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B17-1059 065-370-024
Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY Name Sr-iALC C Co aSTIlL-v 4711.o,1--) Mailing Address structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Mailing Address below to see Manufactured Home Alterations and Permit Guidelines at: ff llr)95t City City State'` CA Zip MPAWL-1A 4A 41rS1!;-1r iS l� Phones S70 314 VI -0 Fax - Email Cell Cell `.7' C6 License No. `Z5'►"Tv) Class Date: Print Name: PERMIT NO: FORM NO ' (� DBP -1 SIN NO: A APN Property Address City Location must not be in the city limits of Chico, Gridley, Oroville or Paradise, kAL-AUA http:UQ ism a ps. buttecou nty. net/flexviewer/bcd atasea rch/i nd ex. html Policy Number Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance iyi✓, %,t Names,`,, Mailing Address City State Zip Last Name First Name "O structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Mailing Address below to see Manufactured Home Alterations and Permit Guidelines at: ff llr)95t City State Zip MPAWL-1A 4A 41rS1!;-1r Phone Fax S70 314 VI -0 OL!ving�Area: Email Z fe-l6 Cell e v Garage: Date: Print Name: PERMIT NO: FORM NO ' (� DBP -1 SIN NO: A APN Property Address City Location must not be in the city limits of Chico, Gridley, Oroville or Paradise, kAL-AUA http:UQ ism a ps. buttecou nty. net/flexviewer/bcd atasea rch/i nd ex. html Policy Number Carrier If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance iyi✓, %,t Names,`,, Mailing Address City State Zip *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. Revised 12.19.2016 Page 1 of 1 -+--rl - ."—* r—. — moi— r--• - � i -- - Mobile Home permits (other than installation, foundation utilities &von -attached "O structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: http://www.hcd.ca.gov/codes/mhp/HCD Phone: (916) 255-2501 Is this Home (circle one)/ No pya�[Manufactured/Mobile OL!ving�Area: Garage: AN 32� Open Area: Covered Area TOTAL SQ: Structure Built without permits 3411- f7- Proposed Change of Occupancy/Use - Note previous/current use below: OFFICE VIM N1 c. Zoning: M±2 Flood Zone: iC SRA: I YES NO ❑ NPDES YES U NO Code Ent YES 11 NO 9L Legal Lot: YES NO ❑ Occupancy - Type Construction hJ !Permit T '7Date:. *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. Revised 12.19.2016 Page 1 of 1 -+--rl - ."—* r—. — moi— r--• - � i -- - BUT t e County Department of Development Services Cad PERMIT CENTER AUG�91County Center Drive, Oroville, CA 95965 Two -Lon Vlain Phone 530.538.7601 Fax 530.538.7785 4I 'I ' www.buttecounty.net/dds s�✓'' FORM NO DBP -06 PLAN CHANGF�RECHECK,)OR RETURN Owner's Name: — -old -re-40.t�E- IP2` Contact Person Name: „rE r Contact email: x &-r, .S c, �� L� f �•e� Contact Phone Number: 5-jo Vj lf(,n Date Submitted: R,2_-/1'7 Permit Number:8M, f oS j Assessor's Parcel Number: O! 57- jlliv- o2- ❑ COMPLETE SET OF PLANS OPARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) f Please check any that apply: 0 Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? ❑ Other: i LIST OF ITEMS SUBMITTED I 2. R S��+ rs �c C-jFTr Fp_ 3. e Hp®A. V Pd rev ci rcc e m-r'l 4. a 2U1064- J1AM-,rW i 5. COPY 1.10 8t8en t Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ® Minimum $127.00 paid 13 Additional Fee Amount Due: B17-1059 A-6/ RC3 06-5-370-024 Page 1 of AUGUST 3, 2017 ADDITION 'I'cl lll BUTTE Butte County Department of Development Services UP W O17 FORM NO PERMIT CENTER JUL 12 2017 7 County Center Drive, Oroville, CA 95965 DEVELOPMENT DBP -06 Main Phone (530) 538-7601 Fax (530) 538-7785 DEMVkgrT www.buttecountv.net/dds SERVjOES -) PLAN CHANG , RECHECOR RETURN "'N Owner's Name: G fCFiGGE/�C/�C�Gc��/Qv�� Contact Person Name:G �2 Contact email: P-S�T Contact Phone Number: ytg 624 "f!11 Date Submitted: 1-1-4") Permit Number: 81'1— 1051 Assessor's Parcel Number: 065--.3,7o 0z.4 ❑ COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) Please check any that apply: 7� Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? 0 Other: LIST OF ITEMS SUBMITTED 1. n1�u Ata ,J 1i 77 x %-- 2. A4E pvi.+.i c L.FT%F7'� 4. Er1 / cALz u 1.4 77oA) 5. Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: l K:\NEW_ WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBP\DBP 06_ Plan_ Change_ Form_ REV'D 8.13.14_AKM.doc Page 1 of I x .+t August 2, 2017 Butte County Building Division 7 County Center Drive Oroville, CA 95965 Re: Plan Check Response #2 Project: Marvin Schuenemeyer Location: 14784 Pine Cone Way, Magalia, CA Building Permit No.: B 17-1059 i Streamline Job No.: 2669 To Whom It May Concern: We have reviewed the plan check comments dated June 26, 2017 and respond as follows: 1. Complete See approval provided by owner. Note added to cover sheet. 3. Complete. 4-17. Complete. ,�.-->fA-1 shows location of heating unit as requested in first plan check. The wood ' stove is not the primary source of heat. . See revised energy forms. No changes to plans. 20. Complete 21. Complete. 22. Complete. y�.' See form provided by owner. 24. Complete. See note added to cover sheet. 26. Complete. 27. Complete. 28. Complete. See note 404 on sheet A-2. 30. Complete. 31. Complete. 32. Complete. 33. Complete. STRUCTURAL COMMENTS Complete. Sincerely,Z,,Z4.'J I3 f 7- l fF>') A-6/ RC'3 065-370-024 AUC:UST 3, '0l 7 Jeff Richelieu, PE :1)1)1"C1ON '1'C) itll j President Streamline Engineering, Inc. Page 1 of 1 60 Independence Cir., Ste. 201 • Chico, CA 95973 0 (530) 892-1100 .` rea O � July 6, 2017 Butte County Building Division 7 County Center Drive Oroville, CA 95965 Re: Plan Check Response # 1 Project: Marvin Schuenemeyer Location: 14784 Pine Cone Way, Magalia, CA Building Permit No.: B17-1059 Streamline Job No.: 2669 To Whom It May Concern: We have reviewed the plan check comments dated June 26, 2017 and respond as follows: Revised on T-1. 2 See approval provided by owner. Revised to R-3 on T-1. Revised on Floor plan on A- L '!C A. Dimension added to floor plan. B -D see note 111 on sheet A-1. See note 111 (4) on sheet A-1. See note 111 on sheet A-3. See note 1-14 on sheet T-1. See vents and calculation on sheet A-2. X See note 117 on sheet A-3. . Shown on sheet A-2 foundation plan. See 9 above. See note 112 on sheet A-1. BUTTE See note 11 on Roof Plan on sheet A-1. . See Electrical plan on sheet A-1. COUNTY --- See Electrical plan on sheet A-1. J U L 12 2017 .., See note 4 on electrical plan on sheet A-1. See floor plan on sheet A-1. OV VELOPMENT M. See attached energy calculations. lICES See note 6 on electrical plan on sheet A-1. >4. See note 5 on electrical plan on sheet A-1. owner. 26By , By owner. ,? See Cal Green Requirements on sheet T-1. 25. See keynotes on sheet A-3. 'Note 101 on A-3. lift Note 104 on A-3. Note 112 on A-3. Note 404 on A-3. .Q. Note 107 on A-3. Note on floor plan on sheet A-1. I Page l of 2 60 Independence Cir., Ste. 201Chico, CA 95973 • (530) 892-1100 S��t✓ F I IR ream In O . Note 108 on A-3. Roof venting note on roof plan on sheet A-1. STRUCTURAL COMMENTS: 1. Note 112 on sheet A-1. 2. Top plate nailing specified on note 12 on roof plan on sheet A-1. Connection to mfg. home is not allowed by the State. 3. See details 1 and 2 on S-2. 4. For lines 2 and 3 wind Vw = (1.8k/4(2.17)]*8/2(2.17) =.381 k/ft < 485 k/ft therefore okay as is with no changes required to plans. 5. Note removed. Please contact me if you have any questions at 530-892-1100. I i Sincerely, Jeff Richelieu, PE President Streamline Engineering, Inc. I j Page 2 of 2 60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 Submit completed form in person or by BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING mail or fax to: Butte County Development Services- - CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Butte Building permit will not be issued until completed plan submitted 7 County Center Drive APN: OG1'' - 1 -to 02-1/ Building Permit # f3 /7— t'051 Oroville, CA 95965 Phone: (53 77 1 Owner Name: J:iAffaittJ 'Y s't��V E,J L�-r 'r=' - Fax: (530)538-2140 j Owner Mailing Address (Y'7e`E- Pit.) E- 4�0 Owner Phone:(S3o } 52(— VI -i i Jobsite Address: hfJE Project Sq. Ft. 3z- Project Type::`l6 tion 'iDemolition Jobsite Contact:oe .rCompany: Swut\t_Ey Ca,J1?F-J4-71etJ Jobsite Phone:(51- )`�?_{�R Brief description of project: AAD M o J hpw 4tfW 4r- ?—C&A—t 1 By signing below, I acknowledge that l 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 delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner! Contractor) Signature: P-' . T' �..( Date: '1-Cn-t'7 (Circle) t21 MATERIAL 1 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (Concrete, asphalt) _ ✓ri c,r4-4Gp-P re yL.t:.113 Lumber Vol /�?Z-41�t?=14� 1rcc�e_Lt t, Plant/Tree Debris ✓ tJoRs>cl;r► fx��Y�Ct�� - Dry Wall ✓i�Ui`i`L ,J _T9EP_11_J -mac-YU419- COUNTY Metal ✓ t,3a tZ � JUL 12 2017 Cardboard ✓ �a4►'It�ERr� ff-tcyc.Llay DEVELOPMENT Other: SERVICES — 10,59 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. r3 - DEYEACPWNS SENV1110 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT - Final inspection will not be scheduled until completed report submitted APN: Building Permit # Submit completed form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Owner Name: Owner Phone: ( ) Jobsite Address Project Type: ❑ Construction 0 Demolition Jobsite Contact: Company: Jobsite Phone: ( } MATERIAL. - Reuse Tonna a Recycle Tonnage Disposal Tonnage ACTUAL FACILITIES/SERVICE PROVIDERS USED ; Inert Material (Concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Attach copies of weight receipts, gate tags, or Total tons of material not disposed (either recycled of reused) tither verifying information for all materials Percent recycled/reused °1° that were reused, recycled or disposed. Please sign indicating that the above information is true and correct to the best of your knowledge: - Applicant: (Owner or Contractor); Date: Circle which Final Report returned with comments: (initial) Date: K Final Report approved: (Building Inspector) Date: STATE OF CALIFORNIA Prescriptive Residential Additions That Do Not Require HERS Field Verification CEC-CF1R-ADD-02-E (Revised 05/16) CERTIFICATE OF COMPLIANCE to Residential Additions That Do Not Require HERS Field Marvin Thomas Chip Schuenemeyer & Gundrun Snyder 7-5-17 MISSION -r CF1R-ADD-02-E Page 1 of 5 This compliance document is only applicable to additions less than 1,000 ftZ and do not require HERS field verification for compliance. When HERS verification is required, a CFIR-ADD-01 shot first be registered with a HERS Provider Data Registry. Alterations to Space Conditioning Systems that are exempt from HERS verification requirements may use the CFIR ADD -02 and CF2R- ADD -02 Compliance Documents. Possible exemptions from duct leakage testing include: less than 40 ft of ducts were added or replaced; or the existing duct system was insulated with asbestos; or the existing duct system was previously tested and passed by a HERS Rater. If space conditioning systems are altered and are not exempt from HERS verification, then a CF1R-ADD-01 must be completed and registered with a HERS Provider Data Registry. Additions or alterations that utilize close Cell Spray Polyurethane Foam (ccSPF) with a density of 1.5 to less than 2.5 pounds per cubic foot having on R -value other than 5.8 per inch, or Open Cel Spray Polyurethane Foam (ocSPF) with a density of 0.4 to less than 1.5 pounds per cubic foot having an R -value of 3.6 per inch, shall complete and register a CFIR ADD -01 with a HERS Provider Data Registry. If more than one person has responsibility for installation of the items on this certificate, each person shall prepare and sign a certificate applicable to the portion of construction for which they are responsible. Alternatively, the person with chief responsibilityfor construction shall prepare and sign this certificate for the entire construction. All applicable Mandatory Measures shall be met. Temporary labels shall not be removed before verification by the building inspector. A. General Information (please complete entire table) 01 Project Name: Marvin Thomas Chip Schuenemeyer & Gundrun Snyder 02 Date Prepared: 7-5-17 03 Project Location: 14784 Pine Cone Way 04 Building Front Orientation (deg): 0 05 CA City: Magalia 06 Number of Dwelling Units with Additions: 1.0 07 Zip Code: 95954-9313 08 Fuel Type: Liquefied Propane Gas 09 Climate Zone: 11 10 Total Conditioned Floor Area (ft) (Addition): 282 11 Building Type: Single family 12 Slab Area (ftZ): 0 13 Project Scope: <_ 300 ft2 14 Exceptions to Fenestration U -factor and SHGC 150.1(c)3A: NA 14 Addition Wall Type:✓❑ Framed ❑ Non -framed ❑ Mass Walls ❑ None 15 Roof Type: ❑Steep scope ❑✓ Low slope ❑None a 16 Roof/Ceiling insulation: Must meet minimum mandatory insulation requirements.' "" " "' 17 Windows being installed? ❑✓ Yes ❑ No �' r 't 18 New water heater being installed? ❑ Yes 0 No 19 Are lighting requirements applicable? Q Yes ❑ No _ Note: Include mandatory measures? ❑ Yes CA Building Energy Efficiency Standards - 20 21 No -ntial Compliance 055-37(1-02=1 ` - AUGUST 3, ?017 May 2016 ADDITION TOlill STATE OF CALIFORNIA Prescriptive Residential Additions That Do Not Require HERS Field Verification CEC-CF1 R -ADD -02-E (Revised 05/16) CERTIFICATE OF COMPLIANCE Prescriptive Residential Additions That Do Not Require HERS Field Verification ProJed Name: Marvin Thomas Chip Schuenemeyer & Gundrun Snyder 7-5-17 IIA ENERGY COMMISSION CF1R-ADD-02-E Page 2 of 5 B. Opaque Surface Details - Framed (Section 150.2(a)) 01 02 03 04 05 06 07 08 09 10 11 Tag/ID t Assembly Type Frame Type Frame Depth (in) Frame Spacing (in) Proposed Required Comments Cavity R -value Continuous Insulation R -value U -factor Appendix JA4 Reference U -Factor or R -value Table Cell West Wag Wood 2x4 16 inch OC R-13 9.8 0.102 North Wall Wood 2x4 16 inch OC R-13 9.8 0.102 East Wall Wood 2x4 16 inch OC R-13 9.8 0.102 Add Row Delete Row F. Radiant Barrier (Section 1501.1(c)2) 01 02 Radiant Barrier installed below the roof deck and on all gable end walls Comments Yes (- No (7; Row '� '' Delete Rovv �yAdd Notes: • Radiant barriers shall meet specific eligibility and installation criteria to receive energy credit for compliance with the Building Energy Efficiency Standards for low-rise residential buildings. Refer to RA4.2.1 • The emittance of the radiant barrier shall be less than or equal to 0.05 as tested in accordance with ASTM C1371 or ASTM E408. • For Prescriptive Compliance the attic shall be ventilated to provide a minimum free ventilation area of not less than one square foot of vent area for each 300 ft2 of attic floor area with no less than 30 percent upper vents. Ridge vents or gable end vents are recommended to achieve the best performance. The material should be cut to allow for full airflow to the venting. I - CA Building Energy Efficiency Standards - 2016 Residential Compliance May 2016 k A. STATE OF CALIFORNIA wT11-4. r%_ A11.4. r2 . .— UCCC Geld Verifin�Finn CEC-CFIR-AD1)-02-E (Revised 05116) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions That Do Not Require HERS Field Verification Page 3 of 5 Project Name: Marvin Thomas Chip Schuenemeyer & Gundrun Snyder Date Prepared: 7-5-17 H. Fenestration/Glazing Allowed Areas and Efficiencies (Section 150.2(a)1) 01 02 03 04 05 06 07 08 09 10 10 Maximum Allowed Maximum Allowed West - 13 14 Tag/ID Fenestration Type Frame Type Dynamic Glazing Fenestration Area for All Facing Fenestration Area Only Proposed Fenestration Area (ft2) Proposed West Facing Fenestration Area (ft2) Proposed U -factor Source Proposed SHGC Source Orientations (ft2) (ft2) Window Low -E Non-metal North 2 15 160 .32 .35 The Greater The Greater Maximum Window Maximum Non-metal Maximum Maximum Maximum Maximum .32 Calculated Maximum Calculated Maximum Allowed Allowed Allowed Allowed North Addition Type based on Calculated based on Calculated U -factor U -factor SHGC SHGC (ft2) Allowed % Allowed ft2 Allowed % Allowed ft2 (Windows) (Skylights) (Windows) (Skylights) Comments 15400 ft2 84.6 75 14.1 60 0.32 0.32 n/a 0.25 I. Fenestration Proposed Areas and Efficiencies Note: If meeting Exception 1 to 150.1(c)3A, Installing15 3ft2 glass in door or tubular skylight, it is not required to meet the minimum U -factor & SHGC requirements Exception 2: For up to 16ft2 of new skylight area, the U -factor can be 0.55 or less and the SHGC can be 0.30 or less. Exception 3: if using dynamic glazing, use the lowest tested U -factor and SHGC in Columns 9 and 10. 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Tag/ID Fenestration Type Frame Type Dynamic Glazing Orientation (N,S,W,E) Number of Panes Proposed Fenestration Area (ft2) Proposed West Facing Fenestration Area (ft2) Proposed U -factor Source Proposed SHGC Source Exterior Shading Device Combined SHGC from CF1R-ENV-03 Window Low -E Non-metal North 2 15 160 .32 .35 Window Low -E Non-metal North 2 20 160 .32 .35 Door Non-metal North 20 Add Row a . Delete how :' . ropsed Fenestration Area 48 o 15 Total Proposed 16 Maximum Allowed Fenestration Area 84.6 17 Compliance Statement Total Proposed Fenestration Area:5 Maximum Allowed Fenestration Area C0 Yes 0 No CA Building Energy Efficiency Standards - 2016 Residential Compliance May 2016 E r_ STATE OF CALIFORNIA ` Prescriptive Residential Additions That Do Not Require HERS Field Verification` CEC-CF1 R -ADD -02-E (Revised 05/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions That Do Not Require HERS Field Verification Page 4 of S ProjectName: Marvin Thomas Chip Schuenemeyer & Gundrun Snyder Date Prepared: 7-5-17 18 Total Proposed West -Facing Fenestration Area conditioning systems are installed or existing systems are altered and are not exempt from HERS verification, then a CF111-ADD-01 shall be completed and registered with a HERS Provider Data Registry. 