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B16-2589 026-114-012
• Wiz, ��,q,yy .- , .� Butte County Department of Development Services ' RECEIVE PERMIT CENTER , t JAN ' 7 County Center Drive, Oroville, CA 95965 2 2017 Main Phone 530.538.7601 Fax 530.538.7785 •'www.buttecountV.net/dds { } TRB AND ASSOCIATES rPLEASE PRINT CLEARLY ►,ii:r'PROPERTtI':.OWNER :INF.ORM_ ATION LasI me First Name nN � Zip d Mailing Addres rr, 1z v vi I� State ^� �+ zip �q P one Fax Email Cell rwW-14-4=4 r ki3 3. OPITR{►CT©RF r'iC'`it :., - j r1 t is ' Name skk 29-W rw Mailing Addre City tate Zip d Phone Fax Email Cell , License No.' Class 44M; ARCHITECTIENGINEER� � Name r- Mailing Address City State Zip Phone Fax Email Cell CA State License No. §W APP,LICAtJIT'S aNA_TUFiE�AND Date: P - t n : I PERMIT NO: FORM NO DBP -1 BIN NO: w-_�PRZ J.EC�7 LOCATION i" Last Name Firs ame Mailing Address C s ', City Q State Zip Phone Fax Email Cell ��a '0 §W APP,LICAtJIT'S aNA_TUFiE�AND Date: P - t n : I PERMIT NO: FORM NO DBP -1 BIN NO: w-_�PRZ J.EC�7 LOCATION i" APN Carrier . '- t1 �. sOL Property Address j� UMM V City Location rrfust not be in the city limits of Chico, Gridley, Oroville or Paradise, MCI http://htto://gismaPs.buttecounty.neUflexviewer/bcdatasearch/index.htmIbuttecounty.neUflexviewer/bcdatasearch/index.htmI t:f�°rt"�"�,,��,1NORI(ER�S�i;C;OI111 PENSATION �,jy,(:��,t:�sj' Policy Number ' Carrier . If hiring other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance 'structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click „-; �LENDINGJ&GENCY�Of K* Name Mailing Address City K State Zip t!8 . `, r D.E,S:CRIP,TION#OR4,SCOP..,EfOF:IWORK*It:.1&4*, y ,Mobile Home permits (other than installation, foundation, utilities & non-attached 'structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: Phone 916 255-2501 .Oftp://www.hcd.ca.gov/codesfmhp/HCD Is this a Manufactured/Mobile Home (circle one) Yes 0 JOB 11 k0ATION (Enter value of 1. or . non,-contracretl;;�us mateHals a Feet'iDetail',F.i���'"'a'�fFal 'Living Area: Garage: 'Open A ea: Covered Ar a: TOTAL SQ: r Structure Built without permits r Proposed Change of Occupancy/Use - Note previous/current use below: Zoning: Flood`Lone: SRA: IYES 0 INO 0 NPDES YES ❑ NO ❑ Code Enf: YES L 3 NO ❑ Legal Lot: YES ❑ NO O Occupancy Type Construction L Pe it Tepti: Date: �o a7 aol "When filed, this application and'all supporting material beco es subject to the•California Public Records Act. All public information related to this application is subject to public inspection and i be posted on the County's website for electronic access. / 19PIR � W Page I of I Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director _ 7 County Center Drive T: 530.538.7601 Buttecoun!y.net/dds Oroville, California 95965 F: 530.538.7785 DEVECOPMENTSERVICES Building Permit Checklist ' Name: MARTINEZ REFUGIO Location: 0 BALDWIN AVE, PALERMO Assessor's Parcel Number: 026-114-012 I , Permit Number: B16-2859 1. 3 copies site plan ;Z 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 ' b. owner builder (if applicable) c. notice to builders d. fee summary. e. fire handout f. NPDES form { g. data sheet `,c h. PW Notification for 26-12 i. Hazardous Material Form (commercial) ' l Accessibility Worksheet (commercial) >< k. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) �r 8 9 , 101t, s y fA ' ��'�•AL1 t Completed by: Date: I',I' i. `.` FORM NO Butte County Department of Development Services PERMIT CENTER DBP -43 a a.� 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7783 www.buttecounty.net/dds IMPORTANT! NOTICE TO PROPERTY OWNER Dear Property Owner: ~ An application for a building permit has been submitted in your name -listing yourself as the builder of the property improvements specified at We are providing you with ati Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION DIRECTIONS: Read and initial each statement below to signify that you understand or verify this infor ation. r' . I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. 1, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my'property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits ofinsurance coverage for injuries to workers on my property. I understand building permits -are not required to be signed by property owners unless they are responsible for the construction and are not hiring a licensed Contractor to assume this res risibility. zw. I understand as an "Owner -Builder" I am the responsible party of record on the permit. I understand that I may protect myself from potential financial risk by hiring a licensed Contractor anaving the permit filed in his or her name instead of my own. 6-4.1I understand Contractors are required by law to be licensed and bonded in California and to li their license numbers on permits and contracts. I understand if I employ or otherwise engage any persons, other than California licensed ontractors, and the total value of my construction is at least five hundred dollars ($500), inclyding labor and materials; I may be considered an "employer" under state and federal law. I understand if I am considered an "employer" under state and federal law, I must register with the state and federal government, withhold payroll taxes, provide workers' compensation disability. insurance, and contribute -to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to serious financial isk.- I understand under Cali fbmia:Contractors'. State License Law, an Owner -Builder who builds single-family residential structures -cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number. of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building Contractor. • F • Page 1 of 2 Revised 7.20.2015 JI understand as an Owner -Builder if I sell the property for which this permit is issued, 1 ayfe-1held liable for any financial or personal injuries sustained by any subsequent owner(s) V ult from any latent construction defects in the workmanship or materials. .. I understand I may obtain more information regarding my obligations as an "employer„ from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Division of Industrial Accidents. I also understand I may contact the California Contractors' State License Board (CSLB) at 1-800- 321-CSLB (2752) or www.cslb.ca.gov for more information about licensed contractors. AN. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for proposed construction 7��at the following address: . I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all applicable laws and requirements that govern Owner- Aan as wellas employers. Iagree to notify the issuer of this form immediately of any additions, deletions, or s to! o any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you willbe responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the mit. s issued to verify the property owner's signature. Signature of property owner: Date: Note: The following Authorizatii orm is required to be completed by the property owner only when designating an agent oft e property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, s and file the documents necessary to obtain an, Owner -Builder Permit for my-proj`ect-�+ Scope of Construction Project(or escriptionWork): Project Location or Ad� Name of Authorized Agent. �f�q_y/ 1 J)g<( Tel No: (O1SU IO -`I CiCJ Address of Authorized Agent: I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its accuracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is required to be presented when the permit is issued to verify the property owner's signature. yProperty Owner's Signature: ' Date: Revised 7.20.2015 Page 2of2 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 htip://municil2alcodes.lexisnexis.com/codesibutteco/ ""When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B16-2859 Date: 12/27/2016 Parcel Number: 026-114-012 Location: 0 BALDWIN AVE, PALERMO Phone: 5308700256 Owner Name: MARTINEZ, REFUGIO Description: SFD (1924) GAF (440) COV (288) Signature of Applican Date: 12/27/2016 •. i n Butte ;County Department of Public Works a ' DENNIS S&NiIDT, DIRECTOR j I f LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive + Oroville, CA 95965 I + (530) 538 7266 Telephone f (530) 538 7171 Fax ' PUBLIC WORKS National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) I Acknowledgment BLESS THAN 1 ACREI Reference Number: B16-2859 Date: 12/27/2016 Location: 0 BALDWIN AVE By: JMD ; 'Parcel Number: 026-114-012 Sub Type: SFD-CUSTOM/MODEL ` I ` Owner Name: MARTINEZ, REFUGIO Phone: 5308700256 Description: SFD (1924) GAF (440) COV (288) ' r •, t i