---- ---- Length (In feet) 27 ---- ---- ---- ---- A A+B A+B+C A+B+C+D A+B+C+D+E ---- Totals (CFM) 146 ---- ---- ---- ---- ---- Totals Length (In feet) 27 ---- ---- ---- ---- Pipe Dia. (In Inches) 3/4 NOTES: 1. The BTU values used in designing the gas pipe schematic are derived from the construction documents or from standard appliance values from table 1208.4.1 CPC 2016 2. The actual BTU appliance values may change during construction. It is the responsibility of the licensed plumber to check the values used in this design and the actual values installed. Any discrepancy shall be brought to the attention of the Architect / Designer and the person responsible for the gas pipe schematic. 3. If LPG gas is used, the final propane tank installation location may vary from the construction documents. The new location shall made know as per note #2 above. 4. The licensed plumber that is responsible for the installation of the gas lines shall provide a final gas line schematic drawing if any changes to the attached schematic are made. The new schematic drawing shall be provided to the local building official, Architect / Designer and the person responsible for this gas pipe schematic. 5. Not used 6. CFM = BTU / 1,100 Propane Water Heater Small I Tank Section - 14� Outdoor A Branch- A J ' Z ' Z049000 NEW GAS PIPING SCHEMATIC Not to Scale 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 BUTTE INSPECTION AGENCY COUNTY Timber Products Inspection, Inc. 105 S.E. 124`s Avenue JUL 19 207 Tel: WA 98684 Tel: (360) 449-3138 DEVELOPMENT Fax: (360) 449-3953 SERVICES S0449 - *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * ICC ES Report ESR -1311& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS(2303.4/R802.10roof/R502.11floor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B I Gable End 110 Wind B I Gable End 110 Wind C 113 Hat Truss over 6/12 2 Hat Truss under 6/12 213 Web Bracing Details 3 ✓ Vafley 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 1 I ✓ Purlin Gable 12_ BCSI at www.sbcindustrv.com BCSI-Bl Summary Sheet at "m sbcindusExom Systems Plus Job Number 0517562 Date 6/29/2017 Revision(s��_RMIT# Chico Green Builders BUTTE COUNTY DEVELOPMENT SERVICES Customer RFV'MAn F�, Project Sharpe Shop CO®E COMPLIANCE Location Forest Ranch, CA BY PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE NOTE SCSI -B1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING i AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES 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 (M[JI/SAC51 & MM/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-Bl 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. MARCH 12, 2009 1 WEB BRACING RECOMMENDATIONS BBRACE I—II—I aaaa 0 00 O 00 a MiTek USA, Inc. U MiTek USA, Inc. Page 1 of 1 Bay size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAYSIZE 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE A B C D A B C D C D 101-0" 1 s10 1 abs 1 E ss 2829 AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.1315Q.5-) FOR 1 x4 BRACES, 2-10d (0.131•x 3-) FOR 2x3 and 2x0 BRACES, AND 3-10d (0.131-4') FOR 2x8 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X25") NAILS FOR 1x4 LATERAL BRACES, B 3143 3143 4715 2.10d (0.131Y1) NAILS FOR 2)0 and 2x4 LATERAL BRACES, AND 3.10d (0.131•x3") FOR 24 LATERAL BRACES. 12'-0" 1342 1572 1572 2358 4715 7074 14'-0" 1150 1347 1347 2021 - - GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w .sboilktWy.a andww 4msiorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 16'-0" 1006 1179 1179 1768i e ' N 2358 2358 3536 ' � - - '�'���'�>' L� 18'-0• 894 1048 1042= 1572 3143 4715 20'-0" 805 943 943 1414 `'<"' '% 1885 1866 2829 Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL AND SHALL BE INSTALLED W SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.1315Q.5-) FOR 1 x4 BRACES, 2-10d (0.131•x 3-) FOR 2x3 and 2x0 BRACES, AND 3-10d (0.131-4') FOR 2x8 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X25") NAILS FOR 1x4 LATERAL BRACES, B 2 X 2.10d (0.131Y1) NAILS FOR 2)0 and 2x4 LATERAL BRACES, AND 3.10d (0.131•x3") FOR 24 LATERAL BRACES. 3 #3, STD, CONST (SPF, OF, HF, OR SP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 8. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, OF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w .sboilktWy.a andww 4msiorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL -1.15 PUK SIABILIZEF15: FOR A SPACING OF 24.O.C. ONLY, MREK'STABIUZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE *STABILIZER' TRUSS BRACING INSTALLATION GUIOF AIM PROM W.T Ao —1—T— MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE r Iv , mnen u�„, ���. rage � of i lI� Note: T -Bracing / I -Bracing to be used when continuous lateral bracing 0 00 is impractical. T -Brace / I -Brace must cover 90% of web length. aNote: This detail NOT to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8” o.c. 2x4 or 2x6 or 2x8 16d , 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) T -Brace 1 x4 (*) I -Brace 2x6 1x6 (*) T -Brace 2x6 I -Brace 2x8 I 2x8 T -Brace 2x8 I -Brace Nails Brace Size k - for Two -Ply Truss k Specified Continuous Rows of Lateral Bracing •� SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T -Brace 2x4 l -Brace WEB k 2x6. 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x81 -Brace k' T -BRACE Nails / Section Detail T -Brace Web Nails Web I -Brace Nails T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with IX bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with I)(- bracing material, use IND 55 for T-Brace/I Brace JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE MiTek USA, Inc. Page 1 of 1 0 00 MiTek USA, Inc. Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Nailing Pattern L -Brace size Nail Size Nail Spacing 1 x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) - Specified Continuous .. Rows of Lateral Bracing Web Size 1 2 Nails 2x3 or 2x4 1x4 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. _ SPACING k WEB k L -Brace Size for Two -Ply Truss t L -BRACE Specified Continuous Rows of Lateral Bracing ` Web Size 1 2 2x3 or 2x4 2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Nails � Section Detail = L -Brace Web t r L -Brace must be same species grade (or better) as web member. JANUARY 1, 2009. SCAB -BRACE DETAIL ST,- SCAB -BRACE Mirek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous , 0 00 0 00 lateral bracing at midpoint (or T -Brace) is impractical Scab must cover full length of web +/- 6". MiTek USA, Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. , APPLY 2x SCAB TO ONE FACE OF WEB WITH - 2 ROWS OF 10d (3" X 0.131 ") NAILS SPACED 6" O.C. , SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 :<Scab -Brace Nails Section Detail Web , r Scab -Brace must be same species grade (or better) as web member. F • JANUARY 1, 2009. SCAB -BRACE DETAIL ST,- SCAB -BRACE Mirek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous , 0 00 0 00 lateral bracing at midpoint (or T -Brace) is impractical Scab must cover full length of web +/- 6". MiTek USA, Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. , APPLY 2x SCAB TO ONE FACE OF WEB WITH - 2 ROWS OF 10d (3" X 0.131 ") NAILS SPACED 6" O.C. , SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 :<Scab -Brace Nails Section Detail Web , r Scab -Brace must be same species grade (or better) as web member. F STANDARD GABLE END DETAIL MII/SAC - 20A 9/1712004 PAGE 1 OF 2 LOADIN((psf) TCLL 50.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 MITek industries, Inc. Westem Division SHEATHING (BY OTHERS *DIAGONAL OR L -BRACING REFER TO TABLE BELOW 24' MAX 24' O.C. SEE PAGE 22 FOR —ALTERNATEBRACING DETAIL 31/2„ X11/2" ' 1'YP 1X4 OR 2X3 (TYP) 2X4 LATERAL BRACING VARIES AS REQUIRED PER TO COM. Z NOTCH AT TABLE BELOW t �1TRUSS 24" O.C. (MIN.) � TOP CHORD I VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code ASCE 7-02 TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD END WALL IGID CEILING MATERIAL DETAIL A SEP 222015 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0112 - OVER 8'-6" 4 - 16d MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 5-10-0 11-8-0 8-10-0 6 24 INCH O.C. _ _ _-8_2-0 6-440 NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1) THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24' O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT B' O.C. IF STUDS ARE SPACED AT 24' O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH Continued on page 2 A WARMM . Ver Uk dwW paramef m and READ NOTES ON TRIS AND D WORD WTSB REPSRENCS PAOB ADI 7473 BEIORS DSS. 7777 Greenback Lane Design vo5d for use onb with Wek conneclom This design Is based only upon parameters shown, and Is for an IndMlduaiw Suite 109 AppfcobSly of deign pmarrenten and o sporetetlM of butldl d ding component. Gurus H h Pr per bscapdolbn of component h re ng esigner -not truss designer. BraGng shown ek ls. CA. 4}501 b for laterad wpport o1 IndMduai web nsambers Doty. Addlltonol temporary 6kadng to hasrre stah8ly durb,g conslruclbn k the resporx4�ty of the erector. Additksnd permanent braGnp of the overatl atraclure Is the respansib161y of the bupdtrsg designer. Far general guklance regarding labkalbn, dkwYty contral storoge, detivmy, erection and txacing, conwtl ANSI/TPI1 civa0ly Crlroda, 058-B9 and BCSII BuOdlnp Component M iTekm Sahly Mlomsalloh Walbbla fromirua Plafe WNlute. 