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HomeMy WebLinkAboutB16-2782 041-030-155• ra,rF'p ^ S', PERMIT NO: FORM NO I �136tte County Department of Development Services' -a'7 08P-1 i f4PERMIT CENTER BIN NO: ' 7.County'Center Drive, Ciroville, CA'95965,.. Main Phone 530 538.7601,'Fax 530:538.7785 www.buttecounty.net/dds' , y PLEASE PRINT CLEARLY,, �� { - 'f?RO E •" O' NER ' . -ORtVI , TI`O . • Last Name First Name Firms ame structures) are issued'by the State. Tell staff if this permit is for a Mobile Home. Click z Mailing Address .QT U�-z. Cit State City State Gi Fax k T6 P ne Fax a r11 ;Living Area Garage: Efi Cell Open Area:" Covered Area: 5 .. ..F'I20JE � . �"O`G�AT �N '• -• APN V('1 �{ Prop dr "ss R • tC� 'r. City Location must not be in the city limits of Chiw, Gridley, Oroville or Paradise, http://gismans.bbttecounty.net/flexviewer/bcdatasearch/index html :. �:.�- APp�C�AtT�x T Last.Name Firms ame structures) are issued'by the State. Tell staff if this permit is for a Mobile Home. Click z Mailing•Address .QT U�-z. Cit State ,Z Phone Fax Email' Cell W, AM DiAzTsEM zxa esr Date Prin e- ' Teti -. When filed, this application and all supporting material beco a 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. `Ap. Revised 7.2C "2015 C�U ' Pa?e I>of _ �=LEIdDINGA'G�NG�' Name Mailing Address . City State Zip Mobile Home permits (other than installation, foundation, utilities &oon-attached M t 4 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:, Ihttl2://www.hcd.ca.gov/codes/mh/HCD Phon0019161 255-2501 this a Manufactured/Mobile Home (circle one) ,Is 1Ye .JOB 1/'�A`� A tOtY"`°"te al�v�u o�1'abo ,,c`►u�iin so a r11 ;Living Area Garage: Open Area:" Covered Area: •t A ^=' TOTALSQ: C Slnicture Built without permits ❑ Proposed Change of Occupancy/Use -Note previous/current use below: 'FOi2c7,FFtG,U:SENLY; , Zoning: Flood Zone: :SRA:: YES NO NPDES YES ❑ NO ❑ Code Enf •r,.• YES,C3 NO ❑ Legal Lot: YES ❑ NO ❑ Occupancy..; .` Type Construction . �a P m +" 'Date: - Ze ,�/s 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 Building Permit Checklist Name: THOMASSEN TRUST ETAL' Location: 0 PENTZ RD, BUTTE VALLEY . Assessor's Parcel Number: 041-030-073 Permit Number: B16-2782 •, 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) 6. Intake Packet a. signed permit application c— b. owner builder (if applicable) c. notice to builders d. fee summary e. fire handout . f. NPDES form -x' g. data sheet - '� h. PW Notification for 26-12 i. Hazardous Material Form (commercial) �j. Accessibility Worksheet (commercial) u k. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. Completed by: Date: 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: B16-2782 Location: 0 PENTZ RD Parcel Number: 041-030-073 Owner Name: THOMASSEN TRUST ETAL Description: 111.91 AC SEC 19 T21 N R4E Date: 12/15/2016 By: CLG Sub Type: SFD-CUSTOM/MODEL Phone: To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public -Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal to Butte County Development Services Building Division To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. - For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. I have read and understand the above pre inspection requirements. Signature: Date: 12/15/2016 i Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone (530) 538 7171 Fax National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACRE] Reference Number: B16-2782 Date: 12/15/2016 Location: 0 PENTZ RD By: CLG Parcel Number: 041-030-073 Sub Type: SFD-CUSTOM/MODEL Owner Name: THOMASSEN TRUST ETAL Phone: 5308720529 Description: 2ND DWELLING BARN (2904) SFD (1560) COV (96) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB I 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 12/15/2016 Title -'jam( �3 Department of Development Services Tim,Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: - Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at http://municipalcodes.lexisnexis.com/codes/butteco/ "When filed, this application and all supporting materiae 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: B16-2782 Date: 12/15/2016 Parcel Number: 041-030-073 Location: 0 PENTZ RD, BUTTE VALLEY Phone: 5308720529 Owner Name: THOMASSEN TRUST ETAL Description: 2ND DWELLING BARN (2904) SFD (1560) COV (96) Signature of Applicant: Date: 12/15/2016 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 PERMIT APPLICATION DATA SHEET Reference Number: B16-2782 Date:'12/15/2016 Location: 0 PENTZ RD By: CLG Parcel Number: 041-030-073 Sub Type: SFD-CUSTOM/MODEL Owner Name: THOMASSEN TRUST ETAL Phone: 5308720529 Description: 2ND DWELLING BARN (2904) SFD (1560) COV (96) The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. YES SEWER DISTRICTS ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 — 530.533.0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 — 530.533.2000 ❑ City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 — 530.879.6700 PARKS & RECREATION DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 — 530.895.4711 ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 — 530.345.1921 X Feather River Recreaction & Park District, 1875 Feather River Blvd, Oroville CA 95965 — 530.533.2011 ❑ Paradise Parks & Recreation, 6626 Skyway Road, Paradise CA 95969 — 530.872.6393 SCHOOL DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 — 530.868.1281 ❑ Chico Unified School District, 1163 East 7th Street, Chico CA 95926 530.891.3006 ❑ Durham Unified School District, 4920 Putney Drive, Durham CA 95938 — 530.895.4675 ❑ Gridley School District, 429 Magnolia, Gridley CA 95948 — 530.846.4723 ❑ Marysville School District, 1919 B Street, Marysville CA 95901 — 530.741.6000 ❑ Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 — 530.532.3000 ,' Oroville Union High, 2211 Washington Ave, Oroville CA 95966 — 530.538.2300 Ext: 105 ❑ Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 — 530.872.6400 OTHER Recorded copy of Agricultural Acknowledgment Statement - See Attached Instructions ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 — 530.868.5447 ❑ FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed on hold until received) ❑ Other: "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information relate is application is subject to public inspection and will be posted on the County's website for electron' aces. Signature of Applicant:_ Date: __12/15/2016 DEVELOPMENT SERVICES Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Oroville, California 95965 F: 530.538.7785 THOMASSEN TRUST ETAL RE: 041-030-073 Buttecounty.net/dds Permit No: B16-2782 To meet the requirements of Butte County Code Section 26-12 (available on line at http://muhicipalcodes.lexisnexi6.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http://www.buttecounty.net/publicworks/divisions/landdevelopment/impstd.html ) with a minimum plan checking deposit of $690.40. Important Note: I 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 questio please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 b 4:00 p.m. I have read and u er d the above requirements: Signature: Date: 12/15/2016 Description: 2ND DWELLING BARN (2904) SFD (1560) COV (96) Type: RESIDENTIAL Subtype: SFD-CUSTOM/MODEL Status: UNDER REVIEW Applied: 12/15/2016 CLG Approved: Parcel No: 041-030-073 Site Address: 0 PENTZ RD BUTTE VALLEY,CA 95965 Subdivision: Block: Lot: Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $264,214.80 Occupancy Type: Construction Type: V -N Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 1 CLTD Details: 3 BEDROOM" ACCOUNT CITY AMOUNT PAID Printed: Thursday, December 15, 2016 3:25:41 PM 1 of 5 LJ 1..1 LJ LJ SYSTEMS FINANCIAL INFORMATION CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY SF CRIMINAL JUSTICE 12 0010-4402300-422000 1 $6.00 $0.00 2% ADMIN SF CRIMINAL JUSTICE 12 5205-52050000-462000 1 $294.00 $0.00 98% SF FIRE 12 2% ADMIN 0010-4402300-422000 1 $13.60 $0.00 SF FIRE 12 98% 5223-52230000-462000 1 $666.40 $0.00 SF GNRL GOVT CW 12 0010-4402300-422000 1 $11.60 $0.00 2% ADMIN SF GNRL GOVT CW 12 5201-52010000-462000 1 $568.40 $0.00 98% SF GNRL GOVT UA 12 0010-4402300-422000 1 $10.80 $0.00 2% ADMIN SF GNRL GOVT UA 12 5206-52060000-462000 1 $529.20 $0.00 98 SF HEALTH & SS 12 2% 0010-4402300-422000 1 $2.20 $0.00 ADMIN SF HEALTH & SS 12 98% 1 5207-52070000-462000 1 $107.80 $0.00 Printed: Thursday, December 15, 2016 3:25:41 PM 1 of 5 LJ 1..1 LJ LJ SYSTEMS ` Phnted:Thursday, December 15,2O163:25:41PN 3of5 CRW.IYSTEMS . ^ — - -DESCRIPTION CLTDQTY ACCOUNT AMOUNT PAID PAID DATE RECEIPT# CHECK # METHOD PAID BY BYSF JAIL FACILITY 5202-52020000-462000 0 $455.89 $0.00SF LIBRARY 12 2% 0010-4402300-422000 1 $4.60 $0.00ADMINSF LIBRARY 12 98% 5212-52120000-462000 1 $225.40 $0.00SF SHERIFF 12 2% 0010-"02300-422000 1 $20.00 $0.00ADMINSF SHERIFF 12 98% 5222-52220000-462000 1 $980.00 $0.00SF TRNSPRTTN 12 2% 0010-4402300-422000 1'. $21.40 $0.00"ADMINSF TRNSPRTTN 12 98% 5215-52150000462000 1 �1,048.60 $0.00Total Paid for CFIFR SINGLE FAMILY 12: $4,965.89 $0.00$11.00 CA SB1473 100 DBCP 0010-4402400-422 $11.00 12/15�/16' B017946 554 C"E X ANDERSON, JUSTIN JMD.'DB AND KARISSATotal Paid for DB CA SB1473 100 DBCP: $11.00 $11.00AND KARISSATotal Paid for DB CA SMIP RES 100 DBCP: $34.35 $34.35CSTM/MDL INSP FEE DB 0010-4402400-422000 1560 $1,863.60 $0.00CPINSPDBF R3 DWLNG ANDERSON, JUSTINCSTM/MDL PLAN CHK 0010-4402100-422000 i56O $1,242.40 $1,242.40. 12/15/16 B017946 554 CHECK AND KARISSATotal JMDFEE DB CPPCK Paid for DB R3 DWELLING -CUSTOM, MODEL 09: .$3,106.00 $1,242.40Total Paid for DB TECHNOLOGY INVESTMENT FEE: $.31.06 $31.06 ` Phnted:Thursday, December 15,2O163:25:41PN 3of5 CRW.IYSTEMS . Printed: Thursday, December 15, 2016 3:25:41 PIA 3 of 5 - Me SYSTEMS ` ' 'PAID "RECEIPT ' ' CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID DATE # CHECK # METHOD PAID BY BY DBEH BUILDINGANDERSON; 0021-5400000-461199 0 $105.00, $105.00 12/15/16. B017946 554 ` CHECK JUSTIN JMD' • REVIEW FEE PH EH . AND KARISSA Total Paid for DBEH BUILDING REVIEW FEE PH EH: $105.00 '$105.00 - DBFIRE FIRE FINAL - INSPECTION RES 09 F 0010-1401000-461901. 0 $0.00. '$0.00 REGSVCSDIV t T Total Paid for DBFIRE FIRE FINAL INSPECTION RES 09 F ' ` $0.00 $0:00 ` .x . ;. • . REGSVCSDIV: . DBFIRE FIRE PRE _ ANDERSON, JUSTIN •PLNCK/INSP RES F 1 0010-1401000-461901 .0 $228.00 '$228.00 12/15/16 B017946 .'554, AND KARISSA REGSVCSDIV - Total Paid for DBFIRE FIRE PRE PLNCK/INSP RES F'*; $228.00'-. $228.00 ' REGSVCSDIV DBMSC DEED : ; ANDERSON, JUSTIN RESTRICTION 09 DB 0010-4402300-422000 - - 1 $127.00 $127.00 12/15/16 B017946 554. AND KARISSA ' CPPC - _ .. _... _ Total Paid for DBMSC DEED RESTRICTION 09 DB CPPC: $127.00 '$127.00 DBMSC FIRE SAFE ANDERSON, JUSTIN STANDARDS REVIEW 09 0010-4402300-422000 ' 0 $127.00: $127.00' . - 12/15/16: 8017946- " 554 CHECK AND KARISSA' JMD DB CPPC Total Paid for DBMSC FIRE SAFE STANDARDS REVIEW 09 DB $127.00 $127.00 - CPPC: DBMSC GEN'L PLAN ANDERSON, JUSTIN MAINT FEE R OCC 09 0010-4401200-461901 - 0 , $139.77 $139.77 12/15/16 6017946 r � 554 ".' ,CHECK AND KARISSA .JMD DPADV Total Paid for DBMSC GEN'L PLAN MAINT FEE R OCC 09 $139.77 $139.77 DPADV: Printed: Thursday, December 15, 2016 3:25:41 PIA 3 of 5 - Me SYSTEMS t 'DESCRIPTION - RAMOUNT y Y ` v CL ACCOUNT QTY PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY DBMSC GRG/SHP/STRG I ANDERSON, JUSTIN WOOD FRM NH PLN CK 0010-4402100=422000 2904: , '$481.60 $481.60 12/15/16 B017946 554 CHECK AND KARISSA , JMD 09 DB CPPCK - Total Paid for DBMSC GRG/SHP/STRG WOOD FRM NH PLN $481.60 $481.60 - CK 09 DB CPPCK: DBMSC GRG/SHP/STRG . v WOOD FRM NO HEAT 0010-4402400-422000: 2904, $722.40 $0.00 INSPCTN 09 DB CPINSP Total Paid for DBMSC GRG/SHP/STRG WOOD FRM NO ;; - $722.40 $0.00 _ f HEAT INSPCTN 09 DB CPINSP: DBMSC SCANNING FEE ' 0010-4402300-422000 0 '� $64.00 ' •. '$64.00 - 12/15/16 B017946w-554 ' '" 1 CHECK ANDERSON, JUSTIN - r- -JMD: 09 DB CPPC - _ a AND KARISSA Total Paid for DBMSC SCANNING FEE 09 DB CPPC: • $64.00 $64.00 DP PLANNINGr ANDERSON, JUSTIN CLEARANCE FOR 0010-4401300-461901 0 k • $81.50 $81.50 -12/15/16 B017946 . 554 CHECK AND KARISSA" JMD PERMITS 09 DPCUR Total Paid for'DP PLANNING CLEARANCE FOR PERMITS 09.