By signing below, I the project owner/owners' agent, certify that this project WILL NOT ! ' DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased 'projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. Date 12/27/2016 r rr � i i • Date 12/27/2016 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director CountyButte �7 County Center Drive Oroville, California 95965 DEVELOPMENT SERVICES a i T: 530.538.7601 Buttecouniy.net/dds F: 530.538.7785 PERMIT APPLICATION DATA SHEET Reference Number: B16-2859 Location: 0 BALDWIN AVE Parcel Number: 026-114-012 Owner Name' MARTINEZ, REFUGIO Description: SFD (1924) GAF (440) COV (288) Date: 12/27/2016 By: JMD Sub Type: SFD-CUSTOM/MODEL Phone:5308700256 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 _,T 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, i 163 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 50 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 related to this application is subject to public inspection and will be posted on the County's website for electronic access. Signature of Applicant: Date: _12/27/2016_ _ Department of Development Services tom{ Fr Tim Spellings, Director j Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530:538.7785 ' P , ' DEVELOPMENT SERVICES MARTINEZ, REFUGIO RE: 026-114-012 Permit No: B16-2859 To meet the requirements of Butte County Code Section 26-12 (available on line at http://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required I, before a building permit can be issued for the above referenced project. g The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads; and drainage facilities; .y + 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 i 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:/lwww.buttecounty.net/publicworks/divisions/landdevelopment/impstd.htmi ) with a minimum plan checking deposit of $690.40. Important Note: If improvements in compliance with County Code Section 26 12 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the 'required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the, building permit. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. I have read and,understandthe bove requirements: Signatur . Date: 12/2712016 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: 616-2859 Location` 0 BALDWIN AVE Parcel' Number: 026-114-012 �p Owner Name: MARTINEZ, REFUGIO Description: BALDWIN AVE Date: 12/27/2016 By: JMD 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 pRequirements 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. Signatur Date: 12/27/2016 Description: SFD (1924) GAF (440) COV (288) Type: RESIDENTIAL Subtype: SFD-CUSTOM/MODEL Status: UNDER REVIEW- _ Applied: 12/27/20161MD Approved: - Parcel No: 026-114-012" Site Address: 0 BALDWIN AVE PALERMO,CA 95968 - ` - `' Subdivision: Block: Lot: Y Issued: Lot Sq Ft: 0 Building Sq Ft: 0 - Zoning:, Finaled: Valuation: $213,761.08 Occupancy Type: _ Construction Type: V -N Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 1 Details: 3 BEDROOM _ CLT - Y'Printed: Tuesday, December 27, 2016 9:31:43 AM 1 of 4 ti �NAAF �SYSTEMS FINANCIAL INFORMATION _ CLT - DESCRIPTION - ACCOUNT _ - -QTY AMOUNT I = "PAID ---t-- PAID DATE . RECEIPT # ='CHECK #= METHOD' — i PAID BY-6� - � - _ _D = BY= . _ r . _ __ = �. _ 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 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% 5207-52070000-462000 1 $107.80 $0.00 , Y'Printed: Tuesday, December 27, 2016 9:31:43 AM 1 of 4 ti �NAAF �SYSTEMS Printed: Tuesday, December 27, 2016 9:31:43 AM - . _ 2 of 4 CRWsrsTEMs - CLTD DES-- CRIPTION ACCOUNT. �CtTY �-AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID Bi- SF JAIL FACILITY 5202-52020000-462000 0 $455.89 $0.00 SF LIBRARY 12 2% 0010-4402300-422000 1 $4.60 $0.00 ADMIN SF LIBRARY 12 98% 5212-52120000-462000 1 $225.40 $0.00 SF SHERIFF 12 2% 0010-4402300-422000 1 $20.00 $0.00 ADMIN SF SHERIFF 12 98% 5222-52220000-462000 1 $980.00 $0.00 SF TRNSPRTTN 12 2% 0010-4402300-422000 1 $21.40 $0.00 ADMIN _SF_TRNSPRTTN 12.98%.. _5215-.52150000-462000 A - .--$1,048.60--.. _$0.00________ Total Paid for CFIFR SINGLE FAMILY 12: $4,965.89 $0.00 DS CA SB1473 100 DBCP 0010-4402400-422000 0 $9.00 $9.00 12/27/16 B018013 1340 CHECK REFUGIO MARTINEZ JMD Total Paid for DB CA SB1473 100 DBCP: $9.00 $9.00 DB CA SMIP RES 100 0010-4402300-422000 0 $27.79 $27.79 12/27/16 8018013 1340 CHECK REFUGIO MARTINEZ JMD - DBCP - Total Paid for DB CA SMIP RES 100 DBCP: $27.79 $27.79 DBF R3 DWLNG CSTM/MDL INSP FEE DB 0010-4402400-422000 1924 $2,067.60 $0.00 CPINSP DBF R3 DWLNG CSTM/MDL PLAN CHK 0010-4402100-422000 1924 $1,378.40 $1,378.40 12/27/16 B018013 1340 CHECK REFUGIO MARTINEZ JMD FEE DB CPPCK Total.Paid for DB R3 DWELLING -CUSTOM, MODEL 09: $3,446.00 $1,378.40 DBMSC TECH INVST FEE 1 0010-4403000-422000 0 $34.46 $34.46 12/27/16 B018013 1340 CHECK REFUGIO MARTINEZ JMD R OCC 09 D CPAA Total Paid for DB TECHNOLOGY INVESTMENT FEE: $34.46 $34.46 Printed: Tuesday, December 27, 2016 9:31:43 AM - . _ 2 of 4 CRWsrsTEMs Permit Fee Details PERMIT NUMBER B16-2859 Butte Butte 'cuni,; I', Butte County CLTD DESCRIPTION_ - - -ACCOUNT -- ,QTY .: AMOUNT -_ --PAID - -,PAID-DATE- — -=d-=-=- =- > RECEIPT.# CHECK # _METHOD -�-PAID BY : -- - - BY DBEH BUILDING 0021-5400000-461199 0 $105.00 $105.00 12/27/16_ B018013 1340 CHECK REFUGIO MARTINEZ JMD REVIEW FEE PH EH - - 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 Total Paid for DBFIRE FIRE FINAL INSPECTION RES 09 F $0.00 - $0.00 REGSVCSDIV: DBFIRE FIRE PRE PLNCK/INSP RES F 0010-1401000-461901 0 $228.00 $228.00 12/27/16 B018013 1340 CHECK REFUGIO MARTINEZ JMD REGSVCSDIV Total Paid for DBFIRE FIRE PRE PLNCK/INSP RES F $228.00 $228.00 REGSVCSDIV: -- DBMSC FEMA FLOOD ZONE EACH REVIEW 09 0010-4402100-422000 1 $127.00 $127.00 12/27/16 B018013 1340 CHECK REFUGIO MARTINEZ JMD DB CPPCK Total Paid for DBMSC FEMA FLOOD ZONE EACH REVIEW 09 $127.00 $127.00 DB CPPCK: DBMSC GEN'L PLAN MAINT FEE R OCC 09 0010-4401200-461901 0 $155.07 $155.07 12/27/16 B018013 1340 CHECK REFUGIO MARTINEZ JMD DPADV Total Paid for DBMSC GENT PLAN MAINT FEE R OCC 09 - $155.07 $155.07 DPADV: DBMSC SCANNING FEE 1 0010-4402300-422000 0 $64.00 $64.00 12/27/16 B018013 1340 CHECK REFUGIO MARTINEZ JMD 09 DB CPPC Total Paid for DBMSC SCANNING FEE 09 DB CPPC: $64.00 $64.00 Permit Fee Details PERMIT NUMBER a uqy tLe -J, Butte County •CAIIFOQN-IA• - ' DESCRIPTION - �- -ACCOUNT -- QTY_ - AMOUNT - PAID - PAID DATE RECEIPT # . CHECK # -METHOD -::- PAID BY -- CLTD' - -- DP PLANNING -- CLEARANCE FOR 0010-4401300-461901 0 $81.50 $81.50-•--- -12/27/16 B018013 -1340 CHECK - REFUGIO MARTINEZ JMD. • PERMITS 09 DPCUR • Total Paid for DP PLANNING CLEARANCE FOR PERMITS 09 $81.50 $81.50 DPCUR: TOTALS: $9,243.71 $2,210.22 At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. - - - Signature: 'Date: 12/27/2016 - 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). — _ r Printed: Tuesday, December 27, 2016 9:31:43 AM 4 of 4 - - CRsrsrEMS TRB +Associates Agency: County of Butte TRB+ Project Number: 17.054.101.3 Final Plan Review Page 1 of 1 Date: March 10, 2017 To: Dorman Lord 1023 14th Ave. Space 16A Oroville, CA. 95965 (via US mail) Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez Email: Phunt _buttecounty.net; AFranzino(a)buttecounty.net, nsprincier(a)buttecou nty. net; ddebrunner aC buttecountv.net; idebrunnerlaiibuttecounty.net; cliohnson a( -)buttecounty.net; cgomez .buttecountv.net . (via email) RE: Plan Review for: (N) SFD - Martinez Residence Project Address: 0 Baldwin Ave. Agency App. No.: B16-2859 TRB+ Project No.: 17.054.101.3 The following documents were received for review: Plans: (2 sets) Sheets dated 10/2016: E, 1, 2, 3 Sheets dated 9/6/16: SN, SD1, SD2, SD3 Structural Calculations: (2 copies) A. Johnson, dated 9/12/16 (1 copy) Response Packet with calculations, A. Johnson, dated 02/10/17 Truss Calculations: (2 copies) E. Teodosescu, dated 09/15/16 (2 copies) Truss Layout Energy Calculations: (2 copies) M. Alvis, dated 8/10/16 Other: (4 copies) Elevation Certificate, J. Kotysan dated 8/28/16 (1 copy) Square Footage Verification, dated 1.2/27/16 (1 copy) Permit Application, dated 12/27/16 (1 copy) Response Letter, received 03/09/17 Plans have been reviewed for compliance with the Building Department requirements contained in the 2016 CBC, 2016 CPC, 2016 CMC, 2016 CEC, 2016 CRC, 2016 Green Building Standards Code, 2016 Energy Code, and County of Butte Ordinances. There are- no further comments. t: _ Sincerely; .Y " TRB SSIATES, INC. To alley, P.E.e�) ICC Certified Plans Examiner 1 TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 nh www.TRBp/us.com 111 I ', �� �:. f. ,# ' •, �, f� / t 4 11, t Department of Development Services Tim Snellings, Director �, ► t Pete Calarco, Assistant Director 7 County Center Drive I T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 I' I' DEVELOPMENT SERVICES PLAN CHECK SQUARE FOOTAGE VERIFICATION (; Permit Number: B16-2859 RECEIVED Owner's Name: MARTINEZ, REFUGIO Assessor's Parcel Number: 026-114-012 JAN 12 2097 I Date of Application: 12/27/2016 ToaB AND Ass®clArEs Square Footage Verification i t.