561 D'Orsohto Wive, Mariuon. WI53719. STANDARD GABLE END DETAIL 2- 10d (TYP) SIMPSON A34 OR EQUIVALENT LEDGER` ' 2X4 No. 2 OR BTR GABLE ENDS 6'-3" MAX TO BEARING WALL MII/SAC - 20A 19/17/2004 1 PAGE 2 OF 2 4-10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2X4 BLOCK 45" \2X4 S D OR BTR SPACED @ 6-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE, EXCEPT FOR BRACE EXTENDED STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOF DS W/ 4-10d NAILS. MAX. E NGTH = T-0" QapfESSI Ogg O STANDARD TRUSSES U� SPACED @ 24" O.C. NO. C0744 EXP. 12 -31 - ALTERNATE BRACING DETAILqoAt C�oo NOTES SEP 2 2 2015 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. A WARMXO • Ver(& dtre(9n parameters turd READ NOTES ON TIM AND MMUDED AIOTE)CASFMMWx FAO8 AW 7473 SAMRS USIL 7777 Greenback Lane Design va➢d for use only with Mifet connectors. This design Is based ony upon parameters shown, and b for an Individual buBdtng component. Su3e 109 Appfteabfily of design ppa�roomenlers and proper incorporation of component Is respon*Mly of bukWV designer - not truss designer. Bracing shown Citrus Metphts. CA. 9561 Is for lateral support of IndNldual web members ony. Additional temporary bracing to Insure stability during construction is the responslbMly of the erector. Additional permanent bracing of the overall structure Is the responslbUly of the bugcft designer. For general guidance regarding fabrication, qually conlrol storage, delvery, erection and bracing, consult ANSI/TFll Quality Criteria, OSB -89 and BCSI1 BuBtRng Component MTek® Sally Isdmmallan available from Truss Pole institute. Sal D'C!nofrla Drive. Modsom WI S3719. STANDARD GABLE END DETAIL MII/SAC - 20B 9/17/2004 PAGE 1 OF 2 HGT *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1X4 OR 2X3 (rYP) VARIES TO COM. 12 TO • 1 "1 SPAN TO MATCH COMMON rTT VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT Be O.C. LOADING(psf) TCLL 50.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code ASCE 7-02 TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4 DFL/SPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD MITek Industries, Inc. Western Division SHEATHING (BY OTHERS 3 1/2" '1__11 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD 3x5 = NO. C0740 EXP. 12.31-1 SEP 2 2 2015 24' MAX 2X4 LATERAL BRACING ^ AS REQUIRED PER TABLE BELOW 24' O.C. END 0 � WALL IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UPTO 7'-011- 4-11-0 9-10-0 -6- 16 H OVER 8'-611 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED WIRIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT B' O.C. IF STUDS ARE SPACED AT 24' O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q WeRMNO • varta design paramaoma and RzAo NOTES ON T= AND MIMED &IT EK ASAIMENCE PAGE AW -7473 DAM" 038. 7777 Greenback lane Design valid for use only with Mifet cwnnecior. This design Is based only upon parameter shown, and Is for an trsdhdduol building component. Suite 109 Applicability of design pots nieannca d proper irporallon of component is responsibility of building designer . not truss designer. Bracing shown Citrus Heights, CA. 9661 Is for lateral supped of nl MiMdr ai web memben only. Additional temporary bracing to Insure slab6ly during construction Is the responsibility of the erector. Additional permanent bracing of the overall slructurels the resporoWly of the building designer. For general guidance regarding so[ labrlcalion, qually control storage, delivery, erection and bracing, consuti ANSI/Vil Quality Criteria, OSB -89 and BC511 Buffeting Component M i fek� Safely Information available from Trus Plate IrstBD'O uie, &M nofrio oil". Madison,. WI M719. MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 4-11-0 9-10-0 -6- 16 H 24 INCH O.C. _ _ 7-4-0 5-._0 NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED WIRIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT B' O.C. IF STUDS ARE SPACED AT 24' O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q WeRMNO • varta design paramaoma and RzAo NOTES ON T= AND MIMED &IT EK ASAIMENCE PAGE AW -7473 DAM" 038. 7777 Greenback lane Design valid for use only with Mifet cwnnecior. This design Is based only upon parameter shown, and Is for an trsdhdduol building component. Suite 109 Applicability of design pots nieannca d proper irporallon of component is responsibility of building designer . not truss designer. Bracing shown Citrus Heights, CA. 9661 Is for lateral supped of nl MiMdr ai web memben only. Additional temporary bracing to Insure slab6ly during construction Is the responsibility of the erector. Additional permanent bracing of the overall slructurels the resporoWly of the building designer. For general guidance regarding so[ labrlcalion, qually control storage, delivery, erection and bracing, consuti ANSI/Vil Quality Criteria, OSB -89 and BC511 Buffeting Component M i fek� Safely Information available from Trus Plate IrstBD'O uie, &M nofrio oil". Madison,. WI M719. STANDARD GABLE END DETAIL MII/SAC - 20B 9/17/2004 IPAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2-10d (TYP) �i� — 2X4 BLOCK i SIMPSON A34 OR EQUIVALENT - / +_45" \` \2X4 sr JD OR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END OF BRAC EXCEPT FOR BRACE EXTENDED LEDGE STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR 2X4 No. 2 OR BTR • CHOF QS W/ 4- 10d NAILS. r MAX. NGTH = T-0" GABLE ENDS • . O 6'-3" MAX TO STANDARD TRUSSES '7 USO 00 BEARING WALL SPACED @ 24" O.C. NO. C074486 - D(P, 12 -31 - ALTERNATE BRACING DETAIL PloFc� �P NOTES SEP 2 2 2015 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3 2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. A WARM 0 • Dar jjy dvyn parame4re and RUD ND7'E3 ON 27M AND LNCLODSD AV=ASYSIMNCE PAGE llt- 7473 DAi'OM 1738 7777 Greenback Lane Design VoW for use only with Wet: connectors. 71* design h bored o Sults 109 AppBcaErllly of dmlgn pp��aamanlers and proper tncarparalbn of c "� upon pansmelers shown, and k for an IndhAdual building component. Clbus Heights, CA, 9501 k for blemt wppat of trrdM1ridual web mambas °R�°Aa^f k respommWty of building das�gnm -not truss designer. 9radng shown II orrty. Admlbrml lemporay brodnp to insure stohply duMp construclbn k the resporWb�ly of Iha ereeior. Addl boot pemanenl broctnp of Iha overoY skueture k the responsibilty ct the building designer, for penaol guldonea repordinp labrieaibn quaYty ernttrol storage, degvery, eraellorr and bradnp, eoruuit AN9/IPI7 QuaOty CAteAa DSB-89 and 9C'SIl 9u9dlrrp Component MOW �w �� Solely Wormallon availoble tram Truss PWIe 4sslgute. 593 f70naMo (hive. Modison, WI 5.1719. "+ 24" o.c. harpe 517562 :...:.;: Forest Ranch, ROOF TRUSS LAYOUT SCALE:NTS 0 0 0 N BUTTE COUNTY BUILDING DIVISION APPROVED iii�i i�ii♦i il♦i 0 0 0 N I_. i- al 2(1) 03(6 02(6 ►0— � I I j, I` {' _ is I f j ii `i �1 Ii YI is Ll 11 1 BUTTE COUNTY BUILDING DIVISION APPROVED iii�i i�ii♦i il♦i 0 0 0 N `.. MiTek®.. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 0517562 - ' Fax 916/676-19091 Sharpe Shop • $PERMITNUM $PERMITADDRl r 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: R51061107 thru R51061111 My license renewal date for the state of California is March 31, 2018. ,. OQ(iOFESS/pv9 TEOp. - LUw C 75435 rn * EXR 03/3112018 * ' Sr CIVIC �Q j TFO 11f July 11,2017 Teodosescu, Eduard 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. J y. Job Truss Tnrss TYPe Oty Ply • Sharpe Shop - 0517562. i MOt Monopitch ` 2- 1 R51061107 prevent collapse with possible personal injury and pmperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crtteria, DSB.89 and SCSI Building Component - Information Safety IrdormaUon available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Reference (optional _7"'_ • --•• -••••• •� •• o., zu s ,tun zz zut I mi eK Inaustries, Inc. mon Jul 10 11:08:02 2017 Page 1 ` ID:Y1 xbXBKDW42FBe6fOrdCYsz3m31-ppWIT156U1 cRJNW POgBazl3OP3FuNiEyHO7hTHyzUR r. .•r a -1�,. _ •- 5-4-0 5.9.8 S4-0 ~ t .• , r - . •, - •� .;, Scale = 1:12.8 3x10 II 3.00 12 1 a .3x4 IV • r . 4x8 = •^ 4x8 = 1 - V • .. « r _ •, 5 f r fko r,t `• { , v., ••�_� -� '_' .fes i+4„ �' ... •1..� ,. 7 . 2x4 11 + _Plate Offsets (X.Y)- 12,0-3-4.0-0-61, [2,0-11-4.0-1-41 t e r LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in lac Udefl Ud :. PLATES GRIP t TCLL - ' 30.0 ( ) . (Roof Snow=30.0) Plate Grip DOL ! 1.15 1 # TC 0.27 Vert(LL) -0.03 F ' 8 >999 240 MT20 220/195 TCDL ,1-0•0 " - Lumber DOL 1.15 BC 0.15 " Vert(TL) _ -0.06 5-8 >963 1801 Rep Stress Ina YES WB 0.00 < Horz0.00 2 n/a n/a ' BCLL`. .-0.0 ' Code IBC2012lrP12007 , Matrix -MP RL) • o BCDL'+` 10.0 . Weight: FT=20% LUMBER -t BRACING: TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G - except 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 installed during truss erection, in accordance with Stabilizer 'A.. REACTIONS. (Ib/size) 5=293/Mechanical, 2=351/0-3-8 T.� # allation guide. y, • - * Max Horz 2=61(LC 7) + 1 Max Uplift 5=-49(LC 10), 2=76(LC 6) r ' Max Grav 5=330(LC 17), 2=362(LC 17) r FORCES. (lb) - Max. Comp./Max. Ten.-- All forces 250 (lb) or less except when shown. t TOP CHORD 35=266/58 t NOTES- (I O) La ... 1 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=30.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct= 1 " 3) Unbalanced snow loads have been considered for this design. , t 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 30.0 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.* - ..t 1 ' . 7) A plate rating reduction of 20% has been applied for the green lumber members. ' 8) Refer to girder(s) for truss to truss connections. • r OFESS/ON�I 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at Joint(s) 5, 2. , 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q �Q .t EOD0s F,L l J Lu W C M EXP. 03/31/2018 EOFCALIFO'' \ • ! ! July 11,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MA7473 rev. 1010312015 BEFORE USE - -Design valid for use only with MTek® 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 vedly 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 ami/or chord members only. Additional temporary and permanent bracing is always required for stability and to - _ MiT®k• prevent collapse with possible personal injury and pmperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crtteria, DSB.89 and SCSI Building Component - Information Safety IrdormaUon available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. 