$81.50 - $81.50 TOTALS: Y At the time of permit a tion; I•was advised the above fees are.required prior to'issuance of the permit. These fees may change during the plan checking proce } Signature: - Date:, 12/ 15/2016 PriritedThursday, December 15, 2016 3:25:41 PM 4 of 5 M. _ - ���SYSTEMS . required to pay the requested deferred impact fees as noted within this fee summary, before I am allowed to schedule a Final Inspection. I will not be allowed to occupy the permitted structure until a final inspection has been performed and approved after all fees have been paid. Signature: Date: 12/15/2016 Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Printed: Thursday, December 15, 2016 3:25:41 PM 5 of 5 BMU U SYSTEMS Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965- Main 5965Main Phone 530.538.7601 Fax 530.538.7785 . www.buttecountv.neUdds 1 - FORM NO DBP -06 PLAN CHANGE, RECHECK, OR RETURN Owner's Name: Contact Person Name: Contact email: � �S%�kc��d e r5��e � <A-t��, N � Contact Phone NumberQf3_-Z) 'j l �7`�`i ( Date Submitted: 2 21 7o Permit Number: 'B 16 --M E --_Assessor's Parcel Number: p'-1 1 - 07_x-) -03Z ACOMPLETE SET OF PLANS 1 ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) Please check any that apply: 12 Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? BUTTE ❑ Is there additional square footage? COUNTY ❑ Is unfinished area being in -filled or completed? ❑ Other: FEB 2 12017 DEVE.LOPVIENT LIST OF ITEMS SUBMITTED SERVICES Z 5�- -S 2. 1 izd,�<� —:� 3. l w VJINC� DEIiS�vxS -ILE 4. c,V= 5 Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: Revised 7.20.2015 Page 1 of 1' TrF� Butte County Department of Development Services FORM NO PERMIT CENTER .�y. 7 County Center Drive, Oroville, CA 95965 DBP -06 coUN Main Phone (530) 538-7601 Fax (530) 538-7785 .vww.butt j�, ' PLAN CHAN E,RECHEC , OR RETURN Owner's Name: Contact Person Name:��� Jkv cJcCL�r� Contact email: �, ,�oj-\& Contact Phone Number: 1 - %yy 1 Date Submitted: 1 7 Permit Number: - 2:123;7 Assessor's Parcel Number: 041 — C )Sp -013 COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) Plea a check any that apply: ' esponse to Plan Check Letter? esponse to Building Inspection Correction Notice? ❑ Is there additional square footage? ❑ Is unfinished area being in -filled_ or completed? ❑ Other: LIST OF ITEMS SUBMITTED 2. I c:�c�Y wr= a1 vEctCl c..�oa�,cs r-� 4. 5. Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBP\DBP- 06 Plan_ Change_Form_REV'D .8.13.1.4_AKM.doc Page 1 of 1 Residential Mandatory California Green Building ' t Code Measures Based on the 2013 California Green Building Standards Code Checklist Effective July 1, 2015 s..r+n.i.wrF...+ ..r+.S-ww+-.-....F•.� a�.v.i.,Y � ' 4.. �,..i�y. ,,;:.�L ,� 1 } ,�'.I'. I l 4 i..' .: �` }-�., �..+•.-I�r--e++-�. L...v...r.:.r +.,.n..�....a. r..i l 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 'Site pDevelo ment 5th': 4.106.2 A plan is developed and implemented to x manage storm water drainage during construction. 4.106.3 Construction plans shall indicate how site grading or a drainage system will manage all surface ❑x 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 ❑ ❑ I with attached private garages; and 3 percent of total parkinp spaces, asspecified, for multifamily dwellings. ENERGYIEFEICIENCY,`.'3 4.201.1 Building meets or exceeds the requirements ofthe ❑ ❑ ❑ California Building Energy E.#iciency StandardS3. x O t•' WATER EFFICIENCY ��N'�� ,�,�� AND, CONSERVATION ,�11 w, � .c✓' 'Y Indoor: Water Use' ; w :; t^. 4.303.1 Plumbing fixtures (water closets and urinals) and ❑ ❑ ❑ 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. 4.303.2 Plumbing fixtures and fittings required in Section _ 21 ❑ ❑ ❑ 4.303.1 shall be installed in accordance with the California Plumbing Code, and shall meet the applicable referenced standards. cc. - iY � ': nom" s� �"'W? ! � 45,x. ��7"�• ${.p rl}� .�' 4.304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be weather Qx ❑ ❑ ❑ or soilmoisture-based. cw �. i';1Z•':*''/i�":+e"2kL ",:SC•r'. ce I`"1�'i+.u.5�„q Enhanced ."i-Aility<and Reduced M�amtenance'- 4.406.1 Annular spaces around pipes, electric cables, ❑x ❑ ❑ ❑ conduits or other openings in plates ai 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. Construchon Wat,te Reduchgn, Dtspusal � �� ,� and Ree 'lin $ ' `` ''" � Y 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 Construc606 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; orc 4.The waste stream reduction alternative, per Section 1. n I 4.4084 �•! • t a ''.Kkln" ' •.f t '3 4 Buifdm Maintenance and O erati6e'- s..r+n.i.wrF...+ ..r+.S-ww+-.-....F•.� a�.v.i.,Y � ' 4.. �,..i�y. ,,;:.�L ,� 1 } ,�'.I'. I l 4 i..' .: �` }-�., �..+•.-I�r--e++-�. L...v...r.:.r +.,.n..�....a. r..i l 4.410.1 An operation and maintenance manual shall ! ❑ ❑ ❑ be provided to the building occupant or owner. ENVIRONMENTAL UALITY � � '���t<..; 4.503.1 Any installed gas fireplace shall be a direct -vent scaled -combustion type. Any installed woodstove or • e pellet stove shall comply with US EPA Phase Il emission ❑ ❑' ❑ limits where applicable. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local Pollutant Control 4.504.1 Duct openings and other related airdistribution ❑ ' ❑ ❑ ❑ component openings shall be covered duringx 4.504.2.1 Adhesives, sealants and caulks shall be ❑ ❑ ❑ compliant with VOC and other toxic compound 4.504.2.2 Paints, stains and other coatings shall x ❑ ❑ ❑ ❑ be compliant with VOC limits. . 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other ® ❑ ❑ ❑ toxic compounds. 4.504.2.4 Documentation shall be provided to verify i 0 ❑ ❑ ❑ that compliant VOC limit finish materials have been 4.504.3 Carpet and carpet systems shall be compliant , : x - ❑ ❑ - ' ❑ with VOC limits. 4.504.4 80 percent of Floor area receiving resilient x flooring shall comply with specified VOC criteria. 4.504.5 Particleboard, medium density fiberboard (MDF) ` and hardwood plywood used in interior finish systems x ❑ ❑ ❑ ❑ shall comply with low formaldehyde emission standards. . "Interior Moisture Control 4.505.2 Vapor retarder and capillary break is installed at x ❑ ❑ ❑ ❑ slab -on- rade foundations. 4.505.3 MOIStUrc content of building materials used in x ❑ ❑ ❑ ❑ wall and floor framing is checked before enclosure. Indoor Air'.Quahty;and Exhaust, .' ,• R . y • 1:✓ EnVTronmenna'r 4.507.1 Reserved. 4.507.2. is selected using the following methods: ❑x ❑ , ❑ ❑ 1. Establish heat loss and heat gain values according to ANSUACCA 2 Manual J-2004 or equivalent.' 2. Size duct systems according to ANSUACCA I Manual D-2009 or equivalent. 3. Select heating and cooling equipment according to 1 ANSUACCA 3 Manual S-2004 orequivalent. installer and.;$Pecial:Inspi c&or Qualifications k`- 702.1 HVAC system installers are trainedand certified in x ❑ ❑ ❑ ❑ the proper installation of 11VAC systems. / 702.2 Special inspectors employed by the enforcing r agency must be qualified and able to demonstrate ❑ ❑ ❑ competence in the discipline they are inspecting. Verifications; 703.1 Verification of compliance with this code may j. include construction documents, plans, specifications a builder or installer certification, inspection reports, or ❑x _ ❑ ❑ ❑ other.methods acceptable to the enforcing agency which show substantial conformance. r � ! BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted APN: 0q I - ga2)'- (D-7:1-, Building Permit # OA �, - 2.7 7 Z - Owner Name:.:5a-rt Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2 140 Owner Mailing Address: �V . AA1A YS VA a;D (,7 Owner Phone: (J� ) ,!�i I - 7`4`I I Jobsite Address: C7 �i=1y ; 9 'l Project Sq. Ft.: ZU I:2�, Project TypeX. Construction I Demolition Jobsite Contact: Company: Jobsite Phone: (semi)) S5 Ii Brief description of project: N tZBy signing signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance 7ay4esult in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner / Contractor) Signature: C; I 2 Date: 'di -la -1.1 ire e MATERIAL 1 Reuse Recycle Dispose FACILITIES/SERVICE PROVIDERS TO BE USED 3 Inert Material (concrete, asphalt) '� - CZ �V�.. �-- rte,. ; l.:x ;-J Com. L � Lumber Plant/Tree Debris Dry Wall Metal Cardboard � i�2- 5� � r- t �✓, Lek JC Other: Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at:www.RecycleBLItte.net -�13-2 iia I f BARN ROOF LAYOUT r DODNTY BOILDINO DIVISION AP®V { lui o OJ wop �Z a 1 E • � EE ILr r r� i CD L. I N C> • ,. 17 ( N I Q I I 0 I I I r DODNTY BOILDINO DIVISION AP®V { lui o OJ wop �Z a 1 E • � EE o0 co F05(4 F01 F01 F01 ti r, i Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc 105 S. E. 124°i Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * MiTek.` ICC ES Report ESR -1311 & ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 TBC/TRC 2012 SECTIONS (2303.4/R802.I Oroof/R502.1 I TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Tniss Detail Title Detail 4 = Included Gable End 85 Wind B I Gable End 1 10 Wind B _.__ I A ...._.._._.--- ✓ Gable End 110 Wind C IB Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 Open Face Jacks 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 ✓ Dbl T/C Notching 9 HVAC 10 Truss Data I 1 ✓ Purlin Gable 12 BCSI at www.sbcindustrv.com BCSI-Bl Summary Sheet at _ www.sbcindustrv.com Systems Plus Job Number 1610-109 Date 11-18-16 Revision(s)PERMIT # �6 Customer Project Location ANDERSON - . BAR PARIDISE DEC 11:2016' SEItVI ES 811 794 COUNTY DEVELOPMENT SEFiVICEs kb�1ilP+oiraa m _ PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B I SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES I SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE Dl-.SIGNIi:R OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B I SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE. SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE. AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & Mil/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE 1S TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSL-BI SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. STANDARD GABLE END DETAIL M11/SAC - 20A 9/17/2004 PAGE 1 OF 2 31- T " T *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1X4 OR 2X3 (TYP) VARIES TO COM, 12 TRUSS SHEATHING (BY OTHERS) 24" MAX �1 1/2" I- 3 1/2" 2X4 LATERALBRAC G NOTCH AT AS REQUIRED PER TABLE BELOW ' 24" O.C. (MIN.) TOP CHORD i -I VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT B" O.C. LOADIN((psf) SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code ASCE 7-02 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD MITek Industries, Inc. Western Division 24' O.C. END WALL IGID CEILING MATERIAL DETAIL A SEP222015 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0112 - -10-0 11-8-0 8-10-0 6 OVER 8'-611 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG, ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 A WARMNO • Dari)# darlgn paramatere and READ NOTW ON 7MB AND DVCLUDSO WTER REFERENCE PROS AW -7477 BEFORE US& 7777 Greenback Lane 9 =MEN Design valid for use only W lh Mitek conneclors. This d n k dM based only upon paromelers shown. and Is for on Induoi bu ildin component. Sutte si Appicobilly of design pceaenters and proper Incorporation of component Is responsiWBly of building designer- not Iruss designCitrus Heights, Bracing shown ghls, CA, 968! m Is lar lateral support of IndMduat web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Addllksnai permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regarding mill fabrication. Quality central storage, delNery, erection and bracing, consul ANSIMI1 Quality Criteria, OSB -89 and BCSII Sulding Component M iT®k® Solely Information ovalabla hm olruss Fiala Institute, 56 O' 3 0nolAo Drive, Modlsan, WI 53719. MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. -10-0 11-8-0 8-10-0 6 24 INCH O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG, ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-8". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 A WARMNO • Dari)# darlgn paramatere and READ NOTW ON 7MB AND DVCLUDSO WTER REFERENCE PROS AW -7477 BEFORE US& 7777 Greenback Lane 9 =MEN Design valid for use only W lh Mitek conneclors. This d n k dM based only upon paromelers shown. and Is for on Induoi bu ildin component. Sutte si Appicobilly of design pceaenters and proper Incorporation of component Is responsiWBly of building designer- not Iruss designCitrus Heights, Bracing shown ghls, CA, 968! m Is lar lateral support of IndMduat web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Addllksnai permanent bracing of the overall structure is the responsibility of the bullding designer. For general guidance regarding mill fabrication. Quality central storage, delNery, erection and bracing, consul ANSIMI1 Quality Criteria, OSB -89 and BCSII Sulding Component M iT®k® Solely Information ovalabla hm olruss Fiala Institute, 56 O' 3 0nolAo Drive, Modlsan, WI 53719. 