18 19 Maximum Allowed West -Facing Fenestration Area ❑ c: (exempt from duct leakage testing) if: the existing duct system was insulated with asbestos; 60 20 ompliance Statement Total Proposed West -Facing Fenestration Area 5 Maximum Allowed West -Facing Fenestration Area (! Yes (j No 21 roposed Fenestration U -factor (Windows) SC System Location or Area Served Exemption from HERS Verification 22 equired Fenestration U -factor (Windows) 282 0.32 23 ompliance Statement Proposed Fenestration U -factor <_ Required Fenestration U -factor 0; Yes 0 No 24 roposed Fenestration SHGC (Windows) 25 Required Fenestration SHGC (Windows) n/a 26 ompliance Statement Proposed Fenestration SHGC:5 Required Fenestration SHGC �`' Yes (`. No 27 Droposed Fenestration U -factor (Skylights) 28 Required Fenestration U -factor (Skylights) 0.32 29 ompliance Statement Proposed Fenestration U -factor _< Required Fenestration U -factor Yes O No 30 Proposed Fenestration SHGC (Skylights) 31 Required Fenestration SHGC (Skylights) 0.25 32 Compliance Statement Proposed Fenestration SHGC 5 Required Fenestration SHGC Yes (; No J. Space Conditioning (SC) Systems - Heating/Cooling (Prescriptive Section 150.2(b)) Alterations to Space Conditioning Systems shall be exempt from HERS verification requirements as prerequisite for use of the CF111-ADD-02 and CF2R-ADD-02 Compliance Documents. If new space conditioning systems are installed or existing systems are altered and are not exempt from HERS verification, then a CF111-ADD-01 shall be completed and registered with a HERS Provider Data Registry. in each row below for each dwelling unit in the building, check the box that indicates the exemption from HERS verification compliance: ❑ a: space conditioning system was not altered; ❑ b: less than 40 fit of ducts were added or replaced; ❑ c: (exempt from duct leakage testing) if: the existing duct system was insulated with asbestos; ❑ d: (exempt from duct leakage testing) if: the existing duct system was previously tested and passed by a HERS Rater. 01 02 03 04 Dwelling Unit Name SC System Identification or Name SC System Location or Area Served Exemption from HERS Verification Zone 1 HVAC -1 282 a. b. ✓1 c. F d. ❑ add'I�eCet`e Row CA Building Energy Efficiency Standards - 2016 Residential Compliance May 2016 I STATE OF CALIFORNIA w J�eie___ r�_� n_ •1_L r�_�_.. _ ue�e+ C:_�r 1/.a:...i:.... CEC-CF1R-ADD-02-E (Revised 05/16) CALIFORNIA ENERGY COMMISSION CERTIFICATE OF COMPLIANCE CF1R-ADD-02-E Prescriptive Residential Additions That Do Not Require HERS Field Verification Page 5 of 5 Project Name: Marvin Thomas Chip Seht DOCUMENTATION AUTHOR'S DECLAIL 1. 1 certify that this Certificate of Cor Documentation Author Name: Jim Petersor Company: Streamline Engineering Address: 60 Independence Circle #2 City/state/zip: Chico, Ca, 95973 RESPONSIBLE PERSON'S DECLARATIOI I certify the following under penal 1. The Information provided on this 2. 1 am eligible under Division 3 of tf designer). 3. That the energy features and peri Compliance conform to the requil 4. The building design features or sy worksheets, calculations, plans ar 5. 1 will ensure that a registered cop for all applicable inspections. I un owner at occupancy. Responsible Designer Name: Jim Peterson Company: Streamline Engineering Address: 60 Independence Circle #'. City/State/Zip: Chico, Ca, 95973 For assist CA Building Energy Efficiency Standards Y 2016 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 111E2014, 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 de artment. Required Feature or Measure s j A plane is developed and implemented to manage storm water drainage during construction. CGBSC 4.106.2. Construction plans shah indicate how the site grading or drainage system will manage I i t all surface water flows to keep water from enterin buildings CGBSC 4.106.3. Provide capability for electric vehicle charging in one and two-family dwellings and in private garages; and 3 percent of total panting spaces, as townhouses with attached to specified, for multifamily dwellings. f.G t '.0 k Building meets or exceeds the requirements of the %,didurnia Building Energy C 4.201.1. Standards. CGBS - �sr 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. 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. f 'nals shalt not exceed 0.125gp f wall mounted un Urinals. T he effective flush volume o jJ IA and floor mounted or other urinals shall not exceed 0.5 gpf. 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. rhea ds serving one shower. When a shower is served by more than Multi j le showe g Multiple 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. shall not ide ntial buildingsIA Metering faucets. Metering faucets when installed in resl more than 0.25 gallons..per cycle. deliver g exceed 1.8 m at 60 � shall not9P Kitchen faucets. The max. flow rate of k Itchen fauc ets psi. 617-1.1)59 A -G/ R(.'3 06-,-,-370-021 U 7 I 7 02/1012017 ChecklistslGreen Building A Li �; ST 3, al)I)1'T1O� CO N11I F ei Checklists\Green Building Page 2 of 3 - 2016 CALGreen Residential Mandatory Measures Checklist (Co>nt'd) Feature or Measure Required New residential developments with an aggregate landscape area equal to or greater than 500 sq It 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), ! whichever more stringent; or 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 acceptable to the enforcin a enc . 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-amply-with-a-more-stringenfi-local-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 ins coon. 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, iv 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 U.S 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. c y. Duct openings and other related air distribution component openings shall be covered during construction. V/ 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 shatl be compliant with VOC limits. 4.504.2.2 Checklists\Green Building Page 2 of 3 - 2016 CALGreen Residential Mandatory Measures Checklist (Co>nt'd) Feature or Measure Required New residential developments with an aggregate landscape area equal to or greater than 500 sq It 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), ! whichever more stringent; or 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 acceptable to the enforcin a enc . 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-amply-with-a-more-stringenfi-local-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 ins coon. 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, iv 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 U.S 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. c y. Duct openings and other related air distribution component openings shall be covered during construction. V/ 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 shatl 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 other-toxicROC and Carpet and carpet systems shall be compliant with VOC limits. 4.504.3 At least 80% of floor area receiving resilient flooring shall comply with specific VOC criteria. 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 1/ 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%. z -- a Duct systems are sized, designed, and equipment is selected using the following methods: 1. Establish heat loss and heat gain values according to ANSIIACCA 2 Manual J-2011 or equivalent. 2. Size duct systems according to ANSUACCA 1 Manual D-2014 or equivalent. 3. Select heating and cooling equipment according to ANSIIACCA 3 Manual S- 2014 or equivalent. :n Y 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. uE;: �� T.i^ �L' � 3;� Z�C" 'asw. 't' _�.4. �B:a» _ 1 - "St. `- a•4��v.•�=•+? Verification of compliance with this code may include construction documents, plans specifications builder or installer certification, inspection reports, or other methods acceptable to the enforcing agency, which show substantial conformance. �,r-�l��r�'- y MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 171300 Addition The truss drawing(s) referenced below have been prepared by MiTek USA, Inca under my direct supervision based on the parameters provided by ` Meeks Building Center. i i Pages or sheets covered by this seal: K3238738 thru K3238741 My license renewal date for the state of California is September 30, 2018. i I i Q�pFEsslo/v � ZHgo Fyc2 J C 70068 EXP. 9-30-2018 sqT C I F i May 25,2017 Zhao, Xiaoming 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. i Job . a Truss Truss Type Qty Ply Addition Plate Grip DOL 1.15 TC 0.34 Vert(LL) 0.00 17 n/r 120 MT20 220/195 (Roof Snow --40,O) K3238738 171300 Al GABLE 1 1 WB 0.06 Horz(CT) 0.00 16 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -S Job Reference (optional) meeks lumber, redding d.ulu s Apr zu zu1 a ml I eK mouslnes, Inc. I nu Iviay za iu:ua:oz wl r rage 1 ID:7NjnkAmQyF1 kYalVsdj2X?yb1 B8-ToHQG?KWGGEEgiBPSrRQtOZblyl4l ly2ShZxBZzD_sb 2-0-11 11-10-0 15 4-8 23-8-0 25-8-0 2-0-0 11-10-0 3-6 8 8-3 8 2-0-0 Scale = 1:45.1 - 4x4 7 8 9 4.00 12 g 10 5 34 35 11 4 12 v 333 1336 c? 14 a 15 28 27 26 25 24 32 30 29 4x4 = 213 37 16 2 31 RD.17� o 4x42.00 12 = 22 21 20 19 18 4x4 to - 11-10-0 15-4-8 23-8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) 0.00 17 n/r 120 MT20 220/195 (Roof Snow --40,O) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.01 17 n/r 120 TCDL 10.0 Rep Stress lncr YES WB 0.06 Horz(CT) 0.00 16 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -S Weight: 96 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 23-8-0. (lb) - Max Horz 2=-49(LC 12) Max Uplift All uplift 100 Ib or less atjoint(s) 23, 28, 29, 31, 24, 21, 20, 19, 18 except 2=-122(LC 14), 16=-124(LC 14), 30=-199(LC 1) Max Grav All reactions 250 Ib or less at joint(s) 26, 23, 22, 27, 28, 30, 25, 24, 21, 20, 19, 18 except 2=523(LC 1), 16=439(LC 1), 29=288(LC 19), 31=770(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-31=-614/207 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. Il; Exp C; enclosed; MWFRS (directional) and C -C Corner(3) -2-0-0 to 1-0-0, Exterior(2) 1 -0 -Oto 11-10-0, Corner(3) 11-10-0 to 14-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 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=40.0 psf (flat roof snow); Category Il; Exp C; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 40.0 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. �Of ESSIO/Vq� 8) Gable studs spaced at 1-4-0 oc. �e M ZHq F2 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 2-0-0 wide _ 2 will fit between the bottom chord and any other members. V C 70068 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Bearing atjoint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 30 8 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 23, 28, 29, 31, 24, 21, 20, 19, 18 except Qt=1b) 2=122, 16=124,30=199. �+ P 14) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 26, 27, 28, 29, 30, 31, 25, 24. OQ, j AL\F May 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.. " - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall V building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M I Ipr K� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Corona, CA 92880 Job, • Truss Truss Type Qty Ply Addition Scale =1:45.1 4x4 = 4 K3238739 171300 A2 Roof Special 2 1 4x4. 22 5 3 Job Reference (optional) meeks lumber, redding - 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu May 25 10:03:53 2017 -Page 1 I D:7NjnkAmQyF1 kYalVsdj2X?ybl B8-x_roTLL81 ZM51smc?ZyfPE5kRMHDm3HBhLJUk?zD_sa 2-M 7-1-9 11-10-0 15 4 8 19-6-4 23-8-0 25-8-0 2� 7-1-9 4 8-7 3 6-8 4-1-12 4-1-12 2-0-0 Scale =1:45.1 4x4 = 4 4.00 12 4x8 �- 23. 4x4. 22 5 3 Y. 21 24 - 4x4 C c? 6 v 4x4 = 12 20 13 6x12 = 1 7 n 2 4xS = 1. 2x4 - B. c o Lri d . 10 9 2.00 12 2x4 11 4x4 = 4x4 = 3x6 i 4-1-12 7-1-9 48-7 3-6-8 0- -12 4-0-0 1 Plate Offsets (X Y)— 12:0-2-0 Edgy H 1:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 13-16 >999 240 MT20 220/195 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.35 13-16 >537 180 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.08 10 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -AS Weight: 102 Ib FT = 20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=992/0-3-8,10=1825/0-3-8,7=423/0-3-8 Max Horz 2=49(LC 13) Max Uplift 2=-151(LC 14), 10=-113(LC 14), 7=-115(LC 14) Max Grav 2=1055(LC 19), 10=1825(LC 1), 7=531 (LC 20) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2694/254, 3-4=-585/81, 4-5=-504/91, 5-6=-82/1726, 6-7=-253/542 BOT CHORD 2-13=-165/2547,12-13=-164/2536,11-12=-1682/196, 10-11=-1791/170, 5-11=-1488/163, 7-9=-488/197 WEBS 3-13=0/252, 3-12=-2063/223, 5-12=-130/2152, 9-11=-414/250, 6-11=-1342/126 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, 1nterior(1) 1-0-0 to 11-10-0, Exterior(2) 11-10-0 to 14-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 40.0 psf on overhangs j 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 2-0-0 wide will fit between the bottom chord and any other members.OFESSION 7) A plate rating reduction of 20% has been applied for the green lumber members. OQ� ZH q`F AD 41, 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �� �M capacity of bearing surface. _ 2 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) V C 70068 f11 2=151,10=113,7=115. Zi W 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum sheetrock be applied directly to the bottom chord. E- . 9-30-2018 sTq ��P F O May 25,2017 I -- AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. SMILT Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this. design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - M I�(@k� is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage,delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCS] Building Component 250 Klug Circle 'Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 Job, Truss Truss Type Qty Ply Addition K3238740 171300 A3 Scissor 4 1 4.00 12 4x4 19 20 4x4 Job Reference o tional 3 5 1— 09 In -M -KA 9n17 13— 1 meeks lumber, redding ID:7NjnkAmQyF1 kYalVsdj2X?yb1 B8-PAOAhgLnotUyvOLoZGTuyRepymXaVXmKv?21 GSzD_sZ -2-0-0 7 1 8 11-10-0 16E-8 23-8-0 7-1-8 25-8-0 2-0-0 2 0 0 7.1.8 4-8-8 4 8-8 Scale = 1:45.1 5x8 = 4 4.00 12 4x4 19 20 4x4 3 5 18 21 v 9 22 17 10 8x18 M18SHS = 8 6 2 2x4 I 2x4 II ,1 o 7 O 4x12 = - 2.00 F12 4x12 = 16-6-8 4-8-8 4-8-8 7 1 8 Plate Offsets Y - [9:0-9-0,.0-3-41 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.58 8-9 >487 240 MT20 220/195 (Roof Snow=40.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -1.18 8-9 >240 180 M18SHS 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.55 Horz(CT) 0.58 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix -AS Weight: 90 lb FT = 20% BCDL 10.0 LUMBER- BRACING TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1 &Btr G REACTIONS. (Ib/size) 2=1620/0-3-8, 6=1620/0-3-8 Max Horz 2=-49(LC 12) Max Uplift 2=-189(LC 14), 6=-189(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5887/524, 3-4=-4357/403, 4-5=-4357/396, 5-6=-5887/542 BOT CHORD 2-10=-423/5583, 9-10=-422/5584, 8-9=-460/5583; 6-8=-460/5583 WEBS 4-9=-134/2237,5-9=-1800/195,3-9=-1800/197 NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat: 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-0-0, Interior(1) 1-0-0 tq 11-10-0, Exterior(2) 11-10-0 to 14-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category 11; Exp C; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads: 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. ANSI/TPI 1 to formula, designer should verify ��FESSIO/V Q 14 9) Bearing at joint's) 2, 6 considers parallel to grain value using angle grain Building ztiAO rj, capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) ��� C/ wZ 2c� 2=189,6=189. 11) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1W gypsum U .r Ci 70068 m sheetrock be applied directly to the bottom chord. S P May 25,2017 Job* Truss Truss Type Qty Ply Addition TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G K3238741 171300 M1 Common 2 1 Max Grav 2=984(LC 19), 5=848(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1511/105, 4-5=-340/110 Job Reference (optional) i Wl o 4x4 = —un 9 6.U1 US Apr z0 2016 MITek Industries, Inc. Thu May 25 10:03:55 2017 Pagel ID:7NjnkAmQyFlkYalVsdj2X?yb1B84NyZuOMPZBcoXAw_7 7VfB4B905ExOU8fobouzD_sY -2-0-05-11-0 11-10-0 11 11-8 2-0-0 5-11-0 5-11-0 0- 8 Scale =1:25.9 4x6 11 4 4X4 LOADING (psf) TCLL 40.0 10 (Roof Snow=4 ) TCLL 10.0 BCLL 00 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSL TC 0.46 BC 0.27 WB 0.72 Matrix -AS DEFL in (loc) j/deft L/d Vert(LL) -0.05 6-9 >999 240 Vert(CT) -0.10 6-9 >999 180 Horz(CT) 0.03 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 52 Ib FT= 20% LUMBER BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) 2=926/0-3-8, 5=692/0-3-8 Max Horz 2=151(LC 13) Max Uplift 2=-132(LC 94), 5=-57(LC 14) Max Grav 2=984(LC 19), 5=848(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1511/105, 4-5=-340/110 BOT CHORD 2-6=-206/1376, 5-6=-206/1376 WEBS 3-6=0/259, 3-5=-1389/164 NOTES 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.8psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 0-9-12, Interior(1) 0-9-12 to 11-9-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 40.0 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 2-0-0 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 atjoint(s) 5 except (jt=1b) ��FESSII]Nq ZH'10 2=132. 