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HomeMy WebLinkAbout018-440-054'N1ART IE LANDERMAN F i r ' t I' PERMIT DESIGNATION: B -BUILDING E -ELECTRICAL U -USE PERMIT HM -HOUSE MOVING " DEPARTMENT OF P -PLUMBING TV -RADIO -TV ANTENNA V -VARIANCE EP -ENCROACHMENT i BUILDING AND SAFETY T -TRAILER S/W-SIDEWALK NOTICE S -SIGN PERMIT D- DEMOLITION 600.1 ST INSPECTION RECORD BUILDING APPROVALS f W W D IL Z Z 2 w I- O Ox< 0 UOZ O 4 LL Z mw OLLF C N D 2 Q LL 0= h.l Z O= F'J ?� to � OF FN t o OF I Xw 4! W a W U 2� U m W i o<Ir LL Ut J W LL. Z 4 SIG. DATE SIG. DATE SIG. DATE SIG. DATE SIG. DATE SIG. DATE SIG. DATE SIG. DAVE SIG. DATE SIG. DATE SIG. DATE SIG. DATE PLUMBING APPROVALS PERMIT NUMBER, SIG. DATE SIG. DATE SIG. DATE SIG. DATE SIG. DATE ROUGH -IN GAS PRESSURE TEST WATER PIPING SEWER LINE APPLIANCES & VENTS FINAL ELECTRICAL APPROVALS PERMIT NUMBERS SIG. DATE SIG. DATE SIG. DATE SIG. DATE SIG. DATE ROUGH -IN FIXTURES & APPLIANCES METERS FINAL MISCELLANEOUS APPROVALS PERMIT NUMBERS A DESIGNATION SIG. DATE SIG. DATE SIG. DATE SIG. DATE SIG. DATE 17 �- S S �- 30 f3 W. geo T� G iz • -,,;'-may ^ ^ PERMIT NO. 4921-74B P 4 a E ° M I { MH UTIL. ',PERMIT NO. I f PERMIT EXPIRES QWNER- Richard Ramsey CON TR. 'LOCATION (A.P. '4'6-55-54 ) s/s .stilson Canyon Rd, just past 2nd-- ',cattle guard, Chico { i a t Y r Temp. Power Pole u Called PG&E Temp. Elec. Serv. Called PG&E Temp. Gas Serv. Called PG&E JOB (^ r3 r FINALED v (Signature) COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION RECORD BUILDING I BUILDING (Cont'd) . PLUMBING Bond Bea Framing Scratch DATE REMARKS OR CORRECTIONS 1'7 7 6 �- - 0,/ AG Receipt"No. G�7V6 ' WHite-D.P.W. — Yellow -Assessor --Pink-Inspector Goldenrod-Applicon r�-- ate; 9�Z� t uilding permit expires Date-....,...; ... /.z,­.7.,J.- 7.,�.., .. k COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS BUILDING INSPECTION RECORD BUILDING BUILDING (Cont'd) %. PLUMBING Setback — - S- Firewall Soil Piping -/ Forms Parapets 1st Floor Main Bldg. s.. Restroom Finish 2nd Floor ' Footings /--' Windows - Z-24-1 3rd Floor Stemwall Siding - To out Slab Roof Sheathing _ Water Piping Piers Roofing Sewer Garage Fdn. Vents Fixtures Footings Garage Vents Water Htr. StemwaII Slab Prov. for physically handicapped Heaters Appliances Carport Footings Conformance of ex. structure Gas Piping & Test Temp. Gas Slab Final Sanitation Patio FIREP ACE Final Footings Footing ELECTRICAL Masonry Walls Throat Rough Reinf. Steel Final Fixtures Bond Beam FIRE SPBAKLERS Motors Framing Test Water Htr. Stucco Final Subpanels Mesh MECHANICAL Grd. Fault Prot. Scratch Heating Service Brown Cooling Temp. Pole Finish Ducts Underground Interior Lath Ventilation Permanent Door Closer Final Final DATE REMARKS OR CORRECTIONS 0-1 .j f 7 6, ���--7 COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WORKS 7 County Center Drive — OroviIle, �California 95965 Telephone: 934-4541 APPLICATION AND PERMIT authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. i X Date Signature of ermitee or Agent Receipt No. /941U,99 White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PU LIC WORKS B ate Uiiding permit expires Date........... �.... BUILDING Owner C_ 4y 4y "!;?,-2 �C/ SQ. FT. OCC. BUILDING VALUA ION Mailing Address c ie o T3vz s 'Firepl?,Pe Contractor eq coTotal Valuation Mailing Address Permit Fee Plan Checking Fee &/or Penalty Telephone No. Permit Fee $ $ L Building A/ddress ��C Q/1J S ,� PLUMBING No. @ FEE PERMIT FILING FEE $2.00 s o A./ RoYSZEach Trap 1.50 i/ Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 A. P. No. -� �' Zoning & Planning Gas piping system 1 - 5 outlets 1.50 Each additional outlet .30 F '. Sahr<on Fire Dept. Fire Zone Use Permit Building sewer 5.00 EQA Parking Plans I Parcel eclaration Parcel M 60' R/W Im rove ents P Lawn sprinkler system 2.00 Bldg. Plan's ec'd Parcelpproval Pla Approval Permit Fee $ $ NEW ADDITION E] UTILITIES ❑ OTHER ❑ ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 cf��L� 70 /Z /9 6 a✓ Main service incl. 1 meter Additional meters, each 1.00 Sub -panel (12 or less) (more than 12) Single Family ❑ Duplex ❑ Mobil Home Others ❑ Range, Cook -top or Oven 1.00 Water Heater or Space Heater 1.00 Light fixtures bIa io Receps., switches & fix outlets 2�2IS CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: J. r7av�.✓ L t -� Hood, Ex. Fan or F.A. Furn. Motor 1.00 Evap. cooler, gar. disp. or D.W. 1.00 Air conditioner or heat pump Water pump Mobil Home Facilities 5.00 Temp. Power Pole 5.00 -�� License No. � � Classification Misc. wiring ❑ I am exempt from the Contractors License Laws of the State of California. Permit Fee $ $ WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. 0 I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. ElI certify that in the performance of the work for which this permitis issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. MECHANICAL No. @ FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Hood 2.00 Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby TOTAL PERMIT FEE $ �� authorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. i X Date Signature of ermitee or Agent Receipt No. /941U,99 White-D.P.W. — Yellow -Assessor — Pink -Inspector — Goldenrod -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF PU LIC WORKS B ate Uiiding permit expires Date........... �.... G `• j4 I. I 1 COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WO KS ' 7 County Center Drive — Oroville, California 95965 Telephoner 533-120, Ext. 259 APPLICATION AND .PERMIT ,612 #4 —7c:;),, BUILDING Owner f��� ,��L� SQ. FT. OCC. BUILDING VALUATION Mailing Address U /67 � � 1 • .11jG( Fireplace !1 Contractor �(t—y L,PiL� Total Valuation Mailing Address ' r . Permit Fee Plan Checking Fee &/or Penalty Permit Fee $ $ Building Address- Building PLUMBING No.1 @ FEE PERMIT FILING FEE $2.00 ry/ _ /v / ��` ' r-11, Zff a_6!5 Each Trap 1.50 Repair drainage or vent piping 1.50 Water piping 1.50 Each gas water heater or vent 1.50 _ A. P. No. . C� ~.� � ZoningA Gas piping system 1 - 5 outlets 1.50 _ Each additional outlet /. .50 Fire Zone Fire Dept. C Sanitation Plannin Building sewer/lo-�C�; y�jy-.(Q 5.00 / Plans 1/ Fees �� W. C.� R/W Encroachment Lawn sprinkler system 2.00 NEW Q ADDI.T ON ,❑ OTHER ❑ Permit Fee $1(7 6 $ /0.. " ELECTRICAL No.1 @ FEE_. • PERMIT FILING FEE $3.00, ` Main service incl. 1 meter " r - Additional meters, each 1.00 SUb-panel (12 or less) (more than 12) USE OF STRUCTURE- Single Family ❑ 'Duplex ❑ Others 0 Range, dryer or water heater 1.00 0 l Oven, Cook -top or space heater 1.00 Light fixtures bal 2 t Receps., switches & fix outlets as .CONTRACTORS LICENSE LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name s style of: Hood, Ex. Fan or F.A. Furn. Motor • 1.00 - Evap. cooler, gar. di sp. or D.W. 1.00 Air conditioner or heat pump r. tr Water pump f%(�% � / , �%f+/��1'��r �•s Misc. wirin License No. Classification 0 I am exempt from the Contractors License Laws of the State of California. Permit Fee $ Gr` $ /o(r G' L MECHANICAL No. @ FEE WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured'against liability for Workmen's Compensation. ❑I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of California. PERMIT FILING FEE $3.00 Heating Cooling Ventilation Permit Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby frIatrumentaotionirpn a onion $0.07/$1000 Evaluation $ TOTALY PERMIT FEE $�(4, vC' autnorize representatives of the County of ttutte to enter upon the above-mentioned property for inspection purposes. X i 1l •t [ �Y1.�LJr/):+U� Date Signature of P.ermitee or Agent/��, Receipt No.e v D — White-D.P.W. — Pink -Inspector — Goldenrod -Assessor — Yellow -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF)PUBLIC WORKS By Y/'�� .Date / L z b __7 Z-- Building _Building Permit Expires Date 7- ' 'z o _7 COUNTY OF BUTTE — DEPARTMENT OF PUBLIC WOR �[ 7 County Center Drive — Oroville, California 95965 / Telephone: j533 -123J, Ext. 259 APPLICATION AND PERMIT autnorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. X Date :,na re ofc/-Pee�rmitee or Agent Receipt No. White-D.P.W. — Pink -Inspector — Goldenrod -Assessor — Yellow -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF -)PUBLIC WORKS By Date l L—: -o-7 L Building Permit Expires Date ' BUILDING Owner SQ. FT. OCC.J BUILDING VALUATION Mai I i ng Address _ Fireplace Contractor Total Valuation Mailing Address Permit Fee Plan Checking Fee&/or Penalty Permit Fee $ B ' ing Address ' PLUMBING No. @ FEE PERMIT FILING FEE $2.00 O e Each Trap 1.50 Repair drainage or vent piping 1.50 Water piping 1.50 Z �G l� �. Each gas water heater or vent 1.50 A. P. No. �— Zonin g A�� Gas piping system 1 - 5 outlets 1.50 Each additional outlet .50 Fire Zone Fire Dept. 3saaiz Wc- nning Building sewer 5.00 Plansk'-- Fees � W. C. R/W Encroachment Lawn sprinkler system 2.00 NEW AD 10 R ❑ Permit Fee $ ELECTRICAL No. @ FEE PERMIT FILING FEE $3.00 Main service incl. 1 meter Additional meters, each 1.00 USE OF STRUCTURE Single Family ❑ Duplex ❑ Others Sub -panel (12 or less) (more than 12) Range, dryer or water heater 1.00 Oven, Cook -top or space heater 1.00 Light fixtures bal fat 10 Receps., switches & fix outlets CONTRACTORS LICENSE, LAW I am licensed under the provisions of Chapter 9, Div. 3, of the State of California Business & Professions Code under the name style of: Hood, Ex. FanorF.A. Furn. Motor 1.00 Evap. cooler, gar. disp. or D.W. 1.00 Air conditioner or hAat pump Water pump Misc. wirin License No. Classification I am exempt from the Contractors License Laws of the State of Cal ifornia. Permit Fee ® $ � O O WORKMEN'S COMPENSATION INSURANCE 1 am aware of the provisions of Section3700 of the California Labor Code which requires every employer to be insured against liability for Workmen's Compensation. ❑I have placed on file with the County of Butte a certificate of Workmen's Compensation Insurance. I certify that in the performance of the work for which this permit is issued I shall not employ any person in any manner so as to become subject to the Workmen's Compensation Laws of Cal i forni a. MECHANICAL No. @ —FEE PERMIT FILING FEE $3.00 Heating Cooling Ventilation Fee $ $ I certify that I have read this application and state that the above information is correct. I agree to comply to all County Ordinances and State Laws relating to building construction, and hereby sSPermit Insr �mentati �t`� a om1On $0.07/$1000 Evaluation $ TOTAL PERMIT FEE 19 autnorize representatives of the County of Butte to enter upon the above-mentioned property for inspection purposes. X Date :,na re ofc/-Pee�rmitee or Agent Receipt No. White-D.P.W. — Pink -Inspector — Goldenrod -Assessor — Yellow -Applicant This permit is hereby issued under the applicable provisions of the Butte County Code and/or resolutions to do work indicated above for which fees have been paid. DIRECTOR OF -)PUBLIC WORKS By Date l L—: -o-7 L Building Permit Expires Date PERMIT NO: FORM NO J' Butte County Department of Development,Serv,ices RK —17`7�q DBP -1 PERMIT CENTER BIN NO: 7 County Center Drive, Oroville, CA .95965, :. Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY PRO_Pg ER.TY OWNER INFORMATION .,. Last ame First fie r 7 City , Mailing Address 0i/ rC Ci C / State Zip l / O Fax - Email t , Phone Fax Zip ffce KO. Email Cell td CONTRACTOR' Name If Q Maili A dress 7 City , State/ n Zipgn" ' `YFl � Phone_ ( Phone ' -TO pzy ��i�. Qo l7 Fax - Email t , Cell CA State License No. Zip ffce KO. Class ;, :' ARCHITECT/ENGINEER ' -�' Name If Q MaIIID Ad rr s r fLl ocif 6 Gl s t Ciryn C ! 60 State State Zip�no�� y/ Phone_ / D O Fax Email http:///gismaps.buttecouniv.net/flexviewer/bcdatasearch/index.htmlnet/flexviewer/bcdatasearch/index.html Cell CA State License No. Zip V ✓ APPLICANgTSIGN�4TURE, AND DATE Date: 7fV/ �! �..'� 6 Print Na *When filed, thi application and all supporting material become6ii4bject 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. CRAP cu Revised 7.20.2015 Page 1'nr, PRO JECT- LU;CA9TI;Q;Nisri Last Narre f to e t First Nam I VI, Mallin dd ess Ciry �J State Zipp / Phone Fax q sel Cell y - V ✓ APPLICANgTSIGN�4TURE, AND DATE Date: 7fV/ �! �..'� 6 Print Na *When filed, thi application and all supporting material become6ii4bject 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. CRAP cu Revised 7.20.2015 Page 1'nr, r' uDESGF21PT10NOR$CQPEO,FVUOF1C�° , f PRO JECT- LU;CA9TI;Q;Nisri APN 1712 Property A(d�ddrress f If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance City location must of be in the city limits of Chico. Gridley, Oroville or Paradise, L Is this a Manufactured/Mobile Home (circle one) Yes / Name Mailing Address [ http:///gismaps.buttecouniv.net/flexviewer/bcdatasearch/index.htmlnet/flexviewer/bcdatasearch/index.html r' uDESGF21PT10NOR$CQPEO,FVUOF1C�° , f WORi(ENSLC _MP.ENSATIOTd Policy Number 1712 Carrier 57, � If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance http://www.hcd.ca.gov/codes/mhp/HCD Phone: (916) 255-2501 x �i"LENQINGAGENC_Y Is this a Manufactured/Mobile Home (circle one) Yes / Name Mailing Address cityState no_n�-contr �ctedRyplusRmaterials%charge Zip r' uDESGF21PT10NOR$CQPEO,FVUOF1C�° , f y Mobile Home permits (other than installation, foundation, utilities & non-attached 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 a Manufactured/Mobile Home (circle one) Yes / J6911 ANATION (Enterva e of labor !nc%utling . , $ / no_n�-contr �ctedRyplusRmaterials%charge Living Area: Of Garage: 1 y l noh� Open Area: Covered Area: TOTAL SO: (1 Structure Built without permits rJ Proposed Change of Occupancy/Use -Note previous/current use below: NAP ELOICE SE ONLrY �,� (Zoning: 1%LLAK,, Flood Zone: SRA: YES NO 11 NPDES YES NO ❑ jCode Ent: YES U NO ❑ Legal Lot: i YES ❑ NO ❑ Occupancy Type Construction I IPer 't^Tech: Date: If H C'CO LKr`, , LITTLE E) POWER LINE,-,' 1 (E) SHOP , 1 \ 1 � ' 1 1 1 (E) LEACH FIELD ` 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 11 WADDLE EXISTING WELL 0 S1�LSO 33 N GANY O 1 1 1 1 1 1 1 ROCK CLEANOF 1 1 1 � 1 Al 1 1 � 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 \ 1 1 1 1 1 1 1 1 1 1 1 \I 1 1 v 1. 