7 STANDARD GABLE END DETAIL MI1/SAC - 20A 9/17/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING %TO 2X4 STD. DF -L BLOCK 2- 10d (NP) SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE EN ± 45' STRONGBACK 2X4 No, 2 OR BTR 2X4 BLOCK 2X4 S r JD OR BTR SPACED @ 5'-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE, EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHOF I S W/ 4-10d NAILS. MAX. LENGTH = T-0" 6'-3" MAX TO STANDARD TRUSSES BEARING WALL SPACED @ 24" O.C. ALTERNATE BRACING DETAIL � 40.50 NO, 00744 EXP. 12-31= Y NOTES SEP 2 2 2015 1)2X4 NO.2 OR BTR, FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS, Q WARMNO • Ver{/p deegn par'amebere and READ NOTED ON TRS AND INCLUDED WITEK REFERENCE PAOE AW -7473 DSFORE USE. 7777 Greenback Lane Design void for use any wlih Weir connectors. This design Is bosed only upon parameter shown, and b lar on IndMdual building component. Suite 109 Appl1.1.y of design paramenler and proper tncorporalion al component Is responsibility of building designer - not truss designer, Oractng shown Citrus Heights, CA, 8581 b for iaterol support of Individual web member any, Additional lemporary brocIng to Insure sloblilly during construction is the responsbl®ly of the erector. Additional permanent bracing of the overall structure Is the responslbilly of the building designer. For general guldonco regarding Iml fabrication, qually conirol. storage, deWery, erection and brocing, comuil ANSIfrPII Quality Criteria, DSO -89 and BCSII Building Component A �'��m Solely Infomw8on ovatbble IromTnrs Piole Institute, 583 D'Onoldo Drive, Madison, WI 53719. W STANDARD GABLE END DETAIL MIUSAC - 20B 9/17/2004 PAGE 1 OF 2 MITek Industries, Inc. Western Division SHEATHING (BY OTHERS) *DIAGONAL OR L -BRACING - REFER TO TABLE BELOW 24' MAX 24' O.C. SEE PAGE 2/2 FOR TYP —ALTERNATE BRACING DETAIL 3 1/2"9 „ �1 1/2" _ - —01 1 X4 OR 2X3 (1YP) 2X4 LATERAL BRACING VARIES �' NOTCH AT AS REQUIRED PER TO COM. 2 TABLE BELOW L \TRUSS 24" O.C. (MIN.) TOP CHORD CONT. BR SPAN TO MATCHI VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. LOADING(pst SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 7,0 Lumber Increase 1.15 BCLL 0.0 Rep Stress incr YES BCDL 10.0 Code ASCE 7-02 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD 3x5= QRort oof / O'rj00/V END �O �0 WALL IGID CEILING MATERIAL NO. C074486 DETAIL A EXP. 12.31-1 SEP 2 2 1015 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0" 2 16d - - _f Bu— OVER 8'-6" 4 - 16d q\� OF NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 O NAILS SPACED AT 6' O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q WARwxa • Vcr{Ig dasfgn paramatera and AEAD NOTES ON TMS AND TNCWDED WrEK REFERENCE PAGE MU -7473 BEFORR USE. 7777 Greenback Lane Design void for use only wllh Mlfek connectors. Thio design k based only upon parameters shown, and Is for an Individual building component. Suite log Applicablfilyofdesignppaatroomenlers and properincorporatlonof componenl Isrespond Iyof buflding designer -not Iruss designer, Bracing shown Glrus Nelghls, CA, 8591 isfor laleral support of IndWuol web members only. Addlllonal temporary bracing to Insure slabWly during costruction h the responslbiity of the erector. Addlllonal permanent bracing of the overall structure Is the resporelbgly of the building designer. For general guidance regardingnil fabrication, qually control, storage, delivery, erection and bracing, coD'mull ANSV7P11 Qua9ty j� Crlleffa, DSB-89 and BCSII Building Component M t B�k� Safety Information available from Truss Plate Institute, 583 Onoldo Drive, Madison, WI 53719. MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 4-11-0 - - 7-6-0 24 INCH O.C. _ _ 74-17 NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY, CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 O NAILS SPACED AT 6' O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 Q WARwxa • Vcr{Ig dasfgn paramatera and AEAD NOTES ON TMS AND TNCWDED WrEK REFERENCE PAGE MU -7473 BEFORR USE. 7777 Greenback Lane Design void for use only wllh Mlfek connectors. Thio design k based only upon parameters shown, and Is for an Individual building component. Suite log Applicablfilyofdesignppaatroomenlers and properincorporatlonof componenl Isrespond Iyof buflding designer -not Iruss designer, Bracing shown Glrus Nelghls, CA, 8591 isfor laleral support of IndWuol web members only. Addlllonal temporary bracing to Insure slabWly during costruction h the responslbiity of the erector. Addlllonal permanent bracing of the overall structure Is the resporelbgly of the building designer. For general guidance regardingnil fabrication, qually control, storage, delivery, erection and bracing, coD'mull ANSV7P11 Qua9ty j� Crlleffa, DSB-89 and BCSII Building Component M t B�k� Safety Information available from Truss Plate Institute, 583 Onoldo Drive, Madison, WI 53719. STANDARD GABLE END DETAILMIUSAC - 20B 9/17/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d _ (TMP) - I 2X4 BLOCK SIMPSON A34 — OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR GABLE EN 6'-3" MAX TO BEARING WALL + 45" STRONGBACK 2X4 No. 2 OR BTR 2X4 D OR BTR SPACED @ 5'-0" O.C. SHAE PROVIDED AT EACH END OF BRAEXCEPT FOR BRACE EXTENDED INTOE CHORDS & CONNECTED TO iNGTH CHOS W/ 4- 10d NAILS. MAX = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL NOTES SEP 2 2 2015 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. 0 WARMNO. Vwj y dwign pa atere and READ NOTES ON TRIS AND INCLUDED ft1=K REPERENCE PAQE AM -7473 BWORS USB. 7777 Greenback Lane �® Design void for use only with MITek connectors. This design Is based any upon parameters shown, and Is for an Indlvkfual building component. Suite 109 Applicability of design rarameniers and proper Incorporation of component h responsUilly or building designer • not truss designer. Bracing shown Clbus Heights, CA. 9501 Is for lateral support of ndMduol wab members only. Addlilanal larrmporary bracing to Insure stability during construction Is the responsibility of the erecta. Additional permanent brocing of the overall structure Is the responslbllly of the building designer. For general guidance regarding fabrication, quality conlro6 storage, delivery, erection and bracing, consul) ANSI/TPti ouanty Criteria, DSB•89 and BCSII Building Component MOW Safely Information ovallobie from Truss Plate institute. 583 DOnolrlo Drive. Madison, WI 53719. MARCH 12, 2009 l�Ur--I C) U�Q __ s�%1� MiTek USA, Inc. WEB BRACING RECOMMENDATIONS ST- WEBBRACE MiTek USA, Inc. Page 1 of 1 .Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. 1. DIAGONAL BRACING ISREOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED BRACING MATERIAL TYPE 1 X 4 IND. 45 SP BRACING MATERIAL TYPE BRACING MATERIAL TYPE A A B C I° A I BI l° C I ° 1010 16101886 1 X 4 #2 SRB (DF, HF, SPF) ( 1886 ( 2829 12'-0" _..__.._..._.... 1342 .._.... _.. 1572 ....... ......... .... ..... 1572 I._ ........ ____ 2358 3143 3143 4715 4715_ _7074 _ 14'•0" 1150 1347 1347 _ 2021 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE 2358 2358 I 3536 -' _ _^ 3143- ' 4715 '. _.• 16'-0" 1006 1179 11797 1768 18'4" 894 1048 ( 1048 1 1572 20'-0" 805 943 + 943 I 1414 t. 1886 j 1886 I 2829 -_._...._............_. ..._._..__...._._..........._..._.."....._...._._.__ .Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER* TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE *STABILIZER" --... rwr. 1—T&Ii AT—n1 ii— Amn PRnn1—Soc 1—ATI— TRUSS W EB 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 root system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING ISREOUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2Y 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 (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131'x2.5') FOR 1.4 BRACES. 2.1 Od (0.131'. 3') FOR 2,0 and 2.4 BRACES, AND 3-1 Od (0.131'4') FOR 24 BRACES. i -----------'- -- 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.5') NAILS FOR I W LATERAL BRACES. 2-10d (0.131'X3") NAILS FOR 20 and 2x4 LATERAL BRACES. AND 3.1 Od (0.131'x31 FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF. DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 #3. STD, CONST DF, HF, OR SP) DSS -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 (SPF, GUIDE TO GOOD PRACTICE FOR HANDLING. INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES. JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. . .._ ............. _......._.__.._...._-_.__............._.__.._... -_._...._............_. ..._._..__...._._..........._..._.."....._...._._.__ ......_...... WWW.SbCIn USIfy.Coma WWW.Ipinsl.o/Q D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER* TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE *STABILIZER" --... rwr. 1—T&Ii AT—n1 ii— Amn PRnn1—Soc 1—ATI— TRUSS W EB 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 root system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) March 4, 2013 �1 cif=1 MiTek USA, Inc. T -BRACE / I -BRACE DETAIL I ST - T -BRACE MiTek USA, Inc. Page 1 of 1 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. Pattern Brace Size Nail S acin ! for One -Ply Truss Nailing Patter T -Brace size Nail Size Spacing 1 x4 or 1 x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WE Nails Nails Web l r 27 i 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, 1 x4 or 1 x6 SP braces must be stress _Brace rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Bra( For SP truss lumber grades up to #1 with 1 X- bracing material, use IND 55 for T-Brace/I Bra( Specified Continuous Rows of Lateral Bracing Web Size 1 -....... ........................... 2 . .... .... -... _..._..-... - ... - ...... --...---- ---._.._..--- _ 2x3 or 2x4 ---- 1 x4 (') T -Brace 1 x4 (') I -Brace 2x6 1 x6 (') T -Brace 2x6 I Brace 2x8 2x8 T -Brace 12x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing ize.^ Web Size—.-- 1______-- --_2_-- .-•-- i 2x3 or 2x4 -� -' 2x4 T- Brace 2x4 I -Brace_ j2x6 2x6 T -Brace 2x6 17Brace 2x8 2x8 T -Brace 2x81 -Brace T -Brace / I -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress _Brace rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Bra( For SP truss lumber grades up to #1 with 1 X- bracing material, use IND 55 for T-Brace/I Bra( JANUARY 1, 2009 nn !Ri1 O 00 O 00 MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size I.N.a..il Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WEB L -BRACE DETAIL Nails , SPACING 1 t \1v r L -BRACE Nails Section Detail L -Brace Web L -Brace must be same species grade (or better) as web member. ST - L -BRACE MiTek 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. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 .or._...2x4.-...,......._. _. _, ..... 1x4. _.... _...,....... _ .. . ••• 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 _ •** 2x6 2x6 2x8 2x8 "' DIRECT SUBSTITUTION NOT APLICABLE J. M JANUARY 1, 2009 �jf-1(f�a `R1 `•` r I�I_I MiTek USA, Inc. i SCAB -BRACE DETAIL ST - SCAB -BRACE MiTek USA, Inc. Page 1 of 1 Now Scab -Bracing to be used when continuous lateral bracing at midpoint (or T -Brace) is impractical. Scab must cover full length of web +/- 6". 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. rl MAXIMUM WEB AXIAL FORCE = 2500 lbs \ MAXIMUM WEB LENGTH = 12'-0 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails Section Detail MIA Scab -Brace i.�J Web Scab -Brace must be same species grade (or better) as web member. JANUARY 1, 2009 2 PLY FLOOR TRUSS FTC CONNECTION DETAIL ST -FTC -CLIP L—_ L_J DRi MiTek USA, Inc. Page 1 of 1 — REFER TO INDIVIDUAL TRUSS DESIGN f ij I I FOR PLATE SIZES AND LUMBER GRADES MiTek USA, Inc. FTC32/FTC1 FTC32-2 / FTC2 USP FLOOR TRUSS CLIPS - FTC SERIES MAX. CONCENTRATED LOAD USP STOCK NO. FTC32 MAX. CONC. LOAD (Ib's.) PER CLIP MAX. TRANSFER LOAD (Ib's.) PER CLIP SYP I DOUG -FIR 1360 SPF SYP/DOUG-FIR -------- 1180 680 AS PER CHART BELOW (2) 3 x 2I ____...__._...__..___._.....-.--- 4 x 2 FTC32-2 . FTC1 1360 1730 I 1180 680 1500 865 1500 I — - 865 590 750 I 750 _ _ — —1730 FTC2 (10)10d F'MAX. UNIFORM LOAD AS PER CHART BELOW --I- ---- J__ AB C D E F G H I ./i .' i i -_T _.. .. \\. I Fj_ Srl' ,,�....I ' I.. T j F,-� O P O N M L K FTC32/FTC1 FTC32-2 / FTC2 USP FLOOR TRUSS CLIPS - FTC SERIES TRUSS SIZE 3x2 USP STOCK NO. FTC32 MAX. CONC. LOAD (Ib's.) PER CLIP MAX. TRANSFER LOAD (Ib's.) PER CLIP SYP I DOUG -FIR 1360 SPF SYP/DOUG-FIR -------- 1180 680 SPF 590 (2) 3 x 2I ____...__._...__..___._.....-.--- 4 x 2 FTC32-2 . FTC1 1360 1730 I 1180 680 1500 865 1500 I — - 865 590 750 I 750 (2) 4 x 2 I FTC2 — —1730 TRUSS USP FASTENER SIZE STOCK NO. SCHEDULE 3x2 FTC32 (10)10dx1-1/7' (10)10dx1-1/2" (2)3x2 FTC32-2 4 x 2 FTCI (10)10d (2)4x2 FTC2 (10)10d 10d x 1-1/2" NAILS ARE 9 GAUGE ( 0.148" DIAMETER) BY 1.1/2" LONG AX. UNIFORM LOAD ( pit) 24" O.C. SPACING SVP I DOUG -FIR SPF 680 590 680 590 865 750 865 750 FOLLOW USP INSTALLATION INSTRUCTIONS. USE ALL SPECIFIED FASTENERS. MAX. UNIFORM LOAD (pit) REQUIRES FTC CLIPS TO BE PLACED AT A 24" O.C. MAX. SPACING ALONG THE LOADED CHORD. nP . 