2 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and'/" gypsum <u 2c� sheetrock be applied directly to the bottom chorda C 70068 � --�, 9-30- 18 S AL`FpQ` May 25,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,. delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available. from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. HT 9 Mi7ek° 250 Klug Circle Corona, CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 3 " Center late on joint unless x, /4 p j y offsets are indicated. 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both Sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. diagonal or X -bracing; is always required. See BCSI. TOP CHORDS c1-2 cls 2. Truss bracing must be designed by an engineer. For 1/ „ 0' 76 wide truss spacing, individual lateral braces themselves Q WEBS may require bracing, or alternative Tor bracing should be considered. O ��'�1O3. th4 Never exceed the design loading shown and never Ustack materials on inadequately braced trusses. o_O O 4. Provide copies of this truss design to the building F- o' s designer, erection supervisor, property owner and For 4 x 2 orientation, locate D BOTTOM CHORDS all other interested parties. plates 0- '/,d' from outside 8 7 6 5 5. Cut members to bear tightly against each other. edge of truss. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. required direction of slots in connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from g .. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ` Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber software or upon request. shall not exceed 19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for with fire retardant, preservative treated; or green lumber. PLATE SIZEuse .ICC -ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to /1 X width measured perpendicular `'F 4 - to slots. Second dimension is ESR -1311, ESR -1352, ESR1988 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 in all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. Indicated by symbol shown and/or by text in the bracing section of the truss unless otherwise shown. 13. Top chords must be sheathed or purlins provided at design. spacing indicated on output. Use T or I bracing if indicated. Lumber design values are in accordance with ANSI/TPI 1 14Bottom chords require lateral bracing at 10 ft. spacing, section 6.3 These truss designs rely on lumber values or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. 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 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. ®� g 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: 19. Review all portions of this design (front, back, words ANSI/TPI1: National Design Specification for Metal and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing.■ 20. Design assumes manufacture in accordance with BCSI: Building Component Safety Information, MANSI/TPI T k" 1 Quality Criteria. Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: M11-7473 rev. 10/03/2015 AUGUST 1; 2016 WEB BRACING RECOMMENDATIONS M11-WEBBRACE Ell] a MiTek USA, Inc. 17 � O A MiTek Affiliate J GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE MAXIMUM TRUSS WEB FORCE (Ibs.) (See note 7) BRACE * 24"O.C. PROFESSIONAL. 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. 48"O.C. 72" O.C. BAY SIZE 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS A 1 X 4 #2 SRB (DF, HF, SPF) B AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131')(2.5'1 FOR 1x4 BRACES, 2-10d (0.131"x 31 FOR 20 and 2x4 BRACES, AND 3-10d (0.131'X3") FOR 2x6 BRACES. GI D A B C D C D 10'-0" 1610 1886 B 1886 2829 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 12'-0" 1342 FORCONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT 1572 1572 2358 C 3143 3143 4715 4715 7074 - WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w sbdndustry.00m and w .tpinst.org - 14'-0" 1150 1347 1347 2021 S. TABULATED VALUES ARE BASED ON A DOL. = 1.15 ' 16'-0^ 1006 1179 1179 1768 2358',. 2358 3536 1572 3143 4715 18'-0" 894 1048 1048 20'-0" 805 943 943 1414 1886 1886 2829 *o, mho oH-n i,c mpasi irad in hetween the centers Of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" 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 GUIDE AND PRODUCT SPECIFICATION. �\ CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) QROF ESS/0 RIQco 6q�F2� d LQ S6 � 332 m m �� � Fxp F)snoniv TRUSS WEB MEMBERS UROK This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web December 21,2016 members. Additional bracing may still be required �ftor"thh�e Ystabii�litty met�4lvYi1€D11Fia''! �r>f' sk�XQ,d?5ArX} ,S#�PAA)j )IftW Y49�i§�41B4W9UDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M I IQi k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,Alexandria, VA 22314. Corona, CA 92880 GENERALNOTES TYPE BRACING MATERIALS 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 1 X 4 IND. 45 SP PROFESSIONAL. 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE A -OR- MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131')(2.5'1 FOR 1x4 BRACES, 2-10d (0.131"x 31 FOR 20 and 2x4 BRACES, AND 3-10d (0.131'X3") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131"X25) NAILS FOR 1x4 LATERAL BRACES, 2-10d (0.1317x3") NAILS FOR 20 and 2x4 LATERAL BRACES, AND 3-10d (0.131'X3') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE - - FORCONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT - DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 - C SPF 2 X 4 #3, STD, CONST , DF, HF, OR SP ( ) GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED - - - WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w sbdndustry.00m and w .tpinst.org - D - 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7, REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. S. TABULATED VALUES ARE BASED ON A DOL. = 1.15 FOR STABILIZERS: FOR A SPACING OF 24" O.C. ONLY, MITEK "STABILIZER" 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 GUIDE AND PRODUCT SPECIFICATION. �\ CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) QROF ESS/0 RIQco 6q�F2� d LQ S6 � 332 m m �� � Fxp F)snoniv TRUSS WEB MEMBERS UROK This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web December 21,2016 members. Additional bracing may still be required �ftor"thh�e Ystabii�litty met�4lvYi1€D11Fia''! �r>f' sk�XQ,d?5ArX} ,S#�PAA)j )IftW Y49�i§�41B4W9UDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M I IQi k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312,Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 T -BRACE / I -BRACE DETAIL MII - T -BRACE DD ® MiTek USA, Inc. Page 1 of 1 Note: T -Bracing/ I -Bracing to be used when continuous lateral bracing 0 0o is impractical. T -Brace / I -Brace must cover 90% of web length. 1 Note: This detail NOT to be used to convert T -Brace / I -Brace MiTek IDSA, Inc. webs to continuous lateral braced webs. Brace Size AMiTekAffitlaM for One -Ply Truss Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 ` 10d (0.131"X 3") 8" o.c. 2x4 or 2x6 or 2x8 16d (0.131" X 3.5") 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) Web Size 2x3 or 2x4 2x6 2x8 Specified Continuous Rows of Lateral Bracing 1 2 1x4 (*) T -Brace 1x4 (*) I -Brace 1x6 (*) T -Brace 2x6 I -Brace 2x8 T -Brace 2x8 l -Brace Nails Brace Size for Two -Ply Truss k Specified Continuous Rows of Lateral Bracing SPACING Web Size 1 2 k 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace k 2x6 2x6 T -Brace 2x6 I -Brace WEB 2x8 2x8 T -Brace 2x8 I -Brace k k T -BRACE QROF ESS/ON �ERRIQ O '9f W o S 6332 m Rs 01 TO Nails Section Detail TFOFCALIF�� T -Brace Web 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 Web -Brace 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 1X_ bracing material, use IND088WrbF1& e0/?%race IIICC _ �— tio"RNING - Verify design parameters and READ NOTES - rev.15 BEFORE USE. Designvalid for use only with MiTek® connectors. This design is based only upon parameters shown and is for an individualbuilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi y IQi ks is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 AUGUST 1, 2016 L -BRACE DETAIL MII - L -BRACE MiTek USA, Inc. Page 1 of 1 =[10 0 00 D o0 E=D MiTek USA, Inc. EFE ❑MMNGINEERED BY IM AMiTek Affiliate Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d (0.131" X 3") 8" o.c. 2x4, 6, or 8 16d (0.131'` X 3.5") 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) 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 Specified Continuous Rows of Lateral Bracing i Web Size 1 2 Nails 2x3 or 2x4 1 x4 *** k 2x6 1x6 *** 2x8 2x8 *** k *** DIRECT SUBSTITUTION NOT APLICABLE. SPACING k ESS/CNS OQROF R RI C I E L F k CO WEB S 6332 ko L -Brace Size XP. 6/30/2018 * for Two -Ply Truss -A L -BRACE rFOFC AUFO``� 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 December 21,2016 Ri l y�}s }r �ter� I 0 y1 66�ry 1IS47F1Ui 1 C r81C � PAGE MII-7473 rev. 1010312016 BEFORE USE. fl Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual. building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component _ Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ' 250 Klug Circle Corona, CA 92880 J-1 '�--- _.–__ ------ T -- — --—. -- --..------.--- AUGUST 1, 2016 SCAB -BRACE DETAIL MII-SCAB-BRACE U MiTek USA, Inc. Page 1 OT 1 Note: Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". MiTek USA, Inc. =`_'0 *** *** THIS DETAIL IS NOT APLICABLE WHEN BRACING IS AMiTek Affiliate REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. i APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (0.131" X 3") 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 i Q�pF ESS/ON RIQ 6q�Fti CID Nails Section Detail � o S 6332 ;o M XP. 6 30/2018 �c Scab -Brace p� Web FOF CA1.1FC�� December 21,2016 - ®WARN/NG�veFff✓8eefgrMpa�anlM�ESSIvQnurylv6�L1�IrTE1t�Ef��N��flc Ml%03/2015 BEFORE USE.- �W Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage,. delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. _ 250 Klug Circle Corona, CA 92880. AUGUST 1, 2016 Standard Gable End Detail Mil-GE130-SP MiTek USA, Inc. Page 1 of 2 VTypical _x4 L -Brace Nailed To L 2x Verticals W/10d Nails spaced 6" D.C. Vertical Stud Vertical Stud DIAGONAL (4) -16d Nails �cE MiTek USA, Inc. ENGINEERED BY 16d Nails MMIM] SECTION B -B Spaced 6" o.c. A MiTek Affiliate (2) - 10d Nails into 2x6 2x6 Stud or DIAGONABRACE TRUSS GEOMETRY AND CONDITIONS 2x4 No.2 of better 4'-0" O.CL. MAX SHOWN ARE FOR ILLUSTRATION ONLY. R\ \Typical Horizontal Brace Nailed To 2x_ Verticals 2x4 tui SECTION A -A w/(4) -10d Nails 12 A Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) 10d NAILS AT EACH END. SEE INDIVIDUAL MITEK ENGINEERING ATTACH DIAGONAL BRACE TO BLOCKING WITH DRAWINGS FOR DESIGN CRITERIA (5) - 10d NAILS. ** (4) - 8d (0.131" X2.5") NAILS MINIMUM, PLYWOOD B B ZA/ 3x4 SHEATHING TO 2x4 STD SPF BLOCK �r Diagonal Bracing ** L -Bracing Refer ROOF Sheathing Refer to Section A -A to Section B -B NOTE: 24 Ma 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 1'-3° 70 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND max. (2I� NAILS/ WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. /(2) - 10d NAILS 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4, "L" BRACES SPECIFIED ARE TO BE FULL LENGTH. GRADES: 1x4 SRB _ OR 2x4 STUD OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. �rUS S @ 24" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 STUD AND A 2x4 STUD AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD. DlBrace 2x6 DIAGONAL BRACE SPACED 48" O.C. Dia g. TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. g• / ATTACHED TO VERTICAL WITH (4) -16d . (REFER TO SECTION A -A) at 1/3 points NAILS AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. If needed TO BLOCKING WITH (5) - 10d NAILS. 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. HORIZONTAL BRACE 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE End Wail 06-01-13 BY SPIB/ALSC.(SEE SECTION A -A) 11. NAILS DESIGNATED 10d ARE (0.131" X 3") AND NAILS DESIGNATED 16d ARE (0.131" X 3.5") QROF ESS/ON Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. 'Diagonal braces over 12'-6" require 2x41 -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails 8" o.c.,'with 3" minimum end distance. Brace must cover 90% of diagonal length. AUJQ S 6332 V P. 6//300/2018 MAX MEAN ROOF HEIGHT = 30 FEET OFCA11Fv� CATEGORY II BUILDING EXPOSURE B or C December 21,2016 ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH DUR I N F L D INCREASE '..1.60 TI IN ED W BEFORE USE.MN" Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 2 DIAGONAL Minimum Stud Without 1x4 2x4 DIAGONAL BRACES AT Stud Size Spacing Brace L -Brace L -Brace BRACE 1/3 POINTS Species and Grade Maximum Stud Length 2x4 SP No. 3 / Stu 12" O.C, 4-0-7 4-5-6 6-3-88-0-15 12-1-6 2x4 SP No: 3 / Stu 16" O.C. - 3-8-0 3-10-4 5-5-6 7-4-1 L 11-0-1 2x4 SP No. 3/ Stu 24" O.C. 3-0-10 3-1-12 4-5-6 6-1-5 9-1-15 AUJQ S 6332 V P. 6//300/2018 MAX MEAN ROOF HEIGHT = 30 FEET OFCA11Fv� CATEGORY II BUILDING EXPOSURE B or C December 21,2016 ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH DUR I N F L D INCREASE '..1.60 TI IN ED W BEFORE USE.MN" Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Corona, CA 92880 I LATERAL TOE -NAIL DETAIL M11 -TOENAIL =AUGUST2016 MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. -- 00 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD: D=[D 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES.. =SQUARE ENGINEERED BY �I0Ll�u� SIDE VIEW SIDE VIEW A MiTek Affiliate - (2X4) (2X3) 3 NAILS 2 NAILS VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) 16d (0.162" X 3.5) NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity j 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE -----I FAR SIDE NEAR SIDE --=-i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEARSIDE - ----� FAR SIDE NEAR SIDE --- ----i FAR SIDE I I QROF ESS/pN WL6/3012018 S 6332 m C � P. NEAR SIDE ��FCAl1FO` .00° > 45.00° SIDE VIEW SIDE VIEW L/2 (2x6) 3x4) 4 NAILS L/2 _3 NAILS NEAR SIDE VNEARSIDE :SIDE: NEAR SIDE NEAR SIDE December 21,2016 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S 0 .131 88.1 80.6 69.9 68.4 59.7 Z.135 O 93.5 85.6 74.2 72.6 63.4 t .162 118.3 108.3 93.9 91.9 80.2 ri C7 .128 84.1 55.3 57.0 .131 88.1 80.6 69.9 68.4 59.7 148 106.6 97.6 84.7 82.8 72.3 N - M 0 .120 73.9 67.6 58.7 57.4 50.1 p .128 84.1 76.9 66.7 65.3 57.0 o.131 88.1 80.6 69.9 68.4 59.7 C" .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) 16d (0.162" X 3.5) NAILS WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity j 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE -----I FAR SIDE NEAR SIDE --=-i FAR SIDE SIDE VIEW (2x6) 4 NAILS NEARSIDE - ----� FAR SIDE NEAR SIDE --- ----i FAR SIDE I I QROF ESS/pN WL6/3012018 S 6332 m C � P. NEAR SIDE ��FCAl1FO` .00° > 45.00° SIDE VIEW SIDE VIEW L/2 (2x6) 3x4) 4 NAILS L/2 _3 NAILS NEAR SIDE VNEARSIDE :SIDE: NEAR SIDE NEAR SIDE December 21,2016 .�..,....._...,,,.�,,�„„,•,�:„.„„�,�W„�.. � ...,..., . . .. 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'' A°+ �"�/ d AI." 6 � i.- M I01 er-� ' •.•w ....�,...,..:�«.�)rf.r_, .a...-7w.r��:iti: . ,rh:`...zw..r_,.,x...z-i..,... _.....s.5:. ar.r_T..7 1:t=........:Yr �:'�:'±�'�Y,: r_....5t, ::: �..,Is:-.. !_�rss*'sy v_revm �_._»s -. - _ . _ �t_.w, � ..... , u, .t .gyp I I STRUCTURAL CALCULATIONS FOR COUNTY SUBMITTAL CLIENT: _ Marvin Thomas Chip and Gundrun Schuenemeyer PROJECT: Addition to existing home PROJECT 14784 Pine Cone Way LOCATION: Magalia, CA 95954-9313 JOB NUMBER: 2669 DATE: 05/22/17 SEAL APPLIES TO SHEETS 1 THF LOADING CRITERIA BASED ON THE 2016 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: p WIND SPEED V (3 SECOND GUST): 110 mph a WIND EXPOSURE: B SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRFin FnR p =U=K1re n0011-_uIL-n I.1 -----'-'-- •. Iv L'L..' I9Gv 111 THESE CALCULATIONS ? No NOTES: 1 Streamline Engineering is not responsible for the these calculations unless this cover sheet is stamped by Jeff Richelieu and wet signed with Red or Blue ink. 2. Any structural or non-structural items that are not specifically addressed in the following calculations are designed by others and are not the responsibility of Streamline Engineering. 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans, details, or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. TRUSS STATEMENT: has reviewed the trusses submitted by �_ _K5 and dated �L? _ . for this protect. 4J—]& --he review was provided to insure that the truss designer used the proper gravity and lateral loading for the design of the trusses. The designer shall bear the entire responsibility for the design and bracing of the trusses. All truss to truss connections are designed by the truss mfg. B1PCI 065-370-024 Page 1 MAY 30. 