� Change To: Living Area 1924 Garage Area t :s 440 Covered Area 288 0 i At Application: Change To: Living Area 1924 Garage Area t :s 440 Covered Area 288 0 4'. • V No Change: NOTES: '+ f Verified By: Date: I (Plan Check Signature) • s• t I ' Confirmed TRAKiT ;+ Updated by: Date: 4. F . k i , At the County of Butte's request, TRB + Associates has completed its plan review for the project listed above. Please see the section entitled "FOREWORD" on the following page for information on the scope of the review, instructions on how to resubmit, and contact information for your project. The following documents were received for review: Plans: (2 sets) Sheets dated 10/2016: E, 1, 2, 3 Sheets dated 9/6/16: SN, SD1, SD2, SD3 • l Other, (1 copy) Response Packet, A. Johnson, dated 02/08/17 Plan review comments are listed on the following pages. Sincerely; TRB + ASSOCIATES, INC. Todd Bailey, P.E. ICC Plans Examiner l: BUILDING SOLUTIONS for MUNICIPALITIES cd I BUTTE COUNTY MAR 0 7 2017 DEVELOPMENT SERVICES a TRB + Associates, Inc. TRB""' ASSOCIateS ' : Agency: County of Butte TRB+ Project Number: 17.054.101.2 F 925 790.0011 Second Plan Review " Page 1 of 4 Date: February 28, 2017 RECEIVE® To: Dorman Lord ; a 1, 1023 14'+^ Ave. Space' 16A MAR 0 9 2017 Oroville,,CA.95965 (via US mail) TRB AND ASSOCIATES Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez Email: Phu nt(a-buttecounty.net; AFranzino(a buttecountv.net, nspringer(ftuttecounty.net; ddebrunner(cDbuttecounty.net; jdebrunner(cDbuttecountv.net; cliohnson(c-buttecounty.net; cpomezabuttecounty. net (via email) RE: Plan Review for: (N) SFD — Martinez Residence Project Address: 0 Baldwin Ave. Agency App. No.: B16-2859 i -TRB+ Project No.: 17.054.101.2 At the County of Butte's request, TRB + Associates has completed its plan review for the project listed above. Please see the section entitled "FOREWORD" on the following page for information on the scope of the review, instructions on how to resubmit, and contact information for your project. The following documents were received for review: Plans: (2 sets) Sheets dated 10/2016: E, 1, 2, 3 Sheets dated 9/6/16: SN, SD1, SD2, SD3 • l Other, (1 copy) Response Packet, A. Johnson, dated 02/08/17 Plan review comments are listed on the following pages. Sincerely; TRB + ASSOCIATES, INC. Todd Bailey, P.E. ICC Plans Examiner l: BUILDING SOLUTIONS for MUNICIPALITIES cd I BUTTE COUNTY MAR 0 7 2017 DEVELOPMENT SERVICES a TRB + Associates, Inc. 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 T 925 866.2633 F 925 790.0011 www.TRBp/us.com i Agency: County of Butte TRB+ Project Number: 17.054.101.2 PROJECT DATA Occupancy Group: R3/U Type of Construction: VB Number of Stories: One Conditioned Floor Area: 1924 sf 0 Garage: • ' 440 sf, I Covered Porch: 288 sf ; Fire Sprinkled: Yes Valuation: - I • FOREWORD • This plan review is only for the purpose of evaluating compliance with the provisions contained in the 2013 CBC, 2013 CPC, 2013 CMC, 2013 CEC, 2013 CRC, 2013 Green Building Standards Code, 2013 Energy Code, and County of Butte Ordinances. Please note that our review does not encompass provisions regulated and enforced by Planning, Engineering, Public Works, Health Departments; or other authorities outside the jurisdiction of the Building Department. ■ Please address all of the following, items and return a copy of this list, along with a response sheet, indicating the location of all required changes to the plans, specifications and/or calculations. Be as specific as'possible in your responses so that we may expedite your recheck. ■ If any changes have been made to the :plan documents unrelated to those items .identified in this comment list, please list the changes on a separate sheet and include in your resubmittal documentation. ■ Please submit two (2) complete revised sets of plans and plan documents, wet stamped and signed by the Architect and/or Engineer of Record, to: County of Butte Department of Development Services 7 7 County Center Drive Oroville, CA 95965 OR . t TRB + Associates, Inc. Attention: Todd Bailey 3180 Crow Canyon Place, Suite 216 San Ramon, CA 94583 The following re -check comments numbered per the original plan review list have not been fully addressed with the re -submitted plans. Additional comments are provided to clarify the information needed to complete the plan review of this project. The format includes a restatement of the original comment followed by a re -check comment in a separate bold italicized paragraph. ARCHITECTURAL COMMENTS Complete review performed by: Todd Bailey, P.E. Sheet 3 A14. Please provide a calculation for the required attic ventilation at the conditioned floor space and ensure the venting shown on the plan is enough. CRC Sec. R806.1 Calculations not provided. Comment remains outstanding. Page 2 of 4 TLIY� • ...•f-1 ," - -}V . i t (, • 'Lai'.; r' l Agency: County of Butte ' ` TRB+ Project Number: 17.054.101.2 ENERGY COMMENTS: { 1. '; 41 ,Irtl'7 No further comments. } GREEN'BUILDING COMMENTS: No further'comments. MECHANICAL'COMMENTS:. No comments noted. PLUMBING COMMENTS: ' No further comments.' r ELECTRICAL COMMENTS: `. r• #� r .. No further comments.A I i t FLOOD ZONE'COMMENT.S F1. As noted on Sheet E (Elevations) of the plans, this building is located in a FEMA 1 ' flood zone. Please specify the following on the plans for review: a. The FEMA flood zone. ; • r b. The base flood elevation. ' `.• C. FEMA elevation certificate prepared by a registered professional with '��'•�t• ' x . i, elevation data with'respect to the 1988 NAVD. F2. According to Section 26-24(b),(1),(a) of the Butte County Code, the lowest floor elevation of new residential building shall be elevated a minimum of one foot or , more above the Base Flood Elevation (BFE). Please provide the following on the plans for review: # ' a; Floor elevations with respect to the base flood elevation. + b. -Flood vents provided for fully enclosed areas below the base flood elevation to automatically equalize hydrostatic flood forces on exterior ' walls by allowing for the entry and exit of floodwaters. �< C. Electrical, heating, ventilation, plumbing and air conditioning equipment t • .f;," • and other service facilities designed and/or located so as to prevent water from entering or accumulating within the components during conditions of JJ!! flooding. , 1 d. Building materials and structural components, capable of . resisting 6 ` hydrostatic and hydrodynamic loads and effects of buoyancy. Additionally, such materials shall also meet the standards of the latest FEMA technical bulletin, i, Page 3 of 4 TRW.' IY y i Agency: County of Butte TRB+ project Number: 17.054.101.2 . WILDFIRE EXPOSURE CONSTRUCTION REQUIREMENTS Not located in a wildfire exposure zone. STRUCTURAL COMMENTS S6. Roof trusses: a. As required by the California Business and Professions Code, the truss framing planmust' be stamped/sealed, signed and dated by the registered design professional having responsible charge for the design of the roof trusses. b. ' Please specify the collector trusses on the truss framing plan with the design forces shown on the cover sheet of the plans, and clarify that the lateral loads have been applied to the trusses- in the calculation. Roof truss calculations and details are not provided with the second submittal. . Comments remain outstanding. [END] �c�rL Y2 A r-i C [ iYL Nb No iz l N i Page 4 of 4 TRBI RECEIVED FEB 2 2 2017 TRB AND ASSOCIATES Summit Structural Design g 383 Rio Lindo Ave #200, Chico, CA 95926 p. 530.592.4407 www.summitchico.com RESPONSE TO PLAN CHECK Proiect: Martinez Residence , 0 Baldwin Ave, Palermo, CA Plan Check Number: B16-2859 TRB+ Plan Check Number: 17.054.101.1 Structural Plan Check Comments: ,�S1) See note A-1 on sheet SN for structural code reference. All other code references by others. ✓ S2) It sounds like an unsigned set of plans were submitted? See resubmitted plans,for all appropriate seals/signatures. S3) See resubmitted plans. vS4) Detail B on plan sheet 1 has been omitted. S5) Sheet a, By others b. See attached calculation. The seismic load delivered through the roof diaphragm of the Veranda to Wall Line B is very low (20 plf). See original calculations page 16 for Line B drag load analysis. c. See detail 2/SD3... each truss on the entire project is fastened with an H2.5T (545#1 uplift capacity) to resist uplift ... and separately each rafter is fastened with an H2.ST to resist uplift. 