12-3 CIVIL gTFOF CAL MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1512-073 Fax 916/676-1909 ANDERSON The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R49145199 thru R49145210 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. QRpFESS/pN yQ�P� 1EOp�s�F�c L w C 75435 cz rn EXP. 03/31/2018 s`TgT CIVl\. 0 December 2,2016 Teodosescu, Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 1 +� a. .}N - f' - I".. •( . � * Vit. _ • � ROOF TRUSS LAYOUT. - '' o, ✓ .SCALE: WS r • w ,. W - ' .. ,Ti L W62 29 w.: � � PLUS PNDERSON SYSTEMS Lum HER CO. 109 f: ^h' A. �. �610 PARIDISE � ` -• AN 15 -- — — -- — — 1 +� a. .}N - f' - I".. •( . � * Vit. _ • � ROOF TRUSS LAYOUT. - '' o, ✓ .SCALE: WS r • w ,. W - ' .. ,Ti L w.: � � a. .}N - f' - I".. •( . � * Vit. _ • � ROOF TRUSS LAYOUT. - '' ✓ .SCALE: WS r • w ,. W - ' .. ,Ti L w.: � � PLUS PNDERSON SYSTEMS Lum HER CO. 109 f: ^h' A. �. �610 PARIDISE � ` -• Job Truss Truss Type Oty PlyANDERSON H 849145199 1512-073 A01 GABLE 2 1 G K 6.00 12 Job Reference (optional) JyJ 1 CMp F'lVJ LUM131=11 liV, HN UCItJVPo, VH d.UIU S Apr ZU zulb MI talk Inaustrles, Inc. Fri uec UZ 1b:U 1:14 lU1b Nage 1 I0:c6lfUcTTcFOLUhBuAUN1 R4yDMrz-IPdhFK6vi7uvbglhG3cETuNuVS13vGjsdygcOSyCyTh •2.0.0 l 13.0-0 l 26-0.0 I 28.0-0 i 2 13-0.0 13-0.0 2.0-0 Scale = 1:48.9 OTHERS 2X4 OF Stud/Std G REACTIONS. All bearings 26-0-0 (lb) - Max Horz B=121(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 8, P; T, U, V, AB, AA, Z except R=-115(LC 9), S=-107(LC 3), AD=-116(LC 8), AC=-107(LC 3) Max Grav All reactions 250 Ib or less at joints) X, Y. W. S, T, U, V, AC, AB, AA, Z except B=368(LC 1), P=368(LC 1), R=4911 (LC 20), AD=491(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS O -R=-343/168, C -AD= -343/169 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, P. T. U, V, AB AA, Z except Qt=lb) R=115, S=107, AD=116, AC= 107. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) X, Y. W, R, S. T, U. V, AD, AC, AB, AA, Z. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 9RpFESS/pN T EOD �Fyc wPC 75435 �Nc rn LL1 nn `*\ EXP. 03/3112018 l* OF CAO'tw December 2,2016 A WARNING • Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA OE MII-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MITekral connectors. This design is based only upon parameters shown, and is for an individual building component, not �- e truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 citrus Hot hts. CA 95610 3x6 = H I J G K 6.00 12 F L E M p Y x w NO C Z 4x6 = V AA U .AB T N 3x4 AC S b 3x4 C AD - R B P K;UL, 00 IV S (U WJ C D NT l t./ r o CCts (7- r) l 13-0.0 l 26-0-0 13.0.0 13.0-0 Plate Offsets (X Y)- 0:0-3-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0. Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 O n/r 120 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.02 O n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 P n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -SH Weight: 125 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 OF Stud/Std G REACTIONS. All bearings 26-0-0 (lb) - Max Horz B=121(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 8, P; T, U, V, AB, AA, Z except R=-115(LC 9), S=-107(LC 3), AD=-116(LC 8), AC=-107(LC 3) Max Grav All reactions 250 Ib or less at joints) X, Y. W. S, T, U, V, AC, AB, AA, Z except B=368(LC 1), P=368(LC 1), R=4911 (LC 20), AD=491(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS O -R=-343/168, C -AD= -343/169 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, P. T. U, V, AB AA, Z except Qt=lb) R=115, S=107, AD=116, AC= 107. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) X, Y. W, R, S. T, U. V, AD, AC, AB, AA, Z. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 9RpFESS/pN T EOD �Fyc wPC 75435 �Nc rn LL1 nn `*\ EXP. 03/3112018 l* OF CAO'tw December 2,2016 A WARNING • Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA OE MII-7473 rov. 10/03/2015 BEFORE USE. Design valid for use only with MITekral connectors. This design is based only upon parameters shown, and is for an individual building component, not �- e truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 citrus Hot hts. CA 95610 1 Job Truss Truss Type Qty Ply ANDERSON I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 849145200 1512-073 A02 Scissor 15 1 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -1.11 Job Reference (optional) 5Yb I tM5 t•LUJ LUMbtK GU, ANUt KSUN, GA d.UIU S Apr ZU ZU1b Mllek Industries, Inc. Fri DBC 02 16:07:15 2016 Pagel ID:c61fUcTTcFQLUhBuAUN1R4yDMrz-EbB3Sg7XTR1mDgKtpn7TO5wvVrzkeyy?scQ9xuyCyTg I - 2:,0 I 6.10.13 I 13-" I 19-1-3 I 26-0-0 I 28.0 0 I 2A•0 6.10.13 6.1.3 6.1-3 6.10.13 Scale = 1:48.9 6x6 D I 6.10.13 I 13-0-0 I 19-1-3 i 26-M 6-10.13 6-1-3 6-1-3 6-10-13 01— P1ffn. IV V\– rQ•t\-C_G /in_'ll rC•n_C G A.A 71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.31 I -J >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -1.11 I -J >282 180 BCLL 0.0 Rep Stress Incr YES WS 0.80 Horz(TL) 0.85 F n/a We BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 127 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G *Except* D -I: 2X6 DF SS G REACTIONS, (Ib/size) B=1310/0-5-8, F=1310/0-5-8 Max Horz B=121(LC 8) Max Uplift B=-149(LC 8), F=-149(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-4939/451, C -D=-3804/159, D -E=-38041181, E -F=4939/232 BOT CHORD B -J= 335/4583, I -J=441/4625, H -I=-107/4625, F -H=-104/4583 WEBS D-1=30/2888, E -I=-1164/414, C -I=-1164/381 BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) B, F considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=149, F=149. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQ?,pFESS/O,vq TEOpp"�F2 GO c� W WPC 75435 �`nc m W M 1 * \ --7•^-:N— It * , CIVIL �P OFCAUF��/ December 2,2016 AWARNING - VaAfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312013 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not Lruss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ding 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 buss systems, see ANSIITPIl Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus H i his. CA 95610 Job Truss Truss Type Qty Ply ANDERSON 849145201 1512-073 A03 GABLE 2 2 Job Reference o tional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Dec 02 16:07:18 2016 Page 1 ID:c6lfUcTTcFQLUhBuAUN 1 R4yDMrz-eAsC419PIMPL4H3SVvgAekYYJ33procRYaepXDyCyTd 7-10-12 13-0-0 1 18-1.4 I 26-" I 28-0-0 I 2-0-0 7-10.12 5.1-4 5-1-4 7-10-12 2.0-0 Scale = 1:53.1 4x4 = 6.00 12 2x8 11 K - I H 2x8 11 4x6 = 3x8 = Plate Offsets (X,Y)— [B:0-0-6,0-2-4], (B:0-0-4,0-2-12), (C:0-1-0,0-1-4], (C:0-6-4,0-2-0], [E:0-6.4,0-2-0], [E:0-1-0,0-1-4], [F:0-0-6,0-2-4], [F:0-0-4,0-2-12], [L:0-1-13,0-1-0], [M:0-1-13,0-1-0]_(N:0-4-0,0-0-12],[V:0-1-10,0-1-0L[W:0-1-10,0-1-0],IAA:0-4-0,0-0-12],[AG:0-1-10,0-1-0]_[AJ:0.1-10,0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.11 I -K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.39 I -K >798 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.06 F n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -SH Weight: 333 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btf G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X6 DF SS G - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=1310/2-0-0, F=1310/2-0-0 Max Horz B=76(LC 12) Max Uplift B=-157(LC 8), F=-157(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-4007/307, C -D=-2161/170, D -E=-2161/170, E -F=-0007/309 BOT CHORD B -K=-317/3865, I -K=-309/3873, H -I=-235/3873, F -H=-243/3865 WEBS D -I=-44/1487, E -I=-2104/251, C -I=-2104/249 NOTES- (14) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 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; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=157, F=157. 12) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 13) Studding applied to ply: 1(Front) QROFESS/ON I EO pOs �F2c wP C 75435 C:: OFCAUFv� December 2,2016 A WARNING - Vorlry design par rr efers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not e truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall p 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 truss systems, see ANSIrrPI1 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts CA 95610 n Job Truss Truss Type Ply ANDERSON r15 R49145202 1512-073 A04 Roof Special 1 Job Reference o tional ATOI CMJ I-LUO LUIVIOCrc UU, ANUCKoUN, UA C.ulu S Apr eu zulb MI IeK InoustneS, Ina. P -n uec u2 1a:u7:19 zu15 Pagel ID:c61fUcTTcFQLUhBuAUN1R4yDMrz-6MQal2A1WgXChRee2cCPAx4fmTLyaL bnDON4gyCyTc -2-0-0 7-10-12 ( 13-0-0 18-i-4 l 26-0-0 + 28-0-0 2-0-0 7-10-12 5.1.4 5-1-4 7-10-12 . 2-0-0 ' Scale = 1:49.7 4x5 = 6.00 Fl2 _ D K I - H _ 3x8 - 2x4 II 4x8 =. 3x8 = .2x4 II 3x8 LOADING (psf) SPACING- 2-0.0 CSI. DEFL• in (loc) 1/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.16 I -K >999 240 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.57 'I -K >551 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.14 F n/a n/a BCDL 10.0 Code IBC20121TPI2007 Matrix -MSH Weight: 103 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2-11-7 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G BOT,CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G REACTIONS, (Ib/size) B=1310/0-5-8, F=1310/0-5-8 L Max Horz B=81(LC 8) Max Uplift B=-158(LC 8), f=-158(LC 9) ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when showri. TOP CHORD B -C=-3081/242, C -D=-1821/157, D -E=-1821/156, E -F=-3081/244 BOT CHORD B -K=-247/2926, I -K=-241/2934, H -I=-162/2934, F -H=-167/2926 WEBS D -I=-31/1192, E -I=-1476/204, C-1=-1476/203 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) B=158, F=158. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. PRpFESS 1E0 �F2 uJ W C 75435 `�I= * 12018 OFCAU� December 2,2016 A WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �- a truss system. Before use, the building designer must 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 truss systems, sea ANSIRPI1 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Informetlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite tog Citrus Heights. CA 95610 SYSTEMS EMS PLUS LUMBER CO, ANDERSON, CA 6.UIU S Apr ZU 2016 MITek Industries, Inc. Fri Dec 02 16:07:20 2016 Page 1 I D:IgNuN5yH7Ab5V 136gkOATDyPrEE-aYyVOBgHzf2JbDrcKjej9dzlsoEJ_nkOt8wc6yCyTb 0-k8 0-k8 Scale = 1:33.2 A 8 C 0 E F G H _ I J K L M N 0 P G AH �^ d AF AE AD AC AB AA s z Y - X w V U T S R Q 04 — - 4x4 20-" " 20.0-0 - I Plate Offsets (X,Y)— [P:0-1-8,Edgel, [Q:Edge,0-1-81 [AF:Edge 0-1-81 [AG:0-1-8 0-1-01 Truss Truss Type Oty Ply ANDERSON DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 849145203 1512-073 F01 Floor Supported Gable 6 1 BC 0.01 Vert(TL) We n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) SYSTEMS EMS PLUS LUMBER CO, ANDERSON, CA 6.UIU S Apr ZU 2016 MITek Industries, Inc. Fri Dec 02 16:07:20 2016 Page 1 I D:IgNuN5yH7Ab5V 136gkOATDyPrEE-aYyVOBgHzf2JbDrcKjej9dzlsoEJ_nkOt8wc6yCyTb 0-k8 0-k8 Scale = 1:33.2 A 8 C 0 E F G H _ I J K L M N 0 P G AH �^ d AF AE AD AC AB AA s z Y - X w V U T S R Q 04 — - 4x4 20-" " 20.0-0 - I Plate Offsets (X,Y)— [P:0-1-8,Edgel, [Q:Edge,0-1-81 [AF:Edge 0-1-81 [AG:0-1-8 0-1-01 [AH:0-1-8,0-1-01 LOADING (ps() SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a n/a 999 • `MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) We n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 Q n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix -SH Weight: 71 Ib FT = 20%F, 11%E LUMBER- BRACING- k TOP CHORD 2X4 OF No.1&Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No. t&Btr G(flat) except end verticals. WEBS 2X4 OF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G(flat) REACTIONS. All bearings 20-0-0. (lb) - Max Grav ' All reactions 250 Ib or less at joint(s) AF, Q, AE, AD, AC, AB, AA, Z, Y, X, W. V, U, T. S, R FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- (7) 1) All plates are 2x4 MT20 unless otherwise indicated." 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 14-0 oc. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 2,2016 ,& WARNING - Verlry doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/09/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R i71Te l.' building required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M R fabdcat:on, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety :on, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus He] hill. CA 95610 Job Truss Truss Type Qty Ply ANDERSON TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.44 M -N >540 360 R49145204 1512-073 F02 Floor 22 1 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.09 J n/a n/a Job Reference optional) OTOI CMJ rLUJ LUMtltK l:U, ANUtKJUN, UA 0.1-8 H I 2-6 0_ i A I 4x8 = 400 = B c 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Dec 02 16:07:20 2016 Page 1 ID:IgNuN5yH7Ab5V 136gkOATDyPrEE-aYyVOBgHzf2JbDrcKjej9dsRsc3JgOkOt8wc6yCyTb 1_1-3-0 --- 1 Scale = 1:32.7 q- 44 = 3x8 = 400 = D E •F G H 4x10 = 4x4 = +.. 4x10 = Io 4x8 = LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.44 M -N >540 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.77 M -N >308 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.09 J n/a n/a BCDL 5.0 Code IBC2012lTP12007 Matrix -SH Weight: 89 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 18Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) R=722/0-3-8. J=726/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3272/0, C -D=-3272/0, O -E=-4072/0, E -F=-4072/0, F -G=-3256/0, G -H=-3256/0 BOT CHORD Q -R=0/1997, P-0=0/1997, O -P=0/4072, N-0=0/4072, M -N=0/4027, L -M=0/4027, K -L=0/1957, J -K=0/1957 WEBS H -J=-2061/0, B -R=-2092/0, H -L=0/1367, B -P=0/1343, F -L=-812/0, O -P=-1007/0, F -N=-322/483 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. eROF ESS/pN TE000q�F2 40Q`�� W W C 75435 c m EXP. 03/31/2018 * FCAl1F� December 2,2016 A WARNING - Verify design Paramaters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall got building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabdwtion, storage, delivery, erection and bracing of trusses and truss systems. see ANS1rrPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 itrus Heights CA 95610 Job Truss Truss Type City Ply ANDERSON DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 849145205 1512-073 F03 Floor 18 1 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.85 K -L >280 . 240 Job Reference o lional SYSTEMS PLUS LUMBER CC), ANDERSON, CA B.OIU 5 Apr LV 206 MiTek eK Industries, Inc. Fn Dec 02 10:01:21 10115 Page 1 ID:IgNuN5yH7Ab5V136gkOATDyPrEE-21YKjkBl2HnvxlolAl EtFMAOHGyT2GKuEXtT8YyCyTa i 2-6-0 Scale = 1:33.5 2x4 II A I 4x10 = 2x4 II 4x4 = .2x4 II 3x5 = 2x4 II 400 = B C D E F G H 402 = 2x4 II 44 = - 4x12 = 4x8 = Plate Offsets (X,Y)— [D:0-1-8.Edael [E:0-1-8,0-0-01 [1:0-1-8,Edgel, [J:Edge 0-1-81 [L:0-1-8,Edgel [M:0-1-8.Edge1 [O:Edpe 0-1-81 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.56 Vert(LL) -0.47 ,K -L >506 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Vert(TL) -0.85 K -L >280 . 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.09 J r n/a n/a BCDL 5.0 Code IBC2012/TPI2007 Matrix -SH Weight: 85 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 DF No.18Blr G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) J=729/0-3-8,0=729/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3218/0, C -D=-3218/0, D -E=-4096/0, E -F=-4096/0, F -G=-3244/0, G -H=-3244/0 BOT CHORD N-0=0/1902, M -N=0/4096, L -M=0/4096, K -L=0/3982, J -K=0/1911 WEBS H -J=-2017/0, B -O=-2007/0, H -K=0/1407, B -N=0/1389, F -K=-779/0, D -N=-1105/0, F -L=-223/528 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQROFESS/ONS jEOpOs�c�2 UJ W C 75435 M * EXP. 03/3112018 f FOFCAUF December 2,2016 A WARNING - Vedly doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is loran individual building component. not �- a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" 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/TPl1 Quality Criteria, DSB-89 and BCS/ Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Oly Ply ANDERSON L/d PLATES GRIP I Plate Grip DOL 1.00 TC 0.28 849145206 1512-073 F04 FLOOR -, 8 1 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.04 G -H >999 240 Job Reference Loptional SY61 tMb HLUS LUMtltK G17, ANUI:KSUN, GA A 2x4 I I H 3x4 = B 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Dec 02 16:07:21 2016 Page 1 ID:IgNuN5yH7Ab5V 136gk0ATDyPrEE-21YKjkBl2Hnvxlol At EtFMA4cG6e2ORuEXtT8YyCyTa G 3x4 = 3x4 = _ 30 = Scale = 1:12.4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deo L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.03 G -H >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.04 G -H >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) • 0.01 E n/a We BCDL 5.0 Code IBC2012ITP12007 Matrix -SH Weight: 29 Ib FT = 20%F, 11%E LUMBER- ` BRACING - TOP CHORD 2X4 DF NO.1 &Bir G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1&Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) E=360/0-3-8, H=360/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-712/0 BOT CHORD G -H=0/712, F -G=0!712, E -F=0/712 WEBS C -E=-749/0, B -H=-749/0 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�GFESS/pN TEOD q�Fti LU w C 75435 LfC m IX X1 linty'"W'"11*rlKARA OF CAO _u December 2,2016 ,& WARNING - VeAry, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use ontywith MiTek® connectors. This design Is based only upon parameters shown, and is (Oran individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' building 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 ANSIrrPl1 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hell Ms CA 95610 Job Truss Truss Type Ory PlyANDERSON ,Edge], [S:0-1-8,0-1-0] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud R49145207 1512-073 FOS Floor 4 1 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(TL) '0.16 Q -R >999 240 BCLL 0.0 Job Reference (optional) OTO r cma rwa LVIVIOCR vv, ANUrm< UN' UA 6.UlU S Apr ZU ZUlti mi I ex Industries, Inc. Fri Dec OZ 16:07:22 2016 Pagel ID:IgNuN5yH7Ab5V 136gkOATDyPrEE-Wx6lw3CwpbvmYvNDkll6oaiFLgPjnos l TBd l gyCyTZ 0-1-8 , HI 2'6 0 1 1 2.1.4 I PL -8i I— 0A I Scale = 1:33.1 A 4x6 3x5 = B c 4x4 = D E 3x8 = F 3.4 II G 4x4 = 4x4 = H I J I� 3x8 = 4x5 = - 3x10 = 44 = I 13.5-12 I 20-0-0 13-5.12 6.6.4 " • Plate Offsets (X,Y)— [D:0-1-8,Edge], [E:0-1-8,0-0-0], [H:0-1-8,Edge], (1:0-1-8,Edge], [J:0-1-8,Edge], (K:Edge,0-1-8), [L:0-1-8,0-0-0], [M:0-1-8,Edge], (0:0-1-8,Edge], [P:0-1-8 ,Edge], [S:0-1-8,0-1-0] LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.09 P-0 >999 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.33 Vert(TL) '0.16 Q -R >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 . K n/a n/a BCDL 5.0 Code IBC2012/TP12007 Matrix -SH Weight: 88 Ib . FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2X4 OF No.18Btf G(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No. 1&Bit G(flat) except end verticals. WEBS 2X4 OF Stud/Std G(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) R=432/0-5-8, K=127/0-3-8, N=890/0-3-8 Max Uplift K=-38(LC 3) Max Grav R=440(LC 10), K=198(LC 4), N=890(LC 1) A FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1575/0, C -D=-157510, D -E=-1435/0, E -F=-1435/0, F -G=0/832, G -H=0/832, H -I=-320/254 BOT CHORD 0-R=0/1085, P-0=0/1435, O -P=0/1435, N-0=0/664, M -N=-254/320, L -M=-254/320, K -L=-254/320 WEBS S -R=-113710, F -N=-140410, B-0=0/517, F-0=0/867, 0-0=-1 09/319, I -K=-337/267, r H -N=-852/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 2x4 MT20 unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ib uplift at joint K. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ' Q?'OFESS/pN • �� T EODOs �F2c ���� FC W wP C 75435 m • EXP. 03/3112018 FCOF CALIF December 2,2016 A WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED 41TEK REFERENCE PAGE MII.7473 rev. 10103,2013 BEFORE USE. ■! Design valid for use only with Individual connectors. This design is based only upon parameters shown, end Is for an Indtlual building component. not �- e truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' building 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 buss systems, a" ANSUTPII Quality Criteria, OSB -89 and BCS/ Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Oty - 4.9.0 ' Plate Offsets (X,Y)— [C:0-1-8,Edge]_[J-1-_jF:D8,0-1-01 LOADING (psi [ly�ANDERSON /249145208 1512-073 F06 FLOOR 8 1 TC 0.22 Vert(LL) 0.00 E "" 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 Job Reference (optional OTO I CiwO r'LUO LUIVIDCrt UU, AIVUCROVIV, VA 018 I—I r A 2x4 11 F 0.1.111.1 5 Apr LV LUIo MI IeK InOuSlnes, Inc. Fn UBC VL 1b:Uf:23 2U10 Pagel ID:4 DCi830kazbTK3_Fre7011yPoMp-?7g57PDYau 1 dA3yOHSGLLnFO74nOW KDAirMaDRyCyTY B 3x5 = Scale = 1:9.4 C 2x4 11 3x6 = 3x4 = I 0-3-0 I 5-0.0 0.3.0 4.9.0 ' Plate Offsets (X,Y)— [C:0-1-8,Edge]_[J-1-_jF:D8,0-1-01 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.22 Vert(LL) 0.00 E "" 360 MT20 220/195 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(TL) -0.14 D -E >424 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 !Horz(TL) 0.00 D n/a We BCDL 5.0 Code IBC2012ITP12007 Matrix -SH Weight: 23 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G(Flal) TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2X4 DF No. i&Btr G(flat) except end verticals. WEBS 2X4 DF Stud/Std G(Oat) BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) E=258/0-5-8, D=265/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD D -E=0/411 WEBS B -D=-434/0, B -E=-434/0 NOTES- (4) 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. , Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. 4) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,p,pFESS/pN Lu wP C 75435 �Nc m M *\ EXP. 0313112018 /* OFCAl1F December 2,2016 AQ, WARNING • Verify doslgn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �- e truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing " Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the eiTe k' fabrication, storage, delivery, erection and bracing of trusses and Iruss systems, see ANSIRPII quality Criteria, OSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Holghle. CA 95610 Job Truss Truss Type city Ply ANDERSON PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.01 A n/r 120 849145209 1512-073 Mot MONOPITCH SUPPORTED 4 1 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 L n/a n/a BCDL 10.0 Job Reference o lional SYS I tMJ YLUJ LUMtitK UU, ANUtKSUN, GA d.U1U S Apr 2U ZU16 MiTek InOUsines, Inc. Fri Uec 02 16:07:24 2016 Page 1 ID:IgNuN5yH7Ab5V 136gkOATDyPrEE-TKDTLIEALC9UoCWcrAnbt7oZaU98FoW KxV671tyCyTX --2-" 11-10.7 2-0-0 I 11.10.7 I@ A Scale c 1:31.4 Plate Offsets (X,Y)— (B:0-2-9,0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.01 A n/r 120 MT20 220/195 TCDL 15.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.02 A n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 L n/a n/a BCDL 10.0 Code IBC2012/TPI2007, Matrix -SH Weight: 78 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2X4 DF No.1&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 11-11-8. (lb)- Max Horz B=241 (LC 5) Max Uplift All uplift 100 Ib or less at joints) L, B, Q, M, N, O, P. T, S, R Max Grav All reactions 250 Ib or less at joint(s) L, Q, M, N, 0, P, T, S, R except B=309(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANS11TPI 1. 3) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 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 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 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) L, B, 0, M. N, 0. P. T, S. R. QROFESS/ON 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. p�O IEOD�s�F2 �Q- n wP C 75435 0 uJ EXP. 03/3112018 * FOf CM0 December 2,2016 ® WARNING - Verfy, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010.112015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not �- a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus HelQhts. CA 95610 Job Truss Truss Type Qty Ply ANDERSON (loc) 1/deo L/d TCLL 20.0 Plate Grip DOL R49145210 1512-073 M02 MONOPITCH 58 1 240 TCDL 15.0 Lumber DOL 1.15 BC 0.21 Vert(TL) Job Reference (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Fri Dec 02 15:07:24 2016 Page 1 ID:IgNuN5yH7Ab5V 136gkOATDyPrEE-TKDTLIEALC9UoC WcrAnbt7oYPU73FhDKxV671tyCyT X -2-0-06-1-4 I 11-10-7 I 2-0-0 6-1-4 - 5.9.3 0 A Scale = 1:34.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deo L/d TCLL 20.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) -0.02 E -F >999 240 TCDL 15.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.07 E -F >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(TL) 0.01 E n/a n/a BCDL 10.0- Code IBC2012ITP12007 Matrix -MSH PLATES GRIP MT20 220/195 Weight: 57 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No. I&Btf G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=689/0-5-8, E=506/Mechanical Max Horz B=242(LC 7) 1 Max Uplift B=-95(LC 8), E=-101(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-696/54 BOT CHORD B -F=-87/552, E -F=-87/552 WEBS C -F=0/254, C -E=-617/157 NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. ' 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B except (jt=1b) . E=101. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1EOp�s�F� wP C 75435 *\ EXP. 03/31/2018 /* December 2,2016 AWARNINO - Verlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev- 10/03/2015 BEFORE USE. �- Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must 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 11 I ITe 1.' I, always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V � 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heichts, CA 95610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION ♦ 3j " Center plate on joint unless x, y 4 offsets are indicated. &4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1' 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X -bracing, is always required. See BCSI. 0-116" c1-2 c2-3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 4 wide spacing, 0 WEBS 4aQ Ou ��, 3 p0 U ey = may require bracing, or altemative Tor I bracing should be considered. 3. Never exceed the design loading shown and never 0- g t, stack materials on inadequately braced trusses. p4. Provide copies of this truss design to the building For 4 x 2 orientation, locate c2 -s cs2 cse l'- designer, erection supervisor, property owner and plates 0- 'ad' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorlates. p THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 ' SoftWar@ Or upon request NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR -1311, ESR -1352, ESR1988 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 in all respects, equal to or better than that 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. 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 spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction Section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. -_04 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/ F`11: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss COr1StrUCtlOn. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. B 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. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 've CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Anderson Barn Calculation Description: Title 24 Analysis Calculation Date/Time: 16:57, Thu, Mar 09, 2017 Input File Name: 16212 Anderson Don Store Gas Mini split.ribdx CFI R -PRF -01 Page 1 of 7 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Anderson Barn 04 05 02 Calculation Description Title 24 Analysis 08 = 03 Project Location Compliance Margin ! 04 City 05 Standards Version Compliance 2015 ' 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2013Ab (433) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.8 - 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 w + 14 Total Cond. Floor Area (112) 1851 15 Number of Zones 1 16 Slab Area (ft) 280 17 Number of Stories 2 �+ 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No I •V. 20 Addition Slab Area (ft) N/A 21 Glazing Percentage (-/.T)0% COMPLIANCE RESULTS 01 Building Complies with Computer.Performaafi 02 This building incorporates,featui4that regire field testing and/orriff on(by acertifedpHERS rate under the supervision of a CECapproved HERS provider. � 03 This building incorporates one o ore Spec*al Features showelow *- * .0 A M "Ilk ii I ti:„ t'i ,-> f— CA I%./ V I &-lot ILS I -A Registration Number: 216-N0459886C-000000000-0000 Registration Date/Time: 2017.03-10 10:44:03 ( HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 1 Report Generated at: 2017-03-09 16:58:28 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 20.66 18.86 1.80 8.7% Space Cooling 44.55 43.38 1.17 2.6% IAQ Ventilation 1.22 1.22 0.00 0.0% Water Heating 36.54 35.09 1.45 4.0% Photovoltaic Offset — 0.00^t 0:00' --- Compliance Energy Total 102.97 98.55 lai .T. � t �.J ^R 4t2 *�01N 4.3% Registration Number: 216-N0459886C-000000000-0000 Registration Date/Time: 2017.03-10 10:44:03 ( HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 1 Report Generated at: 2017-03-09 16:58:28 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Anderson Barn Calculation Date/Time: 16:57, Thu, Mar 09, 2017 Calculation Description: Title 24 Analysis Input File Name: 16212 Anderson Don Store Gas Mini split.ribdx REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Ceiling has high level of insulation • Floor has high level of insulation • Window overhangs and/or fins CF1 R -PRF -01 Page 2of7 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: • Refrigerant Charge HVAC Distribution System Verifications: , • — None — Domestic Hot Water System Verifications: • —None — ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use componentsincludbd in;therpecformance compliance approach for the Standard Design Building (Energy Budget) and the annual Y r� } 9 44 � 4 4 $ Y'ect ps) TDV energy consumption for lighting and components, not.regulatetl by Title'24, Part 6, (such as adomestic appliances.and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. - ti , `, r yNZ Refere * ..4 Enevrgy Use °e Energy: Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)* 1166.66`-° i °^ 158.56 8.10 4.9% • 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 Anderson Barn 1851 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Residence Zone Conditioned Ductless Mini Split HP1 1851 9 DHW Sys 1 Registration Number: 216-N0459886C-000000000-0000 Registration Date/Time: 2017-03-10 10:44:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-03-0916:58:28 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Anderson Barn Calculation DatefTime: 16:57, Thu, Mar 09, 2017 Calculation Description: Title 24 Analysis Input File Name: 16212 Anderson Don Store Gas Mini split.ribdx CF1 R -PRF -01 Page 3 of 7 OPAQUE SURFACES , x ._ ;i ! ff 44-"4 01 02 - 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft2) Tilt (deg) FW1 Residence Zone R-21 Wall 180 Front 208 30 90 LW1 Residence Zone R-21 Wall 270 Left 480 60 90 BW1 Residence Zone R-21 Wall 0 Baric 208 30 90 RW1 Residence Zone R-21 Wail 90 Right 480 46.5 90 Roof Residence Zone R-49 Roof Attic BW1 (Back -0) - - 1560 30.0 0.32 Raised Floor Residence Zone R-30 Floor No Crawlspace Window 1560 3.0 3.5 1 ATTIC 01 02 ° '. 03 04 OS 06 07 OS Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Residence Zone Attic,RoofResidence Zone:, Ventilated 0 0.1 0.85 Yes No WINDOWS , x ._ ;i ! ff 44-"4 01 02 , %U3 w ' 04 ro " OS06 $ 07 OS 09 10 Name Type r` Surface (Orientatio cAzimuth Multipli `Nlidth ft) + jHeight (ft); er Area R(ft) U -factor SHGC Exterior Shading FG1 - (2) 3050 O Window FW1 (Front -180) - - 1 30.0 0.32 0.25 Insect Screen (default) LG1 - (2) 3050 O Window LW1 (Left -270) 6.0 5.0 1 30.0 0.32 0.25 Insect Screen (default) LG2 - (2) 3050 O Window LW1 (Left -270) 6.0 5.0 1 30.0 0.32 0.25 Insect Screen (default) BG1 - (2) 3050 O Window BW1 (Back -0) - - 1 30.0 0.32 0.25 Insect Screen (default) BG1 - 3036 O Window RW1 (Right -90) 3.0 3.5 1 10.5 0.32 0.25 Insect Screen (default) BG2 - 3020 O Window RW1 (Right -90) 3.0 2.0 1 6.0 0.32 0.25 Insect Screen (default) BG3 - (2) 3050 O Window RW1 (Right -90) 6.0 5.0 1 30.0 0.32 10.25 Insect Screen (default) Registration Number: 216-N0459886C-000000000-0000 Registration Date/Time: 2017-03-10 10:44:03 CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 HERS Provider: CaICERTS inc. Report Generated at: 2017-03-09 16:58:28 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Anderson Barn Calculation Description: Title 24 Analysis Calculation Date/Time: 16:57, Thu, Mar 09, 2017 Input File Name: 16212 Anderson Don Store Gas Mini split.ribdx CFI R -PRF -01 Page 4of7 OVERHANGS AND FINS 01 02 03 04 05 06 07 Edge Insul. R -value & Depth Carpeted Fraction Heated Slab -on -Grade Residence Zone Total Cavity 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Cavity/ Frame: no insul. / 2x4 Top Chrd Overhang Attic Roofs 'F Wood Fra edfi�Ceili[�Q� 2x4 Top -Chord of Roof Truss @,24 ggp{ in O.C. gt z Left Fin Roof Deck: Wood Siding/sheathing/decking Roofing: Light Roof (Asphalt Shingle) Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up LG1 - (2) 3050 O 2 0.1 37 22 0 0 0 0 0 0 0 0 0 LG2 - (2) 3050 O 2 0.1 22 37 0 0 0 0 0 0 0 0 0 BG1 - 3036 O 2 0.1 40 20 0 0 0 0 0 0 0 0 0 BG2 - 3020 O 2 0.1 32 28 0 0 0 0 0 0 0 0 0 BG3 - (2) 3050 O 2 0.1 22 35 0 0 0 0 0 1 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Edge Insul. R -value & Depth Carpeted Fraction Heated Slab -on -Grade Residence Zone Total Cavity Winter Design 0.8 Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Cavity/ Frame: no insul. / 2x4 Top Chrd Attic RoofResidence Zone Attic Roofs 'F Wood Fra edfi�Ceili[�Q� 2x4 Top -Chord of Roof Truss @,24 ggp{ in O.C. gt z none. Roof Deck: Wood Siding/sheathing/decking Roofing: Light Roof (Asphalt Shingle) if .j rieq;fi44 11 Inside Finish: Gypsum Board Cavity /Frame: R-21 / 2x6 R-21 Wall Exterior Walls Wood Framed WMIX: ri CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Anderson Barn Calculation Date/Time: 16:57, Thu, Mar 09, 2017 Calculation Description: Title 24 Analysis Input File Name: 16212 Anderson Don Store Gas Mini split.ribdx CF1 R -PRF -01 Page 5 of 7 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 Propane Small Storage 40 0.62 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION r `. 01 `02 03 04 05 06 07 Name Pipe Insulation ... .. Parallel Pipings C.ompacYDistribution t ALI as ax' s.a Point -0f Use Recirculation Control Central DHW Distribution DHW Sys 1 - 111 }p - —A If g 1 ! � ...,,, �k l — None IM I�rmA SPACE CONDITIONING SYSTEMS 01 � 02 03 04 OS 06 SC Sys Name System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:::2:3 Heat Pump Heating and Cooling System Heat Pump System 1 Heat Pump System 1 None None HVAC - HEAT PUMPS 01 02 03 04 05 06 07 08 09 10 Heating Cooling Zonally Multispeed HERS Name Type HSPF/COP Cap 47 Cap 17 SEER EER Controlled Compressor Verification Heat Pump System 1 DuctlessHeatPump 11 1 1 20 11.5 No No Heat Pump System 1 -hers -cool Registration Number: 216-N0459886C-000000000-0000 Registration Date/Time: 2017-03-10 10:44:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-03-09 16:58:28 ' CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Anderson Barn Calculation Date/Time: 16:57, Thu, Mar 09, 2017 Calculation Description: Title 24 Analysis Input File Name: 16212 Anderson Don Store Gas Mini split.ribdx CF1R-PRF-01 Page 6 of 7 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Not Required — Not Required Not Required Required 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 48.51 0.25 Default 0 Required t fi Lo alCERTS' fl nc, Registration Number: 216-N0459886C-000000000.0000 Registration Date/Time: 2017-03-10 10:44:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01212016-433 Report Generated at: 2017-03-09 16:58:28 11 W CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Anderson Barn Calculation Description: Title 24 Analysis Calculation DatefTime: 16:57, Thu, Mar 09, 2017 Input File Name: 16212 Anderson Don Store Gas Mini split.ribdx 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. Documentation Author Name: Documentation Author Signature: Mervyn Martin Company: Signature Date: Mery Martin 2017-03-09 17:02:03 Address: CEA/HERS Certification Identification (If applicable): 6356 Oak Way City/State/Zip: Phone: Paradise, CA 95969 530-966-2985 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-iand Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and perfoimance 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. ti? :,::.; . v 3. The building design features orssystem 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 eenforcementagenV ffor approvalXfth this,building permit application. Responsible Designer Name: � r"I 011k I L t Responsible Designer Signatute: :4L AIM' Donald Clark 7 w IL Company: j € Dat Signed: Designs By Donald J. Clark 20703-10 10:44:03 Address: License: 121 Yellowstone Dr. N/A City/State/Zip: Phone: Chico, CA 95973 530-345-8989 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document and in no way implies Registration Provider responsibility for the accuracy of the information. ❑ ❑ ❑ Registration Number: 216-N0459886C-000000000-0000 Registration Date/Time: 2017-03-10 10:44:03 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFIR-01212016-433 Report Generated at: 2017-03-09 16:58:28 CLIENT: PROJECT: STRUCTURAL CALCULATIONS Justin & Karissa Anderson New Barn PROJECT Butte County APN: 041-030-073 LOCATION: Paradise, CA JOB NUMBER: 2537 DATE: 12/11/16 Q�pFESS/ON R1CNF�� G �y� 5359 m t� m VI OF CA�-�F t 2) Ico SEAL APPLIES TO SHEETS 1 THRU 1' , LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: SEISMIC DESIGN CATEGORY: D WIND SPEED V (3 SECOND GUST): 110 mph BUTTE WIND EXPOSURE: C COUNTY SOIL BEARING: 1500 psf (per CBC Table 1806.2) ARE SPECIAL INSPECTIONS REQUIRED FOR ELEMENTS DESIGNED IN DEC 15.2016' THESE CALCULATIONS ? No DEVELOPMENT SERVICES NOTES: 816 -aTBa 1. Streamline Engineering is not responsible for the these calculations unless this coverRs�ie stamped by Jeff Richelieu and wet signed with Red or Blue ink. o�'E COUNTY DEVELOPMENT SERVICES 2. Any structural or non-structural items that are not specifically addressed in the following CODletail ECENWjED FOR calculations are designed by others and are not the responsibility of Streamline Engjgegering. I 3. The engineer is not responsible for on site inspection to verify compliance with the structural plans,sBY —=-L-_ or specifications. Workmanship is to be of the highest quality and follow the latest edition of the adopted Building Code, and local building department standards.. 