2017 60 Independence Circle, Ste. 201 • Chico, CA 959. ADDITION 'I'0 1111 y Fy BY: JMR DATE: 5/22/2017 JOB NO: 2669 PAGE: 2 GRAVITY LOADS: ROOF: PITCH: 4:12 DEAD LOAD: COMPOSITION SHINGLES 3.5 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 3.5 PSF R-38 INSULATION (OPTIONAL) 2.5 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 0.7 PSF DEAD LOAD 14.9 PSF PITCH INCREASE FOR DEAD LOAD 1.1 PSF TOTAL DESIGN DEAD LOAD 16.0 PSF LIVE LOAD PER TABLE 4-1 OF ASCE 7-10 = 20.0 PSF (REDUCIBLE) (LIVE LOAD MAY BE REDUCED FOR PITCH OR TRIBUTARY AREA AS SHOWN BELOW) PER ASCE 7-10 EQUATION (4.8-1) Lr = Lo R, R2 WHERE 12 PSF < Lr < 20 PSF Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) TRIBUTARY AREA < 200 SQ. FT. LIVE LOAD (BASED ON PITCH) 20.0 PSF TOTAL LOAD 36.0 PSF SNOW LOAD (@2550 FT. ELEVATION) 40 PSF (INTERPOLATION) TOTAL LOAD 56.0 PSF FOR LATERAL DESIGN USE 20% OF SNOW LOAD PER ASCE 7-1012.7.2 (IF THE FLAT ROOF SNOW LOAD > 30 PSF) SNOW LOAD USED FOR LATERAL CALCS = 8 PSF TOTAL GRAVITY LOAD USED FOR LATERAL CALCS 24.0 PSF LATERAL LOADS: WIND: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW SEISMIC: SEE COMPUTER OUTPUT ON SHEETS THAT FOLLOW GENERAL NOTES: 1. The Engineer is only responsible for the structural items as noted in the following calculations. If changes are made to the design as detailed in these calculations without written approval from the Engineer, then the Engineer assumes no responsibility for the structure or any elements of the structure. 2. The Engineer is not responsible for any water proofing of any elements of the structure. The owner / contractor shall insure that all elements required to be waterproof are adequately detailed and constructed to be so. This includes but is not limited to roofs, deck ledgers, and retaining walls. 3. These calculations are based on a completed structure. The Engineer is not responsible for any elements that are not fully constructed or are not constructed according to the plans and details. 4. Building sites are assumed to be drained and free of expansive soil. These calculations assume undisturbed, stable soils, and level stepped footings. Any other conditions must be brought to the attention of the Engineer. 5. All footings shall bear on undisturbed soil with a footing depth below the frost line per local requirements. 60 Independence Circle, Ste. 201 • Chico, CA 95973 0 (530) 892-1100 BY: J` DATE:" JOB NO: "Z o PAGE OF • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 r 6 s � ® BY: J` DATE:" JOB NO: "Z o PAGE OF • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 Date: 11 Job No. 2 & Page Of SHEAR WALL SCHEDULE SHEAR WALL A B C D E F G SEISMIC SHEAR (PLF) 260 350 490 640 730 760 980 WIND SHEAR PLF 335 485 600 820 924 975 1250 3/8" PLYWOOD''2 OR EXT. RATED OSB CDX CDX CDX CDX STRUC.1 CDX CDX ONE SIDE ONE SIDE ONE SIDE ONE SIDE I ONE SIDE ITWO SIDES TWO SIDE EDGE NAILING s 8d_@ 6" 8d 4" 8d @ 3" 8d @ 2" 1 8d @ 2" 8d @ 4" 1 8d @ 3" FIELD NAILING s 8d @ 12" 8d @ 12" 8d @ 12" 8d Q 12" 1 8d @ 12" 1 8d @ 12"1 8d @ 12" STUD SIZE AT VERTICAL PLYWOOD JOINT 2 x STUD 2 - 2x studs nailed together w/ 2 rows 16d sink. At 12" o.c. for full hei ht of studs (4x post maybe used in lace of 2-2x) FOUNDATION SILL PLATE THICKNESS 1 1/2" 1 1/2" 1 1/2" 21/2" 21/2" 21/2" 2 1/2" CLIP, BLOCK TO PLATE LS70 @ 24" o.c. LS70 @ 20" o.c. LS70 @ 16" o.c. LS70 @ 12" o.c. LS70 @ 10" o.c. LS70 @ 10" o.c. LS70 @ 8" o.c. 5/8" A.B. SPACING 52" o.c. 36" o.c. 14" o.c. 26" o.c. 24" o.c. 23" o.c. 1 18"o. 1/2" A.B. SPACING s 36" o.c. 24" o.c. 10" o.c. i 18" o.c. 16" o.c. 15" o.c. I 11" o.c. NOTES: 1. Over Douglas -Fir studs @ 16" o.c. 2. All panel edges backed with 2 -inch nominal or wider framing u.o.n. 3. If machine nails are used, then nails with partial heads are not permitted. 4. Simpson manufactured Gips at 24" o.c. for entire balance of wall line. "Block" may be truss chord or rafter per detail 5. Anchor bolts shall have a minimum 3" x 3" x.229" thick steel plate washer. r DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL A B C D E F G SEISMIC SHEAR (PLF) 260 350 490 640 730 760 980 WIND SHEAR (PLF) 335 485 600 820 924 975 1250 2X SILL SCREW INTO SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" BLOCK OR RIM JST. @ 20" o.c. @ 13" ox. @ 11" ox. Q 8" ox. Q 7" O.C. @ 6" O.C. @ 5" ox. SILL SCREW CAPACITY 336 517 611 840 960 1120 1344 5/8" A.B. CAPACITY 343 496 638 871 944 985 1259 1/2" A.B. CAPACITY 347 520 624 821 924 986 1344 NOTES: Simpson SDS 1/4 x 6" Wood Screws per Simpson with 1.6 increase for Cd Capacity of SDS 1/4" x 6" Wood Screw in 1 1/2" wood = 560 # / screw 2. Design capacity of bolts per Table 11 E of the 2012 NDS with Cd =1.6 per Table 2.3.2. Capacity of 1/2" Anchor Bolt in 2x sill =1.6 *650# = 1040# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *770# = 1232# / Bolt Capacity of 518" Anchor Boit in 2x sill = 1.6 *930# = 1488# / Bolt Capacity of 5/8" Anchor Bolt in 3x sill =1.6 *1180# = 1888# / Bolt 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear per foot is > than 360 plf < 600 plf BY: JMR DATE: 15 f 11 JOB NO: 2 6v1( PAGE: 2 - NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF POST SCHEDULE BASED ON 2016 CBC MAR F1 MAR POST SIZE LUMBER GRADE MAX. Lu MAX. LOAD @ POST 1 MAX. LOAD @ HEM FIR PL. MAX. LOAD @ D.F. PLATE P1 2 x 4 STANDARD 9' 1,500 LBS 2,100 LBS 3,200 LBS P2 2-2x4 STANDARD 9' 2,800 LBS 4,200 LBS 6,500 LBS P3 3-2x4 STANDARD 9' 5,000 LBS 6,300 LBS 9,700 LBS P4 2 x 6 STANDARD 9' 2,200 LBS 3,300 LBS 5,100 LBS P5 2-2x6 STANDARD 9' 5,000 LBS 6,600 LBS 10,000 LBS P6 3-2x6 STANDARD 9' 12,000 LBS 10,000 LBS 15,000 LBS P7 4 x 4 D.F. #1 9' 5,000 LBS 4,800 LBS 7,500 LBS P8 4 x 6 D.F. #1 9' 8,000 LBS 7,800 LBS 12,000 LBS P9 4 x 8 D.F. #1 9' 10,000 LBS 10,200 LBS 16,000 LBS P10 6 x 6 D.F. #1 9' 20,000 LBS 12,200 LBS 19,000 LBS P11 6 x 8 D.F. #1 9' 28,00 LBS 16,700 LBS 26,000 LBS P12 3.5 x 3.5 1.8 PARALLAM PSL 9' 6,100 LBS 4,900 LBS 7,600 LBS P13 3.5 x 5.25 1.8 PARALLAM PSL 9' 9,100 LBS 7,400 LBS 11,OOQ LBS P14 3.5 x 7 1.8 PARALLAM PSL 9' 12,200 LBS 9,900 LBS 15,000 LBS P15 5.25 x 5.25 1.8 PARALLAM PSL 9' 23,400 LBS 11,100 LBS 17,000 LBS P16 5.25 x 7 1.8 PARALLAM PSL 9' 31,300 LBS 14,800 LBS 23,000 LBS P17 7 x 7 1.8 PARALLAM PSL 9' 34,000 LBS 19,800 LBS 31,000 LBS NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER WHERE F'c = 2,500 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530} 892-1100 �I FOOTING SCHEDULE FOR SOIL BEARING = 1500 PSF MAR F1 LOAD (KIPS) 2.7 FOOTING DIMENSIONS (INCHES) WIDTH LENGTHTHICKNESS 16 16 12 MINIMUM STEEL REQUIRED #4 REBAR EVENLY SPACED 2 EA. WAY 3 „ CLR. F2 4.2 20 20 12 3 EA. WAY 3" CLR. F3 6.0 24 24 12 3 EA. WAY 3" CLR. F4 7.0 28 28 12 4 EA. WAY 3" CLR. F5 9.5 32 32 12 4 EA. WAY 3" CLR. F6 12.0 36 36 12 4 EA. WAY 3" CLR. F7 15.0 40 40 18 5 EA. WAY 3" CLR. F8 18.0 44 44 18 5 EA. WAY 3" CLR. F9 22.0 48 48 18 8 EA. WAY 3" CLR. F10 26.0 52 52 18 9 EA. WAY 3" CLR. F11 31.0 56 56 18 10 EA. WAY 3" CLR. F12 35.0 60 60 18 10 EA. WAY 3" CLR. WHERE F'c = 2,500 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530} 892-1100 �I Project: Prepared by: Jeff Richelieu Software licensed to: Streamline Engine Phone: 530-892-1100 Email: Inc. Input See ASCE 7-10 Section 26.3 for symbol definitions V = 110 mph Topographic Factor Exposure Category B Specify Kzt directly h =15 ft Kzt for walls = 1.00 L = 67 ft Kzt for roof =1.00 B=24ft Gable Roof Pitch = 4:12 This is a valid Class 1 building Main Wind -Force Resisting System ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 MWFRS Wall Pressures (psf) Wall =Total " Wind�yard Leeward, Side :,:Iternal .: Load Case 1' 14.5 13.3 -6.6 -12.0 +/-2.7 pil. 14.5 13.3 AIWFRS Roof Pressures (psf) Zone povh° Load Case 1' -12.9 -10.4 -16.0 -14.3 -11.7 Load:Case 2 _ 4.5 -4.6 0.0 0.0 0.0 MWFRS Roof Overhang Pressures povh @ Zone 1 = 9.7 psf povh @ Zone 3 =12.0 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures. S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page 1 of 1 www.skghoshassociates.com i povh° Ps -------------------------------- Effective@ Zone @Zone 3 =one'4 Wmd area (sfj Load ° Load Laad Load Load .Load Load Cased' Case 2 Case l Case 2 Case1 Case 2 Case i Case 2 10 =3 L6 t 10.8 -54.6. 12.5 2b.4 ", 18.8 -31.6 17.2 500 =31.6 '° 10.8-4}.2 . 11.2 13.2 -19,0 12.0 S.K. Ghosh Associates Inc. 1334 E Colfax Street, Palatine, IL, 60067 Page 1 of 1 www.skghoshassociates.com i 111! 111 q BY: JMR rea on, DATE: 5/19/2017 ® x-- JOB NO: 2669 PAGE: WIND DESIGN PRESSURE ON PROJECTED AREA LOAD-CASE 1 ZONE 1 WIND PRESSURE PERPENDICULAR TO SURFACE -12.9 PSF ROOF PITCH 4 :12 ANGLE = 18.40 WIND PRESSUREONPROJECTED AREA OF ROOF -4.0 8 PSF LOAD CASE 1 ZONE 2 WIND PRESSURE PERPENDICULAR TO SURFACE -10.4 PSF ROOF PITCH 4 :12 ANGLE = 18.40 WIND PRESSURE ON PROJECTED AREA OF ROOF -3.29 PSF NET PRESSURE ON PROJECTED AREA -0.8 PSF USE 8A0 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 LOAD CASE 1 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -16 PSF ROOF PITCH 4 :12 ANGLE = 18.40 WIND PRESSURE ON PROJECTED AREA OF ROOF -5.06 PSF LOAD CASE 1 ZONE 3 WIND PRESSURE PERPENDICULAR TO SURFACE -16 PSF ROOF PITCH 4 :12 ANGLE = 18.40 WIND PRESSURE ON PROJECTED AREA OF ROOF PSF " NET PRESSURE ON PROJECTED AREA 0.0 PSF USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 60 Independence Circle, Ste. 201 0 Chico, CA 95973 - (530) 892-1100 • Fax: 892-1115 tittps://earthquake.usgs.gov/cnl/designmaps/us/summaryphp-)tempia... M Design Maps Summary Rs port User -Specified input Report Title SchuenemeY er Fri May 19, 2017 17:27:16 UTC Building Idrin g Code Reference Document ASCE 7-10 Standard which utilizes U { SGS hazard data available in 2008) Site Coordinates 39.845660N, 121.59555°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III j USGS-Provided Output I Ss = 0.653 g S„s = 0.834 g Sos = 0.556 g S,, = 0.261 g SMi = 0.490 g Sol = 0.327 g For information on how the S5 and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. µ: ,z c�zs uta F4 �. RtnW. T (set) For PGA,,,, TL, CRS, and CRI values, please view the detailed report. f2 5/19/17, 10:27 AM BY: JMR ream in DATE: 5/19/2017 JOB NO: 2669 PAGE: SEISMIC DESIGN FOR BUILDING USING ASC - ASCE/SEI STANDARD 7 1 0 PER SECTION 12.8.1 SEISMIC BASE SHEAR (V) = Rho(CS )W WHERE Cs = SDs1(R 1 I) = 0.086 W SDs — 0.556 See attached printout from ASCE 7-10 Sm = 0.327 See attached printout from ASCE 7-10 R = 6.5 per Table 12.2-1 for wood shearwall IMPORTANCE FACTOR (1) — 1.0 Per Table 1.5-2 For occupancy category 11 Rho — 1.71IPerASCE 7-10 Section 12.3.4.2 PERIOD OF STRUCTURE (T) = Ct h„" = 0.1524 MAXIMUM HEIGHT OF STRUCURE ft) = 15 FT. Ct = 0.02 FROM TABLE 12.8-2 x = 0.75 FROM TABLE 12.8-2 CHECK Cs TL = 16 SEC. PER FIGURE 22-12 FOR T < TL CS = 0.33 MAXIMUM PER 12.8-3 Cs = 0.086 Used for design Cs/ 1.4 = 0,061 Per CBC Section 1605 (eq. 16-21) USE V = 0.061 W I 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 BY: J I`1 DATE: t'7 JOB NO: '2C, (;19 PAGE [0 OF L- T- A -t, t <�, IG� VW kAl,2 PVL e3 TV SAW x,17 Hl;� -Z 0 7 09� 7 K, • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 PHONE: (530) 892-1100 • FAX: (530) 892-1115 1 V� Z-��(/-7 7� .01 (P2 12-) 4 IA 4aAC2 (3jZ-)0]= • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 PHONE: (530) 892-1100 • FAX: (530) 892-1115 1 BY: J 1`1 V --- DATE: e�; I -i JOB NO: z('ip'i PAGE I l OF • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 __ - - _ 6dC'�4i8�'ilLJ6d .Wood Beam Deslgn BM 1 Calculations per NDS 2015, IBC 2015, CBC 2016, ASCE 7-10 BEAM Size 4x13, Sawn, Fully Unbraced Using Allowable Stress Design with AS CE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade: No.1 Fb - Tension 1000 psi Fc - Prll 1500 psi Fv 180 psi Ebend- xx 1700 ksi Density 31.2 pcf Fb - Compr 1000 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 620 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020, S = 0.040 Wit, Trib=14.0 ft Design Summar -y Max fb/Fb Ratio = 0.646. 1 fb : Actual: 965.58 psi at 2.500 ft in Span # 1 Fb: Allowable: 1,495.00 psi Load Comb: +D+S+H Max fv/FvRatio = 0.428:1 fv : Actual : 88.67 psi at 4.400 ft in Span # 1 Fv : Allowable : 207.00 psi Load Comb: +D+S+H Max Reactions (k) D L Lr S W E H Downward L+Lr+S 0.042 in Downward Total 0.059 in Left Support 0.57 0.70 1.40 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 0.57 0.70 1.40 Live Load DO Ratio 1431 >360 Total DO Ratio 1015 >180 II A.DDI TION AND MODIFICATION TO EXISTING MANUFACTURED HOME II AW 71ftampas SOIL!/ GUA901 Pin 14 784 Magdwftlia, 95954s90"t ARCHITECTURAL NOTES CALIFORNIA GREEN BUILDING REQUIREMENTS QU MENTS GENERAL: GLAZING & WINDOWS. PLANNING AND DESIGN. 1-1w work n All o o this s project shall conform to the California 2016 Residential Building Code, (Title 24), & any other 11-1 Provide safety tempered glazing in "hazardous locations", including but not limited to all glazing's in shower 1-1 STORM WATER MANAGEMENT AND RETENTION DURING CONSTRUCTION: PROVIDE A SITE PLAN applicable state, county and/or city codes & ordinances. & tub enclosures, & all glazing indoors & within 24" arc of either vertical edge of door in closed position THAT SHOWS HOW THE STORM WATER DRAINAGE MANAGEMENT 9 9 9 P T PRACTICES WILL BE 1-2 Written dimensions shall be used. Do not scale drawings. 11-2 All window frames shall be set in full bed of mastic. la building wrap over window flanges except at sill. IMPLEMENTED TO PREVENT FLOODING OF ADJACENT PROPERTY P 9 P 9PREVENT EROSION, AND 1-3 If information on the plans differ from these notes, contact Streamline Engineering for clarification. 11-3 All escape or rescue windows shall have a minimum net clear o enable area of 5.7 square feet. The RETAIN SOIL RUNOFF ON THE SITE INCLUDING BUT NOT LIMITED TO RETENTION BASINS STORM 1-4 The contractor shall verifysite conditions & their correlation w/ the drawings & shall bring an P q M g g y problems to the minimum net dear openable height dimension shall be 24" inches. The minimum net clear openable width WATER FILTRATION, SWALES, FRENCH DRAINS, BEST MANAGEMENT PRACTICES, ETC. (CGBSC attention of Streamline Engineering rior to construction. P dimension shall be 20 inches. When windows are provided as a means of escape or rescue, they shall have 4.106.2). 1-5 In the event certain features of the construction are not fully shown on the drawings or called for in the notes, a finish height not more than 44 inches above the floor. 1-2 SURFACE DRAINAGE: SECTION 4.106.3 SPECIFIES THAT SURFACE DRAINAGE MUST BE PLANNED. then their construction shall be of the same character as similar conditions that are shown or called for & shall 11-4 Safety glazing must have permanent labels / identification. DRAINAGE PATTERNS MUST BE ANALYZED AND A METHOD DEVELOPED TO MANAGE SITE AND be approved by Streamline Engineering. 11-5 Skylights shall comply with California 2016 Residential BuildingCode. BUILDING DRAINAGE. 1-6 All dimensions are face of stud, face of concrete, or face of masonry, unless otherwise noted (U.O.N). rY ( ) 11-6 Doors and enclosures of bathtubs, spas, hot tubs, saunas, etc, shall be safe lazed bottom exposed edge P safety 9 ( P 9 p 1-7 Drawings represent finished structure. They do not indicate the method of construction U.O.N. is less than 60" above standingsurface or drain inlet. 1-8 It is the owner's/contractors responsibility to verify that the I • ENERGY EFFICIENCY: p ty ty project conforms with CC&R's (Covenants, 11-7 Glazing with an individual pane greater than 9 sq. ft. where bottom edge is less than 18" above the floor and It & Restrictions of the subdivision and/ora approval of the roe q . g I ) pp property rfY owner's association. top edge is greater than 36 ,and where the pane is within 36 of a walking surface. I 1-9 Installation & hook up of all utilities shall be in accordance w/ applicable codes & the requirements of the utility" 2-1 SECTION 4.201.1 CLARIFIES THAT THE CALIFORNIA ENERGY COMMISSION (GEC) ADOPTS i 11-8 Stairways: within 36 horizontally of a walking surface, when exposed surface of glass is less than 60 above REGULATIONS TO ESTABLISH THE MINIMUM LEVE company. L OF ENERGY EFFICIENCY FOR A STRUCTURE I corn an . plan of adjacent walking surface. Or within 60" horizontally of the bottom tread of a stairwayin an direction 1-10 Electrical, heating, ventilation, plumbing, air conditioning equipment & other service facilities shall be located or „ Y THAT IS HEATED OR COOLED. when exposed surface of glass is less than 60 above nose of tread. designated to prevent water damage/infiltration. 2-2 OPENINGS IN THE BUILDING ENVELOPE SEPARATING CONDITIONED SPACE FROM 1-11 construction shall be of the highest quality workmanship. all walls shall be plumb &true. all connections shall FIRE STOPPING: UNCONDITIONED SPACE NEEDED TO ACCOMMODATE GAS, PLUMBING, ELECTRICAL LINES, AND be made secure according to accepted construction procedures or as specified herein or as per the California OTHER NECESSARY PENETRATIONS MUST BE SEALED IN COMPLIANCE WITH THE CALIFORNIA 2016 Residential BuildingCode ENERGY CODE AND ALSO THE CRC R316 WHERE FOAM PLASTIC INSULATION IS PROPOSED FOR 14-1 Fire -stopping shall be provided to cut off all concealed draft openings (both vertical and horizontal) and shall form a COMPLIANCE. EXCEPTION: ANNULAR SPACES AROUND PIPES ELECTRICAL CABLES CONDUITS 1-12 Streamline Engineering assumes no responsibility for any changes, errors, omissions or deviations by the barrier between a to story ' p ry &roof space, and in the following specific locations: OR OTHER OPENINGS IN PLATES AT EXTERIOR WALLS SHALL BE PROTECTED AGAINST THE owner or contractor, either intentional or accidental. A. In exterior or interior stud walls, at ceilings. 