56) Roof Trusses a. By others (truss company) b. By others (truss company) c: See attached truss review letter. - a S7) Structural Calculations REVIEWED a. See attached calculation. FOR CODE COMPLIANCE b. See revised plan sheet 2 for 6x8 DFI#1 callout at rear patio header. ol< MAR 0 9 2017 BUM COUNlly FEB 2120M affiVELUNWINr �Wttt�� EV. CIVII SOF CAL* TRB AND ASSOCIATES V �lag Summit Structural Design g 383 Rio Undo Ave., Suite 200, Chico, CA 95926 '530.592.4407 www.summitchico.com February 8, 2017 RE: Martinez Residence, 0 Baldwin Ave, Palermo, CA To Whom it May Concern: 1 have reviewed the truss calculations Endeavor Homes dated 09/15/16 and have found that ; the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Andy Johnson, P.E. Use HUS26 Typical at Truss to Truss connections Reggie Martinez Baldwin Ave. Palermo, Ca. C nN '� 'A _. _7. _��_ PROJECT: SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: www.suinmitchico.com DATE: DESIGN OF 38y- i i t _7.��.J.. j� 11bi f. �1 f : !.. �._... } 61 L I ......_........ c eRl eve,{�� � 41a,I , I i ( , I t V V f _. __... _... {........ .._. f✓ Ort ;► 1 �,. -43= 1 to r, ` w., .�_ _.�. _i._ _ f wu;....c'A`��.'_____�-_vim �1r�d�.. _i_.._._...�._._......_ . i ' .. _ 1 i C� I . -.fir - -i 'L�i �7 �. �. c wQr_S CGS; fJ._ © C� @� o�...:.� ��71�MY- _................( ,� r- a c... ,-...� _.._ �...v. - e- . q �........... `il i__..._ . ._........ . ..... .......... . y...,G. c .. . .... .. ... ..... ..... , 3 1 i • it 94 Dl . j �A s' -Iv _ vc } 1 7 ! { i........__.._.....a....._. .�..._...._.... . 3 ! N ; 1 __ ......-... i _ .._ ..i.... _ ._..__. : 1 COMPANY PROJECT WoodWorl<s�' + sr)rnvnar rOR tv')DG Delrr,:v Sap. 2.2016 11:14 16.290 D7 Design Check Calculation Sheet Wood Works Sizer 10.1 ILoads Load Typo Di.atrl.buti on Pot- Location (ftl Magnitude Unit 001 007 tern Start End Start £.nd 1613 Root DL IRI -, Area ?0.00 ( 0 ' ps Roof LL Roof .live 00 Full Area 20.00 (5.00)' s '1C1OUGe Cy nLCl G I1 tlGl Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) G. 2� ta'_n qi, Unfactorod: Dead Roof Live Fac ta red: 807 007 - - 001 007 Total Bear.ing: 1613 shear 16t3 Capacity v' = 2 S _. Beam 1613 .1349 1."n13 supports 1737 - `17.17 Anal/Des 0.59 - L/3 'a 0.52 Beam. 1..00 , .1.00 Support 0.93 Is. comb 112 '. - • 7Load 07 d.^ Length 0.79 7 0' a Min req'd a.79 - U, 79 Cb 1.00 1.U0 00 Cb min L.no 1.001..12 Cb support 1.12 Fcp sup 625 67.5 Glulam-Unbal., West Specles, 24F -V4 DF, -1/8"x10-112" < ' 3p I / r 7 laminations, 3.118" maximum width, is Suppons: All - Timber -soft Beam, D.Flr-L No,2 Total length: 16'-1.6'; Lateral support: lop= st6upporls, bottom- at supports: Analysis vs. Allowable Stress (osi) and Deflection (int „=1^^ una 7niq . Criterion Anal vis Value 10osilln Value Anal sis%Dost n shear v = v' = 2 S fv Yv = 0.25 Bending(+) fb .1349 Fla - 2057 fb/1'b` - 0.66 Llve Defl'n 0.26 L/C97 0.59 - L/3 'a 0.52 Total Defl'n 0.69 - L/279 0.00 - L/240 0.86 Additional Data: FACTORS: F/E(pst)CD CM Ct CL CV Cfu Cr Cfrt Notes Cn4Cvr LC0 ' F'v' 265 1..00 1.00 1.00 - - - - . 1.00 1.00 1.00 2 Fb'* 2400 1.00 1,00 1.00 0.857 1.000 1.00 1.00 .1,00 1.00 - 2 ' Fcp' 650 - 1.00 1.00 - - - 1.00 - - E. 1.0 mi..l.lion 1.00 1.00 - - - - 1.00 - - 2 - Elnlny1 0.05 million 1.00 1.00 - - - - 1,00 - - 2 CRITICAL LOAD COMBINATIONS: Shear 1 UC 112 = D+Lr, V = 1.607, V design 1825 .lbs Bending(+):LC 02 ^ D+•Lr; M - 6453 lbe-ft - Deflection: LC 02 Di -Lr (live) LC 112 = D+Li• (total) 0 -dead L=live S=snow W=wind 1 -impact; Le -roof livil l.c�-ccncent rated E=earthquake. All LC's are llstod In the Analysis output. - Load combinations: ASCE 7-l0 / 18C 2012 CALCULATIONS: Ooflaction: E1 - 543e06 lb-in2 "Live" deflection Doflection from all non -dead loads !live, wind, snow...) Total Deflection ^ 1.50(Dead Load Deflection) + Live load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Coda (IBC 2012), the National Design SpoelOeation'(NDS 7.012), and NDs Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117.2010 and manufactured In accordance with ANSI A190.1-2007 4. GLULAM: bxd a actual breadth x actual depth. 5. Glulam Beams shall be laterally supported according to the provisions of NDs Clause 3:3,3. 6. GLULAM: bearing length based on smaller of Fcp(lonsion), Fcp(comp'n). COMPANY PROJECT Wo®dWorks. SOI'114'ARr FOR WOOD OtiI(.4 Sep. 2.2016 11:45 16-290 B2 Design Check Calculation Sheet WoodWurks Sizer 10.1 Loads: Load Type Distribution Pat- LoeatlonIft1 14sgnitude Unit 647 Cern -S Ca ct' End Start End Timber -soft, D.Fir-L, No.2, 6x8 (S-VV•x7-1/4") Roo OL Uoa N Area beam 2U.0 1' psi Roof LL Roof live Full Area 1 1.636 20.00 {4.001' sf "111eUcd r.y -G11 I.LI, Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) S" I Untscdored: Dead Roof Live Factored: , 323 - 323 323 323 Total Bearing: 647 647 C aPaclty - Timber -soft, D.Fir-L, No.2, 6x8 (S-VV•x7-1/4") beam 1719 - 171;1 Supports 1.636 11316 Anal/Des _ Fb' Beam ti. 30 ` V.30 Support 0.35 - - 0.35 Load comb 92' 112 Longth 0.50-• r 0, Min req'd 0,50• - 0.50' Cb 1.00 1.00 Cb m.in 1.00 _ 1'•0(1 Cb support 1.07 1.07 Fc SUR625 62S Additional Data: FACTORS: F/Eipsi)CD CM Ct CL CF ,Cru Cr. Cfrt C1. Cn L94 - Fv' 110 1.DO 1.00 1.00 - - - - 1..00 1.On 1.00 2 Fb'' 750 1.00 1.00 1.00 1. 00 1.000 1.00 1..00 1.00 1.00 - 2 Fcp' 625- 1.00 1.00 - - - 1.00 1.00 - E. 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 112 D+Lr, v - .643, v design 543 lbs Bending(+):UC 112 D+Lr, M . 1293 lbs -ft Deflection: LC 112 = D+Lr (live) " LC 112 " D}Lr (total) D=deadL=live S-anow W=wind 1 -impact Lr -roof live Lc-concantrated E=earthquake -- - A.1..1. LC's are listed in the Analysis output - - Load combinations: ASCE 7-30 / IBC 2012 CALCULATIONS: De fleetlon: EF 227eO6 lb -int "Liro" doll ti Deflection from all. non -dead .loods (live, wind, anew...) Total. Deflection .1.50(Dead Load Deflection! + Live Load Deflection. - Design Notes: 1. Wood Works analysis and design aro In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NOS 2012), and NDS Design Supplement. 2. Please verify that the deraull deflection limits are appropriate for your application. 3: Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. r Timber -soft, D.Fir-L, No.2, 6x8 (S-VV•x7-1/4") Supports: All -1 imber-soft Boom, D.Fir-L No.2 ✓ Total length: 8'-1.0'; 322 Fb' 750 Lateral support; top- at supports, bottom- at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012:9 Cki.[orion Anal sis Value Desi. n Value ArcalsislDesi n 1,/360 Shear v l F'v � 0.00 - <L/999 Banding{+1 to 0.21 Additional Data: FACTORS: F/Eipsi)CD CM Ct CL CF ,Cru Cr. Cfrt C1. Cn L94 - Fv' 110 1.DO 1.00 1.00 - - - - 1..00 1.On 1.00 2 Fb'' 750 1.00 1.00 1.00 1. 00 1.000 1.00 1..00 1.00 1.00 - 2 Fcp' 625- 1.00 1.00 - - - 1.00 1.00 - E. 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 112 D+Lr, v - .643, v design 543 lbs Bending(+):UC 112 D+Lr, M . 1293 lbs -ft Deflection: LC 112 = D+Lr (live) " LC 112 " D}Lr (total) D=deadL=live S-anow W=wind 1 -impact Lr -roof live Lc-concantrated E=earthquake -- - A.1..1. LC's are listed in the Analysis output - - Load combinations: ASCE 7-30 / IBC 2012 CALCULATIONS: De fleetlon: EF 227eO6 lb -int "Liro" doll ti Deflection from all. non -dead .loods (live, wind, anew...) Total. Deflection .1.50(Dead Load Deflection! + Live Load Deflection. - Design Notes: 1. Wood Works analysis and design aro In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NOS 2012), and NDS Design Supplement. 2. Please verify that the deraull deflection limits are appropriate for your application. 3: Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. r 322 Fb' 750 [b/Fb' 0.4b Livr. Def 1'n 0.03 = <L/999 0127 - 1,/360 11.12 Total Dotl'n 0.00 - <L/999 0.40 = L/240 0.21 Additional Data: FACTORS: F/Eipsi)CD CM Ct CL CF ,Cru Cr. Cfrt C1. Cn L94 - Fv' 110 1.DO 1.00 1.00 - - - - 1..00 1.On 1.00 2 Fb'' 750 1.00 1.00 1.00 1. 00 1.000 1.00 1..00 1.00 1.00 - 2 Fcp' 625- 1.00 1.00 - - - 1.00 1.00 - E. 1.3 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 112 D+Lr, v - .643, v design 543 lbs Bending(+):UC 112 D+Lr, M . 