2. 4. 5. 6. 7. 8. O 00 N 9. 10. 11. 12. 13. 14. 15. 16. 17. 18. 19. EROSION CONTROL PLAN No soil disturbance shall occur prior to obtaining a building permit. Person responsible for erosion control phone (see project team on sheet T-1 owner or builder contact information). Erosion measures shall be in place between October 15th and April 15th, or when rain is forecasted. Soil tracked off site into streets shall be cleaned up at end of each work day. Inactive soil stockpiles shall be covered. Active stockpiles shall be covered prior to forecasted rain event. The erosion control plan shall be re-evaulted & adjusted accordingly as the site changes & after rain events. Erosion control measures shall be maintained. 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. Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over construction grade fabric. Wattles installed properly behind curb or sidewalks. Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site. Internal filters placed inside each drain inlet. Trash bars across the back of all drains. 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). Stabilize all slopes where erosion could occur & cause silt run off. (Straw, visqueen or erosion blankets may be used for this application). All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks and storm drain Inlet. Portable chemical toilets if provided on the site must be kept off of street & sidewalks & at least 50' from the nearest storm drain inlet. 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. 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). SCALE: 1"=40' AP# 018-440-054 PERMIT BUTTE COUNTY _-----ffUTTE COUNTY DEVELOPMENT SERVICES OCT U 3 2016 REVIEWED FOR (� CODE COMPLIANCE DEVELOPMENT SERVICES BY C 11 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director ©P A+ © 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds - -- Oroville, California 95965 F: 530.538.7785 DEVEIOYMENTSERVICES Building Permit Checklist Name: RAMOS BRIAN R ETAL Location: 330 STILSON CANYON RD, CHICO Assessor's Parcel Number: 018-440-054 Permit Number: B16-1797 1. 3 copies site plan 2. 3 sets building plans 3. 1 set energy calcs (if applicable) �4. 1 set truss calcs (if applicable) 5. 1 set structural calcs (if applicable) _ X 6. Intake Packet a. signed permit application b. owner builder (if applicable) mac. notice to builders d. fee summary, e. fire handout f. NPDES form g. data sheet >e h. PW Notification for 26-12 i. Hazardous Material Form (commercial) ' �j. Accessibility Worksheet (commercial) k. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. �' Date: I Completed by. 61 Department of Development Services 0DEVOLOP;161T '`'`�Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 S4MIM Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment BLESS THAN I ACRE] Reference Number: B16-1797 Date: 8/16/2016 Location: 330 STILSON CANYON RD By: JMD Parcel Number: 018-440-054 Sub Type: SFD-CUSTOM/MODEL Owner Name: RAMOS BRIAN R ETAL Phone: Description: REPL SFD (1421) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require.a Construction Storm Water Permit from the State of California Regional Water Quality Board. Signed /� Date 8/16/2016 Title '] Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: - Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void'if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at httn://municil2alcodes.lexisnexis.com/codesibutteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B16-1797 Parcel Number: 018-440-054 Location: 330 STILSON CANYON RD, CHICO Owner Name: RAMOS BRIAN R ETAL Description: REPL SFD (� Signature of Applicant: Date: 8/16/2016 Phone: Date: 8/16/2016 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 4 0 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES Ir RAMOS BRIAN R ETAL RE: 018-440-054 Permit No: B16-1797 To meet the requirements of Butte County Code Section 26-12 (available on line at http://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http://www:buttecounty.net/puublicworks/divisions/landdevelopment/impstd.html ) with a minimum plan checking deposit of $690.40. Important Note: If improvements in compliance with County Code Section 26 12 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit.. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. I have read and understar)i the above requirements: Signature: Date: 8/16/2016 Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B16-1797 Date: 8/16/2016 Location: 330 STILSON CANYON RD By: JMD Parcel Number: 018-440-054 Sub Type: SFD-CUSTOM/MODEL Owner Name: RAMOS BRIAN R ETAL Phone: Description: 330 STILSON CANYON RD To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal to Butte County Development Services Building Division To request an inspection call. 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. I have read and understand the above pre inspection requirements. Signature: Date: 8/16/2016 ft Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B16-1797 Owner's Name: RAMOS BRIAN R ETAL Assessor's Parcel Number: 018-440-054 Date of Application: 8/16/2016 Square Footage Verification No Change: NOTES: Verified By: V) Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: At Application: Change To: Living Area 1421 Garage Area 0 Covered Area 512 Open Area 0 Other U No Change: NOTES: Verified By: V) Date: (Plan Check Signature) Confirmed TRAKiT Updated by: Date: U.S. DEPARTMENT OF HOMELAND SECURITY . OMB No. 1660-0008 Federal Emergency Management Agency Expiration Date: November 30, 2018 National Flood Insurance Program ELEVATION CERTIFICATE Important:.Follow.the instructions on pages 1-9. Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. SECTION A —PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number. Brian Ramos A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O: Route and - Company NAIC Number. Box No. 330 Stilson Canyon Road City State ZIP Code Chico California 95928 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential A5. Latitude/Longltuds: Lat. Long. Horizontal Datum: ❑ NAD 1927 ❑ NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. w AT Building Diagram Number 1B A8. For a building with a crawlspace or enclosure(s): U) w m pQ a) Square footage of crawlspace or enclosure(s). sq ft W b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade [" o OM c) Total net area of flood openings in A8.b sq in o w0 d) Engineered flood openings? ❑ Yes ❑ No z WillU A9. For a building with an attached garage: o O (J a) Square footage of attached garage sq ft UJ U b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade Q 0° c) Total net area of flood openings in A9.b sq in UJ °; b a d) Engineered flood openings? ❑ Yes ❑ No SECTION B — FLOOD- INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County'Name q . B3. State Butte County 060017 Butte California 84. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ Clone AO, use Base Revised Date Flood, Depth) 06007CO510 E 01/06/2011 01/06/2011 X 294.5 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 139: ❑ FIS -Profile ❑x FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 ❑x NAVD 1988 ❑ Other/Source: ` B12.' Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Pr6tl Area (PPA)? []'Yes Q No COUNTY s Designation Date: ❑ CBRS ❑ OPA SEP 0 8 2016 FEMA Form 086.0=33 (7/15) Replaces all previous editions. DEVELOPMENT Form Page 1 of 6 SERVICES 8/6-1797 vJ i ,'f ELEVATION CERTIFICATE OMB.No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 330 Stilson Canyon Road City State ZIP Code Company NAIC Number Chico `,. balifomia 95928 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings` ❑ Building Under Construction* ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1 V30, V (with BFE), AR, ARIA, ARAE, AR/Al—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: Butte County BM# 1237 Vertical Datum: NGVD 1929 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 (E NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 305.3 ❑x feet ❑ meters b) Top of the next higher floor ❑x feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) feet ❑ meters d) Attached garage (top of slab) ❑x feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building ❑x feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 303.0 feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 304.3 ❑x feet ❑ meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including ❑x feet ❑ meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the Information on this Certificate represents my best efforts to interpret the data available. I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes ❑ No ❑ Check here if attachments. Certifiers Name License Number Lauren J. McSwain 8754 p S 9 Title Professional Land Surveyor V L� m§ Ali Company Name Feeney Engineering & Surveying, Inc. N�54 �NQ 0 Address PMB 301, 238 W. East Avenue, Suite A FOFCA��FO ZIP Code City State Chico California 95926 Signat Date Telephone (530) 570-7174 Copy ages f this eva ion CkqifiSlite and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments .(Including type of equipment and location, per C2(e), if applicable) The benchmark vertical datum was converted from NGVD 1929 to NAVD 1988 by using the National Geodetic Website height conversion calculator. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 0 iw -k Residential Mandatory California Green Building BUTTE Code Measures Based on the 2013 California COUNTY Green Building Standards Code Checklist OCT .03 2016 Effective July 1, 2015 DEVELOPMENT' SERVICES �� � i=l<crM . VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATION METHOD Prerequisites and electives' Enforcin Installer or Third FEATURE OR MEASURE g Agency Designer party ❑ ❑ ❑ Mandatory Tier 1 Tier 2 All All All PLANNING AND DESIGN i �;i'+�t Site Dvelo p ment , I.�j"_�r� 4.106.2 A plan is developed and implemented to 4 ` manage storm water drainage during construction. 4.1063 Construction plans shall indicate how site �-� grading or a drainage system will manage all surface ❑x 5< <, P`� water flows to keep water from entering buildings. 4.106.4 Provide capability for electric vehicle charging in one- and two-family dwellings and in townhouses with attached private garages; and 3 percent of total © ❑ parkingspaces, as ified, for multifamily dwellin . ENERGY EFFICIENCY' "���',,,.. General. ,. , r�rt x�f ,��a, •, 4.201.1 Building meets or exceeds the requirements of the CaliforniaBuildingEnergy EfficiencyStandards3. ❑ ❑ WATER EFFICIENCY, !. SAND 6* ERVATIO fndooi ^ WaternUse, . ;4. 4303.1 Plumbing fixtures (water closets and urinals) and 0 ❑ ❑ fittings (faucets and showerheads) installed in residential buildings shall comply with the prescriptive requirements of Sections 4.303.1.1 through 4.303.1.4.4. 4303.2 Plumbing fixtures and fittings required in Section 0 ❑ ❑ ❑ 4.303.1 shall be installed in accordance with the California Plumbing Code, and shall meet the applicable referenced standards. Outdoor�Water*Useyf_ a,�.. �z .�•.,�', , - 4.304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be weather/p, ❑ ❑ or soil moisture -based. t � STS Enhanced Durability and Reduced Maintenance;. 4.406.1 Annular spaces around pipes, electric cables, ❑ ❑ conduits or other openings in 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 enforcing agency. ,Construction Waste Reduction, DlsposaiR and $ec Clio w'i�:c'�sa„s'.er+`.eF<r,c 4.408.1 Recycle and/or salvage for reuse a minimum of Ox ❑ ❑ 50 percent of the nonhazardous construction and demolition waste in accordance with one of the following: 1. Comply with a more stringent 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. nc� f rt �.'T��'.Si} ;� •'y [Bdilding Maintenan ce.and�O eration; j:k. � �� � i=l<crM . 0 0 ❑ 4.410.1 An operation and maintenance manual shall ❑ 4507.1 Reserved. be provided to the building occupant or owner. JjJ ❑ tEN VIRONMENTAL`.QUALITXs ❑ Ftre laces ?Ti£q:. KK. '. _'� 4.507.2. is selected using the following methods: 4.503.1 Any installed gas fireplace shall be adirect-vent ❑ El sealed -combustion type. Any installed woodstove or ❑ ❑ pellet stove shall comply with US EPA Phase II emission �x flooring shall comply with specified VOC criteria limits where applicable. Woodstoves, pellet stoves and fire laces shall also com 1 with applicable local ANSUACCA 2 Manual ]-2004 or equivalent. P Ilkta LCont�o- 4.504.1 Duct openings and other related air distribution x component openings shall be covered during and hardwood plywood used in interior finish systems shall comply with low formaldehyde emission standards. 4504.2.1 Adhesives, sealants and caulks shall be ❑ compliant with VOC and other toxic compound ❑ 4.504.2.2 Paints, stains and other coatings shall be compliant with VOC limits. 4504.2.3 Aerosol paints and coatings shall be compliant 4505.2 Vapor retarder and capillary break is installed at with product weighted MIR limits for ROC and other toxic compounds. ❑ ❑ 4.504.2.4 Documentation shall be provided to verify ANSUACCA 3 Manual that rmmnlinnt V(1(: limit finish matrriale have haPn X 0 0 ❑ © ❑ 4507.1 Reserved. ❑ JjJ ❑ with VOC limits. ❑ ❑ 4.507.2. is selected using the following methods: ❑ ❑ El ❑ ❑ ❑ 1. Establish heat loss and heat gain values accordingto 4.504.3 Carpet and carpet systems shall be compliant © 4507.1 Reserved. ❑ ❑ with VOC limits. 4.507.2. is selected using the following methods: © 4504.4 80 percent of floor area receiving resilient El ❑ 1. Establish heat loss and heat gain values accordingto flooring shall comply with specified VOC criteria ANSUACCA 2 Manual ]-2004 or equivalent. 