1-13 the owner is advised that these drawings & associated construction documents are the only medium available PASSAGE OF RODENTS BY CLOSING SUCH OPENINGS IN WITH CEMENT MORTAR, CONCRETE g Y B. In all stud walls and partition, including furred spaces, so placed that the maximum dimensions & any MASONRY OR SIMILAR METHOD ACCEPTABLE TO THE ENFORCING AGENCY. to express the intent of Streamline Engineering & cannot be assumed to be all inclusive in that regard. concealed space is not over 10 feet. 1-14 The ground immediately adjacent to the foundation shall be sloped away from the building at a slope of not C. An other locations not specifically mentioned above t Y P Y such as holes for pipes,shafting, behind furring strips & less than one unit vertical in 20 units horiz. (5%) for a min. distance of 10' measured perpendicular to the face similar laces which could afford a passage of flames. of the wall or an approved alternate method of diverting water away from the foundation shall be used. P P g WATER EFFICIENCY AND PP 9 Y 14-2 Penetrations of rated assemblies shall be fire -stopped. Fire stopping shall be an approved material as prescribed by CONSERVATION: Exception: where climatic or soil conditions warrant, the slope of the ground away from the building foundation the State Fire Marshall is permitted to be reduced to not less than one unit vertical in 48 units horizontal 2% sloe " ", _� o P ( p) 14-3 518 e X bd. under all stairs and 3-1 INDOOR WATER USE: SECTION 4.303.1 REDUCES INDOOR WATER USE BY AT LEAST 20 /o. THE type gyp. typ. useable storage space under stairway shall be one-hour construction. GENERAL EXTERIOR: 14-4 5/8" type "X" gyp. bd. shall be used at common walls & ceilings, between living space & garage. Provide fire taped CODE PROVIDES A PRESCRIPTIVE AND A PERFORMANCE METHOD TO MEET THE REQUIREMENTS. joints. PRESCRIPTIVE: SHOWERHEADS < 2.0 GPM @ 80 PSI 2-1 Refer to site plan for location of building & grading, county and/or city codes & ordinances. FINISH CARPENTRY: LAVATORY FAUCETS < 1.5 GPM @ 60 PSI 2-2 Final grades around building perimeter shall slope away from foundation. KITCHEN FAUCETS < 1.8 GPM @ 60 PSI 2-3 Roofing shall be installed per manufacturer's recommendations. WATER CLOSETS < 1.28 GAL/FLUSH 1 2-4 Install all stone veneer per manufacturer's installation specifications. 15-1 Perform all work necessary & required for finished woodwork including, but not limited to: — 2-6 Verify location of all downspouts w/ owner. Final discharge from downspouts shall be 5' min.. from building. A. Interior trim & millwork. B. Similar assemblies of finish wood. PERFORMANCE: PERFORM A CALCULATION TO SHOW A 20% REDUCTION USING THE DOORS & RELATED HARDWARE: B. Hanging interior doors. WORKSHEETS PROVIDED IN CHAPTER 8 OF THE 2016 C.G.B.C. 15-2 All millwork shall be fabricated & assembled for measurements taken at the site. INCLUDES DUAL FLUSH TOILETS WITH AN EFFECTIVE FLUSH VOLUME OF 1 GALLONS OR 6-1 All exterior &interior door hardware and door finishes shall be as selected by owner U.O.N. all doors wl LESS.THE EFFECTIVE FLUSH VOLUME IS THE AVERAGE VOLUME OF TWO REDUCED UCED FLUSHH ES AND locks shall be keyed per owner's request. backing or applied w/ appropriate fasteners. ONE FULL FLUSH. 6-3 All doors shall be provided with a door stop. 15-4 All interior trim, casing, etc.. shall be painted, finger joint. 6-4 If automatic garage door openers are installed, they shall have edge sensor, safety beam or similar safety 3-2 WHEN A SINGLE SHOWER IS SERVICED BY MULTIPLE SHOWER HEADS THE COMBINED FLOW RATE device as per state law. PAINTING: OF THE SHOWER HEADS SHALL NOT EXCEED 2gpm @ 80psi OR THE SHOWER SHALL BE DESIGNED 6-6 Exterior doors and doors leading to garage shall have single cylinder deadbolt in addition to door latches. TO ONLY ALLOW ONE SHOWERHEAD TO BE IN OPERATION AT A TIME. (CGBSC 4.303.2). 6-7 Level floor or landing on each side of door (unless exterior landing -2% max. slope.) Exceptions: A) Door is 16-1 Perform all work necessary & required for completion of the project. Painting of electrical work in finished areas of the 3-3 AUTOMATIC IRRIGATION SYSTEM CONTROLLERS FOR LANDSCAPING PROVIDED BY THE BUILDER permitted to open at top step of interior stairs, provided door does not swing over the top step. B) Landing building & access doors is included. AND INSTALLED AT THE TIME OF FINAL INSPECTION SHALL COMPLY WITH THE FOLLOWING CGBSC can be 7.75 inches below top of threshold, provided the door does not swing over the landing. 16-2 No painting/finishing shall be started until the surfaces to be paintedfrinished are in proper condition in every respect. 4.304.1: 6-8 Landing minimum 36" inches. 16-3 Wood surfaces shall be sanded and dusted clean.. Putty all nail holes, cracks, etc.. after first prime coat. ) 16-4 Leave all glass areas, stucco surfaces, floors, walks, hardware, & any other surfaces clean & free of paint, stain, CONTROLLERS SHALL BE WEATHER -OR SOIL BASED CONTROLLERS THAT AUTOMATICALLY DRYWALL. spatter, smears, & smudges which are the result of these operations. Replace any glass damaged in any way. ADJUST IRRIGATION DUE TO CHANGES IN WEATHER CONDITIONS. 16-5 All roof penetrations such as flues and vent pipes, etc.. shall be painted to match roof color. 8-1 All gypsum board seams shall be taped & textured as per owner's request. WEATHER BASED CONTROLLERS SHALL HAVE AN INTEGRAL RAIN SENSOR WHICH 8-2 Metal edge shall be installed at all exposed exterior corners. FLASHING: COMMUNICATES WITH CONTROLLERS. 8-3 All openings for outlets, switches, etc.. shall be cut. Score & knock -out method shall not be used. 8-4 All edges & ends shall occur on the framing members, except those edges and ends which are perpendicular to - MATERIAL CONSERVATION & RESOURCE EFFICIENCY: the framing members & at braced wall panels where all edges must be blocked U.O.N.. 19 1 All flashing shall 24 ga.. galv.. sheet metal U.O.N. Prime & paint to match adjacent construction. 8-5 Fire -rated assemblies shall have joints treated (taped). 19-2 Flash &counter -flash at all roof/wall connections. 8-6 Water-resistant gypsum board shall be installed at all wet locations except at showers. 19-3 Provide galv.. flashing at all wood/concrete connections. 4-1 THE GENERAL CONTRACTOR OR OWNER SHALL FILL OUT THE CONSTRUCTION AND DEMOLITION 8-7 Framing around shower shall be protected with approved water proof paper. Water-resistant gypsum board may 19-4 Flash all roof & wall or chimney intersections w/ 24 ga.. G.S.M. flashing. Roof flashings around pipes, vents, DEBRIS DIVERSION PLAN FORM BEFORE PERMIT APPROVAL.. not be used. 1/2" cement backer board or other approved tile or wall panel backing board shall be used. flues chimneys, etc.. shall be 24 ga.. G.S.M. copper, or other approved flexible flashing material & shall be PP P g formed to follow, contours of the tile & allow seating of the tile where occurs. STEP 1: IDENTIFY MATERIALS TO BE REUSED, RECYCLED OR DISPOSED OF AT THE LANDFILL. 19-5 Pressure treated wood next to aluminum is not allowed. STEP 2: IDENTIFY HOW THE MATERIALS WILL BE HANDLED EITHER SOURCE SEPARATED OR MIXED. VENTILATING/ATTIC ACCESS: 19-6 Provide flashing at all exterior openings exposed to weather. STEP 3 IDENTIFY WHO WILL BE HAULING THE MATERIALS. STEP 4: IDENTIFY WHERE THE MATERIALS WILL BE DISPOSED OF AND / OR RECYCLED. 10-1 Provide ventilation in all attic areas to meet code requirements. 10-3 The attic access opening shall not be less than 22 inches by 30 inches & shall be located in the corridor, STREET NUMBERS: 4-2 CONSTRUCTION WASTE REDUCTION,DISPOSAL AND RECYCLING, A MINIMUM OF 50 PERCENT OF hallway, or other readily accessible location. 30" minimum unobstructed headroom in the attic space shall be THE CONSTRUCTION WASTE GENERATED AT THIS SITE IS DIVERTED TO RECYCLE OR SALVAGE. provided at or above the access opening. 20-1 Install street address numbers of sufficient size and contrasting material to be readily visible from the street 4-3 WHERE A LOCAL JURISDICTION DOES NOT HAVE A CONSTRUCTION AND DEMOLITION WASTE 104 Attic ventilation needs to be at least Y50 of the attic area with 50% required venting located at least T above 20-2 Builder shall verify additional requirements w/ building dept. MANAGEMENT ORDINANCE, A CONSTRUCTION WASTE MANAGEMENT PLAN SHALL BE SUBMITTED eave or cornice vents with the balance of required venting provided by eave or cornice vents and shall have FOR APPROVAL TO THE ENFORCING AGENCY. cross ventilation for each separate space. The area of ventilation may be reduced to &0 provided a vapor 4-4 BUILDING MAINTENANCE AND OPERATION. AN OPERATION AND MAINTENANCE MANUAL SHALL BE retarter is installed on the warm side of the attic insulation. Insulation baffles need to be used to keep a min. PROVIDED TO THE BUILDING OCCUPANT OR OWNER TO ENSURE BUILDINGS AND EQUIPMENT ARE of 1" air space for movement of air. PROPERLY MAINTAINED. 10-5 Openings into attic space shall be covered with corrosion -resistant wire cloth screening or other material that has openings a min. of Ya" and shall not exceed y" 10-6 Openable skylights need to be at least 10' from plumbing vents and 4' from other vents or flues. 10-7 Rafter spaces with gyp -board on one side of the rafter and roof sheathing on the other are to be ventilated. ENVIRONMENTAL QUALITY: A min. of 1" airspace shall be provided between the insulation and the roof sheathing. The net free ventilation area shall not be less than Y50 of the area space ventilated. 4-1 FIREPLACES. ANY INSTALLED GAS FIREPLACES SHALL BE A DIRECT -VENT SEALED -COMBUSTION 10-8 Draftstopping shall be installed in attics and concealed roof spaces, such that the horizontal area does not TYPE. ANY INSTALLED WOOD STOVE OR PELLET STOVE SHALL COMPLY WITH U.S. EPA PHASE II exceed 3,000 sq. ft. EMISSION LIMITS WHERE APPLICABLE. WOOD STOVES, PELLET STOVES AND FIREPLACES SHALL ALSO COMPLY WITH APPLICABLE LOCAL ORDINANCES. 4-2 POLLUTANT CONTROL. DUCT OPENINGS AND OTHER RELATED AIR DISTRIBUTION COMPONET OPENINGS SHALL BE COVERED DURING CONSTRUCTION. 4-3 ADHESIVES, SEALANTS AND CAULKS SHALL BE IN COMPLIANT WITH VOC AND OTHER TOXIC COMPOUND LIMITS. 4-4 PAINTS, STAINS AND OTHER COATINGS SHALL BE COMPLIANT WITH VOC LIMITS. 4-5 AEROSOL PAINTS AND COATINGS SHALL BE COMPLIANT WITH PRODUCT WEIGHTED MIR LIMITS FOR ROC AND OTHER TOXIC COMPOUNDS. 4-6 DOCUMENTATION SHALL BE PROVIDED TO VERIFY THAT THE COMPLIANCE VOC LIMIT FINISH MATERIALS SHALL BE USED. 4-7 CARPET AND CARPET SYSTEMS SHALL BE IN COMPLIANCE WITH VOC LIMITS. 4-8 50 PERCENT OF FLOOR AREA RECEIVING RESILIENT FLOORING SHALL COMPLY WITH THE VOC-EMISSION LIMITS DEFINED IN THE COLLABORATIVE FOR HIGH PERFORMANCE SCHOOLS (CHPS) LOW -EMITTING MATERIALS LIST OR BE CERTIFIED. 4-9 PARTICLE BOARD, MEDIUM DENSITY FIBERBOARD (MDF) AND HARDWOOD PLYWOOD USED IN INTERIOR FINISH SYSTEMS SHALL COMPLY WITH LOW FORMALDEHYDE EMISSION STANDARD. 4-10 INTERIOR MOISTURE CONTROL. VAPOR RETARDER AND CAPILLARY BREAK INSTALLED AT SLAB ON GRADE FOUNDATIONS. 4-11 MOISTURE CONTENT OF BUILDING MATERIALS USED IN WALL AND FLOOR FRAMING SHALL BE CHECKED BEFORE ENCLOSURE. 4-12 INDOOR AIR QUALITY AND EXHAUST. EXHAUST FANS WHICH TERMINATE OUTSIDE THE BUILDING ARE PROVIDED IN EVERY BATHROOM. 4-12 WHOLE HOUSE EXHAUST FANS SHALL HAVE INSULATED LOUVERS OR COVERS WHICH CLOSE WHEN THE FAN IS OFF. 4-13 DUCT SYSTEM IS SIZED, DESIGNED, AND EQUIPMENT IS SELECTED USING THE FOLLOWING METHODS: A. ESTABLISH HEAT LOSS & HEAT GAIN VALUES ACCORDING TO ACCA MANUAL J OR EQUIVALENT B. SIZE DUCT SYSTEMS ACCORDING TO ACCA 29-D (MANUAL D) OR EQUIVALENT. C. SELECT HEATING AND COOLING EQUIPMENT ACCORDING TO ACCA 36-S (MANUAL S) 4-14 INSTALLER AND SPECIAL INSPECTOR QUALIFICATIONS. HVAC SYSTEM INSTALLERS ARE TRAINED AND CERTIFIED IN THE PROPER INSTALLATION OF HVAC SYSTEM. .iT it CODE ANALYSIS APPLICABLE CODE: 2016 C.G.B.C. , 2016 C.M.C. , 2016 C.E.C. , 2016 C.P.C., 2016 C.F.C.,2016 C.E.C. BUILDING USE: RESIDENCE OCCUPANCY CLASS: R-3 RESIDENCE (E) HOUSE SQ FT: 1,260 sq. ft. ADDITION SQ FT: 282 sq. ft. COVERED AREA SQ FT: 40 sq. ft. TOTAL SQ. FT.: 1.582 sr. ft. NUMBER OF STORIES: 1 TYPE OF CONSTRUCTION: V -B FIRE SPRINKLERS: NOT REQUIRED FOR ADDITION SCOPE OF WORK ADDITION TO (E) MANUFACTURED HOME REMOVE (E) ENDWALL OF MFG. HOME AND ADD (N) ROOM AS SHOWN ON THESE PLANS. DEFERRED SUBMITTALS DOCUMENTS FOR DEFERRED SUBMITTAL ITEMS SHALL BE REVEIWED BY STREAMLINE ENGINEERING PRIOR TO SUBMITTAL. STREAMLINE SHALL SUBMIT A LETTER INDICATING THEY HAVE REVIEWED AND ARE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE DEFERRED SUBMITTALS PLANNED AT THIS TIME ARE NOTED BELOW: 1. NONE PLANNED SPECIAL INSPECTION_, C ION REQUIRED FOR EPDXIED ANCHOR BOLTS @ HOLD-DOWNS. SEE REQUIREMENTS BELOW. 1. The owner shall be responsible for ensuring that the following special inspections are provided. Special inspectors shall be employed by the owner and not by the builder or any other person responsible for the work. The special inspector must be acceptable to the project engineer and the local building official. All inspections shall be performed in accordance with section 1701 of the CBC and other applicable standards. Inspectors shall be approved by the building department prior to the issuance of a building permit. Anchor Bolds, All -thread or Rebar Installed w/ Epoxy The portions of work that require special inspection are the Simpson RFB anchor bolts and/or all -thread installed with epoxy. The duties of the inspector shall be as noted below: -Verify the embedment depth of the dowels. -Observe the cleaning of the drilled holes to be in compliance with the manufacturer. Verify that the specified epoxy is being used and that it is mixed property. -Verify that the bolts are as specified and that they are clean and oil free. -Verify that the builder is requiring minimum cure time. -Provide report to the building department as noted below. Samples of inspection reports shall be provided by the special inspector (if required by the building official). Reports shall be submitted to the building department within seven calendar days of the inspection. All inspector's reports noting discrepancies to be filed with the building department weekly during construction, whether corrected or not. All inspector's daily logs shall be maintained on site for review by the building inspectors. WILDLAND URBAN INTERFACE THIS HOME IS IN THE W.U.I. AREA AND SHALL COMPLY WITH W.U.I. REQUIREMENTS AS REQUIRED IN CRC R337 HUD APPROVAL THE ADDITION HAS BEEN APPROVED BY HUD. THE OWNER SHALL PROVIDE WRITTEN APPROVAL FROM HUD TO THE COUNTY PRIOR TO FINAL INSPECTION. EROSION CONTROL PLAN Minimum erosion & sediment controls for project disturbing less than one acre. 1. No soil disturbance shall occur prior to obtaining a building permit. 2. Person responsible for erosion control phone (see project team on sheet T-1 owner or builder contact information). 3. Erosion measures shall be in place during construction. 4. Soil tracked off site into streets shall be cleaned up at end of each work day. 5. Inactive soil stockpiles shall be covered. Active stockpiles shall be covered prior to forecasted rain event. 6. The erosion control plan shall be re-evaluated & adjusted accordingly as the site changes & after rain events. 7. Erosion control measures shall be maintained. 8. Washing concrete equipment & tool at any location than a designated concrete washout is a violation of law and subject to fine.Hay bales lined with visqueen may be used for this application. Rollaway bins may also be used. All concrete washout systems shall be placed off of the paved streets. 9. Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. 10. Wattles installed properly behind curb or sidewalks. 11. Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. 12. Internal filters placed inside each drain inlet. 13. Trash bars across the back of all drains. 14. Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw or erosion blankets may be used for this application). 15. Stabilize all slopes where erosion could occur & cause silt run off. (Straw, visqueen or erosion blankets may be used for this application). 16. All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain Inlet. 17. Portable chemical toilets if provided on the site must be kept off of street & sidewalks & at least 50' from the nearest storm drain inlet. 18. All trash must be collected & stored properly. Do not let items such as drywall mud boxes, paint buckets, cleaning materials containers etc. come in contact with any rainfall or storm water runoff. 