7777 7777 Greenback Lane - ti _ - - 109 _C11rusHelahts. CA 95810 Job J 1 J 1 CrvW rLUJ LVIwOCR Truss Truss Type QtyPly Shrphop a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall TOADING SPACING- 2-0-0 R51061108 lobaRefenance 0517562 M02 Monopitch 6 1 1.15 TC 0.31 Vert(LL) -0.04 5-8 >999 240 MT20 220/195 TCDL o tional r 1 VV, rvvucrtovm. kA Oil ZU s Jun zz zul r MI I eK industries, Inc. Mon Jul 10 11:08:02 2017 Page 1 ID:Y1 xbXBKDW42FBe6fOrdCYsz3m3?-ppWIT156U 1 cRJtvPQgBaz130p3DONiEyHO7hTHyzU WR 54-0 - 59-8 5-" - 0-5.8 Scale = 1:12.8 2x4 II 3 4 2x4 II (Ps30.0 rev. Design valid for use only with Mrrek® 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 TOADING SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.04 5-8 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert( L) -0.11 " >588 180 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MP Weight: 18 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD' Structural wood sheathing directly applied or 5-4-0 oc purlins, BOT CHORD 2X4 DF No.t&Btr G , except 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. REACTIONS. (Ib/size) 5=303/Mechanical, 2=34410-3-8 1' Max Horz 2=62(LC 7) Max Uplift 5=-50(LC 10), 2=-71(LC 6) Max Grav 5=341 (LC 17), 2=356(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 35=259/62 NOTES- (10) 1) Wind: ASCE 7-10; VuIt= I I Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; 8CDL=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 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; 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 30.0 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 fifbetween the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. 10) WARNING: Engineering is void unless truss Is fabricated by Systems Plus Lumber Co. �FESS/pN. 1E0 �F2 w wQ G�75435 Lo m * EXP. 03/3112018 * / n July 11,2017 ®WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED IV/TEK REFERENCE PACE 11410-7473 10/03/2015 BEFORE USE rev. Design valid for use only with Mrrek® 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 WOW always required for stability and to prevent collapse with possible personal injury and propertydamage. For general guidance g regarding the fabrication, storage, delivery, erection and bracing oftrusses and truss systems, see ANSVTPII Quality Criteria, D3B-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty ply Sharpe Shop 0517562 T01 GABLE 2 1 851061109 DEFL. in (loc) I/defl Ud Scale = 1:43.0 (Roof Snow=30.0) Plate Grip DOL Job Reference(optionall SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.120 s Jun 22 2017 MTek Industries, Inc. Mon Jul 1011:08:04 2017 Page 1 rev. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not ID:Y1 xbXBKDW42FBe6fOrdCYsz3m3?4CeWuR6MOfs9YA3oYFD22S8il tvCrbgFlKooXAyzU WP -2-0-0 6-1-15 11-0.0 15.10.1 22-0-0 24-0-0 2�-0 6-1-15 4-10-1 410-1 6-1-15 2-0.0 DEFL. in (loc) I/defl Ud Scale = 1:43.0 (Roof Snow=30.0) Plate Grip DOL 3x4 = 3x5 i 10 34 3x5 �, 3x5 = 31 30 29 28 27 26 25 24 23 22 21 20 3x5 = 5x6 = LOADING (psf) rev. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not �• TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.04 19 n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.05 19 n/r 120 BCLL 0.0 Rep Stress Inv YES WB 0.07 HOIz(TL) 0.00 18 n/a n/a BCDL 10.0 Code IBC2012RPI2007 Matrix -SH Weight: 110 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 OTHERS 2X4 DF Stud/Std G 2X4 DF Stud/Std G MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide REACTIONS. All bearings 22-0-0. (lb)- Max Horz 2=91(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 20, 21, 22, 23, 24, 31, 30, 29, 28, 27 except 2=132(LC 6), 18=128(LC 7) Max Grav All reactions 250 Ib or less at joints) 26, 25, 21, 22, 23, 24, 30, 29, 28, 27 except 2=505(LC 32), 20=412(LC 35), 31=412(LC 32), 18=505(LC 35) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 17-20=353/85, 3-31=353/86 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=30.0 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 30.0 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 = I O.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) 20, 21, 22, 23, 24, 31, 30, 29, 28, 27 except (jt=lb) 2=132, 18=128. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w C754-85 R * EXP. 03/3112018 July 11,2017 ®WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,11}747] 101W)W15 BEFORE USE. rev. Design valid for use only with MTek® 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 Is always required for stability to MiTek' and 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. 7777 Greenback Lane • Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type City ' Ply Sharpe Shop L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.48 851061110 0517562 T02 Roof Special 24 1 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.43 9-11 >618 180 Job Reference(optional) a r a r cma rLUO wmDrK UU, ArvUCKaUN, LA 8.120 s Jun 22 2011 MiTek Industries, Inc. Mon Jul 10 11:08:05 2017 Page 1 ID:Y1xbXBKDW42FBe6fOrdCYsz3m3?-DOCu5n7_ny_OAKe 6zkHaghsNGBnatAOz ML4cyzUWO _ -2-00 6-1-15 11-0.0 15-10.1 22-0-0 24-0-0 2-0-0 6-1-15 4-10.1 4-10.1 6-1-15 2-0-0 r Scale = 1:43.0 6 d 4x4 = 4 21 3x8 • 2x4 11 44 = 4x8 - 2x4 'I I - 3x8 = 6-1-15 11.0-0 1110-1 - 99-0-0 _6-.1-15 4-10.1 4-10-1 P-1-15 TCLL (psf) 300 SPACING- 2-0-0 CSL DEFL. - in (loc) l/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.18 9-11 >999 240 MT20 . 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.43 9-11 >618 180 Chrus He 15 CA 95610 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(fL) 0.10 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 93 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc puffins. BOT CHORD 2X4 DF No.18Btf G BOT CHORD Rigid ceiling directly applied or 10-0-0 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 I Installation guide. REACTIONS. (lb/size) 2=1260/0-5-8,6=1260/0-5-8 Max Horz 2=91 (LC 11) Max Uplift 2=135(LC 10), 6=135(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-0=2887/200. 34=1475/134, 4-0=1475/134, 5-6=2887/203 BOT CHORD 2-11=228/2746,9-11 11=222/27511, 8-9=134/27511,6-8=14012746 WEBS 4-9=-33/11218,5-9=11801/2117, 3-9=1801/214 NOTES- (9) 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=30.0 psf (flat roof snow); Category 11; 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 30.0 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=1b) 2=135,6=135. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' July 11,2017 ® WARNING - Verify design parameters and READ NOTES ON TWS AND INCLUDED M/TEK REFERENCE PAGE Ml}7473 14W/2015 BEFORE ruv. 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 buss 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 is It A1Te M l.' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance g regarding the Il fabrication, storage, delivery, erection and bracing oltrusses and truss systems, we ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Chrus He 15 CA 95610 Job Truss Truss Type Qty PlySharpe Shop TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. R51061111 0517562 T03 ROOF SPECIAL 6 1 -0.18 8-10 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.48 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.120 s Jun 22 2017 MiTek Industries, Inc. Mon Jul 10 11:08:06 2017 Page 1 ID:Y1 xbXBKDW42FBe6fOrdCYsz3m3?-hamGJ78cYG6tnUDAfgFW7tD15gXnJJ3YCe5uc2yzU WN -2-0-0 6-1-15 11-0-0 15-10.1 22-0-0 2-0-0 6-1-15 4-10-1 4-10-1 6-1-15 Scale = 1:39.7 44 = 4xb = - _- _ - - 4x5 = - 2x4 II 4x6 4x8 = 2x4 II B-1-15 , 11-0-0 15-10.1 22.0-0 6.1-15 4-10-1 4-10-1 - 6-1-15 LOADING (psf) Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.18 8-10 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.43 8-10 >611 180 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code IBC20121TPI2007 Matrix -MSH Weight: 90 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6.8 oc purlins. BOT CHORD 2X4 DF No.1 &Blr G BOT CHORD Rigid ceiling directly applied or 10-0-0 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 uide. REACTIONS. (Ib/size) 6=1096/0-5-8.2=1264/0-5-8 Max Horz 2=99(LC 14) Max Uplift 6=94(LC 11), 2=135(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2903201, 3-4=1485/136, 4-5=1486/134, 5-6=2939/214 BOT CHORD 2-10=236/2762, 8-10=-230/2766, 7-8=161/2805, 6-7=1662799 WEBS 4-8=36/1231, 5-8=1849/227, 3-8=1748214 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=30.0 psf (flat roof snow); Category 11; 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 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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) 6 except 0t=1b) 2=135. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. C 75435 C/ EXP. 03/31/2018 July 11,2017 ®WARNING- Veflry d -19n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIF7473 rev. 1OW12015 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 �• e tress 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 Is MiTek• 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 ANSVTPH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee StreeL Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 CitrusHelahts. CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. 