1293 lbs -ft Deflection: LC 112 = D+Lr (live) " LC 112 " D}Lr (total) D=deadL=live S-anow W=wind 1 -impact Lr -roof live Lc-concantrated E=earthquake -- - A.1..1. LC's are listed in the Analysis output - - Load combinations: ASCE 7-30 / IBC 2012 CALCULATIONS: De fleetlon: EF 227eO6 lb -int "Liro" doll ti Deflection from all. non -dead .loods (live, wind, anew...) Total. Deflection .1.50(Dead Load Deflection! + Live Load Deflection. - Design Notes: 1. Wood Works analysis and design aro In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NOS 2012), and NDS Design Supplement. 2. Please verify that the deraull deflection limits are appropriate for your application. 3: Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. r COMPANY PROJECT WoodWorl<S, SOFTWARE FOR wDOD WIMN Sep. 2, 2016 11:48 16-280 83 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load Type Distribution Pot- Location IftI Magnitude UnSt Anal s'ls/Desion a Sher corn Stsrt End SL•art End .170 tv/Fvl = 0.:12 11L Clea Aron 682 D.OU11 .UUI• ps 1951 Irlool Roof. LL Roof' live I Tull Area Ana!/Des 20.00(15,001-• sf ' Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 6'-1.1" - Unf C,torod: Dead RoofLive Factored: 913 913 ValueDosloo 913 9'1.3 Total1027 Bea ring: Anal s'ls/Desion a Sher 11327 Capacity 1•v' _ .170 tv/Fvl = 0.:12 Beam 1027 682 182.7 Supports 1951 Live Def.l.'n 1951 Ana!/Des 0.20 - L/360 ' Bem a 1.00 'L/731 l.44 Support 0.94 Q. 4 Lead comb 82 i122 Length 0.53 - 0.53 Min req"d 0.53 0.53] Cb 1.00 00 Ch min1.00 1.00 Cb support 1.o7 Fc su 625 62S Timber -soft, O.Fir-L, No.2, 6x8 (6.1/2"x7.114") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 6'-1.1'; , - Laleral support: lop= at supports, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection (in) uSinn NOS 2012 , Criterion Anal sis ValueDosloo Value Anal s'ls/Desion a Sher fv , 1•v' _ .170 tv/Fvl = 0.:12 Bondi ng lT) fb = 682 FI), - '75U fb/Fb' - 0.91 Live Def.l.'n 0.04 " cL/999 0.20 - L/360 0.20 Total Defl'n 0.10 - 'L/731 0.30 - L/2.10 0.33 Additional Data: FACTORS: r/E(ps I.ICD CM Ct CL CF Cfu Cr Cf.rt Ci Cn .LC 11 ' Fv' 110 1.00 I.DO 1.00 - - .. - 1."00 1.00 1..00 2 Fb'+ 750 .1 .00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - Fcp' 625- 1.00 1.00 - - - - :1.00 1.00 -- ' 6' 1.3 miliion 1.00 1.00 - - - - 1..00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC H2 - D+Lr, V - 1013, v design v 1438 lbs Bendi nqt+): LC d2 - D+Lr, M - 2740 lbs -ft Deflection: LC -02 = D+Lr Illval LC 112 a D+Lr (total) D=dead L=live S='anew 11 -wind 1 -impact Lr -roof live Lc=concentrated F.=earthquake ' Al. i. bC's are listed In the Analysis output Load combinsr ions: ASCE 7-10 / 18C 2012 CALCULATIONS: Deflection: El 227e06 Lb -int "Ll vc" deflectlon Deflection from a1.1 non -deed loads (I..ive, wind, snou...I Tutal Deflection 1.. 50, Dead Load Deflectioni , Live Load Deflection, Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC Inlemutionel Building, Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement: 2. Please verily that the default deflection limits are appropriate for your application. 3. Sown lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4:1. COMPANY PROJECT Wood"WokSr $r)r'nvn Rr ma 1 000 Drsrc n• Sep. 2, 2016 11:60 16-290 84 Design Check Calculation Sheet WoodWorks Sizer 10.1 ILoads: Load Type Distribution Pat- Location (ftl Magnituda Unit 3263 - - turn Start End Start End fb 675 UL mad 1111. Area Beam "10.00 ' pot JKOGY Foot LL Foot 11'vo Full Area 3486 20.00120.00)' sf y ,+.11 Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) q, Wife ctared: Dead Roof Live ,..tared: 1632 1632 Destgn Value 1632 1632 Tota1 Bearing ; 3263 - - 3263 Capacity fb 675 Fb' 07U fblrb' = 0.70 Beam .3263 6.27 = L/360 3263 Supports 3486 0.40 - L/240 3486 Anal/Dos � _ Beam 1.00 1.00 Support 0.94 0'94 Load comb 02 4;: 095 6.451 Min Min req'd 0.. 95 - 0.55 Cb 1.00 1.30 Cb min 1.00 1 Cb support 1.07 1.U7 Fc au 625 61.5 Timber -soft, D.Fir-L, No,2, 6x12 (6-1/2"x11-1/4") / Supports: All - Timber -soft Roam, D.Fir-L No.2 Total length: 8'-1.9', " Lateral support: top- at supports, ooltem- at supports: Analvsis vs. Allowable Stress (osil and Deflection finl „at„+, unc 7niq I Criterion Analysis value Destgn Value Analvsis/Desi all S tear v S9 Fv' t' U tv F'v' = 0.3 Bcndingl+) fb 675 Fb' 07U fblrb' = 0.70 Livc Def I", 0.05 +' +L/999 6.27 = L/360 0.1.7 Total Defl'n 0.11 = L/057 0.40 - L/240 0.20 Additional Data:: FACTORS: F/E(psi)CO CM cc CL CF Cfu Cr Cfrt CI Cn LC It FV' 170 1..00 1..00 1.00 - - - - 1.06 1.00 1.00 2 b'+ 875 1.00 1.00 1.00 0.9.91 1.000 1.00 1.00 1,.00 1.00 - 2 Fcp' '625 1.00 1.00 - - - 1.00 1.00 - - - E' 1.3 million 1.00 1.00 - - - 1..00 1.00 - 2 Emin' 0.47 million 1.00 1.00 - - - 1..00 1,00 - 2 - CRITICAL LOAD COMBINATIONS: Shear : LC 82 = O+Lr, v . 3232, v dn-sign 2450 lbs Bondi ng(*): LC 02 - D+Lr, M ' 6527 lbs -ft peflec tion: LC 82 D.Lr (live) LC 112 D.Lr (total) Dddead 1. -live S=snow t4=wi.nd I=.impact Lr -roof live Lc-concontrated V-oarLhqua F.o A11 LC's are Ilsted in the Analysis output Load combl.nati.ons; ASCE 7-10 / IOC 2012 CALCULATIONS: Deflection: el n 840e06 Ilr-ln2 - - "Live" deflection Deflection from all non -dead loads (live, wind; snow...) Total Oar.loction 1.50(Doad Load Deflection) +. Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber banding members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY I PROJECT WoodWorks" sanlVnnF Fba WOOD nrsl6.V I Sop. 2, 2016 15:13 116.290 B5 Design Check Calculation Sheet Woodworks Sizer 10.1 ILoads Wad Type Distribution Pat- Loeatlonlftl Ma•gnitudc Unit 402 Shear tern Start End Start End Root DL Doo E Aron Joist 404 ,GU I .0 ps Root LL Roof live Full Arun 506 LIVL Def] 'n 20.00 (24.01' sf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) to -0.5' - 2 C5' Unfactored: Dead Ito of Live Factor ed: 201 201 :. 201. 201 Total Floar I"g: 402 Shear 102 Capacity Pv' '= On v Fv 0.2' Joist 404 013 165 Supports 506 LIVL Def] 'n S06 Anal/Des 0.50 = 1 1,/240 0.24 Joist 0.06 - p•ng Support 0.69 69 0 66 Load comb Length 02 0.50• Min req'd 0.50• _ ry �,Q Cb1.00 0.50' Cb min 1,00 i.OD Cb support 1..25 1 00 Fc *up625 1 25 Winim,im h -inn 1-1h enni-„ .A. +,1- ,., 625 Lumber -soft, D.Flr-L, No.2, 2x8 (1.112'W-114") Supports: AII- Timber -soft Boom, D.Fir-L No.2 Roc joist spaced at 24.0" cfe; Total length: 10'-0.5'; Lateral support: top- full, bottom= at supports; Repetitive lector; applied where permitted (rotor to online help); Analysis vs, Allowable Stress (psi) and Deflection (In) ualnn Nne in,7. Criterion Analysis Value Desinn value An a I ysis/Ues ion Shear CV40 Pv' '= On v Fv 0.2' Bending l+l tb « 013 Fb' -. 1242' !h11 Fla 0.74 LIVL Def] 'n 0.12 '_ :L/9D9 0.50 = 1 1,/240 0.24 Total Dufl'n 0.30 - L/406 O,G) - L/100 0.44 Additional Data: FACT0115: FIE ipsi 1 C !:14 ,Ct CL CF Cfu Cr Cfrt Ci Cn LCh Fv' 11+0 1.00 1.00 '1.00 - - - - 1.00 1OD 1.00 2 Fb'+ 400 .1 .00 1, 00 1.00 l.fink) 1.200 1.00 1.15 I.0') 1.. . 00 - 2 Fcp' 625• 1.00 1.00- - - - 1.00 1.00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.,00 - 2 Emi n 0.50 million 1.00 1.00 - - - - ( 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - U -Lr, V - 400, V design 3511 lbs Bending(+1: LC 02 - D+Lr, N - 1000 ibs-ft. Deflection: LC 02 - Dr Lr (live) ' LC 02 a D+Lr (total) U�deaU L=.livs S=snot+ EI=wind I=.impact Lr -roof live Lc�'concant rated Enoarthquo Y.e - All.l.C'o sre fisted In the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Derloct; on: E1 = 761106 lb-In2 "Livu" do:lecC ion C'e. f.l act on fr.nm n.l J. non -dead bade•. (five, wind. anow...l Total Def!Octiall 1.50(Dead Load Ucflectionl + Live Wad. Deflection. Design Notes: 1. WOOdWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012); the National Design Specificatlon (NDS 2012), and Nos Design Supplemom. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sown lumber bending members shall be laterally supponod according to the provisions of NOS Clause 4,4.1. 4, FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. N. . COMPANY PROJECT Wood W., orks'' sOrnvnaeroa WOOD nrsreN Sep. 2, 2010 15:16 16-290 SO Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load I Type Distribution Pet- Location lft) Magnitude Vrit L• 1414 }'v' = 110fv tern Start End Start End fb 809 Roo DL Dead Fu Area Beaupm U.UO (6. 0)• pst Root LL Be f live Full Area 2.0195 20.00 (6.50)+ PSI Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (In) Unfactor.ed: Dead Roof Live Factored: 707 107 Dusi n Value 707 707 Total Dearing: 1414 }'v' = 110fv .1414 Capacity fb 809 FW = 1200 fb/Fb' _ '0..67 Beaupm 10906 18906 Sporta 2.0195 0.50 L/240 _^^0195 An Beam 0.07 0.07 Support 0.07 i1. 