19. After installation of the above items is complete a maintenance program needs to be developed to insure the continued effectiveness of your BMP's (Best Management Practice). SUBMITTAL SET pow ABBREVIATIONS AB ANCHOR BOLT I.D. INSIDE DIAMETER AC ASPHALT INSUL. INSULATION CONCRETE AFF . ABOVE FINISH FLOOR J.H. JOIST HANGER AGG. AGGREGATE JT. JOINT ALT. ALTERNATE ANCH. ANCHOR L.F. LINEAR FEET APPROX. APPROXIMATE LAV. LAVATORY ARCH. ARCHITECTURAL LOC. LOCATED ti BLDG. BUILDING M.B. MACHINE BOLT BLK. BLOCK MAINT. MAINTENANCE 0 v v BLKG. BLOCKING MAX. MAXIMUM _a v W BM. BEAM MECH. MECHANICAL v r Z _ Z BOT. BOTTOM MET. METAL Z N 0 p Cl J .a J Q MFGR. MANUFACTURER p ul u" "0 Z :5:9 •� C.J. CONSTRUCTION MIN. MINIMUM Z 1-.J T. a V 1-2 2 JOINT MISC. MISCELLANEOUS W O a .. A Z Z FF p C.M.U. CONCRETE W y� Ct Z W C w O v MASONRY UNIT N.I.C. NOT IN CONTRACT Z Cr O o 1% vJ eg NJ Q C.O. CLEAN OUT N.T.S. NOT TO SCALE Z _ F- O ru F Z O C.W. COLD WATERNO. NUMBER X d" v W Q CAB. CABINET CIR. CIRCLE O.C. ON CENTER CLG. CEILING O.D. OUTSIDE DIAMETER CLO. CLOSET O.H. OVER HEAD CLR. CLEAR OBS. OBSCURE COL COLUMN BUTTE COMP. bt1tt 1 llmuCA OPENING SHEET DESCRIPTION CONCRETE T-1 COVER SHEET A-1 FLOOR PLAN P.S.I.POUNDS A-2 FOUNDATION PLAN / CROSS SECTION CONT. A-3 EXTERIOR ELEVATIONS 7/05/17 S-1 ' STRUCTURAL DETAILS & NOTES SUBMITTAL SET pow ABBREVIATIONS AB ANCHOR BOLT I.D. INSIDE DIAMETER AC ASPHALT INSUL. INSULATION CONCRETE AFF . ABOVE FINISH FLOOR J.H. JOIST HANGER AGG. AGGREGATE JT. JOINT ALT. ALTERNATE ANCH. ANCHOR L.F. LINEAR FEET APPROX. APPROXIMATE LAV. LAVATORY ARCH. ARCHITECTURAL LOC. LOCATED ti BLDG. BUILDING M.B. MACHINE BOLT BLK. BLOCK MAINT. MAINTENANCE 0 v v BLKG. BLOCKING MAX. MAXIMUM _a v W BM. BEAM MECH. MECHANICAL v r Z _ Z BOT. BOTTOM MET. METAL Z N 0 p Cl J .a J Q MFGR. MANUFACTURER p ul u" "0 Z :5:9 •� C.J. CONSTRUCTION MIN. MINIMUM Z 1-.J T. a V 1-2 2 JOINT MISC. MISCELLANEOUS W O a .. A Z Z FF p C.M.U. CONCRETE W y� Ct Z W C w O v MASONRY UNIT N.I.C. NOT IN CONTRACT Z Cr O o 1% vJ eg NJ Q C.O. CLEAN OUT N.T.S. NOT TO SCALE Z _ F- O ru F Z O C.W. COLD WATERNO. NUMBER X d" v W Q CAB. CABINET CIR. CIRCLE O.C. ON CENTER CLG. CEILING O.D. OUTSIDE DIAMETER CLO. CLOSET O.H. OVER HEAD CLR. CLEAR OBS. OBSCURE COL COLUMN BUTTE COMP. COMPOSITION OPNG. OPENING CONC. CONCRETE DESIGN: JP CONSTR. CONSTRUCTIONINCH P.S.I.POUNDS PER SQ. CONT. CONTINUOS DATE: : 7/05/17 P.T. PRESSURE TREATED BUILDING DESIGN D.H. DOUBLE HUNG PERP. PERPENDICULAR D.W. DISHWASHER PL. PLATE DBL. DOUBLE PLWD. PLYWOOD DEMO. DEMOLITION R.D. ROOF DRAIN DEPT. DEPARTMENT R.O. ROUGH OPENING and Gundrun DIA. DIAMETER RAD. RADIUS JEFF RICHELIEU, R.C.E. 53,590 60 INDEPENDENCE CIR. STE 201 DIAG. DIAGONAL S149EZT NO CHICO, CALIFORNIA 95973 (0)530-892-1100 DIM. DIMENSION REF. REFERENCE 1 DS. DOWNSPOUT REFL. REFLECTED C 530-521-4177 DWG. DRAWING STREAMLINECHICO.COM Email: jimstreamline@sbcglobal.net STREAMLINECHICO.COM Email: jeffstreamline@sbcglobal.net S.C. SOLID CORE E.F. EXHAUST FAN SCHD. SCHEDULE E.W. EACH WAY SHTG. SHEATHING EA. EACH SIM. SIMILAR ELEV. ELEVATION SPEC. SPECIFICATION ELECT. ELECTRICAL SQ. SQUARE EQ. EQUAL S.S. SANITARY SEWER EQUIP. EQUIPMENT STD. STANDARD (E) EXISTING STEEL EXP. EXPANSION EXT. EXTERIOR T&B TOP AND BOTTOM T&G TONGUE & GROOVE F.F. FINISH FLOOR T.S. TUBE STEEL FOUND. FOUNDATION TEMP. TEMPERED FIN. FINISH TYP. TYPICAL FIXT. FIXTURE FLASH. FLASHING FLOUR. FLUORESCENT U.O.N. UNLESS FRMG. FRAMING OTHERWISE NOTED .: FT. FOOT OR FEET FTG. FOOTING VERT. VERTICAL GA. GAUGE W.C. WATER CLOSET GALV. GALVANIZED W.H. WATER HEATER GL GLB. GLASS GLUE LAM BEAM W.W.F.WELDED WIRE FABRIC GYP. GYPSUM W/ W/O. WITH WITHOUT W.P. WATERPROOF H.B. HOSE BIBS H.C. HOLLOW CORE HDR. HEADER HDWD. HARDWOOD HGT. HEIGHT HORIZ. HORIZONTAL HR. HOUR 917`r0 - PERMIT #917-10-11 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE- BY__� EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION. B17-1059 A-6/ RC3 06-5-370-024 REVISIONS AUGUST 3, 2017 MITION ,ro mu DESIGN: JP 10 PROJECT TEAM CHECKED: JMR DATE: : 7/05/17 BUILDING DESIGN BUILDING ENGINEER OWNER / BUILDER SHOWN STREAMLINE STREAMLINE Marvin Thomas Chip Schuenemeyer ENGINEERING INC. ENGINEERING, INC.SnyderJoe and Gundrun Na 2sss JIM PETERSON 60 INDEPENDENCE CIR. STE 201 JEFF RICHELIEU, R.C.E. 53,590 60 INDEPENDENCE CIR. STE 201 14784 Pine Cone Way S149EZT NO CHICO, CALIFORNIA 95973 (0)530-892-1100 CHICO, CALIFORNIA 95973 (0)530-892-1100 Magalia, CA 95954-9313 TM 1 C 530-521-4177 STREAMLINECHICO.COM Email: jimstreamline@sbcglobal.net STREAMLINECHICO.COM Email: jeffstreamline@sbcglobal.net —-�r I 1 I - VIII Qwr=P:T KInTPq 101. (E) INTERIOR AND EXTERIOR WALLS TO BE REMOVED REMOVE 12'-O"(N) ADDITION 5-0"(N) ADDITION WINDOWS & FRAMES FOR NEW ADDITION. 54'-7" (E) HOUSE & FOUNDATION TO REMAIN 102. REMOVE (E) FIRE PLACE AND CHIMNEY. 103. (N) WOOD STOVE WITH HEARTH: INSTALL PER MFGR. SPECS. 7'-O"(N) ADDITION WOOD STOVES SHALL BE EPA CERTIFIED. HEARTH EXTENSIONS ARE TO BE INSTALLED PER MFGR. SPECS. 26'-3" (APPROXIMATE DISTANCE) 104. (N) DIMMER SWITCH. 105. (N) CEILING FAN.(FAN PICKED AND APPROVED BY OWNER) 106. (N) ELECTRICAL OUTLETS, TYP. (SEE ELECTRICAL NOTES) 107. (N) OUTSIDE WPGFCI ELECTRICAL OUTLET UNDER EAVE (SEE ELECTRICAL NOTES) CENTERLINE OF (E) HEATING UNIT 1/_4X4 POST W/ EPCZ CAP 108. (N) OUTSIDE WPGFCI ELECTRICAL OUTLET (SEE ELECTRICAL NOTES) 4xlO HDR. 109. (N) 6" LED CAN LIGHT FIXTURE RECESSED MOUNTED.(LIGHT f_fEss/ Uj C 0 rn clvk�_ ll C NER) PICKED AND APPROVED BY 0 '�`I,,J . .... .. 0 -BOX FO L 110. J R NEW PORCH AND OUTSIDE LIGHT (LIGHT PICKED z 2 0 AND APPROVED BY OWNER). W 00 C4 111. (N) CONCRETE WALK AND STAIRS W/ HAND & GUARD ILS. SN" RA SUBMITTAL ls� z 1. MIN. HEADROOM IN ALL PARTS OF THE STAIRWAY SHALL LLJ NOT BE LESS THAN l 0 < 0:2 2. STAIR RISER HEIGHT SHALL NOT BE MORE THAN 7.75". g, _j LLI 3. STAIR TREAD DEPTH SHALL NOT BE LESS THAN 10" MIN. p jj --o z 11, w5it Z�ykj 0< 4. HANDRAIL SHALL BE 34" MIN. AND 38" MAX. HEIGHT. F", 0 CD W 0 0 112. INSTALL 22" X 30" ATTIC ACCESS THROUGH (E) GABLE END 0 1 Ld x 1: 1� WALL. ry z -HARDIE PANEL 00 Ne 3, z NM�, ,, K� , CEILING FIRE RESISTIVE 0 W Lj < > 0 OZ z 0 < 1 0 DO 0 1 0 L0 0 C14 z 48 Z 0 Do C-4 0 z C14 Ld < < u):2 112 0 LU z LLI g 0 Zl�, 'g LM 0) W 0 00 443 x U) 0 IN E K I NOTES: Ljj z I_,,t1V1NQ Room" Mill 51 00 Cn 103 T, I'M > 1. ITEMS THAT ARE LISTED MAY OR MAY NOT OCCU 57< I-- i-wo,"g R ON THIS PLAN. ONLY ITEMS THAT ARE KEYED ON THE PLAN ARE FLOOR 0 Z REQUIRED. ?,g OVIDED BY THE CABINET x1t) 1 0 zj�-� ,.,q ftC 2. ALL CABINET DESIGNS SHALL BE PR BUILDER. THE OWNER SHALL APPROVE ALL SHOP DRAWINGS r 2"N 2 .-MER "IQ iNW,�I'M F, "Al BEFORE CONSTRUCTION OF ANY CABINETS. N& s 3. ALL APPLIANCES SHALL BE APPROVED BY THE OWNER. VV+ C, 4. ALL DOORS, WINDOWS, AND SKYLIGHTS SHALL BE APPROVED BY THE OWNER. A X19 colP,0. 5. ALL FIXTURES SHALL BE APPROVED BY THE OWNER. A 1% 0 Cn 0 Cl/o/ vel �y 1% Rn 0 j 6. SEE ENERGY CALCULATIONS FOR HEATING & COOLING Ch e- C/ 4V EFFICIENCY REQUIREMENTS, DUCT INSULATION, RADIANT 4 d BARRIER ROOF SHEATHING, HERS VERIFICATION, AND WATER W - U 0 %- Z z C/ /0 HEATER EFFICIENCY. Z 0 19 00 4 W C4 0 A j A - 7. ENTRY DOOR GLAZING SHALL BE TEMPERED. 0 1U 44 -11"(N) ADDITION qsicv a W!b Z 15' n I W 5 a 50'-8" (E) HOUSE & FOUNDATION TO REMAIN z �-.j C4 2 19 z 0 L Ch LU Lu 01+ LU z M 411l 20 W 66'-7"(N) ADDITION 0 0 0: 2 11 W x m M F. 0 W 11- z a L U) 0 0: 0) IN 14 1/4" FLOOR PLAN GENERAL ROOF NOTES ELECTRICAL NOTES 1 THE TRUSS LAYOUT IS DESIGNED AND ENGINEERED BY 1. SEE ELECTRICAL NOTES ON SHEET T-1 OTHERS. REFER TO THE TRUSS CALCULATIONS BY LL CONFORM TO CURRENT EDITIONS OF BOTH MANUFACTURER FOR LAYOUT, BRACING AND INSTALLATION 2. ALL WORK SHA GUIDE. C . E.C. AND C.R.C. (b 3. INSTALLATION HEIGHTS GIVEN ARE TO BOTTOM OF FIXTURE 2. DOWN SPOUTS AND GUTTERS SHALL BE DESIGNED & OUTLET AS FOLLOWS.OWNER SHALL VERIFY HEIGHTS. INSTALLED BY OTHERS. memo co A) EXTERIOR LIGHT FIXTURES TO BE +72" A.F.F., U.O.N. 3. ALL WINDOW AND DOOR HEADERS SHALL BE PER HEADER IQ V- B) TYPICAL WALL OUTLETS TO BE +12" A.F.F. SCHEDULE OR NOTES ON S-1 SHEET, TYP. U.NO. co C) TYPICAL WALL SWITCHES TO BE +44" A.F.F. 4. PROVIDE ATTIC VENTILATION @ 1 sq. ft. VENTING FOR EVERY z D) DOOR CHIMES LOCATED WITHIN 12" OF CEILING. 150 sq. ft. OF ATTIC FLOOR AREA. (OR Y300 RATIO OF Y2 OF THE E) PUSH BUTTONS TO BE +44 A.F.F. VENTS ARE LOCATED IN THE UPPER PORTION OF THE ATTIC F) ABOVE COUNTER OUTLETS AT LINE OR OTHER MISC. OR CORNICE SPACE, AT LEAST XHIGHER THAN THE EAVE cc to COUNTERS TO BE +44" A.F.F. VENTS (CRC R806.1 & R806.2.) G) OUTLETS AT SERVICE AREAS TO BE +48" A.F.F. 5. SEE SHEET T-1 FOR VENTILATION ATTIC NOTES 10-1 ;b-lk H THERMOSTATS TO BE AT +60" A.F.F. THROUGH 10-8. to 4. ALL NON-LOCKING TYPE 125 -VOLT, 15 AND 20 AMP 6. WHERE EAVE OR CORNICE VENTS ARE INSTALLED, A MINIMUM RECEPTACLES IN THE DWELLING SHALL BE OF 1" AIRSPACE SHALL BE PROVIDED BETWEEN INSULATION ..%, &.. TAMPER-RESISTANT. 110 IGH EFFICACY LUMINARIES AND ROOF SHEETING. 5. ALL OUTDOOR LIGHTING TO BE H 7. PROVIDE ATTIC ACCESS W/ MINIMUM OPENING OF 22" x 30". AND CONTROLLED BY MANUAL ON AND OFF SWITCH AND BY A 4,0". - MINIMUM UNOBSTRUCTED HEADROOM OF 30" @ OR ABOVE KIP" I,, _ , 1 0 %j ION SENSOR, OR PHOTO CONTROL OR PHOTOCELL AND MOT (j) OR ENERGY MANAGEMENT ASTRONOMICAL TIME CLOCK OPENING. NR My u_ CONTROL SYSTEM (EIVICS) R 8. ROOF PITCH SHALL BE PER TRUSS CALCS _t, "01 ow t I ",/N I I 1 6. ALL LUMINARIES INSTALLED MUST QUALIFY AS HIGH EFFICACY 108 9. FLASHING SHALL BE IN STRICT ACCORDANCE WITH CHAPTER Ej LUMINARIES IN ACCORDANCE WITH TABLE 150.0-A CALIFORNIA �291 Cc 15 OF THE CBC. FLASHING AT ROOF VALLEYS SHALL NOT BE ENERGY CODE, SECTION 150.0 (k). LIGHTER THAN 28 GAUGE CORROSION RESISTANT METAL, p u_ EXTENDING A MINIMUM OF 8" AWAY FROM CENTERLINE IN __ �K M'dl �'R EACH DIRECTION. FLASHING AT WALL, SIDES OF DORMERS, AND CHIMNEYS SHALL BE A MINIMUM OF 28 GAUGE 10", CORROSION RESISTANT METAL. EXTEND FLASHING NO LESS THAN 4" UP THE VERTICAL SURFACE. THOROUGHLY tn x-, ILE NO LESS RIDGE COUNTERFLASH. EXTEND FLASHING UNDER T ==E ca THAN 4". D OSB OR 105 8 10. ROOF SHEATHING USE 19/32" APA SPAN RATE ki" r2 PLYWOOD w/ 8d @ IY12 INSTALL WITH LONG DIMENSION PERPENDICULAR TO FRAMING. 11. CHIMNEY SHALL EXTEND AT LEAST 2'HIGHER THAN ANY �-2 PORTION OF THE BUILDING WITHIN 10'BUT SHALL NOT BE (N) MFG. TRUSSES @ 24" O.C. 110 LESS THAN 3'ABOVE THE HIGHEST POINT WHERE CHIMNEY 106 PASSES THRU THE ROOF. -16d NAILS REQUIRED AT EACH SIDE OF DOUBLE TOP 12. 12 PLATES. �4 EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT SYMBOLS WRITTEN PERMISSION. ELECTRICAL DUPLEX RECEPTACLE 8 REVISIONS COMMERCIAL GRADE SINGLE POLE SWITCH S-2 ROOF VENTING PERMIT 3 WPGFC I COMMERCIAL GRADE 3 -WAY SWITCH E COUNTY DEVELOPMENT SERVICES 282 / 300 =.94 SQ. FT. OF NET FREE AREA VENTILATION BUTT REVIEWED FOR 1n7 111"ll _-, ITCH REQUIRED. CODE COMPLIANCE (N) 6" CAN LIGHT FIXTURE RECESSED MOUNTED LOW VENTING: PROVIDE (6) 3 -1" x 22;1" EAVE VENTS @.33 2 8 DAT SQ. FT. EACH. TOTAL LOW VENTING PROVIDED: 1.98 SQ. FT. DESIGN: JP Note: 'IF\ (N) LED EXTERIOR WALL LIGHT OF NET FREE AREA. All 120 -volt, single phase, 15- and 20 -ampere branch circuits supplying outlets (i.e., HIGH VENTING: (1) GABLE VENTS @.60 SQ. FT. MIN. NET CHECKED: JIVIR receptacles lights, smoke detectors, etc.) installed in dwelling unit kitchens, family living '��VLED CEILING FAN WITH LIGHT UL RATED BOX EAVE VENTS SHALL RESIST THE INTRUSION OF FLAME AND DATE: 7/05/17 WALL SCHEDULE rooms, dining rooms, rooms, parlors, BURNING EMBERS. VENTS SHALL BE LISTED TO COMPLY libraries, dens, bedrooms, sunrooms, WITH ASTM E2886 SCALE: SHOWN recreation rooms, closets, hallways, laundry NEW 2x4 STUDS @ 16" O.C. areas, or similar rooms or areas shall be JOB NO. 2669 protected by a listed combination -type (E) 2x4 STUDS @ 16" O.C. arc -fault circuit interrupter, installed to provide Ell - protection of the entire branch circuit.. C.E.C. (E) WALL TO BE REMOVED S44r=C-T NO, Article 210.12(A). A ELECTRICAL LIGHTING PLAN 1/411 11-01, ROOF PLAN 1/4" V-10" _7 ",-I- i 'CH PLATE HEIGHT (TRACTOR TO V.I.F. 23'-8"EXISTING HOUSE & FOUNDATION TO REMAIN FnnTiNc; .qrHFnt ii F F6 36" 36" 18" 4- EA. WAY 3" CLR 10" o.c. (4x POST MAY REPLACE 2-2x STUDS) 16" o.c. MINIMUM MINIMUM STEEL REQUIRE FF 7 40" MARK WIDTH LENGTH THICKNESS #4 REBAR EVENLY SPACE SUBMITTAL SET PLATE THICKNESS F8 44" 44" & DEPTH 5- EA. WAY 3" CLR 3" 2. ALL PANEL EDGES BACKED WITH 2 -INCH NOMINAL OR WIDER FRAMING U.O.N. F1 16" 16" 18" 3- EA. WAY 3" CLR 48" 18" F2 20" 20" 18" 3- EA. WAY 3" CLR @ 16" F10 El24" 52" 24" 18" 3- EA. WAY 3" CLR 5/8" 0 A.B. SPACING S52" o.c. EF4 28" 28" 18" 4- EA. WAY 3" CLR 10- EA. WAY 3" CLR F5 32" 32" 18" 4- EA. WAY 3" CLR F6 36" 36" 18" 4- EA. WAY 3" CLR 10" o.c. (4x POST MAY REPLACE 2-2x STUDS) 16" o.c. FOUNDATION SILL` 11" o.c. FF 7 40" 40" 18" 5- EA. WAY 3" CLR SUBMITTAL SET PLATE THICKNESS F8 44" 44" 18" 5- EA. WAY 3" CLR 3" 2. ALL PANEL EDGES BACKED WITH 2 -INCH NOMINAL OR WIDER FRAMING U.O.N. SIMPSON CLIP, BLOCK 4 LS70 F9 48" 48" 18" 8- EA. WAY 3" CLR TO PLATE @ 24" @ 20" @ 16" F10 52" 52" 18" 9- EA. WAY 3" CLR O 1 5/8" 0 A.B. SPACING S52" o.c. 36" o.c. 14" o.c. F11 56" 56" 18" 10- EA. WAY 3" CLR "y Z ' F12 60" 60" 18" 10- EA. WAY 3" CLR p ANCHOR BOLT / H O L D O N 402. COMPOSITION SHINGLES CLASS A (APPROVED BY OWNER). � r r- c NOTES: ALL COMPOSITION SHINGLE DETAILS SHALL BE GOVERNED BY 9 9 V V 1. REINFORCED TO BE 3" CLEAR FROM BOTTOM THE MANUFACTURER. Ft S-2 416. RIDGE VENT. 417. STUCCO SOFFIT. SCHEDULE 2. 12" MINIMUM INTO UNDISTURBED SOIL OR ENGINEERED FILL 403.32" O.S.B. ROOF SHEATING. (APA RATED SHEATING)16 INDEX I I I --- ---- --- --- --- NAIL WITH 8d AT 6" O.C. EDGES 12" FIELD. I LUS26@ I I -_ Q FOUNDATION NOTES EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT 418. FIRE RESISTIVE GUTTER TYPICAL. 1. PLATE WASHERS SHALL BE AS NOTED ON SHEARWALL , i 404.FIRE RESISTIVE EXTERIOR RATED PLYWOOD AT EAVES ' _ SCHEDULE ABOVE. (MONO POUR) (TWO POUR) Dc MIN. 2. THE GROUNDING ELECTRODE SYSTEM SHALL BE ACCORDANCE ATTACH TO WRITTEN PERMISSION. TYPICAL. 419. METAL DRIP EDGE. -Z. - - - - - - - - , AO O -V AO w/ N,E,C; MINIMUM 20'-0" OF #4 COPPER LOCATED NEAR BUT NOT MARK HD MIN. STEM POST ON THE BOTTOM OF THE FOOTING. GROUNDING ELECTRODE ANCHOR Le ANCHOR Le CONDUCTOR SHALL BE CONTINUOUS TO PANEL BOARD. (NO n - I� I I I �• 2 D - _ 420. EXTERIOR WOOD SIDING FINISH MATCH EXISTING TYPICAL. SPLICES) MIN. BOLT MIN. WALL 3. EXTERIOR LANDINGS SHALL SLOPE AT 2 % AWAY FROM BUILDING POST WITH 6" O.C. TYPICAL.. REMOVE BLOCKING @ 6'-0" O.0 FOR EAVE I I I I O 4. ALL 6x6 POSTS SHALL HAVE A SIMPSON CBSQ66 COLUMN BASE 421. SLAB PER FOUNDATION PLAN. wi I >' i I r T�+p I U.O.N. ALL 4x4 POSTS SHALL HAVE A SIMPSON CBSQ44 COLUMN BASE U.O.N. -0 C �i I ', I > O > �� z( N D D N FOR SSTBxx FOR MARK 2, 4 AND MARK 5 HOLDOWNS. SPECIAL "REQUIREMENTS REVISIONS 422. RAFTER PER ROOF PLAN lu 77777-7IL WIDTH ___ _ _ ____ ___ ___ li 1 SHEAR WALL SCHEDULE V a ZN� O U W a 423. JOISTS PER PLAN. THE WILDLAND -URBAN INTERFACE FIRE AREAS. UNLESS W O p p W �, �, a Q .J SHEAR WALL TYPE A 0 B A C D E 0 0 0 F 0 G 0 SSTB16 z�J W R QILU)u �� N� �1M � Z F� O 5" 6" 2-2x 6- SDS SCREWS 1 406.4" T&G PLYWOOD SUBFLOOR INSTALL WITH LONG DIMENSION I 12 'BOTH WALLS BOTH WALLS d O CID W SEISMIC SHEAR (PLF) 260 350 490 640 730 760 980 WIND SHEAR (PLF) 335 485 600 820 924 975 1250 ABU44Z BASE I W/ 2" MIN. TO V pz O OWC = M F h 4 O W F D 1,2 3/8" PLYWOOD CDX CDX CDX CDX STRUC. 1 CDX CDX OVER TWO OR MORE SPANS. GLUE AND NAIL WITH 8d v d " U) v I% H W Q 2 OR EXT. RATED OSB 1 SIDE 1 SIDE 1 SIDE 1 SIDE 1 SIDE 2 SIDES 2 SIDE 1 RINGSHANK NAILS. 6" O.C. EDGE 12" O.C. FIELD. UNLESS 8d EDGE NAILING3 6" 1 4" 3" 2" 2" 4" 3" 16" SSTB24 20" 5" 6" 2-2x 10 -SDS SCREWS 8d FIELD NAILING3 12" 12" 12" 12" 12" 12" 12" BOLT SPACING STUD SIZE AT VERT. 2x 2-2x STUDS NAILED TOGETHER WITH 2 ROWS 16d SINKERS AT 12" O.C. FOR FULL HEIGHT OF STUDS. 1/2" 0 A.B. SPACINGS 36" o.c. PLYWOOD JOINT 10" o.c. (4x POST MAY REPLACE 2-2x STUDS) 16" o.c. FOUNDATION SILL` 11" o.c. NOTES: PLATE THICKNESS 1 1/2" 1 1/2" 1 1/2" 3" 3" 3" 3" 2. ALL PANEL EDGES BACKED WITH 2 -INCH NOMINAL OR WIDER FRAMING U.O.N. SIMPSON CLIP, BLOCK 4 LS70 LS70 LS70 LS70 LS70 LS70 LS70 TO PLATE @ 24" @ 20" @ 16" @ 12" @ 10" @ 10" @ 8" KEYNOTES I \E 1 SSTB34 O 1 5/8" 0 A.B. SPACING S52" o.c. 36" o.c. 14" o.c. 26" o.c. 24" o.c. 23" o.c. 18" o.c. 412. R-19 WALL INSULATION. i 1/2" 0 A.B. SPACINGS 36" o.c. 24" o.c. 10" o.c. 18" o.c. 16" o.c. 15" o.c. 11" o.c. NOTES: 413. R-19 FLOOR INSULATION. 1. OVER D. FIR STUDS @ 16" O.C. i I I_ - 2'-6" 7'-0" 21-2" 2. ALL PANEL EDGES BACKED WITH 2 -INCH NOMINAL OR WIDER FRAMING U.O.N. 3. IF MACHINE NAILS ARE USED, NAILS WITH A PARTIAL HEAD ARE NOT ALLOWED. 1 4. SIMPSON MFG. CLIPS AT 24" O.C. FOR ENTIRE BALANCE OF WALL LINE. I x8 TYPF------- ---4---------- 1 I S-1 I - I W p �'� � 5. ANCHOR BOLTS SHALL HAVE A MINIMUM 3"x3"x.229" THICK PLATE WASHER. 11 KEYNOTES I \E 1 SSTB34 O 1 SSTB34 SIMPSON BPS IS ACCEPTABLE. 24" 8" 6x6 _ �� 6. 8ds SHALL BE COMMON OR BOX (2" LONG, 0= .113" MIN.) 401. ROOF TRUSSES DESIGN AND DETAILS BY MANUFACTURER. "y Z ' ALL TRUSS DIMENSIONS SHALL BE APPROVED BY OWNER. ' 2x6 P.T. IN co I p ANCHOR BOLT / H O L D O N 402. COMPOSITION SHINGLES CLASS A (APPROVED BY OWNER). � r r- c ALL COMPOSITION SHINGLE DETAILS SHALL BE GOVERNED BY 9 9 V V THE MANUFACTURER. S-2 416. RIDGE VENT. 417. STUCCO SOFFIT. SCHEDULE I I I 403.32" O.S.B. ROOF SHEATING. (APA RATED SHEATING)16 INDEX I I I --- ---- --- --- --- NAIL WITH 8d AT 6" O.C. EDGES 12" FIELD. I LUS26@ I I -_ Q NOTES: EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT 418. FIRE RESISTIVE GUTTER TYPICAL. i , i 404.FIRE RESISTIVE EXTERIOR RATED PLYWOOD AT EAVES ' _ (MONO POUR) (TWO POUR) Dc MIN. MIN. ATTACH TO WRITTEN PERMISSION. TYPICAL. 419. METAL DRIP EDGE. -Z. - - - - - - - - , AO O -V AO I MARK HD MIN. STEM POST STUD OR ANCHOR Le ANCHOR Le 405.2x SOLID BLOCKING NAIL PLYWOOD TO BLOCKING WITH 8d @-I n - I� I I I �• 2 D - _ 420. EXTERIOR WOOD SIDING FINISH MATCH EXISTING TYPICAL. BOLT MIN. BOLT MIN. WALL REQ'D POST WITH 6" O.C. TYPICAL.. REMOVE BLOCKING @ 6'-0" O.0 FOR EAVE I I I I O 421. SLAB PER FOUNDATION PLAN. wi I >' i I r T�+p I VENTS. DO NOT REMOVE BLOCKING IF HOUSE IS LOCATED IN -0 C �i I ', I > O > �� z( N D D N FOR SSTBxx FOR MARK 2, 4 AND MARK 5 HOLDOWNS. SPECIAL "REQUIREMENTS REVISIONS 422. RAFTER PER ROOF PLAN 77777-7IL WIDTH ___ _ _ ____ ___ ___ li 1 INSPECTION IS REQUIRED. SEE FOR SPECIAL 423. JOISTS PER PLAN. THE WILDLAND -URBAN INTERFACE FIRE AREAS. UNLESS m Z Wi Z r APPROVED BY THE BUILDING DEPARTMENT. >i mI B B U) -2 2.2 r I ® 2 O HDU2 SSTB16 12" SSTB20 16" 5" 6" 2-2x 6- SDS SCREWS 1 406.4" T&G PLYWOOD SUBFLOOR INSTALL WITH LONG DIMENSION I 12 'BOTH WALLS BOTH WALLS 3. CNW COUPLERS AND ALL -THREAD ARE REQUIRED FOR SILL NOTES OF PANEL ACROSS FRAMING. PANEL SHALL BE CONTINUOUS -1 I , __ ABU44Z BASE I W/ 2" MIN. TO PLATES WITH THICKNESS GREATER THAN A 2x MEMBER. 