4. The Client is responsible for the location of the structure on the site. The Client shall verify that the structure is properly located with respect to property lines, set backs, adjacent slopes, and all other limiting factors. TRUSS STATEMENT: has reviewed the trusses submitted by Systems Plus and dated 12/01/16 for this projec . Ther view 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 r (.. � (2, 0,F GRAVITY LOADS: ROOF: PITCH: 6 :12 DEAD LOAD: METAL ROOFING 2.0 PSF 1/2" OSB OR PLYWOOD 1.5 PSF FRAMING 4.0 PSF R-38 INSULATION (OPTIONAL) 2.5 PSF 5/8" GYPSUM WALLBOARD 3.2 PSF MISCELLANEOUS 1.7 PSF DEAD LOAD 14.9 PSF PITCH INCREASE FOR DEAD LOAD 1.1. PSF TOTAL DESIGN DEAD LOAD 16.0 PSF BY: JMR DATE: 1117/2016 JOB NO: 2537 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,RZ WHERE 12 PSF < Lr < 20 PSF Lr = REDUCED LIVE LOAD OF HORIZONTAL PROJECTION (PSF) TRIBUTARY AREA < 200 SQ. FT. LIVE LOAD (BASED ON PITCH) 18.0 PSF TOTAL LOAD 34.0 PSF SECOND FLOOR: FLOORING 5 PSF FRAMING 3.5 PSF INSULATION 2.5 PSF MISCELLANEOUS 1.0 PSF DEAD LOAD 12.0 PSF LIVE LOAD 40.0 PSF TOTAL DESIGN LOAD 52.0 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 0 (530) 892-1100 0 Fax: 892-1115 BY: rI �- DATE: I Z JOB NO: PAGE ' j OF O 5' o° 0' 0° M• 0° V 0° v0° r• 0° - •'o'La em't4 uo - V,, 1 1 D ' y 4 1 VWL V �i 1 1 Y tb° It 0• 50° a FAMILY ' KIT. — ct ' 5 m e'� p. oto• LG °" v , � e' aL 1 Q a' , C4L . • e' 1R "L � 6-•S. 1 i y L , bb DORPS r---• Rex;£ 1 R. , j-- ' S � - em UAL v e It • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 ,• , mCA y 4 a FAMILY ' KIT. — ' � e' aL Te?•Ra' r---• Rex;£ 1 R. , ' S � r r W. "s - b~ – – - 7. s'a• -[A> arm L "s ra. 8. 2 E 0. R• 'n 7v I�aLD7tnti Bra 6fGiE e• �1. °n 1212 BDRM. @3 HALL BDRM. 02 Noo" aciaone 6 ` —� tcFa corgi ur.Fr � 4 • _ , . _ o ra° • n 5 fro? • Ja' 0 B 4 � _ • • � i 76• � inti !a• 4' ®~ _ a' la GAIL 5d 7e. sr 9'W bb UaL 6y 1� 16!438 'v --:HIR; hb Uttl a ' CALLtp? b° 0' t 0° 4' 0° • Ya' ,, 11' 0° QALL .1M pM�. � B_•I F. ga 1 ° w�avo ca. s m sn � • m MASTER :fl LL 4 uargi , • aaFv 4$ -L ;0 L _ 1 :b'Lfc A l''a59.R SW A No e • • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 ,• , BY: DATE: 12 1 (p JOB NO: —L.I:57 PAGE 4 OF 2 I A u P. v _ �o g _ b STORAGE 30 uan°as ANIMAL STALL i., ��' s• ”" �. PUMP RM. •�a E` --am P.R. s„. r°' 9'cmyV 9' CtRf" �• h - - 3 V}. 01lb' IPC39 Y 1L, Li ra iC' IDtPO_� t-Pbf. ISY aM - &%b P?eT W to,ay� Q 9 °Pa7l7e' Yu: $:R 1 1 1 I 1 1 eve ^^ w DL TtclR• I 1 I 1 1 1 1 �. 3 Y 1 1 rb • 7'M• Rb'Sa ?a 1/2 B. s O 1 1 1 3 CE . �,,• i ' 4- 1 P. e' a CR SQ. FT. CALLS. � ' o uan°as i., Q P. •�a b' 0° Oa Li ra iC' IDtPO_� t-Pbf. ISY aM - &%b P?eT W 9 °Pa7l7e' Yu: $:R eve ^^ w DL TtclR• �. C 3 d CTL•RET= �0. L11 �js`•s � ' L O 8 a `ANIMAL STALL z m CC% a Oar RAW RL i 7 CEM i OR1 a $ � Q s. A • _ ,i?CCIP,REf__-0.2 JOa9 Jb• 0411:€ Abe .Q e yK 1 b,b P?Sf 3 M 1••1 ��• ` SL 2w DTVEM V3;" -.A V.It WLIm tests • q O _ Ub FOTN E= T3! S v TOOL RM. 3 c311 - C&EMEFR s' MAO N-- ILL . x I �.•r 10. V 10. A Ko MDOWA C•, 'q PORCH 8g C°VCie�E i'iA. X11 1 3 ROM TR'.A • K' ox AIo ANIMAL STALL s w•, o_s%' v'n9� !sn Ic¢ was C"M a amsR b 8.� SP. act 4g @' 0` Q '"• Q a w. FEED 4 TACK MLU C04 -R -Er M 9' CSN° , • 3 ' 4- 1 P. e' a CR SQ. FT. CALLS. • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 ^ PHONE: (530) 892-1100 • FAX: (530) 892-1115 am uan°as i., Q P. •�a b' 0° Oa ra iC' IDtPO_� t-Pbf. ISY aM - &%b P?eT W eve BARN. 70 HUNTING S FISHING CTL•RET= �0. 8 a ROCF 7140 °Y I$� '$ a QUAD RM. • _ ,i?CCIP,REf__-0.2 0411:€ Abe e 1 b,b P?Sf 3 ` SL 2w DTVEM V3;" -.A V.It WLIm tests c _ TOOL RM. - C&EMEFR s' MAO -w ILL A Ko MDOWA C•, 'q PORCH 8g C°VCie�E i'iA. X11 1 AIo s lu•, a ;�a• v3.se tuI ;ort s w•, o_s%' v'n9� !sn Ic¢ was 8.� SP. Coz— @' 0` lst FLOOR PLAN 2904 5Q, FT. • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 ^ PHONE: (530) 892-1100 • FAX: (530) 892-1115 am Date: + i M n' Job No. Z S3 Page C) Of SHEAR WALL SCHEDULE T SHEAR WALL A B C a D E F G SEISMIC SHEAR PLF 260 350 . 490 - 640 730 760' 980 WIND SHEAR PLF 335 485 600 820 924 -975 1250 3/R" DI V1n/nnn ,2 5. Anchor bolts shall have a minimum 3" x 3" x.229" thick steel plate washer I L ` DESIGN VALUES FOR ANCHOR BOLTS AND SILL NAILS SHEAR WALL A B C D E F G SEISMIC SHEAR PLF 260 350 7490 640 • 730 760 980 WIND SHEAR PLF 335 ' 485 600 - 820 924 975 1250 2X SILL SCREW INTO SDS 1/4" SDS 1/4" SDS 1/4" ,SDS 1/4" SDS 1/4" SDS 1/4" SDS 1/4" ' BLOCK OR RIM JST_ @ 20" o.c. @ 13" o.c. @ 11" o.c. @ 8" o.c: @ 7" o.c. @ 6" o.c. SILL SCREW CAPACITY 336 517 611 840 960 1120 � 344 . 5/8" A.B. CAPACITY' 343. 496 638 871 944 .985 1259 . 1/2" A.B. CAPACITY 347 520 624 821 924 986 1344 NOTES: ' Simpson SDS 1/4 x 6" Wood Screws per Simpson with 1.6 increase for Cd Capacity of SDS 1/4" x 6" Wood Screw in 1 1/2'; wood := 560 # /screw 2. Design capacity of bolts per Table 11 E of the 2012 NDS with Cd =1.6 per Table 2.3.2. Capacity of 1/2" Anchor Bolt in 2x sill = 1.6 *650# = 1040# / Bolt Capacity of 1/2" Anchor Bolt in 3x sill = 1.6 *770# = 1232# / Bolt ' Capacity of 5/8" Anchor Bolt in 2x sill = 1.6 *930# = 1488# /, Bolt Capacity of 5/8" Anchor Bolt in 3x sill= 1.6 *1180# = 1888# / Bolt 3. Reduce A.B, capacity in note 2 by 50% for 2x sill plate when allowable shear per foot is > than 350 Of < 600 pif 60 Independence Circle, Ste. 201 • Chico, CA 95973 -ti , • (530) 892-1100 ° Fax: 892-1115 - _rw ; 0n y f�. BY: JMR DATE: I I I ( C® JOB NO: 2 9T7 PAGE: (SO, NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER WHERE F'c = 2,500 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 POST SCHEDULE BASED ON 2013 CBC MAR POST LUMBER MAX. MAX. LOAD @r4,200 AX. LOAD @ MAX. LOAD @ P1 SIZE 2 4 GRADE Lu POST EM FIR PL. D.F. PLATE P2 x -2- 2 x 4 STANDARD STANDARD 9' 1,500 LBS2,100 LBS 3,200 LBS P3 3-2x4 STANDARD 9' 9' 2,800 LBS 5,000 LBS LBS 6,300 LBS 6,500 LBS P4 2x 6 STANDARD 9' 2,200 LBS 3,300 LBS 9,700 LBS 5,100 LBS P5 2- 2 x 6 STANDARD 9' 5,000 LBS 6,606170- 10,000 LBS P6 97 3-2x6 STANDARD 9' 12,000 LBS 10,000 LBS 15,000 LBS P8 4 x 4 . 4 6 D.F. #1 9' 5,000 LBS 4,800 LBS 7,500 LBS P9 x 4x 8 D.F. #1 71 9' • 8,000 LBS 71800 LBS 12,000 LBS P10 6 6 D.F. 9' 10,000 LBS 10,200 LBS 16 000 LBS , 711 x 6x 8 D.F. #1 9' 20,000 LBS 12,200 LBS 19,000 LBS 712 3.5 x 3.5 D.F. #1 1.8 PARALLAM PSL 9' 9' 28,000 LBS 16,700 LBS 26,000 LBS P13 1 3.5 x 5.25 1.8 PARALLAM PSL 9' 6,100 LBS 9,100 LBS 4,900 LBS 7,400 LBS 7,600 LBS P14 I 3.5x7 1.8 PARALLAM PSL 9' 12,200 LBS 9,900 LBS 11,000 LBS 15,000 LBS P15 5.25 x 5.25 1.8 PARALLAM PSL 9' 23,400 LBS 11,17L BS 17,000 LBS P16I. 5.25 x 7 1.8 PARALLAM PSL 97- 31,300 LBS 14,800 LBS 23,000 LBS P17 7 x 7 1.8 PARALLAM PSL 9' 34,000 LBS 19,800 LBS 31,000 LBS NOTE: WHEN MULTIPLE MEMBERS ARE USED THEY SHALL BE NAILED TOGETHER TO ACT AS ONE MEMBER W/ 2 ROWS 16d SINK. AT 12" O.C. FOR THE FULL HEIGHT OF THE MEMBER WHERE F'c = 2,500 PSI Fy = 40,000 PSI 60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115 Project: 25�7 Prepared by: Jeff Richelieu 11/8/2016 Software licensed to: Streamline Engineering, Inc. Phone: 530-892-1100 Email: ieffstreamlinenQhealinhai ..o* Version 1.0.0 Input See ASCE 7-10 Section 26.3 for symbol definitions V = 110 mph Topographic Factor Exposure Category C h=28ft Specify Kzt directly L = 60 ft KZt for walls = 1.00 B = 50 ft Kzt for roof = 1.00 Gable Roof. Pitch = 6:12 This is a valid Class 1 building Main Wind -Force Resisting System ASCE 7-10 Directional Procedure, MWFRS - Chapter 27, Part 2 This procedure applies to wind loads of enclosed simple diaphragm buildings, as defined in Section 26.2 AIWFRS Wall Pressures (nsfl Wall ' :Total Wvdward. Leewazd ` Side'" '` ILoad'Case 1 � -14.1 -17.5 -27.0 -24 0 te`mal Load`Case 1 27.3 22.1 0.0 0.0 0.0 -14.4 -19.9 +/-4.6 po 25.9 20.7 MWFRS Roof Pressures (n.qn Zone a1'' , ILoad'Case 1 � -14.1 -17.5 -27.0 -24 0 .. -19.7 Load`Case 1 11.1 -8.4 0.0 0.0 0.0 MWFRS Roof Overhang Pressures povh @ Zone 1 = 10.6 psf ' povh @ Zone 3 = 20.2 psf Pressures indicated are applied to underside of overhang on windward side only, simultaneously with other roof pressures. C&C Roof Overhang Pressures (psi) rM S.K. Ghosh Associates Inc. 1 334 E Colfax Street, Palatine, IL, 60067 www.skghoshassociates.com Page 1 of 1 U BY: JMR • t Ma m on ' DATE: 11/812016 JOB NO: 25.137 , PAGE: (/ '- � . is .. '.., • _ - •? - ` ;• : .. .. r • r y H `" � F • + WIND DESIGN PRESSURE ON PROJECTED AREA r of Z WIND PRESSURE PERPENDICULAR•TO SURFACE ' ` PSF y " -14.1 ROOF PITCH • 1 - *WIND PRESSURE ON PROJECTED'AREA OF ROOF ;.' 6 :12 ANGLE = PSF F 26.6 ° ' ZONE M'..• WIND PRESSURE, PERPENDICULAR TO SURFACE -17.5 PSF_. ROOF PITCH WIND PRESSURE ON PROJECTED AREA OF ROOF '` 6 :12 TANGLE 26.6 ° -7.83 PSF •. PRESSURE ON PROJECTED AREA . - F 1.5 PSF' r USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10- .• OZONE 3 WIND PRESSURE PERPENDICULAR,TO SURFACE -27=' PSF ROOF PITCH- • " .. ` WIND PRESSURE ON PROJECTED AREA ',.- 6 :12 ANGLE _ 26.6 ' OF. ROOF : -12.1 PSF ' ZONE 3 - `'' WINDJPRESSURE PERPENDICULAR TO SURFACE -27 PSF,'' ROOF,PITCH -6 "WIND PRESSURE :12 ANGLE = 26.6 ON PROJECTED AREA OF ROOF -12.1 PSF , NET PRESSURE ON PROJECTED AREA ' f ' V f \ ' `• ? . • _ • 0.0 PSF.. .. • • xl USE 8.00 PSF ON VERTICAL PROJECTED AREA OF ROOF PER 27.1.5 ASCE 7-10 60 Independence Circle, S. 201 • Chico; CA 95973 • (530)892-1160, • Fax:- 892-1115 ° ' nttp://enpI-earthquake.cr.usgs.gov/designmaps/us/summary.php?tempi... -'t t - 23`7 Pcq. 9 Qtj5tj5 Design Maps Summary Report User -Specified Input Report Title Anderson Mon November 7, 2016 19:58:25 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.663630N, 121.56722°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III ubub-Provided Output Ss = 0.626 g Sias = 0.814 9` SDs = 0.542 g IS, = 0.263 g SMi = 0.493 g Sol = 0.329 g 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. 0.99 0.90.- 0.21 0.72 0.63 0.54 to 0.45- 0.36 0.27 0.18 0.09.- 0.00- 0.00 .090.000.00 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 0.60 0.54 0.48�' 0.42 0 0.36 N 0.30 0.24 0.18 0.12 0.06 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00 Period, T (sec) For PGA,,,, TL, CRSr and Cal values, please view the detailed reoort. F2 11/7/2016 11:58 AM 1Zo0F ,brLL-C7 WT, ola l�z X12 BY: J M 1Z DATE: I CO JOB NO: 3 -7 PAGE 1 (9 OF �.-Z7 � �I����� 2;� o ._z7o g ��.�� oology i Z�� �+ 0(8 �2�] = zl. co 3. r'. K _m • 60 INDEPENDENCE CIRCLE, SUITE 201 • CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 JMR 01 ` 5trolram in'' I•. DATE: 11/8/2016 , ;�. JOB NO: 2537. > PAGE; y SEISMIC DESIGN FOR BUILDING USING ASCE/SEI STANDARD 7-10 , a'• PER SECTION 12.8.1 • ` SEISMIC BASE SHEAR (V) _ Rho(CS)W a WHERE = SoS / R/ I r f i Cs ( ► = 0.083 W . - SDs = . 0.542 s See attached printout from 2003 NEHRP • ° r 4 , SDI 6.329, _ See attached printout from 2003 NEHRP - • R ± 6.5 per Table 12.2-1 IMPORTANCE FACTOR (I) = 1.0 Per Table 1:5-2 ' For occupancy categoryll �• Rho 1.3" , Per ASCE 7-10 Section 12.3.4.2 PERIOD OF STRUCTURE (T) Ct h„" _ 0.243 r ' MAXIMUM HEIGHT OF STRUCURE (hn) _ - "'28 FT. } a Ct = 0.02 FROM T " ;.. x = 0.75 FROM 'TABLE 12.8-2 { L 16 ' SEC. PER FIGURE 22-12. FOR T < TL, r Cs = 0.208 MAXIMUM PER 12.8-3 • , Cs : = 0.083 Used for -design - �r: f. '.k ;•. ,.. x CS /,1.4 = 0.059 Per CBC Section 1605 (eq. 16-21) ` .Y " Y F • < ' < USE V = 0.077 W HORIZONTAL DISTRIBUTION OF SHEAR FOR MULTISTORY STRUCTURE NUMBER OF STORIES = . TOTAL'BASE SHEAR' _ 7.51 • ,KIPS - • • `-- _ HEIGHT TO SED - . CONSTORY (HO' _ , '21`� FT. (MEASURED FROM BASE) '• •F ' ' WEIGHT.OF.SECOND STORY (Wz) = 34.3- • KIPS • (H2) • 1N2 = 720.30 KIP -FT " HEIGHT TO FIRST STORY H . (,) 9 -,FT. (MEASURED FROM BASE). .KIP -FT WEIGHT OF FIRST -STORY (WI) _ . 