07 Load comb 02 Longth 5.50 - �' 50 Min req'd 0.50' 0.50• Cb 1.00 .. l.')0 Cb min .1.00 - 1.00 Cb support 1..07 1'07 Fc sup625 625 Timber -soft, D.FIr-L, No. 1, 6x6 (6-1112'W-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Tmal longlnt 101-10.5'; Lateral support: lop= at supports, bottom= at supports; Analysis vs. Allowable Stress (Dsi) and Deflection (inl -l- Nnc Milt , criterion Analsis value Dusi n Value Anal s.is/Desitin 'i ear 'v 4 }'v' = 110fv Fv = .25 Bending ilt fb 809 FW = 1200 fb/Fb' _ '0..67 Live Defl'n D.10 = <L/999 0.33 L/36U 0.31. Total Defl'n 0.26 =- 'L/458 0.50 L/240 0.52 Additional Data: FACORS: F/C(psi)CD CM Ct CL CF Cfu Cr Cfrt Cl. Cn LCB PVT 170 1.00 1.00 1..00 - - - - .1.,00 1.00 1_00 2 }bl+ 1200 1.00 1.00 1.00 1.000 1.000 1.00 1.00 1.00 1.00 - 2 Fcp' 625- 1.00 1.Oo - - - - 1..00 1.00 - - - E' 1.6 ml Ilion 1.00 1.00 - - - - 1,00 1,00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - D+Lr, V = 1300, V design 1138 I.bs Sending(,): LC 117. - D+Lr, 17 - 3250 lbs -ft Dofloction: LC 112 - D+Lr (live) LC 112 - DILr (tdtal) , D-deod L -live S=snow W=wind I -impact .Lr -roof .live Le-conr_antratad E=oarthqua Y.e All LC's are listed in the Analysis output- - Load combinations: ASCE 7-1.0 / laC 2012 CALCULATIONS: DcPleetion: E1 - 279206 lb-in2 - "Live" deflection Deflection from all nun -dead loacta (live, wind, snow...) Total Deflection = 1.50.(Daad Load Deflection) * Live Load Deflection. Design Notes: 1. WoodWarks analysis and design are In accordance with tho ICC International Building Code (IBC 2012), the National Design Specification (NDS 20121, and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 4.4.1. CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD- CF1 R -PRF -01 Project Name: Martinez Home Calculation Date/Time: 16:48, Tue, Aug 09, 2016 Page 1 of 9 Calculation Description: Martinez Home Input File Name: Martinez Home.ribd - --- I - --- - - --- --- -- -- I 1316-2K-59" 026-41-4--.012- GENERAL INFORMATION 01 Project Name Martinez Home 02 Calculation Description Martinez Home 03 Project Location Baldwin Ave. _ j DJ -`C 27, 2016 ti> 1) 092 1} GA R (10) COV (2 �- _ 04 City Palermo Ca 05 Standards Version Compliance 2015 06 Zip Code 95968 07 Compliance Manager Version BEMCmpMgr 2013-4b (433) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4b (812) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 RECEIVED 14 Total Cond. Floor Area (ft)1956 15 Number of Zones 1 1 A AA 16 Slab Area (ft) 1956 17 Number of Stories 1 ' C LJ 9l 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 Addition Slab Area (ftz) N/A 21 Glazing Percentage (%) 10.8% COMPLIANCE RESULTS �, ... 01 Building Complies with',Comp9ter.Pert6rmance-4 I """r " f (r' 02 This building Incorpo�ates'featuures:ngEthat require fieldlestiand/orjv1enfication}by a{certifi d#H+ERS rater,#'un�der the supervision of a CEC-approved HERS provider. 03 This building incorporates one or mare Spec 'aI Featu}Fes4 hown—below *...f ' It r1 1a "t—UR COQ -- A Registration Number: 216-N0297623A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance rcrnvn i n -r � r BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE Registration Date/Time: 2016-08-1O$"IE:49 / — 17 HERS Provider$Y CaICERTS inc. Report Version - CFIR-03112016-433 7� J�� Report Generated at: 2016-08-09 16:49:49 ENERGY USE SUMMARY 10 9 2017 __ f 04 05 06 07 08 Energy Use (kTDVlft2-yr) Standard Design Proposed Design Comp i Maiit� �� o rcent Improvement Space Heating 53.90 46.40 7.50 Space Cooling 36.62 38.23 -1.61 -4.4% IAQ Ventilation 1.18 1.18 0.00 0.0% Water Heating 35.26 35.26 0.00 0.0% Photovoltaic Offset — 0.00 0.00 -- Compliance Energy Total 126.96 121.07 5.89 4.6% Registration Number: 216-N0297623A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance rcrnvn i n -r � r BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE Registration Date/Time: 2016-08-1O$"IE:49 / — 17 HERS Provider$Y CaICERTS inc. Report Version - CFIR-03112016-433 7� J�� Report Generated at: 2016-08-09 16:49:49 • CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: Martinez Home Calculation Date/Time: 16:48, Tue, Aug 09, 2016 Page 2 of 9 Calculation Description: Martinez Home Input File Name: Martinez Home.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Window overhangs and/or fins 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: • Minimum Airflow Fan Efficacy Watts/CFM HVAC Distribution System Verifications: Duct Sealing Domestic Hot Water System Verifications:1 • -- None — a ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy -use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not rregulated by'Title 24, Part 6 (such as'domestic appliancesrand consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. ,` .-' �' 110 1 1 � 11 rl� RefenencerEnnergy lJse Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)' 'N,,\ J189.20 [ 179.71 9.49 5.0% 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 Martinez Home 1956 1 3 1 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (tt2) Avg. Ceiling Height Water Heating System.1 Water Heating System 2 Conditioned Conditioned HVAC System 1 1956 9 Min Gas Registration Number: 216-N0297623A-000000000-0000 Registration Date/Time: 2016-08-10 08:27:49 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-09 16:49:49 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Martinez Home Calculation Description: Martinez Home Calculation Date/Time: 16:48, Tue, Aug 09, 2016 Input File Name: Martinez Home.ribd CFI R -PRF -01 Page 3 of 9 OPAQUE SURFACES 01 fl I I I L04), 11 i 0 S I iy::;\ r 06 07 08 Name Construction+Ra4 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft) Tilt (deg) Front Conditioned R19 Wall 0 Front 360 70 90 Left Conditioned R19 Wall 90 Left 360 35 90 Back Conditioned R19 Wall 180 Back 450 132.13 90 Right Conditioned R19 Wall 270 Right 360 15 90 GarToHouse Front Conditioned>>Garage Gar to House R-19 198 20 Ceiling (below attic) 1 Conditioned R38 Ceiling below attic 1956 Gwall Front Garage Garage Ext Wall 0 Front 198 198 90 Gwall Left Garage Garage Ext Wall 90 Left 180 90 Gwall Right Garage Garage Ext Wall 270 Right 198 90 Gar Ceiling d ndarage RO ClgBlwAttic Cons 440 ATTIC�i-w� 01 fl I I I L04), 11 i 0 S I iy::;\ r 06 07 08 Name Construction+Ra4 ,, �iType..�. ��Roof`Rise �i RooflReflecta"nce `Roof Emittance Radiant Barrier Cool Roof Gar Attic Asphalt• RB Roof Ventiilatedm gyp., 6 % rv6 0 1N 0- n 0.85 Yes No Attic Asphalt RB Roof r Ventilated �` "' 6 01 0.85 Yes No Registration Number: 216-N0297623A-000000000-0000 Registration Date/Time: 2016-08-10 08:27:49 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-09 16:49:49 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Martinez Home Calculation Date/Time: 16:48, Tue, Aug 09, 2016 Calculation Description: Martinez Home Input File Name: Martinez Home.ribd CF1 R -PRF -01 Page 4 of 9 .WINDOW_ S "r �: .��`�1.�--� I FAX 11 i .1 1111 11 01 �, i *--4 IIt" on r. M 0 4-%A 1k PA."N K""k 1E-- Int 03 01 02 03 04 05 06 07 08 09 10 Name Type GarToHouse Dr Surface (Orientation -Azimuth) Width (ft) .Height (ft) Multipli er Area (ft) U -factor SHGC Exterior Shading F1 Window 198.0 Front (Front -0) 6.0 4.0 1 24.0 0.32 0.25 Insect Screen (default) F2 Window Front (Front -0) 2.0 3.0 1 6.0 0.32 0.25 Insect Screen (default) L1 Window Left (Left -90) 3.0 1.0 1 3.0 0.32 0.25 Insect Screen (default) L2 Window Left (Left -90) 2.0 5.0 1 10.0 0.32 0.25 Insect Screen (default) L3 Window Left (Left -90) 2.0 5.0 1 10.0 0.32 0.25 Insect Screen (default) L4 Window Left (Left -90) 3.0 4.0 1 12.0 0.32 0.25 Insect Screen (default) 61 SGD Window Back (Back -180) 6.0 6.7 1 40.0 0.32 0.25 Insect Screen (default) B2 SGD Window Back (Back -180) 8.0 6.7 1 53.4 0.32 0.25 Insect Screen (default) B3 Window Back (Back -180) 5.0 4.0 1 20.0 0.32 0.25 Insect Screen (default) B4 Window j Back (Back -180) 2.5 1.5 1 3.8 0.32 0.25 Insect Screen (default) B5 WindowsBack (Back -1.80)-- 5.0 3.0 1 15.0 0.32 0.25 Insect Screen (default) R1 Window `� --Right,(Right-270) f5:0 f 3.0 C 1 15.0 0.32 0.25 Insect Screen (default) DOORS "r �: .��`�1.