4.504.5 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems shall comply with low formaldehyde emission standards. ❑ Ip ❑ Manual D-2009 or equivalent. Y'a'Awl Y-.Vz"±r�i'IrcT? Jntenor Moisture Control 4505.2 Vapor retarder and capillary break is installed at © ❑ ❑ slab -on -grade foundations. ANSUACCA 3 Manual 4505.3 Moisture content of building materials used in ® .�S}-2004.�ourequivalent. Installer,and S ecial;Ips ector Qualifications ❑ `� ❑ wall and floor framin is checked before enclosure. ❑ JN �`t�r.yAs�. tIndoor.Air,Quahty;and,Exhaust _" ,;k Environmental Comfort v� 1&111u 4507.1 Reserved. 4.507.2. is selected using the following methods: © ❑ ❑ 1. Establish heat loss and heat gain values accordingto ANSUACCA 2 Manual ]-2004 or equivalent. 2. Size duct systems according to ANSI/ACCA 1 Manual D-2009 or equivalent. 3. Select heating and cooling equipment according to ANSUACCA 3 Manual .�S}-2004.�ourequivalent. Installer,and S ecial;Ips ector Qualifications f -• r -t .x MI Qualtfications�� *�:I � 702.1 HVAC system installers are trained and certified in ❑ ❑ the roper installation of HVAC systems. 702.2 Special inspectors employed by the enforcing agency must be qualified and able to demonstrate Q ❑ ❑ ❑ competence in the discipline they are ins ecting. 703.1 Verification of compliance with this code may include construction documents, plans, specifications builder or installer certification, inspection reports, or Qx BGG ❑ O other methods acceptable to the enforcing agency which show substantial conformance. Y • r i • 1045 Twin View Blvd. Redding, CA 96003 (530) 244-6335 (530) 244-1890 fax ` TRUSS ENGINEERING PACKAGE •� ICC RESEARCH REPORT NO. ESR —1311 & ESR -1988 IN STRICT ACCORDANCE WITH U.B.C, I.B.C, I.R.C., C.B.C. ANSI NATIONAL STANDARDS, LATEST , REVISION 6 INSPECTED BY: ENGINEERED BY: NATIONAL INSPECTION ASSOCIATION, INC. NUTEK-USA INC. Quality Systems Management / National Testing . 250 KLUG CIR P.O. Box 3426 Corona, CA'92880 , Gillette, WY 82717-3426 (951) 245-9525 Office & Fax (307) 685-6331 , _ (951) 273-0040 fax . JOB NAME Ramos Residencely - JOB # 160558 t R - AUG 16 2016 LOCATION: Chico,,CA DEVELOPMENT • � .. SARVICES - ''. 'CUSTOMER: • Ramos, Brian Sonya PERMIT # • BUTTE COUNTY DEVE(IZOlkM NVICES REVIEWED FOR r - COIF C MF'LI/ A • Cf� DATE Z BYh-t- =x L�- �w� MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 160558 ramos residence The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Meeks Building Center. Pages or sheets covered by this seal: K2235563 thru K2235572 My license renewal date for the state of California is June 30, 2018. Lumber design values are in accordance with ANSUTPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. August 2,2016 Baxter, David IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job Truss Truss Type Qty Ply ramos residence Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 27 n/r 180 MT20 220/195 TCDL 10.0 K2235563 160556 Al Roof Special Supported Gable 1 1 WB 0.08 Horz(CT) 0.01 26 n/a n/a BCDL 10.0 Code IBC2015fTP12014 Matrix -S obReferenceo tional ••-•^••-•�••••- ••-��•••a o.V ru iryn cu N �o rvn�CR InaUJUIeJ, InG I ue Aug u[ I aa:Lu tido rage 1 I D:bW7_9EYvMk9vglVbh3WUByPWPh-k7LdPVSDSUgIIO_G4HgELbcUIZ8s_iJd3vO36tyrvr5 2-0 0 13-11111 21-7-0 35.2-0 37-2-0 2-0.0 13 -ID -11 7-8-5 13.7-0 240-0 Scale: 3/16'1' 3x6 = 7.00(12 15 16 17 .... �� �., „ .., ... -.. .1, v. oo ao ar - as - as s[ a, aU [tl to 3x8 = 711 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.02 27 n/r 180 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(CT) -0.04 27 n/r 180 NOTES - BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Horz(CT) 0.01 26 n/a n/a BCDL 10.0 Code IBC2015fTP12014 Matrix -S Wind(LL) 0.00 27 n/r 120 Weight: 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 35-2-0 (lb) - Max Harz 2=170(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 40, 41, 43, 44, 45, 46, 47, 48, 49, 39, 38, 35, 34, 33, 32, Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual buMng component. not 31, 30, 29, 26 Max Grav All reactions 250 lb or less at joint(s) 40, 41, 43, 44, 45, 46, 47, 48, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28 except 2=312(LC 1), 50=371 (LC 21), 26=267(LC 1) building design. Bracing indicated is to prevent buc,dng of Individual truss web and/or chord members only. Additional temporary and permanent bracing FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. MiT®k- - WEBS 3-50=264/135 NOTES - tabdcation, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPil dually Criteria, DSB-89 and SCSI Building Component 1) Unbalanced roof live loads have been considered for this design. 250 Klug Cirde 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=2ft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Comer(3) -2-0-0 to 1-6-3, Extedor(2) 1-6-3 to 21-7-0, Comer(3) 21-7-0 to 25.0.0 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. ' 8) This truss has been designed for a five load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �pF ESS/p Nq will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. OP Q� ERRIQ ! , 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 40, 41, 43, 44, h� B yC 45, 46, 47, 48, 49, 39, 38, 35, 34, 33, 32, 31, 30, 29, 26. r Q S 6332 mx EXP. 6/3012018 August 2,2016 ®WARNING - Vedly design paramefirs and READ NOTES ON 7H15 AND INCLUDED MTEK REFERENCE PAGE 11111-7473 rev. fe/Af4016 BEFORE USE -- - Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual buMng 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 buc,dng of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k- - Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the tabdcation, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPil dually Criteria, DSB-89 and SCSI Building Component 250 Klug Cirde Safety Information available ftom Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job SPACING- Truss Type CSI- Pty ramos residence I/defl TTruss ]Qty Plate Grip DOL 1.15 K2235564 160558 Roof Special 8 1 Lumber DOL 1.15 BC 0.40 Vert(CT) -0.25 11-12 >999 Job Reference (optional) Leeks lumber, redding 8.010 s Apr 20 20% MTek Industries, Inc. Tue Aug 02 10:35:212016 Page 1 ID:bW7_9EYvMk9v91Vbh3WUByPWPh-CBdtcrTrvno9wYZSe7BTup9a zPSj5QmlZloeJyrvr4 6-115 13.10.11 20.1-0 21-7-0 23-1-0 29-1$ 35-2-0 37-2-0 2 0 0 6-115 6-11-5 6-25 15-0 15-0 6 0 8 6-0.8 2-0.0 Scale: 3/16'1' 3x6 = 7.00 F12 4.4 6 4v4 J 3x6 = axa - 2x4 II 5x8 = 4x4 = 4x8 = 2x4 II 3x8 &1-12 1310.11 1&7-0 24-7-0 2915 35-2-0 8-1-12 5.8-15 4-8-5 6-0.0 45.8 6-p.g LOADING (psf) SPACING- 2-0-0 CSI- DEFL- in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.12 11-12 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.40 Vert(CT) -0.25 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code IBC2015ITP12014 Matrix -AS LUMBER - TOP CHORD 2X4 DF No.i&Btr G BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF No. 1&BtrG REACTIONS. (Ib/size) 2=351/0-3-8,15=1605/0-3-8,9=1247/0-3-8 Max Horz 2=170(LC 11) Max Uplift 2=107(LC 8), 15=97(LC 12), 9=143(1-C 12) PLATES GRIP MT20 220/195 Weight: 173 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=256/392, 3-4=171/687, 4-5=1445/209, 7-8=1478/202, 8-9=1850/175 BOT CHORD 2-15=325/245,14-15=-46/1351,13-14=-48/1349.12-13=0/1106, 11-12=56/1536, 9-11=56/1534 WEBS 3-15=-498/133, 4-15=1994/194, 5.13=0/330, 7-12=0/476, 5.7=12221309, 8-12---494/103 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=1IOmph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Extedor(2) -2-D-0 to 1-6-3, Interior(1) 1-6.3 to 21-7-0, Extedor(2) 21-7-0 to 25-1-3 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15 except (jt=lb) 2=107, 9=143. 7) This truss design requires that a minimum of 7/16° structural wood sheathing be applied directly to the top chord and IN gypsum sheetrock be applied directly to the bottom chord. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 Ib down and 11 Ib up at 20-1-0, and 75 Ib down and 11 Ib up at 23.1-0 on top chord. The design/selection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-4=60,4-6=60, 6-10=-60,16-19=20 0I 0 August 2,2016 ®WARNING - Verf& design parameters and READ NOTES ON THIS AND INCLUDED WEN REFERENCE PAGE 1104473 rev. 1110=015 BEFORE USE • Design valid for use only with MrekO connectors. This design 4 based only upon parameters shown, and Is for an individual bullding 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. Addtional temporary and permanent bracing MiTek- is ahvays 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/11411 Quality CAtedo, OS849 and BCSI Building Component 250 Klug Circle Safety Infonnallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply remos residence a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucKng of individual truss web and/or chord members only. Additional temporary and permanent bracing K2235564 160558 A2 Roof Special 8 1 250 Klug Clyde Safety Information available from Two Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Corona, CA 92880 ob Reference o tional rcwmy LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=75(F) 7=75(F) a.ul u s Apr zu Zu1b mi 1 ek Industries, Inc. I ue Aug 02 10:35:21 2015 Page 2 ID:bWt_9EYvMk9v9Nbh3WUByPWPh-CBV?crTrvno9wYZSe7BTup9a zPSjSQmlZlceJyrvr4 ®WARNING - Vedly design parameter and READ NOTES ON THIS AND INCWDED BiTEK REFEREWCE PAGE Agl•TQ3 rev. id/0.1Q015 BEFORE USE • Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bucKng of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent colopse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and two systems. see ANSI/TPII 9uaftiy Cdledo, DSB-89 and SCSI Building Component 250 Klug Clyde Safety Information available from Two Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Corona, CA 92880 Job Truss Truss Type Qty Ply remos residence _Plate Offsets fX.YI— (2:0-3-0.Edge). 18:0-0-13.0-0-10). (12:0-5-12.0-2-121 25-0-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for LOADING (psf) SPACING- 2-0-0 K2235565 160558 A3 Roof Special 6 1 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.12 10-11 >999 240 MT20 220/195 Job ce o tional meeks lumber, reading 8.010 s Apr 20 2016 MITek Industries, Inc. Tue Aug 02 10:35:22 2016 Page 1 ID:bW?_9EYvMk9v91Vbh3WUByP WPh-gOTNgBUTg5xOXiBfCiiiQOhkGNmVSWwvWDVAAIyrvr3 41-1273-10.11 21-7-0 28-2-12 3410.8 2-0-0 41-12 41-12 5.7-3 7$5 6-7-12 67-12 4x6 = 7 00 Scale: 3 V -V 12 5x8 = 3.00 12 3x6 zz- 4x4 = 8-1-12 8-3-8 1310-11 21-7-0 28-2-12 3410-8 8-1-12 O 12 5-73 r 7-8-5 6.7-12 6-7-12 _Plate Offsets fX.YI— (2:0-3-0.Edge). 18:0-0-13.0-0-10). (12:0-5-12.0-2-121 25-0-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for LOADING (psf) SPACING- 2-0-0 CSI. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.12 10-11 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 requires that a minimum of structural wood sheathing be applied directly to the top chord and gypsum Vert(CT) -0.44 10-11 >727 180 . 6332 BCLL 0.0 ' Rep Stress Ina YES WB 0.46 Horz(CT) 0.18 8 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 OF No. I&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2X4 DF No.1&Btr G REACTIONS. (Ib/size) 8=938/Mechanical, 2=63/0-3-8,12=190910-3-8 Max Horz 2=163(LC 11) Max Uplift 8=-64(LC 12), 2=117(LC 8),12=1 13(LC 12) Max Grav 8=938(LC 1), 2=133(LC 21), 12=1909(LC 1) FORCES. Ob) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=51/939,3-4=S4/1544,4-5=1103/120,5-6=1530/128,6-7=1516/138, 7-8=2326/198 BOT CHORD 2-12=874/80,11-12=1615/147, 10-11=-46/1142, 9-10=101/2000, 8-9=102/1995 WEBS 3-12--604f79,4-12-1261/155,4-11=158/2603, 5-11=857/148,5-1D=-64/264, 6-10=0/984, 7-10=752/171 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-5-14, Interior(1) 1-5-14 to 21-7-0, Extedor(2) 21-7-0 to 25-0-14 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. ROFESS/( 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (it --lb) 2=117,12=113.8) This truss design 7/16' 'h' requires that a minimum of structural wood sheathing be applied directly to the top chord and gypsum rr'� sheetrock be applied directly to the bottom chord.COW 6332 6130/2018 /* August 2,2016 �- ®WARNING - Vedy design parameter: and READ NOEM10M 7H/S AND INCLUDED MTEN REFERENCE PAGE 11111-7473 rev. 1001/S015 BEFORE USE. Design valid for use only with Wek® 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 wflh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, 056-89 and SCSI Building Component 250 Klug Cirde Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Corona, CA 02880 . It, Job Truss Truss Type Oty]Ply: 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 tnra web and/or chord members only. Additional temporary and permanent bracing Lramo K2235566 160558 A4Roof Special 6f asidcence Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ' • Corona, CA 92880 o 'onal oxo — .a.uu 1 3x6 8 1-12 838 13-10-11 21-7-0 284-8 352 0 8.1-12 0.1-12 5-7-0 7 8 6 6-9.8 6 9 8 �e Offsets (X.YF- f2:0-2-0.Edge]. [13:0.5-12.0.2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.12 11-12 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.44 11-12 >726 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.51 Horz_ (CT) . 0.19 8 n/a n/a - BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 154 Ib FT = 20% LUMBER- SPACING - 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=57/0-3-8,13=1922/0-3-8,18=1073/0-3-8 Max Horz • 2=170(LC 11) Max Uplift 2=122(LC 8),'13=91(LC 12), 8=138(LC 12) Max Grav 2=129(LC 21), 13=1922(LC 1), 8=1073(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 2-3=19/962, 3-4=38/1568, 45=1100/122, 5-6=1543/108, 6-7=1532/106, 7-8=2400/163 L ' BOT CHORD ' 2-13=896/82, 12-13=1640/140, 11-12=12/1138, 10.11=-48/2075, 8-10=-47/2073 ' WEBS 3-13=-605!78, 413=1269/144, 412=115/2623, 512=865/131, 5-11=56/278, 6.11=0/996, 7-11=816/170, 7-10=0/265 NOTES - 1) Unbalanced roof live loads have been considered for this design. + 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-6-3, Interior(l) 1-6-3 to 21-7-0, Exterior(2) 21-7-0 to 25-1-3 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ' capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (it --lb) 2=122,8=138. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and Yz gypsum sheetrock be applied directly to the bottom chord. - Atinii-ct 9 gniR ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE ARI -7473 rev. 10/0.1/5015 BEFORE USE. Design valid for use only with MTek® connectors This design a based only upon parameters shown, and b 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 tnra web and/or chord members only. Additional temporary and permanent bracing � WOW 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 tenses and truss systems, see ANSI/rPll Qua illy Cdtedo, DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ' • Corona, CA 92880 meeks lumber, redding 8.010 s Apr 20 2016 Mi Tek Industries, Inc. Tue Aug 02 10:35:23 2016 Page 1 ID:bW?_gEYvMk9vgiVbh3WUByPWPh-8a011XU5RP3s9sjdPDt¢EEv?m5nByJ3ltEjj(yrvr2 - -2-0.0 41-12 838 13-10-11 21-7-0 28-4-8 352-0 37-2-0 2-0.0 . 41-12 41-12 57.3 - - 7-86 6-9.8 6-9-8 2-0-0 • Scale = 1:64.8 -5x8 • T 7.00 12 - •. 6 oxo — .a.uu 1 3x6 8 1-12 838 13-10-11 21-7-0 284-8 352 0 8.1-12 0.1-12 5-7-0 7 8 6 6-9.8 6 9 8 �e Offsets (X.YF- f2:0-2-0.Edge]. [13:0.5-12.0.2-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.12 11-12 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(CT) -0.44 11-12 >726 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.51 Horz_ (CT) . 0.19 8 n/a n/a - BCDL 10.0 Code IBC2015/TP12014 Matrix -AS Weight: 154 Ib FT = 20% LUMBER- SPACING - 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=57/0-3-8,13=1922/0-3-8,18=1073/0-3-8 Max Horz • 2=170(LC 11) Max Uplift 2=122(LC 8),'13=91(LC 12), 8=138(LC 12) Max Grav 2=129(LC 21), 13=1922(LC 1), 8=1073(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 2-3=19/962, 3-4=38/1568, 45=1100/122, 5-6=1543/108, 6-7=1532/106, 7-8=2400/163 L ' BOT CHORD ' 2-13=896/82, 12-13=1640/140, 11-12=12/1138, 10.11=-48/2075, 8-10=-47/2073 ' WEBS 3-13=-605!78, 413=1269/144, 412=115/2623, 512=865/131, 5-11=56/278, 6.11=0/996, 7-11=816/170, 7-10=0/265 NOTES - 1) Unbalanced roof live loads have been considered for this design. + 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat 11; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-6-3, Interior(l) 1-6-3 to 21-7-0, Exterior(2) 21-7-0 to 25-1-3 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ' capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13 except (it --lb) 2=122,8=138. 8) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and Yz gypsum sheetrock be applied directly to the bottom chord. - Atinii-ct 9 gniR ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE ARI -7473 rev. 10/0.1/5015 BEFORE USE. Design valid for use only with MTek® connectors This design a based only upon parameters shown, and b 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 tnra web and/or chord members only. Additional temporary and permanent bracing � WOW 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 tenses and truss systems, see ANSI/rPll Qua illy Cdtedo, DSB-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. ' • Corona, CA 92880 _c^� •�•••�• • ���•••a 6.0 W s npr 20 20 16 mrn ex maussnes, ma rue Aug uz s 0:35:24 zu Ia rage l ID:bW)_gEYvMkM[Vbh3WUByP WPhcma7FtVjCiB]n011 J7kAVRn5rATAwStC_X_HFeyrvrl -2 0-0 41-12 833 1310.11 21-7-02g 4 B 352-0 37-z-0 ' 2-0-0 41-12 41-12 57-3 7-8.6 7-9.8 59-8 2.0.0 Scale = 1:64.8 - 5x8 II 700r12 6 is d �xv — 3x6 3.00112 _ = ' Job Truss _ Truss Type Qty t Py os residence z 352- 0 8-1-12 11-12 173 411-5 53.4 5-3-4 ' - Plate Offsets (X.Y)- 12:0-2-4.Edoel. r8:0 -3-3.D-1-81. H4:0-6.0.0.3.0] Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the K2235567 ' TIJ.b SPACING- 2-D-0 160558 A5 Roof Special 7 Plate Grip DOL 1.15 TC 0.42 Vert(LL) . -0.06 1417 >999, 240 MT20 220/195 TCDL 10.0' Lumber DOL 1.15 BC 0.21 Vert(CT) -0.17 1417 >591 180 Reference (optional) _c^� •�•••�• • ���•••a 6.0 W s npr 20 20 16 mrn ex maussnes, ma rue Aug uz s 0:35:24 zu Ia rage l ID:bW)_gEYvMkM[Vbh3WUByP WPhcma7FtVjCiB]n011 J7kAVRn5rATAwStC_X_HFeyrvrl -2 0-0 41-12 833 1310.11 21-7-02g 4 B 352-0 37-z-0 ' 2-0-0 41-12 41-12 57-3 7-8.6 7-9.8 59-8 2.0.0 Scale = 1:64.8 - 5x8 II 700r12 6 is d �xv — 3x6 3.00112 _ = ' 5x8 _ 3x13 = ... Design valid for use only with Wale& connectors. This design is based only upon parameters shown, and Is for an Individual building component, not ' ��• � - - &1-12 - 13-10.11 18-10.0 241.4 29-4-8 z 352- 0 8-1-12 11-12 173 411-5 53.4 5-3-4 Irl 17-12 Plate Offsets (X.Y)- 12:0-2-4.Edoel. r8:0 -3-3.D-1-81. H4:0-6.0.0.3.0] Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the :LOADING (pst) - SPACING- 2-D-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) . -0.06 1417 >999, 240 MT20 220/195 TCDL 10.0' Lumber DOL 1.15 BC 0.21 Vert(CT) -0.17 1417 >591 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.30 Horz(CT) 0.05 10 n/a n/a BCDL 10.0 Code IBC2015frP12014 Matrix -AS Weight: 161 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G - TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling direly applied. WEBS 2X4 OF No. 1&Btr G ' REACTIONS. All bearings 0-3-8. ` (lb) - Max Horz 2=170(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 14, 10 except 2=103(LC 8), 8=117(LC 21) Max Grav All reactions 250 lb or less at joint(s) 8 except 2=266(LC 21), 14=1366(LC 1), 10=1396(LC 1) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 4 TOP CHORD 2-3=9/277, 3-4=0f789, 45-910/116, 5.6=8651`75, 6.7=422/102, 7-8=9/632 .. BOT CHORD 13-14=826/111, 12-13=0/927, 11-12=0/458, 10.11=534/104, 8-10=-455/88 WEBS - 3-14--570[78,4-14=911/127,4-13=-66/1641, 5-13=526/90,5-12=284/1163, 6-12=0/527,6.11=-434/32,7-11=0/814,7-10=1155/138 , NOTES- ~ 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=l lomph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=5ft; CaL II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 1-6-3, Interior(1) 1-0-3 to 21-7-0, Exterior(2) 21-7-0 to 251-3 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 1 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 10 except (jt --lb) 2=103, 8=117. r �OFESS/0 Nq� 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord_ and W gypsum sheetrack be applied directly to the bottom chord. F: �Q O��R I(� 9y Fti C3 S 6332IF 6/30/2018 Auaust 2.2016 ®WARNING • VeNy design parameters and READ NOTES ON THIS AMD INCLUDED WEEK REFERENCE PAGE ADr-7473 rev,'12 M=015 BEFORE USE. Design valid for use only with Wale& 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 budding 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 properly damage. For general guidance regarding the _ - fobrlcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Qualify Criteria, OSS49 and BCS! Building Component 250 Klug Cirde s Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Carona, CA 92880 Job Truss Truss Type Qty Ply remos residence I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 K2235568 160558 A6 GABLE 1 1 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.13 5457 >767 Job Referen o tions ruccns wmucr, rcuumg U.ul u s Aprzu zulb mi I eK IngUsines, Inr. I ue Aug 02 10:35:26 2016 Pagel ID:bW?_9EYvMk9v9Mh3WUByP WPMZ9iufZXzkKRROJSQRYnebssSX_960Q5VRrTNJXyrvn -2-0-0 41-12 63-8 13-10.11 21-7-0 29-4-0 352-0 37-2-0 2-0 0 41-12 41-12 573 7-8-5 7-9-8 59-8 2-0 0 Scale = 1:67.0 3x6 = a1i 2 63 3x10 = 5x8 = 3.00 112 3x10 II 3x10 II 4x6 II 3x10 II 8 9 4 5 6 7 3Ft 54 53 52 51 50 49 48 5x8 = 7.00 12 16 17 18 15 19 14 20 13 5x8 12 10 11 43 41 44 40 45 3x6 = a7 46 3.00 12 39 38 37 21 3x6 I I 22 4x4 II 23 24 25 3x6 11 26 3x6 11 27 0 64 28 N 291 32 31 30 36 35 3433 6x8 = 5x8 = B-0 0 13-10-11 18-10-0 t 241.4 1 29-4-6 352-0 8-0-0 573 4115 53-4 ' 53-4 59-8 Plate Offsets (X Y)— [2:1-1-4 0-0.121 f2:1-1-4 0-1-6] [17.0-3-0 Edge] [25:0-5.8 Edge) (26:0-58 Edge] [27.0-5-8 Edge] [28:0-2 11 Edge] [33:0-3-8,L)-2-4] LOADING (psi) SPACING- 2-0-01 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.04 5457 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.13 5457 >767 180 BCLL 0.0 Rep Stress Inv YES WB 0.06 Horz(CT) 0.01 28 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -AS LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 216 Ib FT = 20% 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 OTHERS 2X4 DF No. 1&Btr G REACTIONS. All bearings 21-8.0 except (jt=length) 2=03.8, 28=0-3-8. (lb) - Max Horz 2=170(LC 11) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 51, 42, 33, 28, 41, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35 except 50=732(LC 21), 34=268(LC 18) Max Grav All reactions 250 Ib or less at joint(s) 42, 40, 41, 43, 44, 45, 46, 47, 48, 49, 50, 39, 38, 37, 36, 35 except 2=421(LC 21), 51=1155(LC 1), 33=601(LC 18), 28=346(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-51=572/53, 2433=295/49, 7-50=11/351 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=35ft; eave=5ft; Cat. II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) -2-00 to 1-6-3, Interior(1) 1-6.3 to 21-7-0, Exterior(2) 21-7-0 to 2500 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 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or Consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-40 oc. 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 tell by 2-00 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 51, 42, 33, 28, 41, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35 except (jt=1b) 50=732, 34=268. 10) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum I I sheetrock be applied directly to the bottom chord. QROFESS/ON RRIC( 00 �Fy� CO O o\ S633 M * A/ 2018 FOF CAI -W August 2,2016 ®WARN/NO • Verily design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE E01.7073rev. 1O0t/Y016 BEFORE USE. -- • Design valid for use only with MTekS connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and 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 MiT®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 trusssystems, see ANSI/rPl1 Quality Criteria, OSB -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 Ory 4-1-0 ' remos residence KQ-40.0-5-0] 177:0.4-0.0.5-01 - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall lFrity. K2235569 160558 61 Common Giller 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Safety Information available from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandra, VA 22314. _ TC 0.21 Jab Referee (optional) Weeks lumber, redding 8.010 s Apr 20 2016 MiTek Industries, Inc. -Tue Aug 02 10:35:27 Y% Page 1 ` ID:bW1_9EYvMk9v91Vbh3WUByPWPh•1LGGtvYcVdZIeTOc FIt740OPm7rMfgVCxszyrvr 3.612 6-1.8 9-2-4 123.0 R 3-0.12 i 3.0.12 3-0-12 3.0.12 a 4x6 II Scale = 1:23.7 r 3 ^ 7.00 12 - - HUS26 1 • - 4-1-0 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE A01-7473 mv. faCLIMS BEFORE USE. 4-1-0 4-1-0 ' Plate Offsets (X.Y)- [1:67-12.Edae). 175:0-1-12.Edgg], KQ-40.0-5-0] 177:0.4-0.0.5-01 - a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall - LOADING (psf) SPACING- 2-0.0 CSI.+ Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the DEFL. in (hoc) UdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Safety Information available from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandra, VA 22314. _ TC 0.21 Vert(LL) -0.04 6-7 >999 240 MT20 220/195 " TCDL ' _ 10.0 Lumber DOL 1.15 BC 0.60 - Vert(CT) -0.12 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.19 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MS Weight: 130 lb FT = 20% LUMBER- - BRACING - _ TOP CHORD ' 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X8 DF No.2 G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. + WEBS 2X4 DF No. t&Btr G REACTIONS (Ib/size) 1=3349/0-4-15 5=3109/0.4-15 ` Max Harz -1=70(LC 24) Max Uplift 1=269(LC 8), 5=2511 (LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD . 1-2=-4899/416,2-3=-4818/426,3-4=-4797/424,4-5=-4879/415 BOT CHORD 1-7-328/4236, 6-7=172/2708, 5-6=327/4219 WEBS • 3-6=213/2679, 3-7=215/2713 » NOTES- _ 1) 2 -ply truss to be connected together with 10d (0.131"k3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9-0 oc. ` Bottom chords connected as follows: 2x8 - 2 rows staggered at 0.5-0 oc. ,. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; B=4511; L=24ft; eave=oft; Cat II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed: end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 - 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 lb uplift at joint(s) except (j =Ib) 1=269,5=25i. - 9) Use Simpson Strong Tie HUS26 (14-1Od Girder, 4-1Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-10-4 from the left end to 10-10-4 to conned truss(es) to front face of bottom chord. - 10) Fill all nail holes where hanger is in contact with lumber. 'LOAD CASE(S) Standard r` 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 - Uniform Loads (plf) t Vert: 1-3=60, 3-5=60, 1-5=20 o ' S 6332 �� 1 P. /2018 rM August 2.2016 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE A01-7473 mv. faCLIMS BEFORE USE. - Design valid for use only with M7eM 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 buildingdesign. 