6-4-8 1 dimensions shown in ft -in -sixteenths (Drawings "°t t° gale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. LKApply plates to both sides of truss . and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal or X -bracing, is always required. See SCSI. - 0;16 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For T T 4 p WEBS cty O y1 p� U U = wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never d V stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building I - For 4 x 2 orientation, locate plates 0- 'lid' from Outside designer, erection supervisor, property owner and , all other interested parties. BOTTOM CHORDS 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 NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane at joint r 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 "Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request ' NUMBERSILETTERS. 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 width measured perpendicular 4 X 4 ESR -1311, ESR -1352, ESR1988 10. Camber is a non-structural consideration and is the 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 Trusses are designed for wind loads in the plane of the in all respects, equal to or better than that specified. _ by text in the bracing section of the truss Unless otherwise shown. 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 rely on lumber values 14. Bottom chords require lateral bracing at sparing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. h 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 green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with , Industry Standards: W1 project engineer before use. • ANSUTPII : 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 DSB-89: Design Standard for Bracing. � is not sufficient BCSI: BuildingComponent Safe Information, MiTek 20. Design assumes manufacture In accordance with Guide tGood Practice foryHandling, - ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ` r Project: 017 -015 -Sharpe Location: Headers Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 7.5 IN x 6.0 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 106.2% Controlling Factor: Moment AilMax Ramirez Golden Sun Designs 22189 Samson Ave r: �^ Coming, CA 9/6021 StruCalc Version 10.0.1.5 7/12/2017 2:30:45 PM DEFLECTIONS Center Live Load 0.04 IN U2021 LOADING DIAGRAM 51.56 in3 Area (Shear): Dead Load 0.02 in 41.25 int Moment of Inertia (deflection): 29.11 in4 Total Load 0.06 IN U1196 Moment: 2875 ft -Ib 5930 ft -Ib Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 ,ago 1k —1. - REACTIONS 9 @ Live Load 1134 Ib 1134 Ib Dead Load 783 Ib 783 Ib Total Load 1917 Ib 1917 Ib Bearing Length 0.56 in 0.56 in BEAM DATA Center Span Length 6 ft - Unbraced Length -Top 0 ft — — s ft Unbraced Length -Bottom 6 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 378 plf #1 - Douglas -Fir -Larch Uniform Dead Load 252 plf Base Values Adius1e Beam Self Weight 9 plf Bending Stress: Fb = 1200 psi Fb' = + 1380 psi Total Uniform Load 639 plf Cd=1.15 CF= 1.00 Shear Stress:' Fv = 170 psi FV = 196 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -l'= 625 psi Controlling Moment: 2875 ft -Ib 3.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -1533 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rend Section Modulus: 25 in3 51.56 in3 Area (Shear): 11.77 in2 41.25 int Moment of Inertia (deflection): 29.11 in4 193.36 in4 Moment: 2875 ft -Ib 5930 ft -Ib Ch. ,ago 1k —1. - PERMIT BUTTE COUNTY JUL 19 20i?) DEVELOPMENT SERVICES BUTTE COUNTY DEVELOPMENT SERVICES Co?E CC�MPLIA�CE, DATE By I�r I �! V5,u, e7- I- �*, page Project: 017 -015 -Sharpe 1 Max Ramirez Location: Header at Break Rm. Door Golden Sun Designs Multi -Loaded Multi -Span Beam 22189 Samson Ave c� [2015 International Building Code(2015 NDS)] Coming, CA 96021 5.5 INx9.5INx3.OFT / #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 1093.0% Controlling Factor: Shear StruCalc Version 10.0.1.5 7/12/2017 2:28:15 PM DEFLECTIONS Center Live Load 0.00 IN UMAX Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS 9 Live Load 703 Ib 703 Ib Dead Load 486 Ib 486 Ib , Total Load 1189 Ib 1189 Ib Bearing Length 0.35 in 0.35 in BEAM DATA Center . Span Length 3 ft Unbraced Length -Top 0 ft K Unbraced Length -Bottom 3 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 469 plf #1 - Douglas -Fir -Larch Uniform Dead Load 313 plf Base Values Adjusted Beam Self Weight 11 plf Bending Stress: Fb = 1350 psi Fb' = 1553 psi Total Uniform Load 793 plf Cd=1.15 CF=1.00 Shear Stress: Fv = 170 psi FV = 196 psi Cd=1.15 Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - -L' = 625 psi Controlling Moment: 892 ft -Ib 1.5 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -571 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 6.89 in3 82.73 in3 Area (Shear): 4.38 int 52.25 in2 Moment of Inertia (deflection): 4.51 in4 392.96 in4 Moment: 892 ft -Ib 10703 ft -Ib Shear: -571 Ib 6810 lb Project: 017 -015 -Sharpe Location: Garage Header Multi -Loaded Multi -Span Beam [2015 International Buildingssde(2015 NDS)] 5.5 IN x 7.5 IN x 8.3 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 153.2% Controlling Factor: Moment StruCalc Version 10.0.1.5 7/12/2017 2:34:53 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.05 IN U1924 Dead Load 0.04 in , Total Load 0.09 IN U1061 Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS a B " Live Load 623 Ib 623 Ib Dead Load 506 Ib 506 Ib Total Load -1129 Ib 1129 Ib Bearing Length 0.33 in 0.33 in 13EAM DATA Center Span Length 8.3 it Unbraced Length -Top 0 ft —8.3ft — — Unbraced Length -Bottom 8.3 ft . Live Load Duration Factor 1.15 r Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 150 plf #1 - Douglas -Fir -Larch Uniform Dead Load -113 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress: Fb = 1200 psi Fb' = 1380 psi Total Uniform Load 272 plf Cd=1.15 CF= 1.00 Shear Stress: Fv = 170 psi Fv = 196 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Comp. -L to Grain: Fc -1= 625 psi Fc - I= 625 psi Controlling Moment: 2342 ft -ib '4.15 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 , Controlling Shear: 971 Ib At a distance d from left support of span 2 (Center Span) } Created by combining all dead loads and live loads on span(s) 2 ` Comparisons with required sections: Read Provided Section Modulus: 20.36 in3 51.56 in3 Area (Shear): 7.45 in2 41.25 in2 Moment of Inertia (deflection): 32.79 in4 193.36 in4 ' Moment: 2342 ft -Ib 5930 ft -Ib Shear: 971 Ib • 5376 Ib NOTES Project: 017 -015 -Sharpe Location: Garage Header Fig. Each End Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.0 FT x 1.0 FT x 12.00 IN Section Footing Design Adequate ' Short Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Max Ramirez Golden Sun Designs �z ` X22189 Samson Ave Coming, CA 96021 StruCalc Version 10.0.1.5 7/12/2017 2:27:13 PM [3.6 In 12 In 3 in I---1 It = I [-6.6In 12 In 3 in f1e-� FOOTING LOADING Live Load: CAUTIONS Footing has been designed without reinforcement 623 Ib FOOTING PROPERTIES PD= 516 Ib Allowable Soil Bearing Pressure: Qs = 1500 psf 1139 Ib Concrete Compressive Strength: F'c = 2500 psi 1616 Ib Reinforcing Steel Yield Strength: Fy = '40000 psi •. 97 Ib Concrete Reinforcement Cover: c = 3 in FOOTING SIZE Width: W.= ',1 ft Length: L = 1 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: m = 5.5 in Column Depth: FOOTING CALCULATIONS n = 3.5 in. Bearing Calculations: Ultimate Bearing Pressure: Qu = 1139 psf Effective Allowable Soil Bearing Pressure: Pe = 1350 psf 'Required Footing Area: Areq = 0.84 sf Area Provided: A = 1.00 sf Baseplate Bearing: Bearing Required: Bear = 1616 Ib Allowable Bearing:. Bear -A = 44997 Ib Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 Ib Allowable Beam Shear , Vc1 = 4400 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 0 in Punching Shear. Vu2 = 0 Ib Controlling Allowable Punching Shear: vc2 = 0 ib Short Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Max Ramirez Golden Sun Designs �z ` X22189 Samson Ave Coming, CA 96021 StruCalc Version 10.0.1.5 7/12/2017 2:27:13 PM [3.6 In 12 In 3 in I---1 It = I [-6.6In 12 In 3 in f1e-� FOOTING LOADING Live Load: PL = 623 Ib Dead Load: PD= 516 Ib Total Load: PT = 1139 Ib Ultimate Factored Load: Pu = 1616 Ib Footing plus soil above footing weight: Wt = 97 Ib r Long Direction: Bending Calculations: Mu = 2424 in -Ib Factored Moment: Mu = 2424 in -Ib Mn = 27500 in -Ib Nominal Moment Strength: Mn = 27500 in -Ib .f . Project: 017 -015 -Sharpe Location: Garage Header Fig. Common Footing [2015 International Building Code(2015 NDS)] Footing Size: 1.0 FT x 1.0 FT x 10.00 IN Section Adequacy N/A . Footing Design Inadequate Width: W= 1 ft PD = 1032 Ib FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: c = 3 in Short Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Mu = 4848 in -Ib Mn = 17600 in -Ib �, W4. Max Ramirez Golden Sun Designs 22189 Samson Ave Coming, CA 96021 StruCalc Version 10.0.1.5 7/12/2017 2:26:33 PM - 1 F3.6 Ind 10 In 3 In 1 --0.9999999ft--{; --5.61n--- 10 In 101n ....L 3 I �--0.9999999 R FOOTING LOADING Live Load: Width: W= 1 ft PD = 1032 Ib Total Load: 'Length: L= 1 ft Pu = 3232 Ib Footing plus soil above footing weight: Depth: Depth = 10 in Effective Depth to Top Layer of Steel: d = 8 in, COLUMN AND BASEPLATE SIZE Column Type: Wood Column Width: y m = 5.5 in . Column Depth: FOOTING CALCULATIONS n = 3.5 in ` Bearing Calculations: Ultimate Bearing Pressure: Qu = 2278 psf Effective Allowable Soil Bearing Pressure: Qe = 1375 psf Required Footing Area: Areq = 1.66 sf, Area Provided: A = 1.00 sf Baseplate Bearing: Bearing Required: Bear = 3232 Ib Allowable Bearing: Bear -A = 44997 Ib . Beam Shear Calculations (One Way Shear): Beam Shear: Vu1 = 0 Ib Allowable Beam Shear. Vc1 = 3520 Ib Punching Shear Calculations (Two Way Shear): Critical Perimeter: Bo = 24 in Punching Shear. Vu2 = 0 Ib Controlling Allowable Punching Shear: vc2 = 0 Ib Short Direction: Bending Calculations: Factored Moment: Nominal Moment Strength: Mu = 4848 in -Ib Mn = 17600 in -Ib �, W4. Max Ramirez Golden Sun Designs 22189 Samson Ave Coming, CA 96021 StruCalc Version 10.0.1.5 7/12/2017 2:26:33 PM - 1 F3.6 Ind 10 In 3 In 1 --0.9999999ft--{; --5.61n--- 10 In 101n ....L 3 I �--0.9999999 R FOOTING LOADING Live Load: PL = 1246 Ib Dead Load: PD = 1032 Ib Total Load: PT = 2278 Ib Ultimate Factored Load: Pu = 3232 Ib Footing plus soil above footing weight: Wt = 81 Ib Lona Direction: Bending Calculations: Factored Moment: Mu = 4848 in -Ib Nominal Moment Strength: Mn =. 