�--� I FAX 11 i .1 1111 11 01 �, i *--4 IIt" on r. M 0 4-%A 1k PA."N K""k 1E-- Int 03 04 Name v k Side of Side of Building Area (ft) U -factor Front Dr Front 40.0 0.50 GarToHouse Dr GarToHouse Front 20.0 0.50 GDoor Gwall Front 198.0 1.00 Registration Number: 216-N0297623A-000000000-0000 Registration Date/Time: 2016-08-10 08:27:49 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-09 16:49:49 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Martinez Home Calculation Date/Time: 16:48, Tue, Aug 09, 2016 Calculation Description: Martinez Home Input File Name: Martinez Home.ribd CF1 R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 1 12 1 13 1 14 Overhang Left Fin 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 F1 2 1 32 3 0 0 0 0 0 0 0 0 0 F2 2 1 9.5 28.5 0 0 0 0 0 0 0 0 0 L1 2 1 22.5 4.5 0 0 0 0 0 0 0 0 0 L2 2 1 11.5 14.5 0 0 0 0 1 0 0 0 0 0 L3 2 1 4 24 0 0 0 0 0 0 0 0 0 L4 29.25 1 2 3 0 0 0 0 0 0 0 0 0 131 SGD 10 14 1 19 4 0 0 0 0 0 0 0 0 0 132 SGD 10/ 1 2.5 19 0 0 0 0 0 0 0 0 0 63 2; f 1 3.5 3.5 0 0 0 0 0 0 0 0 0 B4 zl '' T ,1 _ 16 ,, 2 0 0 0 0 0 0 0 0 0 B5 �2 .�"�.. ,4 S 1t 1i' "'t "" t10.,:." ;_- 0 �, 0n 0 0 0 0 0 0 R1 12 .� moi► 1 23" 0� 0J0'"'i 0 0 0 0 0 PROVIDER- RegistrationHERS Number: 216-No297623A-000000000-0000 Registration Date/Time: 2016-08-10 08:27:49 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-09 16:49:49 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Martinez Home Calculation Date/Time: 16:48, Tue, Aug 09, 2016 Calculation Description: Martinez Home Input File Name: Martinez Home.ribd CF1 R -PRF -01 Page 6 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 02 v • 03 �.�- 04 ''• — .-_ ' ' 05 Total Cavity Winter Design Name Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers Conditioned 1956 182 None 0.8 No , • Inside Finish: Gypsum Board Garage 440 62 None 0 No • Cavity/ Frame: no insul. /2x4 Garage Ext Wall Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. none 0.361 Exterior Finish: 3 Coat Stucco Ceilings (below 2x4 Bottom Chord of Truss @ 24 Inside Finish: Gypsum Board RO CIgBIwAttic Cons attic) Wood Framed Ceiling in. O.C. none 0.481 Cavity/Frame: no insul. /2x4 Btm Chrd • Cavity/Frame: no insul. /2x4 • Roof Deck: Wood Siding/sheathing/decking Asphalt RB Roof Attic Roofs Wood Framed Ceiling 2x4 @ 24 in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below'} 2x4 Bottom Chord of Truss @ 24 Cavity/Frame: R-9.1 /2x4 Btm Chrd R38 Ceiling below attic attic) Wood Framed Ceiling in. O.C. R 38 0.025 Over Ceiling Joists: R-28.9 insul. t Inside Finish: Gypsum Board /A Cavity/Frame: R -19/2x6 R19 Wall ""Exterior Walls :Wood, -Framed Waller wr 2x6 @ 16 in. O.C. R 19 0.072 Exterior Finish: 3 Coat Stucco -r - _�,•"'�-••""" � r�2 nnQ Inside Finish: Gypsum Board Cavity/Frame: R -19/2x6 Gar to House R-19 InteriorjWalls Wood Framed Wally 6@r1,6 R 199 (0:067 Other Side Finish: Gypsum Board SLAB FLOORS �/ r ! LJ m X4"°'11. 1q 1 F -N C a; 01 02 v • 03 �.�- 04 ''• — .-_ ' ' 05 06 07 Name Zone Area (ft) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Slab On Grade Conditioned 1956 182 None 0.8 No , Gslab Garage 440 62 None 0 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required Not Required Not Required -- WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) Min Gas - 1/1 DHW Standard Min 50 Gal 1 - none - Registration Number: 216-N0297623A-000000000-0000 Registration Date/Time: 2016-08-10 08:27:49 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-09 16:49:49 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Martinez Home Calculation Description: Martinez Home Calculation Date/Time: 16:48, Tue, Aug 09, 2016 Input File Name: Martinez Home.ribd CF1 R -PRF -01 Page 7 of 9 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) Min 50 Gal Propane Small Storage 50 0.6 40000-Btu/hr 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Min Gas - 1/1 R -- — — — — — SPACE CONDITIONING SYSTEMS ti'4 01 w , - f 1 i` y. 02 03 04 05 06 SC Sys Name System Type pHeatFng_Unit-Name� r., l,,�Cooling Unit Name Fan Name Distribution Name t HVAC System 1 � r� 'Other Heating `t� Syst and Cooling m INUL:�Ki Fll.nrstpl K t it 1111,17111HVAC Split 14 11.7 -hers -cool Fan 1 Attic Default HVAC - HEATING UNIT TYPES V t M 01 02 03 Name Type Efficiency Furn 95 CntrlFurnace - Fuel -fired central furnace 95 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Split 14 11.7 SplitAirCond 11.7 14 Not Zonal Single Speed Split 14 11.7 -hers -cool Registration Number: 216-N0297623A-000000000-0000 Registration Date/Time: 2016-08-10 08:27:49 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-09 16:49:49 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Martinez Home Calculation Description: Martinez Home Calculation Date/Time: 16:48, Tue, Aug 09, 2016 Input File Name: Martinez Home.ribd CFI R -PRF -01 Page 8 of 9 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Split 14 11.7 -hers -cool Required 350 Not Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 O6 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Attic Default DuctsAttic Sealed and tested 8 Attic None Attic Default -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION h 01 x/'02 03 04. 05 06 07 08 IAQ Watts/CFM Duct Leakage Duct Leakage Verified Duct Verified Duct Buried Deeply Buried Low -leakage Name _ ~ �. er� _ ;Verification Target (%) Location Design Ducts Ducts Air Handler Attic Default -hers -dist ` Required6.0 -- "' Not Required Not Required Not Required Not Required -- HVAC -FAN SYSTEMS 01 y 01 1 i'` �! t02 U= U U U t=�/ 17 U U OS 0 04 Name 11' T p R a Fan Power (Watts/CFM) HERS Verification . M �+ HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 49.56 0.25 Default 0 Required Registration Number: 216-N0297623A-000000000-0000 Registration Date/Time: 2016-08-10 08:27:49 HERS Provider: CaICERTS inc. CA Building. Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-09 16:49:49 • - CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Martinez Home Calculation Date/Time: 16:48, Tue, Aug 09, 2016 Calculation Description: Martinez Home Input File Name: Martinez Home.ribd CF1 R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Martin Alvis Company: Signature Date: M & T Energy Analyst 2016-08-10 08:18:27 Address: CEA/HERS Certification Identification (If applicable): P.O. Box 534 City/State/Zip: Phone: Chico, CA 95927 530-990-0030 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business'and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and perkWniatnce 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. 3. The building design features,or system design features identified on this -Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submdted torthe enforce ment.ageniproval with,thi`s,building permit application. Responsible Designer Name: � Resp onsiblelDesign er Signat5re: Manuel MedranoL Company: Date Signed: ar 2016 08 10N08:2t7:49D D & M CONSTRUCTION Address: License: 6900 LINCOLN BLVD n/a City/State/Zip: Phone: OROVILLE, CA 95966 530-534-7670 X123 Digitally signed by Ca10ERTS. 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-N0297623A-000000000-0000 Registration Date/Time: 2016-08-10 08:27:49 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-03112016-433 Report Generated at: 2016-08-09 16:49:49 r \1 ' REVIEWED FOR CODE COMPLIANCE o MAR 0 9 2017 � w - TRB AND ASSOCIATES ' r . ih i I ` MiTek , ` MiTek USA, Inc. 7777 Greenback Lane_ Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: Martinez R Fax 9161676-1909 Martinez R The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Endeavor Homes. , Pages or sheets covered by this seal: 848424948 thru R48424996 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. PERMIT BUTTE COUNTY .DEVELOPMENT SERVICES ` REVIEWED FOR CODE COMPLIANCE �. TE BY22' IDAr \ w REVIEWED FOR CODE COMPLIANCE tjFESS/pMAR, 0 9 2617 l TEOpOs�F�c TRB AND ASSOCIATES ' w ;o C 75435 m. EXP: 513.1/201:8 Ap CIVIC p September 15,2016 Eduard, Teodosescu IMPORTANT NOTE: Truss Engineer's responsibility is solely for 'design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building,is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. C Job Truss _7 Truss Type Qty Ply Maninez_R I PLATES GRIP - - TCLL , - 20;0 ' Plates Increase 1.25 TC 0.61 R48424948 MARTINEZ_R A11 COMMON � Lumber Increase 1.25 1 Vert(TL) -0.31 6-7 >999 240 BCLL `, 0.0 ' Rep Stress Incr , YES, Job Reference (optional ID:2BosnnWrsOM9PUxIT_m?WgzHVRT-7gdXhy41ALY2n8Rw2dHOPE Wuds5b7OZ_afZlwgydeMX -1-6-0 7-9-4 15-0-0 22-2-12 3D-0-0 1-6-0 7-9-4 7-2-12 7-2-12 7-9-4 1' Scale = 1:52.6 4x5 = 6.00 12 4 a Jx4 = v r 3x4 = 1.5x4 II 5x8 = 1.5x4 II 7-9-4 I 15-0-0 I 22-2-12 I 30-0-0 i 7.9-4 7-2-12 7-2-12 7-9-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP - - TCLL , - 20;0 ' Plates Increase 1.25 TC 0.61 Vert(LL) -0.10 6-7 >999 360 MT20 220/195 TCDL- "10.