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 properly damage. For general guidance regarding the - fabrication. storage, delivery, erection and bracing of tenses and truss systems, see ANSI/TPII Quality CrItedo. DSB-89 and BCSI Building Component 250 Klug Circe Safety Information available from Truss Plate Institute, 218 N. Lee Sheet Suite 312 Alexandra, VA 22314. _ Corona, CA 92880 Job Truss Truss Type City Ply remos residence 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 bucdng of individual truss web and/or chord members only. Additional temporary and permanent bracing K2235569 160558 B1 Common Girder 1 250 Klug Cirde Safety Irdormatlon avallable tram Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Camna, CA 92880 b Reference footional) meeKs lumber, reaaing 8.010 s Apr 20 2016 MTek Industries, Inc. Tue Aug 02 10:35:27 2016 Page 2 ID:bW7_9EYVMk9v9Nbh3WUByPWPh-1LGGtvYcVdZieTOc FIt74OfTOPm7rMfgVCxszyrvr LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=918(F) 12=922(F) 13=918(F) 14=918(F) 15=918(F) 16=918(F) ®WARNING - Ved& design pammeters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AM -7473 rev. laW,20IS BEFORE USE. • Design valid for use only with MnTeM connectors. This design B 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 bucdng 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 ANSVIPII GuaMy CrRMo, DSB-89 and SCSI Building Component 250 Klug Cirde Safety Irdormatlon avallable tram Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Camna, CA 92880 Job Truss Truss Type Qty Ply ramos residence Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10, 9 except 15=1154(LC 21),'8=1155(LC 22), • LOADING (psi) SPACING- 2-D_0 CSI. ' K2235570 160558 62 Common Structural Gable 1 1 TC 0.26 Vert(LL) -0.00 14 >999 240 MT20 220/195 ' TCDL 10.0 Lumber DOL 1.15 Job Reference o tional mcaw ru"n ', --nu u - a.UIU 5 Apr zu zuio mi I eK mausmes, Inc. I ue Aug uz iu:35:za zuib rage 1 I D:b W9_9EYvMk9vgNbh3 W USyP WPh-VXge4FYEGxh9FdbpYzp6gHxpKngVsK2ovgyU NPyrvgz -2.0-0 5-10-0 9-7-12 11� 0 138 0 2.0.0 5-10-0 3-9-12 2' Scale = 1:27.4 '4X4 = 4 , 510-0 9-7_12 9,9,8 1148-0 , dace tmseis I&y F- lz:u-'hy.tagel. 12.0-3-a.tagel, loco -2-0 tdge) (5:0-0-0 D•0-0) 16.13-1-9 Edge] 16:0-3-8Edgel Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10, 9 except 15=1154(LC 21),'8=1155(LC 22), • LOADING (psi) SPACING- 2-D_0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 WEBS 3-15=335/199, 5-8=335/199 TC 0.26 Vert(LL) -0.00 14 >999 240 MT20 220/195 ' TCDL 10.0 Lumber DOL 1.15 _ Corona, CA 92880 - BC 0.31 Vert(CT) -0.00 14 >999 180 >, BCLL 0.0 ' Rep Stress Ina YES 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry WB 0.03 Horz(CT) -0.01 8 n/a n/a 4) All plates are 2x4 MT20 unless otherwise indicated. BCDL 10.0 Code IBC20151TPI2014 Matrix -AS 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 tail by 2-0.0 wide Weight: 64 Ib FT = 20% LUMBER-,. BRACING CO TOP CHORD 2X4 DF No.1&Btr G w 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 OTHERS 2X4 DF No.1&Btr G REACTIONS. All bearings 7-11-0. (lb) - Max Horz 15=93(LC 11) Max Uplift . All uplift 100 Ib or less at joint(s) except 14=-672(LC 21), 9=673(LC 22), 15=411(LC 12), Design valid for use only with MgeW connectors. This design is based only upon parameters shown, and B for an individual building component. not 8=277(LC 12) Max Grav All reactions 250 lb or less at joint(s) 12, 13, 14, 11, 10, 9 except 15=1154(LC 21),'8=1155(LC 22), a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 8=1075(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.. _ building design. Bracing Indicated Is to prevent buclding of individual truss web and/or chord members only. Additional temporary and permanent bracing BOT CHORD 2-15=552/351, 14-15=552/346, 1314=552/346, 12-13=552/346, 11-12=552/346, MiT®k� 10-11=552/346, 9-10=552/346, 8•9=552/346, 6-8=552/346 w 4 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WEBS 3-15=335/199, 5-8=335/199 NOTES- , 1) Unbalanced roof live loads have been considered for this design. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312 Alexandria, VA 22314. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat _ Corona, CA 92880 - II; Exp C; enclosed; MWFRS (directional) and GC Exterior(2) -2-0-0 to 1-0-8, Intedor(1) 1-0-8 to &10-0. Exterior(2) 5-10-0 to B-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;GC for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-40 oc. 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 tail 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. CO 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 672 Ib uplift at joint 14, 673 lb uplift at w joint 9, 411 Ib uplift at joint 15 and 277 Ib uplift at joint 8. a 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. t(OFESS/- r ERRIQ 9glF2 S 6332 m R 6 012018 OFCALW Auqust 2,2016 ,&WARNING - Vertry design pammetm and READ NOTES ON THIS AND INCLUDED WMK REFERENCE PAGE 11111. 7473 rev. I&W/2015 BEFORE USE • Design valid for use only with MgeW connectors. This design is based only upon parameters shown, and B 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 buclding of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� 4 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/n,11 Quafy Cdfeda, OSB -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 ramos residence • 160558 V1 Valley r 1 K2235571 _ 1 - b Reference o 'o I ' 4r meeks lumber, redding 8.010 s Apr 20 2016 MTek Industries, Inc. Tue Aug 02 10:35:28 2016 Page 1 ` I D:bWt_9EYvMkgvglVbh3 WUByP W Ph-VXge4FYE Gxh9FdbpYzp6gHxsgnuN sKHov9yUN Pyrvqz • • • 3.8-11 75-6 - Scale = 1:15.5 ' ' - 4x4 - • - • 7.00 12 - - - - 3 Li- r 4. 2x4 5- - - 2x4 II - 2x4 1- 0 4r7 75-6 0•+'Y7 � s 7-415 LOADING (psf) SPACING- 2-D-0 CSI: DEFL in (loc) Well Ud PLATES GRIP TCLL -20.0 Plate Grip DOL . 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 ,TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.02 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -S Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. OTHERS- 2X4 DF No.1&Bir G r- REACTIONS. (Ib/size) -1=132174-9,3--132r7-4-9.4=245f74-9- 1=132!7-49,3=132!7-4-9,4=245/7-4-9-MaxHorz Max Horz 1=38(LC11),._ Max Uplift 1=22(1_C 12), 3=22(1_C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ` 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. - II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 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 3) Gable requires Continuous bottom chord bearing. . ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerit with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&D tall by 2-0-0 wide will fit between the bottom chord and any other members, • .' 6) A plate rating reduction of 20% has been applied for the green lumber members. r 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 lb uplift at joint 1 and 22 Ib uplift at joint 3. At,nfL¢t 9 91118 ®WARNING - Verify design parameters and READ MOM ON THIS AND INCLUDED MiEK REFERENCE PAGE MU -7477 rev. 160.18015 BEFORE USE. Design valid for use only with MTekQ connectors. This design Is based only upon parameters shown, and is for an indMdual building component, not • - a thus system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 ANSIAPll QuaOy CrBeda, DSB-89 and BCSI Building Component .250 Klug Cirtie s Safety Information available from Trus Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Corona, CA 92880 Job I Truss Truss Type Qty Ply j, ramos residence a thus system Before use" the building designer must verily 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 K2235572 160558 V2 Valley 1 1 250 Klug Cirde , So" Informallon available from Truss Plate Institute. 218 N. Lee Street" Suite 312, Alexandria. VA 22314. Co.... CA 92880 Job Reference o tional a.0 IU s r♦pr zu zuio Mi r eK mausmes, mc. 1 ue rwg uz i u:sa:za zuio rage T ID:bW7_9EYvMk9v9P4bh3WUByPWPh-zkO01aZsl FpOtnA76gKLCVU27BDzbnmx7ph2vsyrvgy i - 141-11 - 3.5.6 1.8-11 4x4 = + Scale = 1:7.7 2 .. 7.00 12 - s 2x4 i 2x4 -Z�- . ^ 0 Pr7 35.8 7 3.4-15 Plate Offsets (X.Y>— f2:0-2-O.Edae) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Waft Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.15 TC 0.01 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -S Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc pur ins. BOT CHORD `2X4 OF No. 1&Btr G - BOT CHORD Rigid ceiling directly applied or 10-40 cc bracing. REACTIONS. (Ib/size) 1=95/3-4-9.3=95/3-4-9 Max Horz 1=14(LC 11) r Max Uplift 1=-6(LC 12), 3 —6(LC 12) ; FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ' ^ _ NOTES- , 1) Unbalanced roof five loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. , II; Exp C; enclosed; MWFRS (directional) and C -C Exterior(2) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-40 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 Ib uplift at joint 1 and 6 Ib uplift at joint 3. Auqust 2,2016 ®WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED I1f►rEK REFERENCE PAGE NO1-7473 rev. 106VS015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for on individual building component, not - �• a thus system Before use" the building designer must verily 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 ANSI1fPll Dually CrBedo, 058-89 and BCSI Building Component 250 Klug Cirde , So" Informallon available from Truss Plate Institute. 218 N. Lee Street" Suite 312, Alexandria. VA 22314. Co.... CA 92880 Al 2A2A2A2-- A2— A2 A2 cp ^m Az o O A3 A3 I • A3 z A3 am A A3 A3 A4 A4 A4 A4 A4 • a A5c _� DD S z 0 m A5 m Ca N mm m a m A5 m z Z o DO Z A5 m ov m ;o A5 AS A5 A6 ramos r ibyrT- 160558 Redding, CA 96003 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in flan-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, Is always required. See BCSI. 1 .- c1-2 c23 2. Truss bracing must be designed by an engineer. For �' /16 WEBS wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I o ,� ,j,p bracing should be considered. iN 3. Never exceed the design loading shown and never aU stack materials on inadequately braced trusses. 01 4. Provide copies of this truss design to the building cza cs r For 4 x 2 orientation, locate designerinterested= erection supervisor, property owner and BOTTOM CHORDS plates 0-'Ad' from outside all other Interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI I. `Plate locationdetails available In MITek 20/20 software Or Upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 199 at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. ICC-ES Reports: The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at Output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MTekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ��® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards' ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE V ®R 0 00 0 00 �a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 'Bay size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (IbS.) (See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the respam betty of the building designer. For general guidance regarding 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D (M131*30.51 FOR 1x4 BRACES, 2-10d (0.1311r 37 FOR 2x3 and 2x4 BRACES, AND 310d (0.131"x3') FOR 210 BRACES. 4. CONNECT LATERAL. BRACE TO EACH TRUSS W TM 28d (0.131'X25-) NAILS FOR 10 LATERAL BRACES, B 2 X 3 03, STD, CONST (SPF, DF, HF, OR SP) 2-10d (0.13231 NAILS FOR 2x3 and 214 LATERAL BRACES, AND 3-10d (0.131'x3) FOR 2.6 LATERAL BRACES. S LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE fly -O" 1610 1 886 1866 2829 _ `'`' 3143 3143 4715 :,�.•' 2 X 4 4113, STD, CONST (SPF, OF, HF, OR SP) 12'-0° 1342 1572 1572 2358 4715 7074 s ' 1 1150 1347 1347 2021 2358 2358 3536 :a. 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 3143 4715 21Y-0" 1 905 943 943 1414 1886 1888 • 2828 'Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE INTERNEQUAFORCE INTO THE Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A A QU/LL1FIED PROFESSIONAL Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the respam betty of the building designer. For general guidance regarding 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (OF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2Nd (M131*30.51 FOR 1x4 BRACES, 2-10d (0.1311r 37 FOR 2x3 and 2x4 BRACES, AND 310d (0.131"x3') FOR 210 BRACES. 4. CONNECT LATERAL. BRACE TO EACH TRUSS W TM 28d (0.131'X25-) NAILS FOR 10 LATERAL BRACES, B 2 X 3 03, STD, CONST (SPF, DF, HF, OR SP) 2-10d (0.13231 NAILS FOR 2x3 and 214 LATERAL BRACES, AND 3-10d (0.131'x3) FOR 2.6 LATERAL BRACES. S LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 0. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING• CONSULT C 2 X 4 4113, STD, CONST (SPF, OF, HF, OR SP) OSB -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING INSTALLING 8 BRACING OF METAL RATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS RATE INSTITUTE ~.sbdndustry— and v Aoratorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WFE MEMBER FORCE 0. TABULATED VALUES ARE BASED ON A DOL =1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEKR 'STABBPR' 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 15 REQUIRED AT PnC1t BREAKS, 6TABIDZER6 MAV BE REPLACED WITH Vub00 BLOCKING SEE-STABILRER' MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here Is just one method that can be used to provide stability against web budding. is LATERAL S 4) i •it •••• i ;� DAVII %/ •BAXTER 1 I p9ROFESS/ON9 � C 60384 R 06/30/16 OFCAUFO December 10,2014 ®NAR/8AL-VeM/ Qesiga pare wanadam wyES ON naSAW RaLM KTTEK REFERENCE PAGE NR -7473 n's 1/29/1014119MUSE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an Indivlduol building component. ' Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the respam betty of the building designer. For general guidance regarding MiTek* fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/IRI Quality CrOedo, DSE-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N: Lee Street, Suite 312 Alexandria. VA 22314. .Soothe_PineISP) 4anbet is specified. the design vzks ae those effective 06/01./2013 by ALSO 14515 N. Outer Forty, Suite 0300 Chesterfield, MO 63017 JANUARY 1, 2009 T -BRACE / 1 -BRACE DETAIL ST - T -BRACE L IIS 0 00 000. MTek USA, Inc. Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. , Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" D.C. 2x4 or 2x6 or 2x8 16d 8" D.C. Note: Nail along entire length of T -Brace / I-Brace (On Two -Ply's Nail to Both Plies) MiTek USA, Inc. Page 1 of 1' Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1x4 (*) T -Brace 1x4 (*) I -Brace 2x6 1x6 (*) T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 2x8 I -Brace Nails Brace Size -V for Two -Ply Truss Specified Continuous Rows of -Lateral Bracing —A SPACING Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace WEB , 2x6 2x6 T -Brace 2x6 I -Brace k --A 2x8 2x8 T -Brace 2x8 I -Brace T -BRACE a �aC,INEER �OQ9,OFESS/pN� S 2P� DAVID BAXTER Oc� O rn C 60384 M U) Exp. DEC. 31, 2016 Z m s - O CIVIL ' Nails Section Detail �O.023�2$ TFDFCALtFO� T -Brace r 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 I -Brace rated boards with design values that are equal to (or better) the truss web design values. 