17600 in -Ib - Project: 017 -015 -Sharpe Location: Porch Beam Ftg Footing [2015 International Building Code(2015 NDS)] Footing Size: 12.0 FT x 12.0 FT x 12.00 IN Section Footing Design Adequate StruCalc Version 10.0.1.5 • M - Project: 017 -015 -Sharpe Location: Porch Beam Ftg Footing [2015 International Building Code(2015 NDS)] Footing Size: 12.0 FT x 12.0 FT x 12.00 IN Section Footing Design Adequate NOTES StruCalc Version 10.0.1.5 7/12/2017 2:33:41 PM CAUTIONS Footing has been designed without reinforcement FOOTING PROPERTIES Allowable Soil Bearing Pressure: Qs = 1500 psf LOADING DIAGRAM Concrete Compressive Strength: F'c = 2500 psi Reinforcing Steel Yield Strength: Fy = 40000 psi Concrete Reinforcement Cover: C= 3 in FOOTING SIZE Width: W = 12 ft f Length: L= 12 ft Depth: Depth = 12 in Effective Depth to Top Layer of Steel: d = " 10 in COLUMN AND BASEPLATE SIZE Column Type: Wood y Column Width: m = 3.5 in Column Depth: n = 3.5 in FOOTING CALCULATIONS Bearing Calculations: Ultimate Bearing Pressure: Qu = 8 psf Effective Allowable Soil Bearing Pressure: Qe = 1350 psf Required Footing Area: Areq = 0.85 sf Area Provided: A = 144.00 sf t Baseplate Bearing: Bearing Required: Bear= 1632 Ib Allowable Bearing: Bear -A = 28634 Ib 1316 in Beam Shear Calculations (One Way Shear): T Beam Shear: Vu1 = 703 Ib 12 In Allowable Beam Shear. Vc1 = 52800 Ib 3.In Punching Shear Calculations (Two Way Shear): 12 e Critical Perimeter: Bo = 54 in Punching Shear. Vu2 = 1618 Ib FOOTING LOADING Controlling Allowable Punching Shear: vc2 = 39501 Ib Live Load: PL= 658 Ib Bending Calculations: Dead Load: PD= 483 Ib Factored Moment: Mu = 29383 in -Ib Total Load: PT= 1141 Ib Nominal Moment Strength: Mn = 330000 in -Ib Ultimate Factored Load: Pu = 1632 Ib NOTES s Footing plus soil above footing weight: W: = 13920 Ib i Project: 017 -015 -Sharpe Location: Porch Beam Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.5 IN x 9.25 IN x 12.5 FT V #1 -Douglas-Fir-Larch - Dry Use 'Section Adequate By: 61.0% Controlling Factor: Moment StruCalc Version 10.0.1.5 7/12/2017 2:33:13 PM DEFLECTIONS Center LOADING DIAGRAM Live Load 0.15 IN U1018 Dead Load 0.11 in Total Load 0.26 IN U587 _ Live Load Deflection Criteria: U240 Total Load Deflection Criteria: U180 REACTIONS A B Live. Load 658 Ib 658 Ib Dead Load 483 Ib 483 Ib ' Total Load 1141 Ib 1141 Ib Bearing Length 0.52 in 0.52 in BEAM DATA Center Span Length 12.5 ft Unbraced Length -Top 0 ft 12.5ft — — Unbraced Length -Bottom 12.5 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center Uniform Live Load 105 pif MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Uniform Dead Load 70 plf Base Values Adjusted _ Beam Self Weight 7 plf Bending Stress: Fb = 1000 psi Fb' = 1380 psi Total Uniform Load 183 pif Cd=1 15 CF= 1 20 Shear Stress: Fv = 180 psi FV = 207 psi Cd=1.15 Modulus of Elasticity: E = 1700 ksi E'= 1700 ksi Comp. -L to Grain: Fc -1= 625 psi Fc -J-'=' 625 psi Controlling Moment: 3565 ft -Ib 6.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear. -1004 Ib At a distance d from right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Prov6ded Section Modulus: 31 in3 49.91 in3 Area (Shear): 7.27 int 32.38 in2 Moment of Inertia (deflection): 70.76 in4 230.84 in4 Moment: 3565 ft -Ib 5740 ft -Ib Shear: - 1004 Ib 4468 lb f z' r tw- r Al A. MIA PERMIT NO: FORM NO f r -Yv r Butte County Department of Development Services b 13'DBP-1 DMtHMtK!) rj PERMIT CENTER M BIN NO: t. 7 County Center Drlve, Oroville, CA 9,5965" Main Phone 530.538.7601 Fax 530.538.7Z85i 7 www.buttecounty.net/dds y PLEASE PRINT CLEARLY ! S... NATURE'AND,D"i4TtE`�` ,1 °� - s•' PROJECT L�:OGATION� -, �`� �"-":^',�_ es &von -attached ' Date: Prope y Address 7 +r' e(r Ir.' Print Name: ; ®_ Cit - Locati mhegty.limits of C 'co, Gridley, ou(e ar dise, InVe.�t/flexviewer/bcdatasearch/index.html ,1 °� - s•' PROJECT L�:OGATION� -, �`� �"-":^',�_ es &von -attached APN structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Prope y Address 7 +r' e(r Ir.' �- Cit - Locati mhegty.limits of C 'co, Gridley, ou(e ar dise, InVe.�t/flexviewer/bcdatasearch/index.html htto://v nv.hcd.6a.gov/codes/mho/HCD Phone: (916) 255=2501 htto://gtsmaps��t buttecounty. Is this am rfac,ured/Mobile ome (cir le one) Yes / No ,; dY�ORKER�$COMPENSA`TIO.N Policy Number ) r Carrier of labor fncludng:;,1 $ YO Q nontontracfed�plus�mateNals change) -..,.S ' - If hiring other than a licensed contractor, a certificate of worker's " compensation must be'Shown at the time of permit issuance,WWWA Fe t DeUAW� Living Area: aMM';�`. ..: BLENDING AGENCY_ , , ,. Name Open Area: f. Covered Area: Mailing Address,, j r Structure Built without permits City. State Zip i Q Proposed Change of Occupancy/Use - Note previous/current use below: li " YDESCRIP,�TIONOR�SCOP�EOF�;UVORK , T , D Mobile Home permits (other than installation, foundation, utiliti JSRA: YES J4 INO ❑ NPDES YES NO 0 es &von -attached � Z structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click below to see Manufactured Home Alterations and Permit Guidelines at: htto://v nv.hcd.6a.gov/codes/mho/HCD Phone: (916) 255=2501 Is this am rfac,ured/Mobile ome (cir le one) Yes / No JOB VALUATI (Eva ue of labor fncludng:;,1 $ YO Q nontontracfed�plus�mateNals change) -..,.S hIRNMINAW&H uare Fe t DeUAW� Living Area: Garage: Open Area: f. Covered Area: TOTAL SQ j r Structure Built without permits 4 i Q Proposed Change of Occupancy/Use - Note previous/current use below: li Zoning: W= Flood Zoner JSRA: YES J4 INO ❑ NPDES YES NO 0 Code Ent: YES 13 NO ❑ Legal Lot: YES ONO 0 Occupancy q Type Construction �Fer t ech:- Date:, y, /9 t `'r IOWAButte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 wx%w.buttecountv.net/dds FORM NO DBP -06 PLAN CHANGE, RECHECK, OR RETURN Owner'sName: Contact Person Name: Contact email: N „� �` �V lil 1 Contact Phone Number: ©— Date Submitted: 3 J Permit Number: � ybg Assessor's Parcel Number: ©� 3 1 O "o T Y COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) ► Y Plea heck any that apply: BUTTE E�nse to Plan Check Letter? COUNPit ❑ Response to Building Inspection Correction Notice? AUG f'S 2017 ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? DEVELOPMENT 1 ❑ Other: SERVICES1 NLL 16 LIST OF ITEMS SUBMITTED f -L C Z 01, 2. 3. 4. 5.e- VV_e asj'S - Minimum 1 hour plan change fee to be collected aftime of submission. Plans Examiner will determine if additional plan checking fees are required: ,❑ Minimum $127.00 paid ® Additional Fee Amount Due: I r1 H , s rt _ Revised 12.19.2016 Page 1'ofj'1 + . Y DEVELOPMENT. SERVICES August 8, 2017 ROBIN TRENDA 1434,NORMAL AVE CHICO, CA 95928 Department of Development Services Tim Snellings, Director `Pete Calarco, Assistant Director P 7 County Center DriveI T: 530.538.7601 Oroville, California 95965 F: 530.538.7785 Assessor Parcel Number: 063-310-011 Building Permit Number: B17-1468 Plan Check #1 Description: GAR (763) HOBBY ROOM (600) COV (69) Occupancy Classification: R3/U Construction Type: VB Stories: 1 Fire Sprinklers: Yes Building Total Area: 600 sf / U @ 763 sf Covered Area: 69 sf buttecounty.net/dds Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two revised plan sets with your response. GENERAL COMMENTS: Revise the Code reference on the cover sheet CS from CBC to IRC. Amend the plans to indicate the following on the cover sheet. A. Occupancy Group(s) (dwelling/hobby Rm = R-3, garage = U) B. Fire Sprinkler system (indicate yes or no) . f 3. A Deed Restriction and Limited Use Facility must be recorded to limit the use of the hobby, rte. This area may not be used for habitable space until building permits are obtained to change the occupancy. The deed restriction will state the "hobby room", shall not be used for living, sleeping, or eating. This deed restriction will be prepared by Butte County and shall be signed, notarized, and recorded by the property owner. Please provide a copy of the vesting grant deed for the property so we may prepare the deed restriction. , indicate on the plans that a separate permit is required for the automatic residential fire sprinkler system and it shall be installed in accordance with C.R.C. Section R313.3 or NFPA 13D. C.R.C. Section R313.1.1 Where the UBC, UPC, and NEC are being reference, update to reference the correct CPC, CMC, and CEC sections. Revise Sheet GNI. IN On Sheet GNI and Sheet A3, update W.U.I. notes to the current 2016 CRC Sections R337. On the site plan indicate the setback from the propane tank to the dwelling unit. f Indicate what the use of the `dark room' is for. Review the Butte County Building Matrix (INF -12), this exceeds the definition for a wet bar. ARCHITECTURAL COMMENTS: Amend the plans to show that the doors between the garage and dwelling unit complies with C.R.C. Section 302.5. This requirements also apply to the attic access located in the garage which has access to the rest of the building. A. Doors shall be solid wood doors not less than 1 3/8 inches in thickness, solid or honeycomb core steel doors not less than 1 3/8 inches thick, or 20 -minute fire rated doors. B. Doors shall be self-closing and self -latching. Amend the plans to show fire separation between the garage/hobby room per C.R.C. Table R302.6. C.R.C. Section 302.6. On Sheet GNI, Note 15 update to indicate that the floors and walls above bathtubs with installed shower heads and in shower compartments shall be finished with a nonabsorbent surface and such wall surfaces shall extend to a height of not less than 6 feet above the floor. C.R.C. Section R307.2. s Provide emergency escape and rescue opening in the workout room. C.R.C. Section R310. A. Minimum net clear opening of 5.7 s. f. (5 s. f. for grade floor openings) C.R.C. Section R310.2.1 B. Minimum net clear opening height of 24 inches. C.R.C. Section R310.2.1. C. Minimum net clear opening width or 20 inches. C.R.C. Section R310.2.1. D. The bottom of the cleat- opening not greater than 44 inches measured from the floor. C.R.C. Section R310.2.2. ELECTRICAL COMMENTS: ,*.