1. CONTRACTOR WILL VERIFY ANY AND ALL STEPS IN FOOTING 3 Qq S_1 PER OWNER OVER TWO OR MORE SPANS. GLUE AND NAIL WITH 8d S_1 i i L L L \ i i ' ' LEGEND 2 AND FOUNDATION AS REQUIRED BY EXISTING FINISH GRADE. 10'-6" 1 RINGSHANK NAILS. 6" O.C. EDGE 12" O.C. FIELD. UNLESS O i , I -0 C O HDu4 SSTB20 16" SSTB24 20" 5" 6" 2-2x 10 -SDS SCREWS MATERIALS SHALL BE IN ACCORDANCE WITH ALL OF THE OTHERWISE NOTED. Z v, i i iZ v N AB m Z u TTE COUN r( pEVELOPMENT BOLT SPACING LATEST ADOPTED LOCAL AND STATE BUILDING CODES AND REVIEWED FOR DESIGN: JP ORDINANCES AS VERIFIED 407. �' GYPSUM BOARD. j D i I I> >o 11 Z B F1 SEE FOOTING SCHEDULE BY_601 - 408. $ GYPSUM BOARD OR" CEILING BOARD. _ I I 2'-2" 2'-2" I I Z L0 m O HDU5 SSTB24 24" SSTB24 28" 5" 6" 4x 14- SDS SCREWS I IS i 0 W-10" W-10 DATE: 7/05/17 409. WEATHER RESISTIVE BARRIER. SEE "ANCHOR BOLT /HOEDOWN SCHEDULE" 0TH WALLS BOTH WAL A - F- -{ N 28'-0" ADDITION ( � FOUNDATION VENTING: & DETAIL 1 AND 4 ON S-1 FOR INSTALLATION 410. R-13 WALL INSULATION, i I I i i7 Ir 282 /150 = 1.88 MIN. 30" x 24" SCREENED CRAWL HOLE 1 411. R-21 WALL INSULATION. i i I 1 I , r , i I p U 8 O HDU8 SSTB28 24" SSTB34 28" 5" 8" 4x6 20- SDS SCREWS 412. R-19 WALL INSULATION. i ILJ I I I 3 Q o C Z 413. R-19 FLOOR INSULATION. I i I I_ - 1 414. R-13 RAFTER OR TRUSS TOP CHORD INSULATION. I x8 TYPF------- ---4---------- 1 I S-1 I - I O � 11 HDU11 SSTB34 24" SSTB34 28" 24" 8" 6x6 30 -SDS SCREWS 415. R-38 CEILING INSULATION. Z ' ' 2x6 P.T. IN co I 416. RIDGE VENT. 417. STUCCO SOFFIT. I I I I I I , , I I I I --- ---- --- --- --- I LUS26@ I I N Q NOTES: EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT 418. FIRE RESISTIVE GUTTER TYPICAL. i , i i i 16 o.c. Z (01. ALL WOOD SCREWS SHALL BE a"x 3" SIMPSON STRONG DRIVE WRITTEN PERMISSION. 419. METAL DRIP EDGE. I I I iZ N WOOD SCREWS. 420. EXTERIOR WOOD SIDING FINISH MATCH EXISTING TYPICAL. F1 i i j 2. SIMPSON RFB#5 x 16 W/ SET -22 EPDXY MAY BE SUBSTITUTED 421. SLAB PER FOUNDATION PLAN. wi I >' i I r T�+p I FOR SSTBxx FOR MARK 2, 4 AND MARK 5 HOLDOWNS. SPECIAL "REQUIREMENTS REVISIONS 422. RAFTER PER ROOF PLAN 77777-7IL ___ _ _ ____ ___ ___ li 1 INSPECTION IS REQUIRED. SEE FOR SPECIAL 423. JOISTS PER PLAN. i--- ® i INSPECTION" ON S-1 FOR ADDITIONAL INFO. 3. CNW COUPLERS AND ALL -THREAD ARE REQUIRED FOR SILL NOTES ---------------------------r----------------------------------------------- 2x6 DECKING ABU44Z BASE I W/ 2" MIN. TO PLATES WITH THICKNESS GREATER THAN A 2x MEMBER. 1. CONTRACTOR WILL VERIFY ANY AND ALL STEPS IN FOOTING 3 Qq S_1 PER OWNER _ FACE OF `- LEGEND AND FOUNDATION AS REQUIRED BY EXISTING FINISH GRADE. 10'-6" STEMWALL ON 2. ROOFING: ROOFING WORKMANSHIP, INSTALLATION AND FOUR SIDES PERMIT #�"a--� SERVICES TYPICAL "SHEAR WALL" SEE SCHEDULE FOR MATERIALS SHALL BE IN ACCORDANCE WITH ALL OF THE u TTE COUN r( pEVELOPMENT BOLT SPACING LATEST ADOPTED LOCAL AND STATE BUILDING CODES AND REVIEWED FOR DESIGN: JP ORDINANCES AS VERIFIED CODE CC)IVIPL.IP+NGE F1 SEE FOOTING SCHEDULE BY_601 - CHECKED: JMR AB SEE "SHEAR WALL SCHEDULE" W-10" W-10 DATE: 7/05/17 # 0 SEE "ANCHOR BOLT /HOEDOWN SCHEDULE" N 28'-0" ADDITION ( � FOUNDATION VENTING: & DETAIL 1 AND 4 ON S-1 FOR INSTALLATION SCALE: SHOWN LEGEND Ir 282 /150 = 1.88 MIN. 30" x 24" SCREENED CRAWL HOLE (4) 6„x15" VENTS = 2.10 JOB NO. 2669 -� PLATE HEIGHT 0 NEW 2x4 STUDS @ 16" O.C. G 4F=E-T NO, .. (E) 2x4 STUDS @ 16" O.C. O401 KEYNOTE NUMBER C - - - (E) WALL TO BE REMOVED Am2 A -CROSS SECTION 1/4"=1'-0" FOUNDATION / SHEARWALL / FLOOR FRAMING PLAN 1/4"=1'-0" - - -- - _ - ---r - - - - ---- - -- - -- -- NEW KEYNOTES 101. HARDIE LAP SIDING (APPROVED BY OWNER) FIRE RESISTIVE. OVER TYVEK WEATHER BARRIER. 102. HARDIE TRIM (APPROVED BY OWNER) FIRE RESISTIVE 103. COMPOSITION SHINGLES CLASS A (APPROVED BY OWNER) OVER 151b FELT. _. 104. WINDOWS W/ EXTERIOR GLAZING PER CRC SECTION R337.8 SHALL BE DOUBLE PANE WITH ONE TEMPERED GLASS. CONTRACTOR TO VERIFY 105. VINYL FRAMES SHALL HAVE WELDED CORNERS AND METAL REINFORCEMENT AT INTERLOCK AREAS. 108 (E) ROOF PITCH AND MATCH 106. NON-COMBUSTIBLE GUTTERS AND DOWN SPOUTS WITH MEANS TO PREVENT LEAVES IN GUTTER. GUTTERS SHALL BE 113 109 IN COMPLIANCE WITH CBC 795A.4. 107.1 $' THICK SOLID CORE DOOR. 108. GABLE VENT WITH 1/8" OPENING IN MESH AND LOUVERED. (APPROVED BY OWNER) 106 109. BARGE BOARD. 110. POST PER PLAN 111. 42 HIGH FIRE RESISTIVE RAILING: GUARDS WHOSE TOP RAIL ALSO SERVES AS A HANDRAIL SHALL HAVE A HEIGHT NOT 104 107 LESS THAN 34" NOR MORE THAN 38". GUARDRAILS REQUIRE ®® VERTICALS SPACED TO PREVENT PASSAGE OF A 4" SPHERE. OPEN GUARDS ON THE SIDES OF STAIR TREDS SHALL NOT 110 ALLOW A SPHERE 4.375" TO PASS THRU. 101 112. FIRE RESITIVE DECKING. 105 113. PROVIDE SPARK ARRESTOR. CHIMNEY HEIGHT SHALL BE 2' HIGHER THAN ANY ROOF WITHIN 10'. 102 111 114. (E) COMPOSITION SHINGLE ROOF TO REMAIN 115. (N) CONCRETE STEPS 116. HANDRAIL AT STAIRS 112 ch 117. UNDERFLOOR VENT OPENING WITHIN SOF EACH CORNER 101 4050 XO 3050 XO 115 FRONT ELEVATION 1/4 = 1'-0° DEMO KEYNOTES 201. (E) WOOD DECK, STAIRS AND GUARDRAILS TO BE REMOVED. 202. (E) EXTERIOR WALL, WOOD SIDING AND STUDS TO BE REMOVED AS REQUIRED FOR NEW ADDITION. 203. (E) WINDOWS & FRAMING TO BE REMOVED. 204. REMOVE (E) BARGE BOARD TYPICAL. 205. (E) DOOR AND FRAME TO BE REMOVED. (N) ADDITION (E) HOUSE TO REMAIN 114 / 204 / L-----1 202 203. 205 � C �- ---II Ir,rr====__111r-9l •• •. I �r� - -,�� I r- -- -� I) III I I I I I I I I I I III III III�II E3_3 III III III II -II III III I 102 IrEll IV====�1 �I��II 203 I �201 11� = �I I I I II III III) I IL 11111 II I II I I 101 _ _ II IIS III nI IIII `, II III II II II II I 116 �r== =it -11=1r �I-111 I �.JI LJ I II 1LJ L====JJ LL_ :A I • I I hr -0-T ��L J�� I it I III II II II III I rnq rJill i 11 II III I II I 1oz III 202 I�---��--�--SII I ILJI LJI I j II III II U------iL_-J1-_-SII -_--- -- Ij------Lil--J---� -- Ir-Irr-----7r-n----i r ==J ( II III III II110 1-=---I I II III III 11 ----- - _--1--- ----ILJll-----ul-_-I----1---- --- 201 - NOTES 117 1. FLASH AND COUNTERFLASH BETWEEN ROOFING AND VERTICAL SURFACES, INCLUDING PLASTER. 2. SEE SHEET T-1 GLAZING AND WINDOW NOTES 11-1 THROUGH 11-8. 3. SEE SHEET T-1 DOOR AND RELATED HARDWARE NOTES 6-1 THROSIDE ELEVATION 11 " PROVIDE H6-9. DEMO SIDE ELEVATION 1/4•' - 1'-0" 1/4 1'-0 4. PROVIDE FLASHING AT ALL EXTERIOR OPENINGS EXPOSED TO WEATHER. CAULKING IS NOT FLASHING. 5. OWNER AND BUILDER SHALL VERIFY ALL WINDOW AND DOOR SIZES PRIOR TO CONSTRUCTION. 6. FINISH GRADE SHALL SLOPE AWAY FROM BUILDING; MIN. OF 6" WITHIN THE FIRST 10'-0" (5%.) 7. PROVIDE GUARDRAILS IF THE WALKING SURFACE IS 30" OR MORE OFF ADJACENT GRADE. 8. ALL ELEMENTS PROJECTING THROUGH ROOF INCLUDING GUTTERS SHALL BE DESIGNED BY THE INSTALLER TO RESIST (E) HOUSE TO REMAIN (N) ADDITION SLIDINGTHE FORSE OF 9: CE -DAM FLASHING REQUIRED AT; EAVES, TO 30" INSIDE PLATE LINE. VALLEYS, 30" EACH SIDE OF CENTER. 114 103 E 106 102 101 PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES 116 REVIEWED FOR CODE COMPLIANCE 102 / /7 BY 4___-_____ DAT � f LEGEND 117 115 PLATE HEIGHT 101 KEYNOTE NUMBER SIDE ELEVATION Q�OFESS/� 0 w� 3 90 V1 rrl cx .6/30/19 `r CIVIL, OF C WFO� XCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT , WRITTEN PERMISSION. REVISIONS �I Imp DESIGN: JP CHECKED: JMR .DATE: 7/05/17 SCALE: SHOWN JOB NO. 2669 S4= -QT NQ A=3 T, T- I %J 1 f1UV 1 UFXI-%L ULJIl71V BUILDING CODE: 2016 CALIFORNIA BUILDING CODE BUILDING USE: SEE COVER SHEET RISK CATEGORY: II (PER ASCE 7-10 TABLE 1.5-1) FLOOR LIVE LOAD: UNIFORM: 40 PSF CONCENTRATED: N/A ROOF LIVE LOAD: 20 PSF F FXP- IVIIIVV/ LUIVIDCfC. 1-1 1-2 All work shall be in conformance with the 2016 CBC and applicable Municipal, State, Federal, and OSHA Safetyregulations. g ons The drawings represent the finished structure. The Builder is responsible for the of - 6 1 All wood in contact with concrete shall be pressure treated Hem Fir or Douglas Fir at the builders option U.O.N. _ methods construction including forming, shoring, bracing, etc. The Builder shall provide all measures necessary to protect people and property during construction. 9 6-2 La screws shall be screwed not driven in 9 to pre -drilled, holes of 2/3 the shank diameter. 1 3 The Builder i sr responsible for obtaining all necessary approvals and P 9 y pp permits from all governing agencies. All work is subject to Building 6 - 3 Holes for bolts shall be bored with a bit 1/32 to 1/16' larger than the nominal bolt diameter. of the owner. is to provide structural base for slab Department field inspector's a P p approval. If a certificate of occupancy is not obtained by the owner for this project, then engineer 6-4 Structural members shall not be cut for pipes, etc. unless specifically noted or detailed. Where to or so y p le plates are cut for pipes, a WIND EXPOSURE: B .the assumes no liability for this structure. metal tie 0.058" min. thick and 1 1/2" wide shall be fastened across and to each side of the opening with not less than 6-16d nails 1-4 The Builder.shall verify all dimensions, details and job site conditions prior to commencing work and notify the Engineer in writing of (ASCE 7-10 SEC. 26.2) per the 2016 CBC 2308.9.8. are included. If slab must an discrepancies before Y p purchasing materials or scheduling labor. _ 6 5 All framing anchors, clips, straps, hangers, holdowns, etc., shall be manufactured by Simpson Strong -Tie Company U.O.N. and installed 1-5 Should any changes be made from the design as specified in these drawings without written approval from the Engineer, then the p 9 per manufacturer's recommendations: 6. Engineer will assume no responsibility for any element of the structure. _ 6 6 U.O.N. framing shall be connected per nailing schedule per Table 2304.9.1 of the 2016 CBC. 1-6 Additional plans that may be included with this plan set (site plan, electrical, plumbing, HVAC) are b others.` The builder is responsible y P 6=7 Where exposed to weather, nails shall be galvanized. SPECTRAL RESPONSE COEFFICIENTS: SEE STRUCTURAL CALCULATIONS for coordinating and ensuring ac g curacy of plans by others. 6-8 Where in contact with pressure treated d wood all metal hot - P connectors shall be type. 304 stainless steel or hot dip galvanized steel meeting dip 1-7 The Builder is responsible for p preventing water infiltration into the building through the roof, walls, or floor. The owner is responsible for EMBEDMENT OR ALL -THREAD ASTM A153-03. 5-3 maintaining all systems designed to prevent moisture from entering the building. The Builder is also responsible for preventing water 6-9 2x solid blo » " eking shall be provided over all bearing walls, shear walls, or other supports. Where manufactured I Joists are specified, DESIGN BASE SHEAR: SEE STRUCTURAL CALCULATIONS condensation inside the building cavities including but not limited to the roof, walls, and floors. 00 a blocking requirements listed herein are to be considered minimums and shall be increased as per manufacturer's recommendations. 1-8 The builder or owner shall determine if the structure is in a flood plain & notify the engineer in writingif it is. The structure is not 6-10 Splices and joints in double top plate of stud bearing wall shall occur at the center line of supporting stud. PP 9 designed to resist the effects of flooding. 6-11 All studs to have double top plates of the same dimension as the studs. Top plate splices of stud walls shall use 8-16d sinkers at all 1-9 If certain features of the structure are not fully shown or detailed on the plans, their construction shall be of similar character to 9 top plate splices u.n.o. Zo1Z o uNi ° T lu a s conditions shown on the plans 6-12 Fire block wood studs at mid -height where stud length is over 10' -0". 1-10 All sheets that contain engineering requirements included in this plan set must be wet signed and stamped by the engineer to be valid. 6-13 Carry all upper level posts into lower levels and provide solid blocking under all posts in floors or continue post. P on foundation plan. The maximum spacing of joints shall not exceed Any conditions noted as existing must be field verified by the contractor and any discrepancies must be brought to the attention of 6-14 Where (2) or more trimmers occur, use solid blockingat the floor level continuous to the foundation. on t�0 the engineer prior to continuing g p ng with construction. - 6 15 All structural lumber shall be Douglas Fir Larch as graded by the W. W. P. A. or W.C.L.LB. and shall have a moisture content less than INSTALL PER MFG. BUTTE COUNTY DEVELOPMENT SERVICES 19% and be of the following grades unless otherwise noted: FOUNDATION / SITE WORK.. 5/16" HARDIPANEL SIDING 2 x 4 studs . . . . . . . . ... . . . .. . . . . Standard and • Better CODE COMPLIANCE '� ° 2x & 4x Structural Light Framing ... . . . . . . . . #2 Grade a RECOMMENDATIONS. 2x & 4x Joists and Rafters .. #2 Grade 2-1 The Builder is responsible for locating all buried objects that may be encountered but that are not shown on these plans. The 4x & 6x Beams and Posts . . . . . . . . . . . #1 Grade foundation is designed to be placed on a level pad on undisturbed and non -expansive soil. The Builder shall notifythe Engineer in 9 �. , Roof Sheathing (over supports spaced at 24 o.c. maximum). \ writing if any unusual soil conditions such as organic soils cls or uncertified fills 9 y, Is are found at the site. .The engineer has not made � „ *Supporting composition or metal roofing: Use 1 2 APA 9 P g / P rated exterior 32/16 INSTALLED PER MFG. a geotechnical review 9 view of the site u.o.n.. 77T3 . " All sheathing with face rain ere • ndicular to framing, 9 9 perpendicular ng, stagger panels and nail with 8d at 6"/12 o.c. U.O.N. 2-2 All excavations shall be inspected and approved by the Building Official before concrete is poured. Engineered fill may be used as 11 *Wall Sheathing: See plans where occurs existing grade provided compaction tests are presented to the Engineer indicating a minimum compaction of 90% relative compaction 6-16 Roof rafters shall be sized per 2016 CBC Tables U.O.N. INSTALLATION IS REQUIRED per ASTM D 1557. Fill material shall be free from debris, vegetation, and other foreign substances. All excavations, grading and fills 6-17 The builder shall take all measures necessary to protect framing from the effects of shrinkage. The Engineer shall not be responsible SILL PLATE &FLOOR shall conform with 2016 CBC 1804. Footings shall extend into firm native soil with a footing depth below frostline 12" min. U.O.N. for damage to framing members or finishes due to the effects of shrinkage. All new framing lumber shall have 19% maximum 9 9 g g 2-3 The owner is responsible for providing geo-technical report to builder and engineer if one exists. moisture content at time of installation. 2-4 The bottom of all footings shall be clean and level. 6-19 Plywood sheathing shall conform to PS 1-95. U.O.N. roof sheathing shall be CDX APA rated or OSB equivalent. Apply face rain q PP y 9 2-5 Builder is responsible for providing drainage behind all retaining walls such that water can not accumulate behind walls. A minimum of 3 to framing and stagger panels u.o.n. Ede nail at perpendicular 9 99 P 9 gable end trusses, drag trusses, freize blocking, and all supported SHEATHING PER PLAN 4" diameter perforated pipe sloped to daylight shall be used U.O.N. on plans. The builder is responsible for providing waterproofing and edges. dam r p proofing for all walls per 2016 CBC 1805. 6-20 Where a wall is labeled as a shear w all, such .wall shall be continuous) shear paneled and nailed a y p s required per schedule from the 2-6 All finished grade shall slope at a minimum slope of 2% away from all foundations a minimum of 10 feet. roof plywood to foundation sill plate. Where a floor or other element disrupts the continuous paneling, special detailing is required. q 2-7 The builder shall be responsible for locating and securing in place all anchor bolts, holdown anchors, post bases, plumbing and other Where special detailing is not provided, connections shall be requested'by builder. I embedded objects prior to placement of concrete. 6-21 All headers to be as follows for openings not to exceed 8' in bearing walls, U.O.N. on 9 plans: 2-8 .Anchor bolts shall be F1554 " Grade 36 U.O.N. Bolts are to be a minimum of 1/2 b with 7 minimum embedment into concrete and 2x4 to w 2x6 stud w stud all II a 7. spaced at 6' o.c. maximum U.O.N. Anchor bolts shall be placed 7 -bolt diameters min./12" max. from each end of sill plate with a 4 x 12 6 x 12 minimum of two anchor bolts per sill plate. All anchor bolts shall have 3°x 3"x .229" thick washers refer to "Shear Wall" schedule for 6-22 All headers to be as follows for openings not to exceed 4' in non bearing walls, U.O.N. on plans. For openings greater than 4' use PRIOR TO INSTALLATION. additional anchor bolt requirements. E.N. header specified for bearing wall U.O.N. on plans: '2-9 For retrofit anchor- bolts install TITEN HD (by Simpson) 1/2" 0 w/ 3-1/4" mina embedment or 5/8" 0 W/ 3-3/4" embedment. Install 2x4 stud wall 2x6 stud wall 2-10 per manufacturer's recommendations. Direct 1:1 replacement with .washer per typical anchor bolt. - Foundations, supporting wood shall extend at least 8 inches above the adjacent finished Individual concrete 6-23 4 x 6 6 x 6 Provide 1-3/4" minimum bearing at end supports and 3-1/2" minimum bearing at intermediate supports for ceiling oists and rafters PP 9 1 7. grade. or masonry piers shall project at least 8 inches above exposed ground unless the columns or posts that they support are of approved wood of natural 4 unless otherwise noted on plans. ' 2X OR 3X P.T. SILL PER PLAN resistance" to decay or treated wood is used. 6-24 Misplaced anchor bolts at sill plate to foundation: See notes in "Foundation /Site Work" section on this sheet. 