1. For SP truss lumber grades up to #2 with 1X—bracing material, use IND 45 for T-Br1BMLJ0, 014 NALxA'Ww .Verify design parameters aad READ ROTES ONr4w im"" 01111 Lis — ■■■ Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for on IndNtdual building component. Applicability of design parameters and proper Incorporation of component is responsibi ity of building designer- not buss designer. Bracing shown a Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall stricture Is the responsibility of the building designer. For general guidance regarding MiTek• fabrication. quality control. storage. delivery. erection and bracing. consult ANSI/nill Quality criteria. DSB-89 and BCSI Building Componesd 14515 N. Outer Forty, Suite #300 Safety InformoBon available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria, VA 22314. CheNerfleld, MO 63017 NSo. Pune(SPI lumber Is speciHecL dw design vahse s tl effective 06/0V2013 by ALSO ,f JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE FV as 0 00 0 00 a MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" D.C. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) MTek USA, Inc. Page 1 of 1 Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. Web L -Brace must be same species grade (or better) as web member. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracin Web Size 1 2 2x3 or 2x4 1x4 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracin Web Size 1 2 2x3 or 2x4 2x4 "'" 2x6 2x6 2x8 2x8 — DIRECT SUBSTITUTION NOT APLICABLE. GINEER, �OQROFESS/0� S M. B =P� DAVID CO BAXTER n w C60 4 m W Exp. DEC. 31, 2016 Z X M CIVIL ac * 0/16 ,t Qo�a40.023A 1b F01=rn11F0� December 10,2014 ®WARNING -Veda defif4 parIMM acid FEAR MOTES ON nUSAM I1 IM PIM(REEEFEILF MGE NIb7473 res 1129/2014 89MIZE Design valid for use only with MTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not friss designer. Bracing shown Is far lateral support of IndMdual web members only. Additional temporary bracing to Insure stability during construction is the responsibililty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MITBK• fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII QuaBty Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312 Alexandria, VA 22314. NSouthem pine1SP1 tualser is qp dsed,the design vahresaro dwseaMecsive06/0l/2013byALSC 14515 N. Outer Ferry, Suite 0300 Chesterfield, MO 63017 JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE �0 ® MiTek USA, Inc, Page 1 of 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. *'* THIS DETAIL IS NOT APLICABLE WHEN BRACING IS '** REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 NGINEER,S�q 2� DAVID BAXTER OCO T Tn Exp. DEC. 31, 2016 m W CIVIL 0.023A Nails � /Section Detail oQR0FESS/0 ®E Scab -Brace Q� J\� M. CO Web LU C 60384 Scab -Brace must be same species grade (or better) as web member. v►� �OF CAttFD� December 10,2014 AWARNfAL -Mifil design paremean and READ NOTES ON IVIS AND INCILWIM MITU REFEOENIE PAGE 1R3-7473 res 1/19/1014 99MUSE Design valid far use only with ANiek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/r%1 Quality Crfferfo• DSB-89 and SCSI Building Component Safety Into—ation available from Truss Plate Institute, 781 N. lee Street, Suite 312- Alexandria, VA 22314. HSoushem Pira(SPII rbw isspecified the design val—e tlwse eHecWe06/01/2013 by AISC 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 May 24, 2012 Standard Gable End Detail ST-GE130-SP FV as 0 00 0 00 a MiTek USA, Inc. DIAGONAL BRACE 4'-0' O.C. MAX Typical _x4 L -Brace Nailed To 2x Verticals W/1 Od Nails, 6" o.c. Vertical Stud SECTION B -B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Q Varies to Common Truss * - Diagonal Bracing ** - L -Bracing Refer Refer to Section A -A to Section B -B MiTek USA, Inc, Page 1 of 2 Vertical Stud (4) - 16d Common Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bmcing shown VNre Nails DIAGONAL Minimum Stud 8 CE 1x4 16d Common DIAGONAL Wire Nails fx% Stud Size Spacing Spaced 6" o.c. (2) - I Od Common 2x6 Stud or Wire Nails into 2x6 2x4 No.2 of better Species TypicalHorizontal Brace Nailed To 2x_Verticals SECTION A -A w/(4)-1od Common Nails and Grade 2Nd SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - I Od NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH 3x4 (5) - 1 Od COMMON WIRE NAILS. / = NOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 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 IDd NAILS SPACED 6" 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. ATTACH TO VERTICAL STUDS WITH (4) 10d NAILS THROUGH 2x4. (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L1240. S. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. (4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK 2a" M Roof Sheathing Diag. Brace at 1/3 point: if needed Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c., with Sin minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH ASCE 7-10 160 MPH DURATION OF LOAD INCREASE: 1.60 1'-3" Max. End Wall STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. - 10d NAILS �Truss�s @ 24" o.c. 6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. HORIZONTAL BRACE (SEE SECTION A -A) �QROFESS/ONS\ LU C 60384 ml P. 06/30/16 /t , OFCP&ty December 10,2014 AMAMM-Veristdesige para MMn eWREAD WIESON nUSAN0 INQUE) 0NITEKREFERENCEPAGEN11-7473 res 1/29/201489MU.SE Design vafid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bmcing shown 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 / Stud 12" O.C. 4-0-7 4-5-6 6-3-8 8-0-15 12-1-6 No. 3l Stud 16" O.C. Fx4SP 3-8-0 3-10-4 5-5-6 7-4-1 11-0 1 No. 3 / Stud 24" O.C. 1 3-0-10 3-1-12 4-5-6 1 6-1-5 9-1-15 Diagonal braces over 6'-3" require a 2x4 T -Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d common wire nails 8in o.c., with Sin minimum end distance. Brace must cover 90% of diagonal length. MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C ASCE 7-98, ASCE 7-02, ASCE 7-05 130 MPH ASCE 7-10 160 MPH DURATION OF LOAD INCREASE: 1.60 1'-3" Max. End Wall STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. CONNECTION OF BRACING IS BASED ON MWFRS. - 10d NAILS �Truss�s @ 24" o.c. 6 DIAGONAL BRACE SPACED 48" O.C. / ATTACHED TO VERTICAL WITH (4) -16d COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. HORIZONTAL BRACE (SEE SECTION A -A) �QROFESS/ONS\ LU C 60384 ml P. 06/30/16 /t , OFCP&ty December 10,2014 AMAMM-Veristdesige para MMn eWREAD WIESON nUSAN0 INQUE) 0NITEKREFERENCEPAGEN11-7473 res 1/29/201489MU.SE Design vafid for use only with MTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bmcing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overan structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication. quality control. storage, delivery, erection and bracing. consult ANSI/rPll Quality Criteria, DSB-89 and SCSI Building Component Safety Information ovalable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. HSouthem PineISP) lumber is specified, the design wlues ue these elective 06/01/2013 byA15C 14515 N. Outer Forty. Suite #300 Chesterfield. MO 63017 JULY 11, 2011 LATERAL TOE -NAIL DETAIL ST -TOENAIL �IaLJ 0 00 0 00 E=11 MiTek USA, Inc. 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. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (A 62" diam. x 3.5') 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 45 DEGREE ANGLE BEVEL CUT SIDE VIEW 1��N SIDE VIEW (2x4) 3 NAILS NEAR SIDE i FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE 4--4 FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE - ----I FAR SIDE NEAR SIDE -- ----i FAR SIDE ��'E�RT9OFESS/pN�DAVID \( �,Q�J�O M' e'�j`Fy 04 TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SP DF HF SPF SPF -S C7 •131 88.1 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 J ;n .162 118.3 108.3 93.9 91.9 80.2 ri Z .128 84.1 76.9 66.7 65.3 57.0 0 .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 m O .120 73.9 676 587 57.4 50.1 O .128 84.1 76.9 66.7 65.3 57.0 o .131 88.1 80.6 69.9 68.4 59.7 .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 NAILS (A 62" diam. x 3.5') 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 45 DEGREE ANGLE BEVEL CUT SIDE VIEW 1��N SIDE VIEW (2x4) 3 NAILS NEAR SIDE i FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE 4--4 FAR SIDE SIDE VIEW (2x6) 4 NAILS NEAR SIDE - ----I FAR SIDE NEAR SIDE -- ----i FAR SIDE ��'E�RT9OFESS/pN�DAVID \( �,Q�J�O M' e'�j`Fy 04 FEBRUARY 14, 2012 TRUSSED VALLEY SET DETAIL ST-VALLEY2 (BEVELED BOTTOM CHORD) 7 =00 0 00 0 00 Lu U In MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS MiTek USA, Inc. Page 1 of 1 NOTE: VALLEY STUD SPACING NOT TOTAL TOP CHORD LOAD = 65 PSF (MAX) TO EXCEED 48" O.C. SPACING D.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 110 MPH WIND ASCE 7-10 (MWFRS) 140 MPH WIND This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS SEE DETAIL A, B, OR C BELOW (TYP.) 12 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 GABLE END, COMMON TRUSS OR GIRDER TRUSS 10 BEVEL VALLEY TRUSS ,f SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) OQROF ESS/O�, LU oP C 60384 of rn 06130116 /* December 10,2014 A WARAOAG -"design pania"amars and READ ROTES ON TM NM IALIUDEO 11I1TEK RFfERENCE PAGE MI -1473 res 1/29/201489,MEUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ®�• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown v� Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication. quality control, storage, delivery, erection and bracing, consul ANSI/1P11 Qua8ly Criteria, OSB -89 and SCSI Building Component 14515 N. Outer Forty, Suite 9300 Satety Informalon avalable from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Chesterfield. MO 63017 nsw,nrvn P-arorso1 trmsber is sp.cified, m. design values are moss effective 06/01/2013 by ALSC II __ ___ __ ___ _____ _ _ -------------------- I, II II II II 11 n II 1 —li_ _ — II h I u u u u 1 I I 4 q j u ii ii II p I II Ij j' II II II I� I I, II 11 I I' 1 BASE TRU VALLEY TRUSS TYPICAL TYPICAL (24" O.C.) VALLETRUSS TYPICAL —LL5 (24"0 . C. I This detail is applicable for trusses with chord and web sizes using 2x3 and larger dimension lumber. P 12 13 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ ( 2 ) 16d TOE NAILS SEE DETAIL A, B, OR C BELOW (TYP.) 12 11 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL A I DETAIL B (BASE TRUSSES SHEATHED) (NO SHEATHING) 1. INSTALL BASE TRUSSES. 2. DETAIL A, APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. DETAILS B & C, VALLEY TRUSSES MAY PROVIDE BRACING. BASE TRUSSES MUST BE DESIGNED FOR PURLIN SPACING EQUIVALENT TO VALLEY TRUSS SPACING (NOT TO EXCEED 24" O.C.). 3. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND SECURE TO BASE TRUSSES AS PER DETAIL A, B, OR C ABOVE. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. ALL NAILS TO BE (0.131" X 3-1/2") NOTE: FOR VALLEY TRUSSES BUILT WITH 2x3 LUMBER, BASE TRUSSES ARE NOT TO EXCEED AN 8/12 PITCH AND VALLEY TRUSSES BUILT WITH 2x4 GABLE END, COMMON TRUSS OR GIRDER TRUSS 10 BEVEL VALLEY TRUSS ,f SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL C (NO SHEATHING) OQROF ESS/O�, LU oP C 60384 of rn 06130116 /* December 10,2014 A WARAOAG -"design pania"amars and READ ROTES ON TM NM IALIUDEO 11I1TEK RFfERENCE PAGE MI -1473 res 1/29/201489,MEUSE Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. ®�• Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown v� Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek* fabrication. quality control, storage, delivery, erection and bracing, consul ANSI/1P11 Qua8ly Criteria, OSB -89 and SCSI Building Component 14515 N. Outer Forty, Suite 9300 Satety Informalon avalable from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Chesterfield. MO 63017 nsw,nrvn P-arorso1 trmsber is sp.cified, m. design values are moss effective 06/01/2013 by ALSC STRUCTURAL CALCULATIONS CLIENT: Brian and Sonya Ramos PROJECT: New Single -Family Home PROJECT Stilson Canyon Road LOCATION: Chico, CA JOB NUMBER: 2424 DATE: 08/01/16 LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D BUTTE WIND SPEED V (3 SECOND GUST): 110 mph COUN y WIND EXPOSURE: C SOIL BEARING: 1500 psf (per CBC Table 1806.2) AUG 16 2016' ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN DEVELOPMENT THESE CALCULATIONS ? NoSERVICES PERMIT# 816 -IM NOTES: BUTTE COUNiY DEVELOPMENT SERVICES 1. Streamline Engineering is not responsible for the these calculations unless this cover sheet is Kell E` VED FOR stamped by Jeff Richelieu and wet signed with Red or Blue ink. CODE- COMPLIANCE ,O r PLI ft A SCE 2. Any structural or non-structural items that are not specifically addressed in the following DATE �(,_ L �il�—� B/Y1' V Vjj �C calculations are designed by others and are not the responsibility of Streamline Engineering. �`b F -- 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: ajf2- has reviewed the trusses submitted by Meeks Lumber Co. and dated 8/1/16 for this project. TKe 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. Page 1 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 V: �L-e: (:: n� - GRAVITY LOADS: ROOF: PITCH: 7:12 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 0.6 PSF DEAD LOAD 14.8 PSF PITCH INCREASE FOR DEAD LOAD 1.2 PSF TOTAL DESIGN DEAD LOAD 16.0 PSF BY: JMR DATE: 8/1/2016 JOB NO: 2424 PAGE: 2 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) 17.0 PSF TOTAL LOAD 33.0 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 0 Chico, CA 95973 • (530) 892-1100 0 Fax: 892-1115 BY: DATE: JOB NO: 2dZd ; ' PAGE OF , All t+' lcd $ 7'$ d A6 G - mm SLDG. ('MASS DOOR SSL 3=SL G, Y R_U S_S. 4�saEAu _ b DINING ° COVERED PORCH VAMT® m BT:maq BEDR OM #2 LAUND Y IgTCHEN S /� 3W SK TFa�. 