—Revise the plans to indicate outlets in the workout room and hobby room to be protected by a listed combination -type arc -fault circuit interrupter, installed to provide protection of the entire branch circuit.. C.E.C. Article 210.12(A). a Add an electrical outlet in the workout room wall within 6' of the wall opening. C.E.C. Article 210-52. PLUMBING COMMENTS: Provide a gas line diagram to size the gas line to the new building. Include pipe type, size, length, and BTU's of all appliances it serves. CPC Chapter 12. ENERGY COMMENTS: Conditioned sq ft on the energy report does not match sq ft on the plans. Update to match. Page 4 of the energy report slab area does not match plans. Update to match. Floor plan shows 3 heat pumps, but energy report indicates only one being installed. Update to match. Add the woodshop/hobby rin door and bathroom/hobby rm door to the energy report as these areas are not conditioned per the plans. How is indoor air quality being met as required in the energy report. Show on plans. CALGREEN COMMENTS: Please provide a Construction Waste Management form. CalGreen Section 4.408. The CalGreen checklist on Sheet GN3 is outdated. Replace it with the 2016 CalGreen Residential Mandatory Measures Check list. Please provide a plan that is implemented to manage storm water drainage during construction. CalGreen Section 4.106.2. (Show on the Site plan the proposed design.) Please specify exterior glazing in accordance with CRC Section R337.8. One pane of window shall also be tempered. Please specify ignition resistant or non-combustible eaves and soffits in accordance with CRC Section R337.7.5. (Open Roof Eaves require noncombustible or ignition -resistant materials. Such as fire-resistant plywood or OSB. Refer to SFM web site above for approved materials.) Please specify ignition resistant or non-combustible exterior porch ceilings in accordance with CRC Section R337.7.6.' STRUCTURAL COMMENTS: None The Department of Development Services is currently open to the public from 8:00 am to 4:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked by logging on to http://www.buttecouniy.net/dds and clicking Building Permits Status. Efrain Ruvalcaba Plans Examiner 530.538.2875 eruvalcaba@buttecounty.net Philo Hunt, P.E. Plan Check Engineer 530.538.2130 phunt@buttecoun!y.net .net i 11 Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone (530) 538 7171 Fax National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACREI Reference Number: B17-1468 Date: 7/19/2017 Location: 4525 WILDER DR By: JMD Parcel Number: 063-310-011 Sub Type: PRIVATE GARAGE/SHOP Owner Name: SHARPE ROBERT J & AMANDA Phone: Description: GAR (763) HOBBY ROOM (600) COV (69) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. Signe Date 7/19/2017 ------------------------ Title Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: - Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codes/butteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B17-1468 Parcel Number: 063-310-011 Location: 4525 WILDER DR, FOREST RANCH Owner Name: SHARPE ROBERT J & AMANDA Description: GAR (762 Signature of Applica Date: 7/19/2017 Phone: Date: 7/19/2017 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PERMIT APPLICATION DATA SHEET Reference Number: B17-1468 Date: 7/19/2017 Location: 4525 WILDER DR By: JMD Parcel Number: 063-310-011 Sub Type: PRIVATE GARAGE/SHOP Owner Name: SHARPE ROBERT J & Phone: AMANDA Description: GAR (763) HOBBY ROOM (600) COV (69) The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. YES SEWER DISTRICTS ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 — 530.533.0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 — 530.533.2000 ❑ City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 — 530.879.6700 PARKS & RECREATION DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 — 530.895.4711 ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 — 530.345.1921 ❑ Feather River Recreaction & Park District, 1875 Feather River Blvd, Oroville CA 95965 — 530.533.2011 ❑ Paradise Parks & Recreation, 6626 Skyway Road, Paradise CA 95969 — 530.872.6393 SCHOOL DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 — 530.868.1281 Chico Unified School District, 1163 East 7th Street, Chico CA 95926 — 530.891.3006 ❑ Durham Unified School District, 4920 Putney Drive, Durham CA 95938 — 530.895.4675 ❑ Gridley School District, 429 Magnolia, Gridley CA 95948 — 530.846.4723 0 Marysville School District, 1919 B Street, Marysville CA 95901 — 530.741.6000 ❑ Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 — 530.532.3000 ❑ Oroville Union High, 2211 Washington Ave, Oroville CA 95966 — 530.538.2300 Ext: 105 0 Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 — 530.872.6400 OTHER ❑ Recorded copy of Agricultural Acknowledgment Statement - See Attached Instructions 0 City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 — 530.868.5447 ❑ FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed,on hold until received) ❑ Other: "When filed, this application and all sup Act. All public information related to this County's website elect p"ccess. Signature of A r Wa�qecomes subject to the California Public Records is sy6ject to public inspection and will be posted on the Date: 7/19/2017 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive Oroville, California 95965 SHARPE ROBERT J & AMANDA. RE: 063-310-011 T: 530.538.7601 Buttecounty.net/dds F: 530.538.7785 Permit No: B17-1468 To meet the requirements of Butte County Code Section 26-12 (available on line at http://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http://www.buttecounty.net/publicworks/divisions/landdevelopmen impstd.html ) with a minimum plan checking deposit of $690.40. Important Note: If improvements in compliance with County Code Section 26 12 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in -lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. have read and understand the abo requ' ements: Signature: Date: 7/19/2017 f Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B17-1468 Location: 4525 WILDER DR Parcel Number: 063-310-011 Owner Name: SHARPE ROBERT J & AMANDA Description: 4525 WILDER DRIVE Date: 7/19/2017 By: JMD Sub Type: PRIVATE GARAGE/SHOP Phone: To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal to Butte County Development Services Building Division To request an inspection call. 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. I have read and understand the above pre inspection requirements Signature:. Date: 7/19/2017 t� PLAN REVIEW RESPONSE FORM CHICO GREEN BUILDERS 11 Commerce Court, Suite 5 Chico, CA 95926 Tel:(530) 774-5880 Date: 07-07-17 Plan Check Number: Response for plan check letter dated: 08/08/17 Job Address: 4525 Wilder Dr Forest Ranch, CA Response by: Max Ramirez Unless Noted Otherwise. Revisions Marked With Delta #1 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: General Comments #1 CS COMMENTS: Code reference on the cover sheet CS has been changed from CBC to IRC PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: General Comments #2 & #4 Manning Engineering CS COMMENTS: Revised occupancy group information as per plan check comments. Also see deferred submittals note #2 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: General Comments #3 CS COMMENTS: Deed Restriction and Limited Use Facility note have been added. See scope of project note # 7. Also see deferred submittals note #3 PLAN CHECK ITEM W77 RESPONSE BY: LOCATION ON PLANS / CALCS.: General Comments #5 & #6 GN1 COMMENTS: All code references have been removed. All notes are as per current code as noted in project information on sheet CS PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS 7 CALCS.: General Comments #7 C0.0 COMMENTS: Propane tank note has been revised to include clearance requirements Sheet 1 PLAN REVIEW RESPONSE FORM PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Building Department #8 CS COMMENTS: Room #104 (Darkroom) is a photographic darkroom. See scope of project note #5 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Arch. Comments #9 A1.0 COMMENTS: Area separation door, See keynote #13 PLAN CHECK ITEM #: IRESPONSE BY: LOCATION ON PLANS / CALCS.: Arch. Comments #10 A1.0 COMMENTS: See area separation note located below metal shop room label K PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Arch. Comments #11 GN1 & A1.0 COMMENTS: Shower wall and fixture notes have been added or revised. See keynotes #13 & #14 sheet A1.0 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Arch. Comments #12 A1.0 & A2.0 COMMENTS: Egress window has been added. See construction notes #7, sheet A1.0 See south elevation, sheet A2.0 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Electrical #13 A3.0 COMMENTS: See electrical notes #7 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Electrical #14 A3.0 COMMENTS: Outlet has been added