2-11 Footings placed on or adjacent to slopes must comply with figure 1808.7.1 of the 2016 CBC. A geotechnical engineer must approve 12 8. footing placements in violation of this figure. This engineer shall not be liable for any foundation placed in violation of this section. COUPLER �`� ROUGH CARPENTRY: CONCRETE: 5 WHERE OCCURS). 7-1 Where plumbing, heating, or other ducts are placed on a partition requiring the cutting of the double plates, a Simpson LSTA24 strap 3-1 All concrete shall have a minimum f c = 3,000 psi after 28 days curing unless otherwise noted. 2,500 psi used for design, so no 7-2 shall be fastened to each side of the top plates. Use two trimmers at each end of each beam header 6'-0" special inspection is required. and over long, and one trimmer at each end less than or equal to 6'-0" 3-2 Materials used to produce concrete, concrete itself and testing shall comply with applicable standards listed in ACI 318. Aggregate size be - 7 3 Ion unless otherwise noted on plans. 9 Balloon frame studs to truss bottom chord or full height at exterior walls where sloping ceilings U.N.O. 6. shall a maximum of 1-1 /2" in foundations and 3/4" at all other locations. occur, 3-3 Curing compound shall be sprayed on all exposed surfaces immediately after final troweling. 3-4 All cement used shall conform to ASTM C-150-04 and shall be Type II or Type III low alkali. 5 7. 3-5 Concrete exposed to freezing or thawing shall be protected in accordance to the latest edition of the ACI code and CBC Section 1904. GLUED -LAMINATED / MANUFACTURED LUMBER: 3-6 Vibrate concrete around all bolts, rebar and surfaces. Construction joints shall be clean and wet prior to pouring concrete. MINIMUM CLEARANCE TO ALL 3_ All projecting corners of slabs, beams, columns, etc. shall be formed with a 3/4" chamfer, unless specifically noted otherwise. (E) 2 X 4 PONY WALL WITH 3 8 Calcium chloride admixtures or chloride based admixtures shall not be used. 8_7 1 All glue - lams shall be of the following grades with a camber of R = 1600 unless noted otherwise: TOP OF BOLT POINTING IN Glu -Lam Timber: ANSI/ AITC _ A190.1-1983 REINFORCING STEEL IN CONCRETE: WOOD FRAMING. Simple Spans .. . . . . . . 24F -V4 DF/DF Combination STUDS @ 16" O.C. Cantilevers .......... 24F -V8 DF/DF Combination ° 8-2 Glue -lams shall be specified on plans. Glue -lams exposed to weather must be rated for exterior use by the manufacturer per CBC 4-1 Reinforcing steel shall conform to the provisions of ASTM A -615/A 615M -04a, Grade 40 for #4 bars and smaller and Grade 60 for #5 2303.1.3 Waterproofing of exposed ends shall be provided by others'. Glued -laminated timbers shall be manufactured and identified as bars and larger. All rebar is to be deformed. #5 and larger rebar shall not be re-bent. Welded wire fabric shall conform to the #4 TOP & BOTTOM required in AITC A190.1 and ASTM D3737. provisions of ASTM A 185-02. 8-3 All manufactured wood products shall be installed per manufacturer's recommendations. 4-2 All lap splices shall not be less than 62 bar diameters of the larger bar. Horizontal laps staggered 9 Ps in adjacent bars shall be ggered 5' - 0" 8-4 Boise Cascade, TrusJoist MacMillan or equivalent shall provide manufactured lumber. minimum. - r a� ill Minimum design values shall be as follows U.O.N. on plan: 4-3 Reinforcement cover shall be as follows: ., CONTINUOUS WITH 20 MIN. Specification Fb (psi) Fv (psi) ' Fcll (psi) E (psi) 8 Concrete - cast against and permanently exposed to soil: 3" clear WASHER Microllam LVL 2600 285 2510 1.9 E6 JP Concrete with soil or weather exposure: #5 bars and smaller: 1 1/2" clear °---- --- TimberStrand LSL 2250 400 1950 1.5 E6Parallam PSL 2900 290 #6 bars and larger: 2" clear � z i- 2900 2.0 E6 Versa -Lam 2800 285 3000 2.0 E6 - 4-4 Concrete without soil or weather exposure: 1" clear All reinforcing steel shall be accurately secured in position before and during concrete placement. 8-5 Manufactured "I" joists shall be installed per the manufacturer's recommendations usinga deflection limit of I/480. Use a "I" 4-5 All reinforcing steel shall be clean at the time of concrete placement. manufactured rim board with all joists. Use a double rim board at all locations where ledgers are used (such as deck ledgers). CONCRETE SLAB CONSTRUCTION: WOOD TRUSSES: %J 1 f1UV 1 UFXI-%L ULJIl71V BUILDING CODE: 2016 CALIFORNIA BUILDING CODE BUILDING USE: SEE COVER SHEET RISK CATEGORY: II (PER ASCE 7-10 TABLE 1.5-1) FLOOR LIVE LOAD: UNIFORM: 40 PSF CONCENTRATED: N/A DATE -A-7/2" iT BY 1. (N) 21"0 SIMPSON TITEN HID SPACING PER "SHEARWALL SCHEDULE". 1 1 2 2. (N) HOLDOWN SIZE PER PLAN 3. (N) DOUBLE STUD PER PLAN. 3 EDGE NAIL REQUIRED INTO DOUBLE STUD FROM SILL PLATE TO TOP PLATE.' 4 ATTACH DOUBLE STUDS TOGETHER FULL HEIGHT WITH 2 ROWS 16d SINKERS @ 5-1 ROOF LIVE LOAD: 20 PSF SUBMITTAL SET the contractor's sole responsibility to take steps to control cracking at (FOR 4:12 PITCH) Truss design drawings shall be provided with the shipment of trusses delivered to the job site. SNOW LOAD: 40 PSF 5 7 (PER BLDG. DEPT.) 12" o.c. E P.T. SILL PER PLAN ( ) 2. WIND DESIGN DATA: all slabs to the satisfaction Gravel or sand base shown of the owner. is to provide structural base for slab BASIC WIND SPEED: 110 MPH (3 SECOND GUST) 9-2 9-3 Truss design drawings shall include, at a minimum, the information specified in CBC Section 2303.4.1.1. The truss design drawings shall bear the name and seal of a registered design professional. 9 9 g 9 P WIND EXPOSURE: B - - <'� Cn ENCLOSURE CLASSIFICATION: ENCLOSED BUILDING 5. (E) CONCRETE FOOTING (ASCE 7-10 SEC. 26.2) are included. If slab must be maintained in a dry condition then damp-proofingwith 2" sand over 10 mil visqueen over r 4 ea ravel q P 9 f Truss manufacturer shall submit drawings and calculations to all governing agencies f 9 or review a 9 9 9 and approval before fabrication. SEISMIC DESIGN DATA: 6. SIMPSON " ON RFB #5x16 W/10 SEISMIC IMPORTANCE FACTOR: 1.00 TABLE 1.5-2 ASCE 7-10 base is recommended. SITE CLASS: D (PER SOILS REPORT) LM 9-5 SPECTRAL RESPONSE COEFFICIENTS: SEE STRUCTURAL CALCULATIONS z ° (N) 16d @ 8" O.C. SEISMIC DESIGN CATEGORY: D Q EMBEDMENT OR ALL -THREAD 5-3 SEISMIC -FORCE -RESISTING SYSTEM: SEE STRUCTURAL CALCULATIONS thick and placed over '4" minimum of free draining aggregate base compacted to a minimum of 95% DESIGN BASE SHEAR: SEE STRUCTURAL CALCULATIONS .F. 00 a SEISMIC RESPONSE COEFFICIENT: SEE STRUCTURAL CALCULATIONS ° Q° (E) 2 X 4 TOP PLATE W M RESPONSE MODIFICATION FACTOR: SEE STRUCTURAL CALCULATIONS o c noted otherwise. herwise. v Z 9 SOIL DATA: Zo1Z o uNi ° T lu a s SOIL BEARING: 1,500 PSF PER CBC TABLE 1806.2 WNa •; n v�� 2 I W til a W W b o u SET -XP EPDXY BY SIMPSON. 5. O O Oo � �M=LU49 z Crack control jointing is designed by the builder, unless shown on foundation plan. The maximum spacing of joints shall not exceed V A. 0 U 0: (a LOLU u 4 Provide no less than (2) 2x studs under all 2 ply or greater girder truss supports or as noted on plans, whichever is greater. ��'�%\ t�0 PERMIT # INSTALL PER MFG. BUTTE COUNTY DEVELOPMENT SERVICES 10' in any direction. REVIEWED FOR 5/16" HARDIPANEL SIDING 9-7 CODE COMPLIANCE '� DATE -A-7/2" iT BY 1. (N) 21"0 SIMPSON TITEN HID SPACING PER "SHEARWALL SCHEDULE". 1 1 2 2. (N) HOLDOWN SIZE PER PLAN 3. (N) DOUBLE STUD PER PLAN. 3 EDGE NAIL REQUIRED INTO DOUBLE STUD FROM SILL PLATE TO TOP PLATE.' 4 ATTACH DOUBLE STUDS TOGETHER FULL HEIGHT WITH 2 ROWS 16d SINKERS @ 5-1 All slabs on grade shall be per the contractor. As such it is the contractor's sole responsibility to take steps to control cracking at 9-1 Truss design drawings shall be provided with the shipment of trusses delivered to the job site. z g 5 7 4. 12" o.c. E P.T. SILL PER PLAN ( ) 2. 5-2 all slabs to the satisfaction Gravel or sand base shown of the owner. is to provide structural base for slab only. No provisions for preventing groundwater infiltration of the slab 9-2 9-3 Truss design drawings shall include, at a minimum, the information specified in CBC Section 2303.4.1.1. The truss design drawings shall bear the name and seal of a registered design professional. 9 9 g 9 P - - <'� Cn 5. (E) CONCRETE FOOTING EXTERIOR FINISH PER PLAN are included. If slab must be maintained in a dry condition then damp-proofingwith 2" sand over 10 mil visqueen over r 4 ea ravel q P 9 9-4 Truss manufacturer shall submit drawings and calculations to all governing agencies f 9 or review a 9 9 9 and approval before fabrication. 6. SIMPSON " ON RFB #5x16 W/10 base is recommended. WITH UNDERLAYMENT PER 9-5 Truss calculations shall reflect FAU load where applicable. The builder and the truss mfg. are responsible for ensuring that the trusses z ° (N) 16d @ 8" O.C. Q EMBEDMENT OR ALL -THREAD 5-3 Slabs on grade shall be 4" thick and placed over '4" minimum of free draining aggregate base compacted to a minimum of 95% 2 are built to the proper dimensions. The builder is responsible for locating the FAU unit on trusses that are designed to support the 00 a ° Q° (E) 2 X 4 TOP PLATE EQUIVALENT. EPDXIED WITH relative compaction,load. unless noted otherwise. herwise. HEIGHT WITH 2 ROWS 16d 9 _ a SET -XP EPDXY BY SIMPSON. 5. 5-4 Crack control jointing is designed by the builder, unless shown on foundation plan. The maximum spacing of joints shall not exceed 9-6 Provide no less than (2) 2x studs under all 2 ply or greater girder truss supports or as noted on plans, whichever is greater. ��'�%\ SINKERS 12" o.c. @ 6 INSTALL PER MFG. RIM JOIST PER PLAN WITH 10' in any direction. 5/16" HARDIPANEL SIDING 9-7 All truss to truss connections are designed by the truss manufacturer and shall be specified on the truss layout plan. '� ° 2. a RECOMMENDATIONS. VENTING PER CODE. WITH 8d HOT DIPPED GALV. SPECIAL INSPECTION DURING INSTALLED PER MFG. 77T3 4. P.T. SILL PLATE (WITH 11 3 a ° INSTALLATION IS REQUIRED 3: SILL PLATE &FLOOR 1`„ i THICKNESS PER "SHEARWALL AND WILL BE PROVIDED BY REVISIONS 3 SHEATHING PER PLAN " �,\ SCHEDULE" WHERE OCCURS). STREAMLINE ENGINEERING. 4 6. (E) 2 X 4 P.T. SILL 4. '' i' `i PROVIDE 24 HR. NOTICE 5. ANCHOR BOLT AND WASHER 7. (N) 8d H. D. GALV @ 6" O.C. PRIOR TO INSTALLATION. E.N. PER PLAN. (VERIFY SPACING 5 EDGE 7. OPTIONAL SIMPSON CNW 4 5: 2X OR 3X P.T. SILL PER PLAN z WITH SHEAR WALL SCHEDULE 12 8. (E) CONCRETE STEMWALL COUPLER _z g RETRO -FIT HOLDOWN N.T.S. 1. POST OR DOUBLE STUD PER 1. WALL PER PLAN PLAN. EDGE NAIL REQUIRED 1 ("SHEARWALL" WHERE 1. (E) MANUFACTURED HOME 1 INTO POST OR DOUBLE STUD 8 OCCURS) 1 2. (N) 8d H.D. GALV. @ 4" O.C. FROM SILL PLATE TO TOP 2. EXTERIOR FINISH PER PLAN EDGE PLATE. ATTACH DOUBLE WITH UNDERLAYMENT PER 3. (N) 16d @ 8" O.C. STUDS TOGETHER FULL 2 "SHEARWALL" SCHEDULE 4. (E) 2 X 4 TOP PLATE 2 HEIGHT WITH 2 ROWS 16d 9 WHERE OCCURS. 2 5. (N) 3/8" CDX (OR EQUAL) OR EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. SINKERS 12" o.c. @ 3. RIM JOIST PER PLAN WITH 5/16" HARDIPANEL SIDING WRITTEN PERMISSION. T BE REPRODUCED WITHOUT 2. HOLDOWN SIZE PER PLAN VENTING PER CODE. WITH 8d HOT DIPPED GALV. INSTALLED PER MFG. 77T3 4. P.T. SILL PLATE (WITH 11 3 NAILS 4" O.C. EDGE 12" O.0 3: SILL PLATE &FLOOR 1`„ i THICKNESS PER "SHEARWALL FIELD. STALL PER MFG. REVISIONS 3 SHEATHING PER PLAN " SCHEDULE" WHERE OCCURS). 4 6. (E) 2 X 4 P.T. SILL 4. RIM JOIST PER PLAN W/ SOLID i' `i 5. ANCHOR BOLT AND WASHER 7. (N) 8d H. D. GALV @ 6" O.C. BLOCKING @ HOLDOWN E.N. PER PLAN. (VERIFY SPACING 5 EDGE g 4 5: 2X OR 3X P.T. SILL PER PLAN z WITH SHEAR WALL SCHEDULE 12 8. (E) CONCRETE STEMWALL �`� 6. CONCRETE FOOTING PER 5 WHERE OCCURS). 6 9. (E) UNDISTURBED SOIL PLAN °a 6. UNDISTURBED SOIL WITH 8" 10. (E) #4 TOP AND BOTTOM - ______ _^___-_- _ -- _T-__-__ 5 7. INSTALL SSTB w/ ARROW ON oo a 6 MINIMUM CLEARANCE TO ALL 7 11. (E) 2 X 4 PONY WALL WITH TOP OF BOLT POINTING IN WOOD FRAMING. STUDS @ 16" O.C. ° THE DIRECTION REQUIRED B a 7. #4 TOP & BOTTOM 6" ' 12. (E) ANCHOR BOLT AND DESIGN: ° 6 SIMPSON STRONG -TIE. Le - r a� ill s _, I I- __. ., CONTINUOUS WITH 20 MIN. a 8 WASHER JP a ----------------------- °---- --- AND do PER MFG, "CNW" � z i- -I I ISI i- LAP AT CORNERS __ __.I�� °-� CHECKED: JMR 8. OPTIONAL SIMPSON 8. JOIST AND SHEATHING PER T 1= �= 9 a 7 COUPLER CO a ° 7 PLAN (JOIST MAY BE PERP. _ ° �_I DATE: 7/05/17 \ �j„�\ /� �� 9. ANCHOR BOLT SIZE AND OR PARALLEL TO WALL) - J Cl) U SPACING PER "SHEARWALL" a 9. INSTALL FULL DEPTH ° SCALE. SHOWN SCHEDULE. BLOCKING @ 4' O.C. WHEN UJOIST ARE PARALLEL TO JOB N0. 2669 WALL ih 12., S II -QT NQ 1 N S T E M WA L L N.T.S. 4 FOOTING SECTION N.T.S.(E)Sm 3PERIMETER FOOTING N.T.S. 2 . I, 1. (E) MANUFACTURED HOME ROOF ASSEMBLY TO REMAIN UNDISTURBED 2. (N) HEADER PER PLAN 3. (N) WALL ASSEMBLY PER PLAN 4. (E) MFG. HOME FLOOR ASSEMBLY TO REMAIN 5. (E) FOOTING TO REMAIN 7 6. (N) WALL SHEATHING PER PLAN w/ E.N. = EDGE NAILING PER "SHEARWALL SCHEDULE" 7. (N) ROOF SHEATHING PER E.N. E. N. PLAN ------------ ----- 8. (N) TRUSS PER PLAN -------- I1^I , -----------------(fig EHA E. N.N. 9. (N) FINISH PER PLAN I 10. (N) FLOOR FRAMING PER PLAN $ 11. (N) LS70 @ 16" O.C. I I 12. (N) ANCHOR BOLT AND g WASHER PER PLAN I I 13. (N) FOOTING PER PLAN ISI 7� 14. UNDISTURBED SOIL VAI -J1------- N __---------- E. N. E. N. 9 6 2 3 6 10 4 E.N. ---------------------- ---- E. N . ---------------------- E. N. 6 z E.N. 1E.N. LuQ711 J U a a 12 5 : a ° 6„ 13 1. '-"0 SIMPSON TITEN HD °a 1. TOP & BOTTOM RAILS SHALL 1. ALL HANDRAILS AND z � GUARDRAILS SHALL BE SPACING PER .SHEARWALL 14 HAVE ENOUGH STRUCTURAL a ° a STRENGTH TO SUPPORTA BUILT TO RESIST A LOAD OF SCHEDULE". STR 250 EN OUTWARD POINT 200 LBS APPLIED IN ANY 1 1 2 2. HOLDOWN SIZE PER PLAN co1 LOAD MIN. DIRECTION AT ANY POINT 3. POST OR DOUBLE STUD PER r ON THE HANDRAIL TO PLAN. EDGE NAIL REQUIRED ° Q a 2. GUARDRAIL SIZE, TYPE, AND 3 FINISH APPROVED BY OWNER PRODUCE THE MAXIMUM INTO POST OR DOUBLE STUD 1 LOAD. 3. GUARDRAILS REQUIRE FROM SILL PLATE TO TOP . _ 12" VERTICALS SPACED TO CANNOT PASS THROUGH AT U PREVENT PASSAGE OFA 4 2. SPACED SO THAT A 4" 0 4 PLATE. ATTACH DOUBLE STUDS TOGETHER FULL ih2 SPHERE. ANY LOCATION HEIGHT WITH 2 ROWS 16d Z 4. DECKING PER PLAN 3. TREADS SHALL HAVE z X 5 SINKERS @ 12" o.c. [\-a 4. P.T. SILL PER PLAN N - 5. RIM JOIST PER PLAN = SMOOTH, ROUNDED OR g g 7 �r CHAMFERED EXPOSED 5. EXISTING CONCRETE 3 6. POST PER GUARDRAIL - w `' 'r' CONNECTION DETAIL ON THIS M = EDGES AT LOWER FRONT FOOTING SIMPSON RFB #5x16 W/10" SHEET EDGE : z a a 6 EMBEDMENT OR ALL THREAD M 4. 5'l ENCLOSED RISERS co - a 2 Q 5. 11 MINI ° a EQUIVALENT. EPDXIED WITH _ 11" MI TREAD % 6 ET22 OR SET -XP EPDXY BY 6. RISER ,, a a SIMPSON. INSTALL PER MFG. o a RECOMMENDATIONS. \\\ NOTE: ° SPECIAL INSPECTION DURING 4 4 ALL HANDRAILS SHALL ° INSTALLATION IS REQUIRED 5 3 HAVE A 1-1/4" TO 1-1/2" 00% o\��,''�AND WILL BE PROVIDED BY 5 GRIPPABLE CROSS STREAMLINE ENGINEERING. 6 SECTION AREA PROVIDE 24 HR. NOTICE PRIOR TO INSTALLATION. 6 7. OPTIONAL SIMPSON CNW COUPLER NEW TO E WALL SECTION N.T.S. 9 GUARDRAIL. PROFILE N.T.S. 8 STAIR PROFILE N.T.S. 7 RETRO-FIT..HOLDOWN N.T.S. 6 1. 8d @ 6" o.c. 1. TOP PLATES PER PLAN STRAP AND NAILING PER 2. ROOF SHEATHING PER PLAN 1. ROOF FRAMING PER PLAN 2. STUD PER PLAN SCHEDULE MIN. LAP = GREATER OF 4'-0" - 1 3. 2 X 6 OUTLOOKER @ 4' O.C. 2. CLIP BLOCK TO TOP PLATE 3. CS -16 STRAP INTO HEADER OR LENGTH OF STRAP MAXIMUM PER "SHEARWALL SCHEDULE' AND FULL DEPTH BLOCKING 2 4. ROOF FRAMING PER PLAN 5 3. INTERIOR FINISH PER PLAN AS SHOWN WITH 8ds @ 4" * * * + * * + + + + + + 5. EDGE NAIL PER "SHEAR WALL 4. WALL SHEATHING & EDGE LENGTH PER PLAN O.C. OVER FULL LENGTH OF + + + + + + + + SCHEDULE" NAILING PER "SHEARWALL + + + + + + + + + + + + 1 STRAP \--------------6. WALL PER PLAN 6 SCHEDULE" EQUAL EQUAL �(1 15. ROOF SHEATHING PER PLAN 4. 2 x BLOCKING w! DEPTH TO u 7. ANGLE CLIP PER "SHEARWALL NP R 7 R 4 SCHEDULE" TRUSS TO TOP 6. 8d @ 6" O.C. MATCH STUDS PLATE (2'-0.C. MAX. SPACING 3 7 2 7. EXTERIOR EAVE FRAMING & 5. HEADER PER PLAN 1 O ALL INTERSECTIONS IN PLATES SHALL BE CENTERED OVER A STUD. FINISH PER PLAN WHEN NOT LOCATED OVER 5 SHEARWALL) 8. 2x BLOCK CONTINUOUS WITH 1 p � p 4 $. EXTERIOR FINISH PER PLAN 3 VENT PER CODE 3 SPLICE @ STRAP PER SCHEDULE 7 9. INTERIOR FINISH PER PLAN 9. EDGE NAIL 2 WHERE OCCURS 8 10. EXTERIOR FINISH PER PLAN 10. WALL SHEATHING PER WHERE OCCURS N s 12-16d NAILS ON BOTH SIDES 4'-0°MIN. LAP "SHEARWALL SCHEDULE" 4 9 OF INTERSECTION U.O.N. 12-16ds BOTH 9 5 16d NAILS 16d NAILS SIDES 4 AT 16" O.C. 9 PERMIT AT 16 O.C. 6 10 BUTTE COUNTY DEVELOPMENT SERVICE REVIEWED FOR CODE COMPLIANCE ,, 8 DATE 49_0_17BY � PARTITION WALL 10 TYPICAL PLATE SPLICE AT WALL INTERSECTION N.T.S. TGABLE N.T.S. 2 SHEAR TRANSFER AT EAVE N.T.S.STRAP OVER OPENINGS N.T.S. 4TOP PLATE SPLICE DETAIL 3 SHEAR TRANSFER A - -- O p� 17-71, O � 0 CC 0 v LL Co 0 0) tn day � •�, O�RR V00 V' C V EXCLUSIVE PROPERTY OF STREAMLINE ENGINEERING. THIS SHEET SHALL NOT BE REPRODUCED WITHOUT WRITTEN PERMISSION. REVISIONS DESIGN: JP CHECKED: JMR DATE: 7/05/17 SCALE: SHOWN 17-71,