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE (530) 892-1100 ° FAX: (530) 892-1115 M. BEDROOM - + - Y VAULTM 1 + ? W.I.C. vAULT® 23 3D s e ® BATH ° • r-� t �� VAULTW 1 310 SL o 310 COVERED PORCH n AX B9em ----_ OnO 85W BEDS S O LIVING ROOM ' 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE (530) 892-1100 ° FAX: (530) 892-1115 M. BEDROOM - + - VAULTM t 1 310 SL COVERED PORCH n r ----_ OnO 85W t , 10$ B -1P 2£ 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE (530) 892-1100 ° FAX: (530) 892-1115 Date: 011 ('o Job No. 2 4 2.4 - Page 4 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 335 485 600 820 934 975 1260 3/8" PLYWOOD''? OR EXT. RATED OSB CDX CDX CDX CDX STRUC. 1 CDX CDX ONE SIDE ONE SIDE ONE SIDE ONE SIDE ONE SIDE ITWO SIDES TWO SIDE EDGE NAILING 3 8d @ 6" 8d @ 4" 8d @ 3" 8d @ 2" 8d 2" 8d 4" 8d 3" FIELD NAILING 3 8d 12" 8d @ 12" 8d @ 12" 8d 12" 8d 12" 8d 12" 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 may be used in lace of 2 - 2x FOUNDATION SILL PLATE THICKNESS 1 1/2" 1 1/2" 11/2" 2 1/2" 2 1/2" 2 1/2" 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 48" o.c. 34" o.c. 13" o.c. 24" o.c. 22" o.c. 21" o.c. 16" o.c. 1/2" A.B. SPACING 5 34" o.c. 23" o.c. 9" o.c. 16" o.c. 15" o.c. 1 14" o.c. 11" o.c. NOTES: 1. Over Douglas -Fir studs @ 16" o.c. with Hem -Fir top and bottom plates or equivalent 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 clips 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. 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 333 472 600 820 934 975 1260 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. @ 14" o.c. @ 11" o_c. @ 8" o.c. @ 7" o.c. @ 6" o.c. @ 5" o.c. SILL SCREW CAPACITY 336 480 611 840 960 1120 1344 5/8" A.B. CAPACITY 344 486 635 856 934 978 1284 1/2" A.B. CAPACITY 333 493 629 876 934 1001 1274 NOTES: Simpson SDS 114 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 11E of the 2012 NDS with Cd =1.6 per Table 2.3.2. Capacity of 1/2" Anchor Bolt in 2x sill = 1.6 *590# = 944# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *730# = 1168# / Bolt Capacity of 5/8" Anchor Bolt in 2x sill = 1.6 *860# = 1376# / Bolt Capacity of 5/8" Anchor Bolt in 3x sill = 1.6 *1070# = 1712# / Bolt 3. Reduce A.B. capacity in note 2 by 50% for 2x sill plate when allowable shear per foot is > than 350 If < 600 pif 60 Independence Circle, Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 • Fax: 892-1115 m -+ �:E�IUGIIVEERIIV BY: JMR DATE: ; t� JOB NO: Z. A - PAGE: Cj 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 60 Independence Circle, Ste. 201 PSI Fy = 40,000 PSI • Chico, CA 95973 • (530) 892-1100 0 Fax: 892-1115 FOOTING SCHEDULE FOR SOIL BEARING =-1 500 PSF MARLOAD FOOTING DIMENSIONS (INCHES) MINIMUM STEEL REQUIRED (KIPS) WIDTH LENGT THICKNESS #4 REBAR EVENLY SPACED F1 F2 2.7 4.2 16 16 12 2 EA. WAY 3" CLR. F3 6.0 20 24 20 12 3 EA. WAY 3" CLR. F4 7.0 28 24 28 12 3 EA. WAY 3" CLR. F5 9.5 32 12 4 EA. WAY 3" CLR. F6 12.0 36 32 12 4 EA. WAY 3" CLR. F7 15.0 40 36 -WAY 40 12 4 EA- 3" CLR. F8 18.0 44 44 18 5 EA. WAY 3" CLR. F9 22.0 48 48 18 5 EA. WAY 3" CLR. F10 26.0 52 52 18 8 EA. WAY 3" CL . F1131.0 56 56 18 9 EA. WAY 3" CLR. F12 35.0 60 60 1 18 10 EA. WAY 3" CLR. 18 10 EA. WAY 3" CLR. WHERE F'c = 2,500 60 Independence Circle, Ste. 201 PSI Fy = 40,000 PSI • Chico, CA 95973 • (530) 892-1100 0 Fax: 892-1115 • -� ntip:iielipz-earthquake.wr.usgs.gov/desigmnaps/us/summary.php?temp... ftUaqM Design Maps Summary Report User -Specified Input Report Title Ramos Mon August 1, 2016 21:42:43 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available In 2008) Site Coordinates 39.73430N, 121.77312°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III � � iGhlca,:ltunt Ss = 0.616 g Srs = 0.805 g Sos = 0.537 g S, = 0.270 g Sal = 0.503 g Sol = 0.335 9 For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0.90 0.81 0.72-- 0.63-- 0.54- o. 4s .720.630.540.45 y 0.36 0.27-- 0.12-- 0.05-- 0.00 .270.180.050.00 0.00 0.20 0.40 0+60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) MCER Response Spectrum Design Response Spectrum 0.54 0.48-- 0.42-- 0.2G .480.420.35 A 0.30 N 0.24- 0.18-- 0.12-- 0.06 .240.180.120.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PGAM, TL, Cas, and CRI values, please view the detailed report. f2 8/1/2016 2:42 PM USGS-Provided Output Ss = 0.616 g Srs = 0.805 g Sos = 0.537 g S, = 0.270 g Sal = 0.503 g Sol = 0.335 9 For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. 0.90 0.81 0.72-- 0.63-- 0.54- o. 4s .720.630.540.45 y 0.36 0.27-- 0.12-- 0.05-- 0.00 .270.180.050.00 0.00 0.20 0.40 0+60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) MCER Response Spectrum Design Response Spectrum 0.54 0.48-- 0.42-- 0.2G .480.420.35 A 0.30 N 0.24- 0.18-- 0.12-- 0.06 .240.180.120.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) For PGAM, TL, Cas, and CRI values, please view the detailed report. f2 8/1/2016 2:42 PM BY: JIIAR DATE: 8/1/2016 JOB NO: 2424 PAGE: SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10 PER SECTION 12.8.1 SEISMIC BASE SHEAR (V) = Rho(Cs )W WHERE Cs = SDs / (R / 1) = 0.083 W SDs = 0.537 See attached printout from ASCE 7-10 SDI = 0.335 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 II Rho = 1.3 Per ASCE 7-10 Section 12.3.4.2 PERIOD OF STRUCTURE (T) = Ct h,, 0.1891 MAXIMUM HEIGHT OF STRUCURE (h„) = 20 FT. Ct = 0.02 FROM TABLE 12.8-2 X = 0.75 FROM TABLE 12.8-2 CHECK CS TL =L_16 SEC. PER FIGURE 22-12 FOR T < TL Cs = 0.2725 MAXIMUM PER 12.8-3 Cs = 0.083 Used for design Cs/ 1.4 = 0.059 Per CBC Section 1605 (eq. 16-21) USE V = 0.077 W 60 Independence Circle, Ste. 201 0 Chico, CA 95973 9 (530) 892-1100 • Fax: 892-1115 Project: 44- e7 2 + Prepared by: Jeff Richelieu 8/1/2016 Software licensed to: Streamline Engineering, Inc. Phone: 530-892-1100 Email: jeffstreamline@sbcglobal.net Input ,3ee ASCE i -i u section 26.3 for symbol definitions V=110 mph Exposure Category C h=20ft L=55ft B=38ft Gable Roof Pitch = 7:12 This is a valid Class 1 building Wind Simple Version I Topographic Factor Specify Kzt directly Kzt for walls = 1.00 Kzt for roof = 1.00 rMr 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 (nsfl -- Wall'..Total; 1 Windward ...:Leeward ` ` .Side - . ' Internal::' Ph -.;: 24.6 20.7 -12.4 -18.7 +/-4.3 '. po -" 24.2 20.3 MWFRS Roof Pressures (nsfl '. Zone 4: 1 .2 3"' 4 5 Load Case 1 -11.1 -16.4 -25.2 -22.4 -18.4 1 Load Case.2 11.0 -7.8 0.0 0.0 0.0 MWFRS Roof Overhang Pressures povh @ Zone 1 = 8.4 psf povh @ Zone 3 = 18.9 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures C&C Roof Overhang Pressures (nsfl 3 t o. Load ' Load Case1 Case 2 -47.0 25.6 28;3 17.9 rM S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 Page lof 1 www.skghoshassociates.com Effective Wind Acea.(st) @Zone 2 @ one 3 :. Z yLoad Load :. Case, l Load Case 2 Load ' _ . ='' Case .1 Load Case 2 Case 11,- Load .; Case 2 10 r 47.0. 16.1 -8I.4 r.'' 18.5 =30.4 28.0 500 -47.0 16.1 733 .: 16.7 `-243 -` 19.6 3 t o. Load ' Load Case1 Case 2 -47.0 25.6 28;3 17.9 rM S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 Page lof 1 www.skghoshassociates.com BY: JMR 2.7 PSF DATE: 8/1/2016 JOB NO: 2424 PAGE: 9 WIND DESIGN PRESSURE ON PROJECTED AREA PER ASCE 7-10 LOAD CASE 1 ZONE 1 2.7 PSF L USE 8.00 PSF PER 27.1.5 WIND PRESSURE PERPENDICULAR TO SURFACE -11.1 PSF ROOF PITCH 7 :12 ANGLE = 30.3 ° WIND PRESSURE ON PROJECTED AREA OF ROOF -5.59 PSF LOAD CASE 1 ZONE 2 7 :12 ANGLE = 30.3 ° WIND PRESSURE PERPENDICULAR TO SURFACE -16.4 PSF ROOF PITCH 7 :12 ANGLE = 30.3 ° WIND PRESSURE ON PROJECTED AREA OF ROOF -8.26 PSF NET PRESSURE ON PROJECTED AREA 2.7 PSF L USE 8.00 PSF PER 27.1.5 LOAD CASE 2 ZONE 1 WIND PRESSURE PERPENDICULAR TO SURFACE 11 PSF ROOF PITCH WIND PRESSURE ON PROJECTED AREA OF ROOF 7 :12 ANGLE = 30.3 ° LOAD CASE 2 ZONE 5.543 PSF -2 WIND PRESSURE PERPENDICULAR TO SURFACE -7.8 PSF ROOF PITCH 7 :12 ANGLE = 30.3 ° WIND PRESSURE ON PROJECTED AREA OF ROOF x.93 PSF NET PRESSURE ON PROJECTED AREA 9.5 PSF 60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 ° Fax: 892-1115 BY: J I�► DATE: JOB NO: 2 d 2�- PAGE 10 OF VS = • �1 [ 2� (39)• 01 -�- 8-(�1�2� e oI +�d� 2(SO) -7--7 0 EE -0c"1'2 4-�) = n 2a ��� = Z.,f-2 k G NO )-Z- ZINC, �- <�;�� o l619 III r N -- rl = Io4-1 K, I I __,._ _ G_ 4 1 -71 - + • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 .m BY: J I`1 F, DATE: 0 11 (0 JOB NO: Z4 -Z+ PAGE I I OF VW 4-(9 4 'z4l j = 2 -SK i . � �V-- = 2 • = s z 4-a IyC7 a = z 4 M--) C2 C [+170 V- V4 4-7c I< I—II �7" tUT = cz, - S/ = I C� I c7 K GHolzb e) ptz Cv_ -rC)tt l,l� � INS GIG, 1.1 � e 1-1STz� 5 Tn -t-0 r-1 `1-o t� M To? • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 Streamline Engineering 60 Independence Circle, Ste. 201 Chico, CA 95973 and then using the "Printing $ Title Block" selection. Title Block Line 6 MultipleSimple'Beam s Project Title: Ramos Engineer. JMR Project ID: 2424 Project Descr. �G • `Z Printed: 1 AUG 2016, 4:22PM FIe=Z:Uftjeets12424BR=1124246E-1.EC6 -ENERCALC INC. 1983-2016, Build:6.16.6.7, Ver.6.16.6.7 Description Wood Beam Design!: -,BM 1 1 ' BEAize : 6x8, Sawn, Fully Unbraced Calculations per NDS 2072, IBC 2612, CBC 2013, ASCE 7-10 M Sy + Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Wood Grade: No.1 Fb -Tension 1350 psi Fc - Prll 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.0170 k/ft, Tdb=15.50 ft Design S ummary Max fb/Fb Ratio = 0.576. 1 fb : Actual: Fb : Allowable: 968.96 psi at 4.000 ft in Span # 1 1,682.36 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.302: 1 fv : Actual : Fv: Allowable: 64.09 psi at 0.000 ft in Span # 1 212.50 psi Load Comb: +D+Lr+H Max Re ct' D a tons kk) L Lr S w Left Support 1.03 1.05 Right Support 1.05 E H Downward L+Lr+S 0.079 in Downward Total Upward L+Lr+S 0.000 in Upward Total 0.156 in 0.000 in 'Desi Wood Beam'Design : BM 2 fb : Actual : Fb: Allowable: Live Load Defl Ratio 1216 >360 Total Defl Ratio 615 >180 +D+Lr+H BEAM Size: 6x10, Sawn, Fully Unbraced 0.177: 1 Calculations per NDS 2012,166 2012, CBC 2013; ASCE 7-10 Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Load Comb: Fb -Tension 1350 psi Fc - Pril Fb - Compr 1350 psi Fc - Perp 925 psi Fv 625 psi Ft Wood Grade: No.1 170 psi Ebend- xx 1600 ksi Density 31.2 pcf Applied Loads Beam Right Support 675 psi Eminbend - xx 580 ksi 2-9 1!!: y C;;, i✓ �� F Z self weight calculated and added to loads -- -- Unrf Load: D=0.0160, Lr = 0.0170 k/ft, Trib= 6.0 ft Design Summary Load Comb: Max fb/Fb Ratio = 0.444. 1 fb : Actual : Fb: Allowable: 743.88 psi at 7.000 ft in Span # 1 1,675.36 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.177: 1 fv : Actual: Fv: Allowable: 37.58 psi at 13.253 ft in Span # 1 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) D L Lr S W 9 Left Support 0.75 0.71 Right Support 0.75 0.71 Wood Beam,Design :SBM 3 D(0 0960) Lr(01020) 1111111011 V 14.0 ft, 6x10 H Downward L+Lr+S 0.141 in Downward Total 0.289 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 1191 >360 Total Dell Ratio 580 >180 BEAM Size 4x12, Sawn, Fully Unbraced Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10' : Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species : Douglas Fir- Larch Wood Grade No.1 Fb -Tension 1350 psi Fc - Prfl 925 psi Fv 170 psi Ebend- xx 1600 ksi Density 31.2 pd Fb - Compr 1350 psi Fc - Perp 625 psi Ft 675 psi Eminbend - xx 580 ksi Applied Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.0170 k/ft, Thb=17.0 ft Design Summary Max fb/Fb Ratio = 0.266; 1 fb : Actual: Fb: Allowable: 488.89 psi at 3.250 ft in Span # 1 1,834.89 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.237: 1 fv : Actual: Fv: Allowable: 50.30 psi at 0.000 ft in Span # 1 212.50 psi Load Comb: +D+Lr+H Max Reactions (k) Q L Lr S w E Left Support 0.91 0.94 Right Support 0.91 0.94 6.SOft 4X12 H_ Downward L+Lr+S 0.018 in Downward Total 0.035 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Dell Ratio 4441 >360 Total Deft Ratio 2253 >180 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 14:10, Tue, Sep 27, 2016 Calculation Description: Title 24 Analysis Input File Name: 2424 Energy.xml CF1R-PRF-01 Page 1 of 7 BUTTE COUNTY GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Residential Building 04 05 02 Calculation Description Title 24 Analysis 08 DEVELOPMENT 03 Project Location 330 Stilson Canyon Road Compliance Margin SERVICES 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1421 15 Number of Zones 1. 16 Slab Area (ft2) 1421 17 Number of Stories 1 18 Addition Cond. Floor Aiea N/A 19 Natural Gas Available Yes 20 Addition Slab Area (ftZ) I N/A 21 Glazing Percentage 20.4% COMPLIANCE RESULTS 01 Building Complies with Computer.Performance�'" f it 3s 02 This building incorporates features4hat require field-testing and/or�reL.rificatibmby a certified)HERS'raterunder the supervision of a CEC-approved HERS provider. Registration. Number: 216-N0356212A-000000000.0000 Registration Date/Time: 2016-09-27 14:23:44 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-04072016-744 HERS Provider: CaICERTS Inc. Report Generated at: 2016-09-2714:10:56 �' �E_ NN ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2 jr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 21.67 19.31 2.36 10.9% Space Cooling 50.38 57.93 -7.55 -15.0% IAQ Ventilation 1.45 1.45 0.00 0.0% Water Heating 16.99 9.08 7.91 46.6% Photovoltaic Offset ---- 0.00 0.00 -- Compliance Energy Total 90.49 87.77 2.72 3.0% Registration. Number: 216-N0356212A-000000000.0000 Registration Date/Time: 2016-09-27 14:23:44 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFSR-04072016-744 HERS Provider: CaICERTS Inc. Report Generated at: 2016-09-2714:10:56 �' �E_ NN CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 14:10, Tue, Sep 27, 2016 Calculation Description: Title 24 Analysis Input File Name: 2424 Energy.