as per plan check Sheet 2 PLAN REVIEW RESPONSE FORM PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Plumbing #15 Separate Cover COMMENTS: Gas line schematic plan under separate cover. PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Energy #16, #17 & #19 EN1 COMMENTS: Square footage areas have been corrected PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Energy #18 CS & A1.0 COMMENTS: See scope of project note #6/CS and keynote #11/A1.0 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Energy #20 A3.0, COMMENTS: Indoor air quality exhaust fan has been added. See electrical fixture schedule "M2" PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #21 Robin Trenda Separate Cover COMMENTS: Construction waste management form to be provided by contractor under separate cover PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #22 GN2 COMMENTS: Sheet GN2 has been revised to show the current Butte County CALGreen Residential Mandatory Measures Checklist PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #23 C0.0 COMMENTS: Erosion control notes and schedule has been added to the site plan Sheet 3 PLAN REVIEW RESPONSE FORM PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #24 A1.0 COMMENTS: See construction notes schedule, note #10 for window requirements PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #25 SD2 COMMENTS: See details #1 & #3/ SD2 for fire resitive plywood notes PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #26 SD2 COMMENTS: See details #1 / S132 for fire resitive exterior finish PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: COMMENTS: PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: COMMENTS: PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: COMMENTS: PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: COMMENTS: Sheet 4 PLAN REVIEW RESPONSE FORM CHICO GREEN BUILDERS 11 Commerce Court, Suite 5 Chico, CA 95926 Tel:(530) 774-5880 Date: 07-07-17 Plan Check Number: Response for plan check letter dated: 08/08/17 Job Address: 4525 Wilder Dr, Forest Ranch, CA Response by: Max Ramirez Unless Noted Otherwise. Revisions Marked With Delta #1 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS/ CALCS.: General Comments #1 CS COMMENTS: Code reference on the cover sheet CS has been changed from CBC to IRC PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: General Comments #2 & #4 Manning Engineering CS' COMMENTS: ` F Revised occupancy group information as per plan check comments. Also see deferred submittals note #2 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: General Comments #3 CS COMMENTS: Deed Restriction and Limited Use Facility note have been added. See scope of project note # 7. Also see deferred submittals note #3 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: General Comments #5 & #6 GN1 COMMENTS: All code references have been removed. All notes are as per current code as noted in project information on sheet CS PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: General Comments #7 C0.0 COMMENTS: Propane tank note has been revised to include clearance requirements PLAN REVIEW RESPONSE FORM PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Building Department #8 CS COMMENTS: Room #104 (Darkroom) is a photographic darkroom. See scope of project note #5 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Arch. Comments #9 A1.0 COMMENTS: Area separation door, See keynote #13 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Arch. Comments #10 A1.0 COMMENTS: See area separation note located below metal shop room label PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Arch. Comments #11 GN1 & A1.0 COMMENTS: Shower wall and fixture notes have been added or revised. See keynotes #13 & #14 sheet A1.0 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Arch. Comments #12 A1.0 & A2.0 COMMENTS: Egress window has been added. See construction notes #7, sheet A1.0 See south elevation, sheet A2.0 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Electrical #13 A3.0 COMMENTS: See electrical notes #7 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Electrical #14 A3.0 COMMENTS: Outlet has been added as per plan check Sheet 2 . , PLAN REVIEW RESPONSE FORM PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Plumbing #15 Separate Cover COMMENTS: Gas line schematic plan under separate cover. PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Energy #16, #17 & #19 EN1 COMMENTS: Square footage areas have been corrected PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Energy #18 CS & A1.0 COMMENTS: See scope of project note #6/CS and keynote #11/Al.0 PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Energy #20 A3.0 COMMENTS: Indoor air quality exhaust fan has been added. See electrical fixture schedule "M2" PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #21 Robin Trenda Separate Cover COMMENTS: Construction waste management form to be provided by contractor under separate cover PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #22 GN2 COMMENTS: Sheet GN2 has been revised to show the current Butte County CALGreen Residential Mandatory Measures Checklist PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #23 C0.0 COMMENTS: , Erosion control notes and schedule has been added to the site plan Sheet 3 PLAN REVIEW.RESPONSE FORM PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #24 A1.0 COMMENTS: See construction notes schedule, note #10 for window requirements PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #25 SD2 COMMENTS: See details #1 & #3/ SD2 for fire resitive plywood notes PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: Calgreen #26 SD2 COMMENTS: See details #1 / SD2 for fire resitive exterior finish r PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: COMMENTS: PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: COMMENTS - PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: COMMENTS: PLAN CHECK ITEM #: RESPONSE BY: LOCATION ON PLANS / CALCS.: COMMENTS: Sheet 4 ,E ' _ t �I 111 l 1111 1111 1111 it l l lid ttlllf . \� RECORDING REQUESTED BY r Z� 12-8040368 Bidwell Title & Escrow Company Recorded I RM FEE 28. tt8 Official Records I TAX 38a 30 AND WHEN RECORDED MAIL TO ► ty 0f I MMIj ARM IL M tri Robert J. Sharpe & Amanda Sharpe - but e ( J. BMW I County Addn, 4525 Wilder Drive Clerk4wwderl ZIP Chico, CA 95928 I @91on 23 -act -812I Page 1 of 5 Ord" n.. 002450204)02 SPACE ABOVE THIS LINE FOR RECORDER'S USE Parcel No. 0e3-310-011 GRANT DEED s THIS FORM FURNISHED BY BIDWBLL TITLE d: ESCROW COMPANY ,sn The Undersigned Grantor(s) Declare(,) Documentary Transfer Tax is $300.30 r� E3 Cityfl'own of - ® computed on full value of interest or property conveyed, or ® Unincorporated Area 0 full value ICM Value of tiens or encumbrances remaining at the time of sale , O Monument Fee of S 10.00 FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged,, William E. Haas and Lariann Beretta hereby GRANT(s) to ' Robert J. Sharpe and Amanda Sharpe; Husband and Wife as Joint Tenants the following real property in the O City of ® Unincorporated Area County of Butte, State of Califamia: SEE EXHIBIT A ATTACHED HERETO AND MADE A PART HEREOF ' William B. Haag Lariaan Baratta Doc. D tent ate. October 19, 2012 STATE OF CALIFORNIA } ss: COUNTY OF BUTTE On October 19- 2012 before me, C. Fortune . Notary Public, personally appeared Wi16armE Haas and tariann Basta , •. who proved to = on the basis of satisfactory evidence to be the person(,) whose names) ishre subscribed to the within instrument and acknowledged to me that hekhelthey executed the sarne in his/hu/their authorized capacity(iesN and that by hisliter/tbeir sigrm>tae(s) on the instrunratt the penton(s), or tate , entity upon behalf of which the pcmon(s) acted, executed the instrument 1 certify under PENni Hale rue an un nathisect_ lawn of the State of California tlmt the fo WITNESS rqVffand and Signature SEAL OR STAMP ------------ 111E Cttmedsd" 0 loom N"y - Butte CCU"Comte Oct 1 18 MAIL TAX STATEMENTS TO : -Same as Above eTECIGRANTOEM _ t MAIL TAX STATEMENTS TO : -Same as Above eTECIGRANTOEM Order Na 00245020-002 EXHIBIT A THE LAND REFERRED TO HEREIN IS DESCRIBED AS FOLLOWS: ALL THAT CERTAIN REAL PROPERTY SITUATE IN THE COUN'T'Y OF BUTTE, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS: PARCEL l: LOT 11, AS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIERRA FOOTHILLS SUBDIVISION", WHICH MAP WAS RECORDED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 30,1980 IN BOOK 80 OF MAPS, AT PAGES 10 AND 11. AP NO. 063-310-011 PARCEL H: A PORTION OF LOTS 10 AND 11 OF "SIERRA FOOTHILLS SUBDIVISION", WHICH MAP WAS FILED OCTOBER 30,1980 IN BOOK 80 OF MAPS, AT PAGES 10 AND 11 AND A PORTION OF PARCELS 2 AND 3 OF PARCEL MAP FILED JANUARY 11, 1978 IN BOOK 63 OF PARCEL MAPS, AT PAGE 74. AN EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES OVER AND ACROSS A STRIP OF LAND 60 FEET WIDE, THE CENTERLINE THEREOF BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE NORTHWEST CORNER OF LOT 10, AS SAID LOT IS SHOWN ON SAID SIERRA FOOTHILL SUBDIVISION; THENCE FROM SAID POINT OF BEGINNING AND ALONG THE WESTERLY, SOUTHWESTERLY, AND SOUTHERLY BOUNDARY OF SAID LOT 10 AND THE SOUTHERLY BOUNDARY OF LOT 11 OF SAID SIERRA FOOTHILLS SUBDMSION THE FOLLOWING COURSES AND DISTANCES. 