63:6 -'KIPS (H,) ` W, _ .. +'572.40 TOTAL = 1292.70 KIP -FT FX = CvxV = (V- FT) WXHXK 0.006 WxHx. OTAL (W*H) , - <.5 SEC ,WHERE K = , ' " + •1 �� FOR PERIOD = 0.243 TOTAL SHEAR AT 2ND LEVEL'= t,. 4.18 KIPS TOTAL SHEAR AT IST LEVEL = ° r '3.32 KIPS TOTAL BASE7.7.51 KIPS r OKAY =BASE SHEAR ABOVE ' 60 Independence Circle, Ste. 201 • Chico, CA 95973"�_ j(530) 892=1100 • Fax: 892-1115 , BY: J 1`1 Z DATE: I I ► (p JOB NO: PAGE 12 OF AT L �j a V a. 4.18 K-1 _ ►� 6�9 1 0 0 Z-7 (-7 2: I L L-I�-I5-1 A, 51- = oaS.E; KI' u5 Vu �I-7 0 TI -1 - � I I -� (c7-) 9,.5 -3 =: r�,, -7 [Zrl C7-1 9 a J'L� [ L -- 14-�2 Com, o ►�o ��. G �C, K GT-2 Z (2.3) -o W C0a = 07 -7 14, 76a-7 (o)Z /g = 3 4.5 2� T: --C- - 344 _ ►-� ;� Z 3 U5r-- tEA_51qt of -ror t spulc� • 60 INDEPENDENCE CIRCLE, SUITE 201 - CHICO, CALIFORNIA 95973 - PHONE: (530) 892-1100 • FAX: (530) 892-1115 BY: J DATE: JOB NO: �Z Gj- PAGE 2j OF rj Aj �d F' oi Iz— Vc, — 2 . I {� �- . 3.3 z I Z = 3.0 K C?T _ oioL(IZg�G II g�� i�� ��I3) �►�. BZ�Z> g ��a61�� + (.o(j� = I I. �c'�(i.b [4p A, -z- o t;7 • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-1100 • FAX: (530) 892-1115 I BY. A DATE: I I I (p JOB NO: 2c7-37 PAGE I+ OF A • - V — � a C7I �— — o � % lD I` I � l� 5 z 65 + � � 34/ OTn= 04) ge l (7- (34 -3 o 1 13 [ 36 8o a �-i D 14 t�;, GAG 50 z • 60 INDEPENDENCE CIRCLE, SUITE 201 CHICO, CALIFORNIA 95973 • PHONE: (530) 892-.1100 • FAX: (530) 892-1115 Title, dock Line 1 Project Title: Anderson Barn You can change this area Engineer. JMR Project ID: 2537 using the "Settings" menu item Project Descr: and then using the "Printing & �ef I Title Block" selection. Title Block Line 6 4 Printed: 8 NOV 2016,10:09M.4 p .. f, ;� =t, .z� File= IISERVERIOf6eelProjects12537JU-112537BE-1.EC61 Multiple:Silrn le Beam FNERCALC,.INC...'1983-2o.le, Build:6.16.8.3l. Ver6.16.8.31 Description: Roof Beams (k) D L Lr S 1.26 1.00 Wood Beam. Desiign . BM 1 0.414.1 r Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 5.25x11.875, ersaLam, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Wood Species: Boise Cascade Combinations, Major Axis Bending Fb - Tension 2800 psi Fc - Pril 3000 psi Fv Fb - Compr 2800 psi Fc - Perp 750 Wood Grade: Versa Lam 2.0 2800 West 285 psi Ebend- xx 2000 ksi Density 41.75 pd psi Ft .1950 psi Eminbend - xx 530120482 ksi Applied Loads , RA. R Beam self weight calculated and added to loads BEAM Size: Unif Load: D = 0.0160, Lr = 0.020 k/ft, Tdb= 2.0 ft •.a Unif Load: D = 0.010 k/ft, Tdb= 6.0 ft ASCE 7-10 Design Summary 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Max fb/Fb Ratio = 0.083. 1 --- °�tB1 fb : Actual : 209.09 psi at 6.250 ft in Span # Fb : Allowable: 21520.00 psi with ASCE 7-10 Load Brno06 - - Load Comb: +D+H 2800 psi . Fc - Prll 3000 psi. Fv Max fv/FvRatio = 0.055: 1 L V tv : Actual : 14.01 psi at 0.000 ft in Span # 1 Fv: Allowable: 256.50 psi 750 psi I Ft 12.50ft. 5.25x11.675 Load Comb: +D+H - Max Reactions (k) D L Lr S W Max Deflections , E N Left Support 0.69 0.25 Right Support 0.69 0.25 Downward L+Lr+S 0.015 in Downward Total 0.057 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Wood Beam Design : BM 2, BM 3, BM 4 Live Load Deft Ratio 9949 >360 Total Defl Ratio 2651 >180 ` Calculations: per NDS 2012, IBC '2012,`CBC 2013, ASCE 7-10, BEAM Size - 6x12, Sawn, Fully Unbraced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Douglas Fir - Larch Fb - Tension 1350 psi Fc - PAI 925 psi Fv Fb - Compr 1350 psi Fc - Perp 625 Ft Wood Grade: No.1 170 psi Ebend- xx 1600 ksi Density 31.2 pcf psi _Applied Loads 675 psi Eminbend - xx 580 ksi . Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020 k/ft, Tdb= 8.0 ft Unif Load: D = 0.010 k/ft, Tdb= 6.0 ft D S e2rc7n ummary (k) D L Lr S 1.26 1.00 Max fb/Fb Ratio = 0.414.1 fb : Actual : - Fb: Allowable: 699.29 psi at 6.250 ft in Span # 1. 1,687.50 psi Load Comb: +D+Lr+H Max fv/FvRatio = . 0.215: 1 fv : Actual : Fv: Allowable: 45.75 psi at 11.583 ft in Span # 1 212.50 psi Load Comb: +D+Lr+H RA. R 1.08 0.84 x eactlons Left Support (k) D L Lr S 1.26 1.00 W E ! Downward L+Lr+S 0.079 in Downward Total Upward L+Lr+S 0.179 in , Right Support 1.26 1.00 - 0.000 in Upward Total Live Load Defl Ratio 1893 >360 Total Deft Ratio 0.000 in 837 >180 ,Wood Beam Design.: BM 5 Left Support 1.08 0.84 Right Support 1.08 0.84 BEAM Size: f •.a ' "` Calculations per NDS 2612, IBC 2012; CBC 2013, ASCE 7-10 5.25x11.875, VersaLam, Fully Unbraced Using Allowable Wood Species: Stress Design Boise Cascade with ASCE 7-10 Load Combinations, Major Axis Bending Fb -Tension 2800 psi . Fc - Prll 3000 psi. Fv . Wood Grade: Versa Lam 2.0 2800 West 285 psi Ebend- ` Fb - Compr 2800 psi Fc - Perp 750 psi I Ft xx 2000 ksi Density 1950 psi Eminbend - xx 530120482 ksi 41.75 pcf A_ ppl1ed Loads Beam self weight calculated and added to loads Unif Load: D = 0.0160, Lr = 0.020 k/ft, Tdb= 8.0 ft Unif Load: D = 0.010 k/ft, Tdb= 6.0 ft Design Summary Max fb/Fb Ratio = 0.140. 1 St. . Actual . Fb : Allowable: 490.64 psi at 5.250 ft in Span # 1 3,500.00 psi Load Comb: +D+Lr+H Max fv/FvRatio = 0.106: 1 fv : Actual: Fv: Allowable: 37.61 psi at 9.520 ft in Span # 1 356.25 psi Load Comb: +D+Lr+H Max Reactions (k) D L 11 S W E Left Support 1.08 0.84 Right Support 1.08 0.84 4:1., .,, G � � s•. f.`��� ��..'..Z�n..t.',,;�`.w 8rYM.'.- �t' .:-`'1Nr..{ �•'., ,"t"'� �,Z,� 10.50 ft. 5.25xi 1.875 H Downward L+Lr+S 0.030 in Downward Total 0.069 in Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 4196 >360 Total Deft Ratio 1834 >180 Title, Block Line 1 Project Title: • Anderson Barn You can change this area Engineer. JMR using the "Settings" menu item Project Descr: and then using the "Printing & Title Block" selection. Title Block Line 6 , `Multiple Simple Beam i : I = . , File=11SI ENERCALC; INC. 1 Descriptic '.Wood. Bei Floor Beams Project ID: 2537 ra. 1(0 Printed: 8 NOV 2016.10:25M4 037Ju-1VM7BE-1.EC6 t: 16.8.31, Ver.6.16.8.31.':`.i In uesitgn:: FBM. 1, FBM 2 ` ' t Calculations per NDS 2012, IBC 2012 CBC 2013 ASCE 7 10 -- -•-- • • , ersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species:. Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb - Tension 2,800.0 psi Fc - PHI 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft 1,950.0 psi App!led Loads Eminbend - xx 1,036.83 ksi - I ` Beam self weight calculated and added to loads jZ � 3•� K ��� I� � � 1 F 1 Unif Load: D=0.0120, L = 0.040 k/ft, Trib= 20.0 ft - , s►gn ummary . Max fb/Fb Ratio = 0.854. 1 fb : Actual : 2,258.53 psi at 12.750 ft in Span # 1 Fb: Allowable: 2,645.50 psi Load Comb: +D+L+H Max fv/FvRatio = 0.452: 1 fv : Actual : Fv: Allowable: 28.92 1 128.92 psi at 23.885 ft in Span # 1 285.00 psi Load Comb: +D+L+H - M R BEAM Size: 5.25x11.875, Versal-am, Fully Braced Using Allowable ax eactions (k) g L Lr 9i Left Support 3.58 10.20 w E 11 - Downward L+Lr+S 0.820 in Downward Total 1.107 in Right Support, 3.58 10.20 +D+L+H Upward L+Lr+S 0.000 in Upward Total Live Load Defl Ratio 373 >360 Total Defl Ratio 0.000 in Wood Beam Design FBM 3 68.51 psi at 0.000 ft in Span # 1 285.00 psi Load Comb: 276 >180 _ D 1 r M Calculations peg NDS 2012,1BC 2012,. CBC 2013, ASCE 7-10 BEAM Size: 5.25x11.875, Versal-am, Fully Braced Using Allowable D . L Lr S W E - Stress Design with Wood Species: Boise Cascade ASCE 7-10 Load Combinations, Major Axis Bending Fb - Tension 2,800.0 psi Fc - Prll Fb - Compr 2,800.0 psi Fc - Perp_ 31000.0 psi Fv 750.0 Wood Grade: Versa Lam 2.0 2800 West 285.0 psi • Ebend- xx 2,000.0 ksi Density 41.750 pcf psi Ft . 1,950.0 psi Eminbend - xx 1,036.83 ksi, Applied Loads - _ • ' Beam self weight calculated and added to loads - Unif Load: D = 0.0120, L = 0.040 0, Trib=10.0 ft Design S - ummary Max fb/Fb Ratio 0.365 1 fb : Actual: Fb: Allowable: 1,022.07 psi at 6.250 ft' in Span # 1 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.240: 1 fv : Actual : Fv : Allowable: 68.51 psi at 0.000 ft in Span # 1 285.00 psi Load Comb: +D+L+H Max React' k D ions ( ) _ L Lr 5 11 Downward L+Lr+S 0.151 in Left Downward Total 0.203 in Rightt Support rt 0.86 2.50 p , 0.86 2.50 Upward L+Lr+S 0.000 in Upward Total 0.000 in Live Load Defl Ratio 994 >360 Total Defl Ratio 739 >180 Wood Bealm.De sign:: FBM 4-, t. `` ~.Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10 BEAM Size: 5.25x11.875, VersaLam, Fully Braced Using Allowable Stress Design with ASCE 7-10 Load Combinations, Major Axis Bending Wood Species: Boise Cascade Wood Grade: Versa Lam 2.0 2800 West Fb -Tension 2,800.0 psi Fc - Prll 3,000.0 psi Fv 285.0 psi Ebend- xx 2,000.0 ksi Density 41.750 pcf Fb - Compr 2,800.0 psi Fc - Perp 750.0 psi Ft • 1,950.0 psi Eminbend - xx 1,036.83 ksi Applied Loads Beam self weight calculated and added to loads �I �t 5 P Di Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 21.0 ft ' Unif Load: D = 0.010 k/ft, Trib=12.0 ft Unif Load: D = 0.0120, L = 0.040 k/ft, Trib=1.0 ft " Design Summary Max fb/Fb Ratio = 0.614. 1 fb : Actual: Fb: Allowable: 1,718.34 psi at 5.250 ft in Span # 1 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.462: 1 fv : Actual : Fv: Allowable: 131.72 psi at 9.520 ft in Span # 1 285.00 psi Load Comb: +D+L+H Max Reactions (k) D . L Lr S W E Left Support Right Support 2.11 4.62 , 2.11 - 4.62 D 0.0 .040 tete oao, 10.50 it. 525x11.875 H Downward L+Lr+S 0.165 in Downward Total 0.241 in Upward L+Lr+S , 0.000 in Upward Total . 0.000 in Live Load Defl Ratio 763 >360 Total Defl Ratio 523 >180 es►an ummaiv y a Titla Block Line 1 You can change this area Project Title: Anderson Barn' using the "Settings" menu item Engineer. JMR Project ID: 2537 , Project Descr. and then using the "Printing & P - - , Title Block" selection. _ 'Title Block Line 6 * . Load Comb: MUIUOIe Sifn& Beam Printed: 8 NOV 1016, 10:39AM = ;�` =_ : r ,,.,. FIe=MERVERIOIficelProjeCts12537JU-1125378E-1:EC6; �.ra. � ,h --= ; ENEk4l-t; INC. 19113-2016; Build:6:16.8.31, Ver.6.16.8.31i' ' Wood Beam Design.;• BM F 5, FBM 6 ` ` - •. • .r _ r•.. �. Calculations. per, NDS 2012, IBC 2012, CBC 2013,`ASCE 7-10 ' BEAM Size: 6x12, Sawn, Fully Braced ! 2 Using Allowable Stress Design with Wood Species : Douglas Fir - Larch ASCE 7'10 Load Combinations, Major Axis Bending Fb - Tension 1,350.0 psi Fc - Pril Fb - Compr .1,350.0 psi Fc - Perp Wood Grade: No.1 925.0 psi `' Fv ' 170.0 psi, Ebend- xx 1,600.0 ksi Density 31.20 pcf 625.0 Ft ' psi 675.0 psi Eminbend - xx 580.0 ksi Apvlied Loads . - . Beam self weight calculated and added to loads _ - Unif Load: D = 0.0120, L = 0.040 k/ft, Trib= 21.0 It Unif Load: D = 0.010 k/ft, Trib=12.0 ft . Unif Load: D = 0.0120, 'L = 0.040 k/ft, Trib=1.0 ft t es►an ummaiv Downward L+Lr+S 0.007 in ' Downward Total 0.011 in Upward L+Lr+S Max fb/Fb Ratio = 0.237.1 fb : Actual : Fb: Allowable: 320.14 psi , at 2.250 It in Span # 1 1,350.00 psi Load Comb: +D+I-+H • Max fv/FvRatio = ' 0.233: 1 r tv : Actual: Fv : Allowable: 39.54 psi at 0.000 ft in Span # 1 170.00 psi Load Comb: +D+L+H „ - Max Reactions (k) D S Lr S w E H Left Support 0.89' 1.98 Downward L+Lr+S 0.007 in ' Downward Total 0.011 in Upward L+Lr+S Right Support 0.89 1.98 0.000 in Upward Total . 0.000 in Live Load Defl Ratio 7378 >360 Total Defl Ratio 5081>180 - Wood'Beam D.esign : FBM 7 1,730.95 psi at 2.745'ft in Span #1 2,800.00 psi `+ =•"_ '-Cafcufations per NDS 2012, IBC2012,,CBC 2013, ASCE 710 BEAM Size : 5.25x11.875, VersaLam, Fully Braced] - Using Allowable Stress Design with ASCE 7-10 Load Combinations, Wood Species: Boise CascadeWood Major Axis Bending Fb -Tension 2800 psi Fc - Prll _ 3000 psi . Fv Fb - Compr _ 2800 psi Fc - Perp °. 750 Grade: Versa Lam 2.0 2800 West 285 psi Ebend- xx 1 2000 ksi Density 41.75 pcf psi Ft .1950 psi Eminbend - xx 530120482 ksi • Applied Loads - Beam self weight calculated and added to loads Unif Load: D = 0.0120, L = 0.040 Of Trib= 21.0 ft ' Unif Load: D = 0.010 k/ft, Trib=12.0 ft ! 2 Unif Load: D=0.0120, L = 0.040 k/ft, Trib=1.0 ft Point: D=3.580, L =10.20 k @ 2.750 ft sign ummary - Max fb/Fb Ratio = 0.618.1 ' fb : Actual : Fb: Allowable: 1,730.95 psi at 2.745'ft in Span #1 2,800.00 psi Load Comb: +D+L+H Max fv/FvRatio = 0.849: 1 fv : Actual : Fv : Allowable: 241.94 psi at 3.525 ft in Span # 1 285.00 psi Load Comb: +D+L+H M ax Reactions (k) Q L Lr S W E H Downward L+Lr+S 0.027 in , Downward Total 0.037 in Left Support 2.30 5.21 Upward L+Lr+S 0.000 in Upward Total 0.000 in Right Support 3.09 8.21 - Live Load Defl Ratio 1997 >360 Total Defl Ratio 1455 >180 71 Id 4