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. NO SPECIAL FEATURES REQUIRED CFI R -PRF -01 Page 2 of 7 HERS FEATURE SUMMARY The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: • IAQ mechanical ventilation Cooling System Verifications: • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • —None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Jitle 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system.�•'­'` '�^' /� -j — -� ", Reference Energy Use (" Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* f `147.82' '`'� i^- 145.10 2.72 1.6% " includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 1421 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC Systeml 1421 9 DHW Sys 1 Registration Number: 216-No356212A-000000000-0000 Registration Date/Time: 2016-09-27 14:23:44 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-09-2714:10:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 14:10, Tue, Sep 27, 2016 Calculation Description: Title 24 Analysis Input File Name: 2424 Energy.xml CF1 R -PRF -01 Page 3 of 7 OPAQUE SURFACES 01 02 f' '� 03 04 05 06 07 08 Name 4'Z-COIIStrU6tion _r _� _Type 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) Front Wall Zone 1 R-15 Wall 180 Front 495 118 90 Right Wall Zone 1 R-15 Wall 90 Right 243 32 90 Rear Wall 1 Zone 1 R-15 Wall 0 Back 495 110 90 Left Wall Zone 1 R-15 Wall 270 Left 243 50 90 Rear Wall 2 Zone 1 R-15 Wall 315 - specify - 7.5 0 90 Rear Wall 3 Zone 1 R-15 Wall 45 - specify - 7.5 0 90 Roof Zone 1 R-38 Roof Attic 1 1 1421 I1 ATTIC 01 02 f' '� 03 04 05 06 07 08 Name 4'Z-COIIStrU6tion _r _� _Type Roof Rise Roof ReflectanceRoof Emlttance Radiant Barrier Cool Roof Attic Zone 1 Attic.RoofZone 1 �. ,;,,,,,Vpntilated�.t �,-.� j,,,.:,.,,t *,..,,7,�, r— _-e J_,S 0.41 0.85 Yes No 1 I / -- 7I s+' -"c I t 1 F i I I I 3 8 I f d f 7 I —.kft WINDOWS 01 02 03 R hT ;M++F 1R"wA/Rk ISM. 04 MRc /� +/05 `� K 4 +K+• `� OB \ ',rt'-�• ?'y!� ��`-J07 OB 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) rMultipli or r*Area (f:2) U -factor SHGC Exterior Shading Windows 4 total Window Front Wall (Front -180) ---- — 1 `!86.0 0.32 0.32 Insect Screen (default) Side lights Window Front Wall (Front -180) ---- -- 1 12.0 0.32 0.32 Insect Screen (default) Window 3 total Window Right Wall (Right -90) --- 1 32.0 0.32 0.32 Insect Screen (default) Windows & Doors 6 Total Window Rear Wall 1 (Back -0) -- -- 1 110.0 0.32 0.32 Insect Screen (default) Window 2 Total Window Left Wall (Left -270) --- — 1 050:01 0.32 0.32 Insect Screen (default) DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Door Front Wall 20.0 0.50 Registration Number: 216-N0356212A-000000000-0000 Registration Date/Time: 2016-09-27 14:23:44 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-09-27 14:10:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Daterrime: 14:10, Tue, Sep 27, 2016 Calculation Description: Title 24 Analysis Input File Name: 2424 Energy.xml CF1 R -PRF -01 Page 4 of 7 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Total Cavity Winter Design Input Rating Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers t,-100P00-Btu/hr-'1 0 0 • Cavity / Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none 0.633 Roofing: 5 PSF (Normal Gravel) • Inside Finish: Gypsum Board • Cavity / Frame: R-15 / 2x4 • Exterior Finish: Wood R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R15 0.089 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-38 Roof Attic attic) y Wood Framed Ceiling 2x4 @ 24 in. O.C. R38 0.025 Over Floor Joists: R-28.9 insul. ,m, SLAB FLOORS W 01 ` 02 03 04 05 06 07 Name ~ Zone "�—A Area (ft2) Perimeter ft Edge Insul. R -value & Depth Carpeted Fraction Heated Slab -on -Grade Zone 1" 1421' 120 None 0.8 No 1 1 J' I i! i I —.- I I r I F -I i^—'d° I— G I r "* .N I I` It .a 11, AT I BUILDING ENVELOPE -HERS VERIFICATION \ 8- U °--= U U 4 U U U o 01 V 4 H F R2 S P R OV1 0 ril0 04 Quality Insulation Installation (Qtl) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required -- WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 ..0% WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas Small Instantaneous 0 0.98 t,-100P00-Btu/hr-'1 0 0 Registration Number: 216-N0356212A-000000000-0000 Registration Date/Time: 2016-09-27 14:23:44 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-09-27 14:10:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 14:10, Tue, Sep 27, 2016 Calculation Description: Title 24 Analysis Input File Name: 2424 Energy.xml CF1 R -PRF -01 Page 5 of 7 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 – - - - - - --- -- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heating Component 1:Air Distribution System 1:HVAC Fan 1:1 Other Heating and Cooling System Heating Component 1 — HVAC Fan 1 Air Distribution System 1 Cooling Component 1::::1 Other Heating and Cooling System _ Cooling Component 1 None None r=l HVAC - HEATING UNIT TYPES f �r 02 03 Name �•�� - �;-,�,Type,- Efficiency Heating Component 11 11 ltbntrlFuraacep Fuel=fired centlrahfurnace 1 92 AFUE - I I //.. 1 t 1,t 110-11 1t Xk 7i i1 11 '11 11 ft 1f I@ i6 HVAC - COOLING UNIT TYPES 'ef +, r++ w,-.., a — ,.«w. i«+a. a. a ar r. ;•a.M.. :1Mr ,w. 01 `' 02 ` tis J "03 -�> X04' V III 'L�-65 11. 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 -hers -cool Not Required Not Required Not Required Not Required Cooling Component 1I T DuctiessSplitAirCond14 15 Not Zonal Single Speed Cooling Component 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Not Required Not Required Not Required Not Required Registration Number: 216-N0356212A-000000000-0000 Registration Date/Time: 2016-09-27 14:23:44 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-04072016-744 Report Generated at: 2016-09-27 14:10:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation DateITime: 14:10, Tue, Sep 27, 2016 Calculation Description: Title 24 Analysis Input File Name: 2424 Energy.xml CFI R -PRF -01 Page 6 of 7 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 1 -hers -dist Not Required Not Required no ducts None HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 0S 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Burled Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required r� HVAC -FAN SYSTEMS /M 01 02 01 j { �� W 02 03 04 Name - Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 �� �,/` i ingie Speed aPSC`Furnace'Fan ") - �0 58 HVAC Fan 1 -hers -fan elf r � t� I II kt IF 1 s. If ' 11, If U h - 1 ../ w el k "_� -z—, *A' -r. '%.� JW %PL as %;.r it V %A 4-f %A HVAC FAN SYSTEMS - HERS VERIFICATION I 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 44.21 0.25 Default 0 Required Registration Number: 216-N0356212A-000000000.0000 Registration Date/Time: 2016-09-27 14:23:44 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-09-27 14:10:56 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Description: Title 24 Analysis Calculation DatefTime: 14:10, Tue, Sep 27, 2016 Input File Name: 2424 Energy.xml CFI R -PRF -01 Page 7 of 7 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. 3' Documentation Author Name: Documentation Author Signature: m dm c..Aterson Jim Peterson Company: Signature Date: Streamline Engineering 2016-09-27 14:23:44 Address: CE:AMERS Certification Identification (If applicable): 60 Independence Circle City/State/Zip: Phone: Chico, CA 95973 530-892-1100 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business`and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. � - _ _ _ .._i ( \ __ 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans'and_ specifications submitted to' -the enforcement.agencyJbr approval,with_this-building permit application. Responsible Designer Name:Responsible �/ � 11,L Designer Signa tutei d,m Aterson Jim Peterson s . Company: // Y Date.Signed:ES0 00 7 4 E R 26-014:3:4 Streamline Engineering Address: License: 60 Independence Circle City/State/Zip: Phone: Chico, CA 95973 530-892-1100 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216•N0356212A-000000000-0000 Registration Date/Time: 2016-09-27 14:23:44 HERS Provider: CaICERTS Inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-09-27 14:10:56 Butte County Department of Development Services PERMIT CENTER �o..u...� 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLAN CHANGE,ECHE",R RETURN Owner's Name: Contact Person Name: Contact email: Contact Phone Number: <��>D—1 Date Submitted: Permit Number:Assessor's Parcel Number: W ((COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) P�Ze e check any that apply: BUTM Lsponse to Plan Check Letter? °O UNW ❑ Response to Building Inspection Correction Notice? OCT 0 3 2016 ❑ Is there additional square footage? ` ❑ Is unfinished area being1n-filled completed? DEVELOPMENT or p SERVICES ❑ Other: LIST OF ITEMS SUBMITTED 2. 3. 4. 5. v - COWU G h0n Minimum I hour pian 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: Revised 7.20.2015 Page 1 of 1 1 � Nr Butte County Department of Development Services TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 95965 530.538.7601 Office 530.538.7785 Fax www. buttecounty. net www. buttecienera I plan.net October 12, 2016 GIESBRECHT CONSTRUCTION P O BOX 298 ARTOIS, CA 95913 Assessor Parcel Number: 018-440-054 Building Permit Number: B16-1797 Plan Check #1 Description: REPL SFD (142 1) Occupancy Classification: R-3 Construction Type: V -B Stories: One Fire Sprinklers: Yes Building Total Area: R-3 @ 1,421-sf Covered Area: 512-sf Thank you for submitting permits for your building project. The permit documents have been reviewed and comments are listed below. Please respond in writing to each comment. Complete and clear responses will expedite the re -check and approval of this project. Please provide two revised plan sets with your response. GENERAL COMMENTS: 1. Please provide a complete site plan showing all items specified on the Site Plan Requirements. /2. Please specify erosion control measures on the site plan. See erosion control handout. NON-STRUCTURAL COMMENTS: 3. Please provide a complete 2013 Energy Code Certificate of Compliance that includes the front door and side lights, fenestration surface areas on the front orientation, left side orientation and the rear orientation bay windows. �l. Please identify the water heater location on the plans. Refer to the Energy Certificate of Compliance for the small instantaneous water heater. `Op, 0%50 a71ilms`s Please specify the ground immediately adjacent to the foundation shall be sloped away frorn the building at a slope of not less than 6 -inches within the first 10 -feet (5% slope). 2013 CRC Section R401.3. Vff Please clearly note and show that the required "Radiant Barrier" is also to be installed on all vertical surfaces and gable end walls in the attic. California Energy Commission Certificate of Compliance, form CF -1R. 2013 Residential Appendices Section RA4.2.1. �I. Please clearly show or show how the minimum requirement for the Indoor Air Quality ventilation is being met. 2013 California Energy Standards Section 150(o). Refer to the Mandatory Measures for Residential Space Conditioning attached to the Energy Compliance Documentation. (Refer to Table 4-7 of the Residential Energy Compliance Manual for sizing the "Continuous Whole -building Ventilation Rate". If "Intermittent Whole -building Ventilation" is specified you must provide a calculated cfm rating.) /8. Please specify the approved eave vents that resist the intrusion of flame and burning embers. Per 2013 CBC Section R327.6.3 Exception #l. (E.g. Vulcan Vents or tested equivalent) J( Please specify ignition resistant or non-combustible eaves in accordance with 2013 CRC Section R327.7.5. (Open Roof Eaves require noncombustible or ignition -resistant materials. Such as fire-resistant plywood or OSB. Refer to SFM web site above for approved materials.) ,10. Please submit a (2013 CalGreen Code) Residential Mandatory Measures Check list. Please identify mandatory compliance. '1) . Please provide a Construction Waste Management form. (Obtain from Building Department Counter) 2013 CalGreen Section 4.408. 12. Please provide a plan that is implemented to manage storm water drainage during construction. 2013 CalGreen Section 4.106.2. (Show on the Site plan the proposed design.) 12. 2013 CalGreen Section 4.505.2.1. Capillary Break: A capillary break shall be installed in compliance with at least one of the following: 1. A 4 -inch thick base of 1/2 inch or larger clean aggregate shall be provided with a vapor barrier in direct contact with concrete and a concrete mix design, which will address bleeding, shrinkage, and curling, shall be used. For additional information, see American Concrete Institute, ACI 302.2R-06. 2. Other equivalent methods approved by the enforcing agency. 3. A slab design specified by a licensed design professional. STRUCTURAL COMMENTS: No comments The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to discuss these plan check comments, please call during our business hours or contact us by e-mail at the address below. Permit status can be tracked by logging on to http://www.buttecouniy.net/dds and clicking Building Permits Status. Rick Mauldin Plans Examiner 530.538.2875 rmauldiii@buttecounty.net Butte County Building Department Permit # B16-1797 Re: Plan Check Response # 1 Owner: Brian & Sonja Ramos Location: 330 Stilson Canyon Road Streamline Job No.: 2424 To: Rick Mauldin We have reviewed your plan check letter dated 9/27/ 16 and respond as follows: 1. See attached Site Plan. 2. See attached Site Plan. 3. See revised Energy Calcs. 4. See Sheet A-1 keynote 114 it's by the Back Porch / Kitchen wall. 5. See Sheet A-3 Note# 6 6. See note on Roof Plan. 7. See Sheet E-1 (Indoor Air Quality) 8. See Sheet A-3 Keynote tw. 9. See Sheet # A-4 Keynote 415. 10. See attached form. 11. See attached form. '12. See note on Foundation Plan. Please contact me if you have any questions at 530-892-1100. Sincerely, Jim Peterson, Streamline Engineering, Inc. BUTTE COUNTY OCT .0 3.2016 DEVELOPMENT SERVICES Page 1 of 1 60 Independence Cir., Ste. 201 • Chico, CA 95973 0 (530) 892-1100 0 Fax: 892-1115