1. SOUTH 020 10'43" EAST A DISTANCE OF 224.35 FEET; 2. SOUTH 420 5810811 EAST 451.24 FEET; 3. NORTH 810 53'23" EAST, 353.40 FEET; 4. NORTH 860 04' 55" EAST, 263.03 FEET TO THE END OF SAID LINE. EXCEPTING THEREFROM THE FOLLOWING: BEGINNING AT THE SOUTHEAST CORNER OF SAID LOT 11 AND RUNNING THENCE NORTH 010 26' 53" WEST ALONG THE EASTERLY LINE OF SAID LOT 11, A DISTANCE OF 30.03 FEET; THENCE SOUTH 860 04155" WEST, PARALLEL TO AND 30 FEET DISTANCE NORTHERLY FROM THE SOUTH LINE OF SAID LOT 11, A DISTANCE OF 262.61 FEET; THENCE SOUTH 870 22'08" EAST A DISTANCE OF 263.03 FEET TO THE POINT OF BEGINNING. ALSO EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN PARCEL I DESCRIBED ABOVE. PARCEL III: AN EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES ACROSS A PORTION OF PARCEL 2 AS SAID PARCEL IS SHOWN ON THAT CERTAIN PARCEL MAP FILED JANUARY 11, 1978 IN BOOK 63 OF PARCEL MAPS, AT PAGE 74, RECORDS OF BUTTE COUNTY, CALIFORNIA, BEING A PORTION OF Order No. 00245020-002 SECTION 7, TOWNSHIP 22 NORTH, RANGE 3 EAST, M.D.B.&M., SAID EASEMENT BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE SOUTHEAST CORNER OF SAID PARCEL 2 AND RUNNING THENCE NORTH 010 50'52" WEST A DISTANCE OF 1,040.68 FEET TO THE POINT OF BEGINNING FOR THE EASEMENT HEREIN DESCRIBED; THENCE NORTH 35' 50'08- WEST, PARALLEL TO AND 60 FEET DISTANT SOUTHWESTERLY FROM THE NORTHEASTERLY LINE OF SAID PARCEL 2, A DISTANCE OF 26035 FEET; THENCE SOUTH 86° 04' 55" WEST, PARALLEL TO AND 60 FEET DISTANT SOUTHERLY FROM THE NORTHERLY LINE OF SAID PARCEL 2, A DISTANCE OF 143.48 FEET; THENCE NORTH 870 22'08" WEST A DISTANCE OF 261.93 FEET; THENCE SOUTH 81' S3123" WEST, PARALLEL TO AND 30 FEET DISTANT SOUTHERLY FROM THE NORTHERLY LINE OF SAID PARCEL 2, A DISTANCE OF 148.55 FEET TO THE SOUTHERLY PROLONGATION OF THE WESTERLY LINE OF LOT 11 AS SAID LOT IS SHOWN ON THAT CERTAIN MAP ENTITLED, "SIERRA FOOTHILLS SUBDIVISION", WHICH MAP WAS FILED OCTOBER 30,1980 IN BOOK 80 OF MAPS, AT PAGES 10 AND 11, RECORDS OF BUTTE COUNTY, CALIFORNIA; THENCE NORTH 010 26'53" WEST ALONG SAID SOUTHERLY PROLONGATION, A DISTANCE OF 30.20 FEET TO A POINT ON THE NORTHERLY LINE OF SAID PARCEL 2, SAID POINT BEING ALSO THE SOUTHWEST CORNER OF LOT 11 OF SAID SIERRA FOOTHILLS SUBDIVISION; THENCE ALONG THE NORTHERLY AND EASTERLY LINES OF SAID PARCEL 2 THE FOLLOWING FOUR (4) COURSES: NORTH 81° 53' 23" EAST, A DISTANCE OF 147.87 FEET; NORTH 860 04'55" EAST, A DISTANCE OF 436.39 FEET; SOUTH 35° 50' 08" EAST, A DISTANCE OF 204.67 FEET; SOUTH 01' 50'52" EAST, A DISTANCE OF 107.33 FEET TO THE POINT OF BEGINNING. PARCEL IV: A SIXTY (60) FOOT WIDE NON-EXCLUSIVE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES OVER A PORTION OF PARCELS 1 AND 2 AS SAID PARCELS ARE SHOWN ON THAT CERTAIN PARCEL MAP FOR HOWARD ISOM, WHICH MAP WAS FILED SEPTEMBER 21,1979 IN BOOK 73 OF PARCEL MAPS AT PAGES 22, 23, 24 AND 25, RECORDS OF BUTTE COUNTY, CALIFORNIA, BEING ALSO A PORTION OF SECTIONS 1, 2,11 AND 12 TOWNSHIP 22 NORTH RANGE 2 EAST, M.D.B.&M., SAID EASEMENT BEING OVER AND ALONG COURSES 5 THROUGH 50 OF CANYON SHADOWS ROAD AS SAID ROAD IS DELINEATED AND SAID COURSES ENUMERATED ON SAID HOWARD ISOM PARCEL MAP. PARCEL V: A SIXTY (60) FOOT WIDE NON-EXCLUSIVE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES OVER A PORTION OF PARCELS 2 AND 6 AS SAID PARCELS ARE SHOWN ON THAT CERTAIN PARCEL MAP FOR HOWARD ISOM, WHICH MAP WAS FILED SEPTEMBER 21,1979 IN BOOK 73 OF PARCEL MAPS AT PAGES 22, 23, 24 AND 25, RECORDS OF BUTTE COUNTY, CALIFORNIA, BEING ALSO A PORTION OF SECTIONS 11 AND 12, TOWNSHIP 22 NORTH RANGE 2 EAST, M.D.B.&M., AND LYING THIRTY (30) FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE; COMMENCING AT THE NORTHWESTERLY TERMINOUS OF A COURSE ALONG THE BOUNDARY OF SAID PARCEL 2 SHOWN AS BEARING SOUTH 290 26.45" EAST AND HAVING A DISTANCE OF 1731.61 Order Na 00245020-002 FEET ON SAID HOWARD ISOM PARCEL MAP AND RUNNING THENCE NORTH 620 33'42" WEST A DISTANCE OF 52A1 FEET TO A POINT IN COURSE NUMBER 48 IN THE CENTERLINE OF CANYON SHADOWS ROAD AS SHOWN ON SAID MAP. THENCE SOUTH 270 26'18" WEST ALONG SAID CENTERLINE A DISTANCE OF 109.04 FEET; THENCE CONTINUING ALONG SAID CENTERLINE SOUTH 200 2247" WEST A DISTANCE OF 124.14 FEET AND SOUTH 290 4212311 WEST A DISTANCE OF 24.56 FEET TO THE TRUE POINT OF BEGINNING FOR THE HEREIN DESCRIBED EASEMENT; THENCE LEAVING SAID CENTERLINE OF CANYON SHADOWS ROAD AND RUNNING THENCE ALONG THE CENTERLINE OF SAID SIXTY (60) FOOT WIDE EASEMENT, BEING ALSO THE CENTERLINE OF THAT CERTAIN ROAD HEREINAFTER REFERRED TO AS WILDER DRIVE THE FOLLOWING THIRTYSEVEN (37) COURSES: (1) SOUTH 04' 11'04" EAST 81.12 FEET (2) CENTRAL ANGLE = 150 00'06" (TANGENT RIGHT) R = 400.00 FEET L =104.73 FEET (3) SOUTH 10° 49'02" WEST 335.17 (4) CENTRAL ANGLE = 600 00121" (TANGENT LEVI) R = 200.00 FEET L = 209.46 FEET (5) SOUTH 49° 1 P 19" EAST 22.01 FEET (6) CENTRAL ANGLE = 280 49148" (TANGENT LEVI) R =100.00 FEET L = 5032 FEET (7) SOUTH 780 01'06- EAST 122.81 FEET (8) CENTRAL ANGLE = 240 03123" (TANGENT LEVI) R - 200.00 FEET L = 83.97 FEET (9) NORTH 770 55'31- EAST 243.96 FEET (10) CENTRAL ANGLE = 800 05' 13" (TANGENT RIGHT) R =180.00 FEET L = 251.60 FEET (11) SOUTH 210 59' 16" EAST 372.55 FEET (12) CENTRAL ANGLE = 400 17'18" (TANGENT RIGHT) R = 200.00 FEET L =140.63 FEET (13) SOUTH 18° 18'02" WEST 235.37 FEET (14) CENTRAL ANGLE a 390 11' S3" (TANGENT LEVI) R = 300.00 FEET L = 205.24 FEET (1S) SOUTH 200 53151 " EAST 217.49 FEET (16) CENTRAL ANGLE = 040 52' 11" (TANGENT RIGHT) R = 400.00 FEET L = 34.00 FEET TO A POINT ON THE MOST EASTERLY LINE COMMON TO PARCELS 2 AND 6 OF SAID ISOM PARCEL MAP WHICH POINT BEARS NORTH 110 00100" EAST 19.05 FEET FROM THE MOST SOUTHERLY CORNER COMMON TO SAID PARCELS 2 AND 6. (17) CENTRAL ANGLE = 37° 2812211 (RIGHT) R = 400.00 FEET L = 261.61 FEET CONTINUING ALONG SAID CURVE TO THE RIGHT THE TANGENT TO WHICH, AT THIS POINT, BEARS SOUTH 16° 01'40", EAST. (18) SOUTH 21° 26'42" WEST 294.89 FEET (19) CENTRAL ANGLE = 131 ° 24100" (TANGENT LEFT) R - 55.00 FEET L =126.14 FEET (20) NORTH 700 02' 42" EAST 274.60 (21) CENTRAL ANGLE - 550 0814611 (TANGENT LEFT) R =120.00 FEET L =11550 FEET (22) NORTH 140 53'55- EAST 64.58 FEET (23) CENTRAL ANGLE = 790 51146" (TANGENT RIGHT) R - 200.00 FEET L = 278.77 FEET (24) SOUTH 850 14' 18" EAST 57.49 FEET (25) CENTRAL ANGLE = 54' 50,401, (TANGENT LEVI) R =100.00 FEET L = 95.72 FEET (26) NORTH 390 55'01- EAST 137.70 FEET (27) CENTRAL ANGLE = 410 21'56" (TANGENT LEFT) R =150.00 FEET L =10830 FEET (28)NORTH 010 26' 55" WEST 267.19 FEET (29) CENTRAL ANGLE - 47° 20' 18" (TANGENT RIGHT) R = 400.00 FEET L = 330.48 FEET TO A POINT OF COMPOUND CURVATURE THE TANGENT TO WHICH, AT THIS POINT, BEARS NORTH 450 53'2401 EAST. (30) CENTRAL ANGLE = 570 31'37" (RIGHT) R =150.00 FEET L =150.61 FEET (31) SOUTH 760 35' 00" EAST 491.33 FEET (32) CENTRAL ANGLE = 38° 59141" (TANGENT LEFT) R = 250.00 FEET L =170.07 FEET (33) NORTH 640 26' 19" EAST 107.27 FEET Order Na 00245020-002 (34) CENTRAL ANGLE = 610 4514311 (TANGENT RIGHT) R = 410.00 FEET L - 441.% FEET (35) SOUTH 530 47' 58" EAST 115.80 FEET (36) CENTRAL ANGLE = 220 19' 54" (TANGENT RIGHT) R = 350.00 FEET L =136A2 FEET (37) SOUTH 310 28'04- EAST 8039 FEET TO A POINT ON THE MOST EASTERLY LINE OF SAID PARCEL 6 WHICH LINE IS ALSO THE MOST EASTERLY, WESTERLY LINE OF PARCEL 3 AS SHOWN ON THAT CERTAIN PARCEL MAP FILED JANUARY 11, 1978 IN BOOK 63 OF PARCEL MAPS AT PAGE 74 RECORDS OF BUTTE COUNTY, CALIFORNIA, SAID POINT BEARS SOUTH 000 58'23" EAST 984.51 FEET FROM THE MOST NORTHEASTERLY CORNER OF SAID PARCEL 6 BEING ALSO THE MOST NORTHERLY NORTHWESTERLY CORNER OF SAID PARCEL 3. PARCEL VI: A SIXTY (60) FOOT WIDE NON-EXCLUSIVE EASEMENT FOR ROAD AND PUBLIC UTILITY PURPOSES OVER A PORTION OF PARCEL 3 AS SAID PARCEL IS SHOWN ON THAT CERTAIN PARCEL MAP FOR ANTHONY SANTOS WHICH MAP WAS FILED JANUARY 11, 1978 IN BOOK 63 OF PARCEL MAPS AT PAGE 74, RECORDS OF BUTTE COUNTY, CALIFORNIA BEING ALSO A PORTION OF SECTION 12, TOWNSHIP 22 NORTH, RANGE 2 EAST, M.D.B.&M. AND LYING THIRTY (30) FEET ON EACH SIDE OF THE FOLLOWING DESCRIBED CENTERLINE: BEGINNING AT A POINT ON THE MOST EASTERLY, WESTERLY LINE OF PARCEL 3 AS SHOWN ON SAID MAP, WHICH POINT BEARS SOUTH 00° 58' 23" EAST A DISTANCE OF 984.51 FEET FROM THE MOST NORTHERLY NORTHWEST CORNER OF SAID PARCEL 3, SAID POINT BEING ALSO IN THE CENTERLINE OF THAT CERTAIN ROAD KNOWN AS WILDER DRIVE AND RUNNING THENCE ALONG SAID CENTERLINE THE FOLLOWING TWELVE (12) COURSES; (1) SOUTH 31° 28'04- EAST 4.41 FEET (2) CENTRAL ANGLE = 950 0415211 (TANGENT LEFT) R - 200.00 FEET L = 331.90 FEET (3) NORTH 53° 27'04- EAST 88.11 FEET (4) CENTRAL ANGLE = 45' 0613711 (TANGENT RIGHT) R = 200.00 FEET L =157.47 FEET (5) SOUTH 810 26'19- EAST 183.15 FEET (6) CENTRAL ANGLE = 350 31'0911 (TANGENT LEFT) R = 360.00 FEET L = 223.17 FEET (7) NORTH 630 02'32- EAST 38.78 FEET (8) CENTRAL ANGLE = 27° 28' 46" (TANGENT RIGHT) R = 400.00 FEET L =191.84 FEET (9) SOUTH 89° 28'42" EAST 85.77 FEET (10) CENTRAL ANGLE =17° 011291, (TANGENT LEFT) R = 500.00 FEET L =14857 FEET TO A POINT OF REVERSE CURVATURE THE TANGENT TO WHICH, AT THIS POINT, BEARS NORTH 730 29'49" EAST. (11) CENTRAL ANGLE =10° 55' 39" (RIGHT) R = 500.00 FEET L = 9536 FEET (12) NORTH 840 25'28" EAST 176.17 FEET TO A POINT ON THE EASTERLY LINE OF SAID PARCEL 3 WHICH POINT BEARS SOUTH 020 10,431, EAST A DISTANCE OF 82131 FEET FROM THE NORTHEAST CORNER OF SAID PARCEL 3, SAID POINT BEING ALSO THE SOUTHWEST CORNER OF LOT 1 IN THE CENTERLINE OF WILDER DRIVE AS SAID LOT AND ROAD ARE SHOWN ON THAT CERTAIN MAP ENTITLED, "SIERRA FOOTHILLS SUBDIVISION" WHICH MAP WAS FILED OCTOBER 30,1980 IN BOOK 80 OF MAPS AT PAGES 10 AND 11, RECORDS OF BUTTE COUNTY, CALIFORNIA. PARCEL VII: A NON-EXCLUSIVE EASEMENT, 60 FOOT WIDE, FOR ROAD AND PUBLIC UTILITIES PURPOSES OVER AND ACROSS WILDER DRIVE, AND ZINFANDEL DRIVE, AS SHOWN ON THAT CERTAIN SUBDIVISION MAP, ENTITLED, "SIERRA FOOTHILLS SUBDIVISION", WHICH MAP WAS FLED IN THE OFFICE OF THE RECORDER OF THE COUNTY OF BUTTE, STATE OF CALIFORNIA, ON OCTOBER 30,1980 OF MAPS, AT PAGES 10 AND 11. ALSO EXCEPTING THEREFROM ALL THAT PORTION LYING WITHIN PARCEL I DESCRIBED ABOVE.