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.31 6-7 >999 240 BCLL `, 0.0 ' Rep Stress Incr , YES, WB 0.32 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 130 Ib FT = 20% LUMBER r• "� BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOT. CHORD • 2x4,DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std WEBS 1 Row at midpt 5-8.3-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1288/0-5-8 (min. 0-1-8), 6=1179/0-5-8 (min. 0-1-8) Max Horz 2=146(LC 7) Max Uplift2=-250(LC 8), 6=-183(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2098/326, 3-4=1432/289, 4-5=1433/289, 5-6=-2114/338 BOT CHORD 2-9=219/1776, 8-9=220/1772, 7-8=232/1789, 6-7=-231/1793 WEBS 4-8=102/782, 5-8=-707/178, 5-7=0/326, 3-8=-687/164, 3-9=0/323 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=301t; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 Ib uplift at joint 2 and 183 Ib uplift at joint 6. LOADCASE(S) Standard l/a`��/T .:wo `C 75435 l EXR 03/31/20'1.8 (1L -'_W September 15,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 10/0312015 BEFORE USE. Design valid for use only vrith MiTea connectors. This design is based only upon parameters shovm, and is for an individual building component, not a thus system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■a■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is al,voys required for stability and to prevent collapse vAth possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and buss systems. see ANSUTPII 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 Carus Heights, CA 95610 ILI y Job Truss Truss Type Qty Ply Martinez_R (loc) I/defl • � TCLL 20.0 Plates Increase 848424949 MARTINEZ_R Al2 COMMON 1 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.68 Vert(TL) Job Reference (optional Cea wrn �rvv r. �r w�av ID:28osnnWr.0M9PUxIT_m?WgzHVRT b1 Bvul50xfgvPl06cLpdyS35bGQ9sOg8pJIrSGydeMW ,r16 I 140.0 '�S0-Ot 249-4 I 26-8-8 1 30.0-0 1 -00 7-3-4 6-8-12 ; 1-0.0 5-9-4 5-9.4 3- 88 5x6 = 1.5x4 II 6.00 12 4 5 Scale c 1:61.8 -6X10 = 4x4 = axa - 3x6 ' 4x4 = 3x4 =3x4 = 1.5x4 11 1.5x4 II i 7-3.4 1 14-0.0 "-0 ' 20.9-4 26-6-8 30.0-0 734 6-8-12 11-0.0 5-9.4 5-9-4 3-56 Plate Offsets (X.Y): 13:0-3-0.0-3-41.(6:0-2-8.0-3-41.19:0-2-8.0-3-41,[9:0-2-0.0-0-121.[12:0.3-4.0-2-121:f13:Edge.0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.14 9-10 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.68 Vert(TL) -0.38 9-10 >928 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.18 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 *Except* BOT CHORD 4-13: 2x4 DF Std WEBS 2x4 DF Std -'Except* 9-15: 2x4 DF No.2 REACTIONS (Ib/size) 2=1288/0-5-8 (min. 0-1-8), 8=1179/0-5-8 (min. 0-1-8) Max Horz 2=147(LC 7) Max Uplift2=-250(LC 8), 8=-183(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2117/327, 3-4=1622/308, 4-5=-1522/348, 5-6=-1522/302, 6-7=-2186/361, 7-8=3544/539 BOT CHORD 2-14=-222/1798, 13-14=-9/410, 4-12=-253/89, 11-12=78/1289, 10-11=-219/1904, 9-10=-435/2973, 8-9=-454/3139 WEBS 12-14=-216/1395, 3-12=-516/133, 5-12=-127/490, 5-11=-84/681, 6-11=-753/172, 6-10=0/427, 7-10=-1085/222, 7-9=-51/729 PLATES GRIP MT20 220/195 Weight: 165 Ib FT = 20% Structural wood sheathing directly applied or 3-1-15 oc purlins Rigid ceiling directly applied or 9-3-9 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. • 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 Ib uplift at joint 2 and 183 Ib uplift at joint 8. , LOAD CASE(S) Standard ` OQ�OF E^SS/, IEOD . w C 754.35: * EXR 03/311201.8 .* F:QF'GAL1F�` September 15,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• ' a truss system. Before use, the building designer must ved y the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckring of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute" 218 N. Lee Street, Suite 312. Alexandria. VA 22314. - Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Martinez_R LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud 848424950 MARTINEZ_R A13 COMMON 5" 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.28 9-10 >999 240 Job Reference o tional Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Sep 14 15:55:26 2016 Page 1 ID:2BosnnWrsOM9PUxIT m?WgzHVRT-4DIH5e6OiyolOSbJA2KsUfclSgnKbrOH2z2P?jydeMV 4i 1_12 ( 9-0.14 14-0.0 '�s-0-9 20.9-4 I 26-6.8 30.0.0 1 4-1-12 4-11-2 4-11.2 1-0-0 5-9-4 5-9-4 Scale = 1:60.4 5x8 = 6.00 12 1.5x4 II 3x4 = 15 14 13 6x8 = 4x4 = 6x6 = 1.5x4 II 3x4 II 3x5 = 4x8 = 3x4 II 3x4 = 1.5x4 II ��� 41 4-1-12 4-212 9.0.14 14 5-0. 20-9-4 26-6-8 340.0 4-1-12 0. -0 4-10-2 411-2 1-0.0 114 5-9-4 3-5-8 Plate Offsets (X.Y): 13:0-2-8.0-3-01 16:0-2-8.0-3-41 19:0-1-2.0-1-01 112:0-2-0.0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.10 9-10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.28 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix) Weight: 170 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins. BOT CHORD 2x4 OF No.2 *Except* BOT CHORD Rigid ceiling directly applied ot- 10-0-0 oc bracing, Except: 4-13: 2x4 OF Std 6-0-0 oc bracing: 1-15,14-15. WEBS 2x4 OF Std 'Except' MiTek recommends that Stabilizers and required cross bracing 9-16: 2x4 OF No.2 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=-231/Mechanical, 15=1629/0-5-8 (min. 0-1-12), 8=966/0-5-8 (min. 0-1-8) Max Horz 1=-136(LC 6) Max Uplift 1=-252(LC 18), 15=-259(LC 8), 8=-151(LC 8) Max Grav 1=39(LC 8), 15=1629(LC 1), 8=966(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-120/773, 2-3=-796/159, 3-4=-1003/225, 4-5=-914/245, 5-6=-1008/225, 6-7=1666/280, 7-8=-2856/435 BOT CHORD 1-15=-620/128, 14-15=-620/128, 11-12=-9/828, 10-11=-146/1424,9-11)=-347/2390, 8-9=361/2527 WEBS 2-15=-1502/289, 2-14=-176/1383, 3-14=-539/123, 12-14=50/520, 3-12=0/270, 5-11=-57/541, 6-11=730/168, 6-10=0/410, 7-10=979/206, 7-9=-32/604 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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. pFE:SSI 4) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q� 0/t/ - fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. Q 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity JQ� 1 Cs(�`�?�2 of bearing surface./�.7513J 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 1, 259 Ib uplift at joint 15 � l>. :J C: Tr and 151 Ib uplift at joint 8. EXP: 0313.1120`1.8 LOAD CASE(S) Standard September 15,2016 ,& 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 verify the applicability of design parameters and properly incorporate this design into the overall ii��YY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 A. Job Truss Truss Type - Qty Ply r (loc) I/defl ' TCLL 20.0 Plates Increase �Mafinez_R R48424951 MARTINEZ R A14 COMMON 1 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) Job efe (optional tnaeavor names, vrovaie, tet\ u-3- [nun: --s a - <u w rnnc r aep is rage r " ID:2BosnnWrsOM9PUxIT_m?WgzHVRT-yy9?rOK5sm7sQlgTwea58R1T5LhUmVxaw5YxGmydQbp L -11.-66--00 I 7-34 - -0 20-9-4 26-6-8 0-0-0 5-9-4 5-947-34 6-0 + 3� [ . Scale = 1:55.5 5x8 = 'i 6.00 12 1.5x4 II -5 4 5x5 5x6 i 6 d 3 3x4 7 211 10 8 2 )" sxa — •• - -- ---- '"•• 5x5 II 3x6 = 4x4 = 3x4 = 3x4 = 1.5x4 II �'- 1.5x4 II 2.67 112 r LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.47 Verl(LL) -0.16 9-10 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.41 9-10 >865 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.20- 8 n/a n/a BCDL 10.0 Code ISC2012/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x4 OF No.2'ExcepV BOT CHORD 4-13: 2x4 OF Std WEBS 2x4 DF Std'Except* 9-15: 2x4 OF No.2 REACTIONS (Ib/size) 2=1295/0-5-8 (min. 0-1-8),8=1185/Mechanical Max Harz 2=147(LC 7) 'Max Uplift 2=m251 (LC 8), 8=-184(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2132/329, 34=1638/310, 4-5=1538/350, 5-6=-1538/305, 6-7=-2224/366, 7-8=3689/561 BOT CHORD 2-14=-223/1810, 13-14=-9/411, 4-12=-253/89, 11-12=-79/1303, 10-11=-223/1938, 9-10=-456/3115,8-9=-476/3288 WEBS 12-14=-217/1406, 3-12=-515/133, 5-12=-,127/491, 5-11=-86/695, 6-11=-778/176, 6-10=-0/444, 7-10=-1194/238, 7-9=-55/763 PLATES GRIP MT20 220/195 Weight: 165 Ib FT = 20% Structural wood sheathing directly applied or 3-0-13 oc purlins Rigid ceiling directly applied or 9-0-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 2-0-0 Wide will fit between the bottom chord and any other 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 251 Ib uplift at joint 2 and 184 Ib uplift at joint 8. " LOAD CASE(S) Standard September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1*7473 rev. 10/03/2015 BEFORE USE. s Design valid for use only _4h MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not - • �• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/71`I7 Quality Cdterla, 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 Heights, CA 95610 I Job Truss Truss Type Qry Ply DEFL in (loc) I/defl Ud 848424952 MARTINEZR A14D COMMON 1 1 �Marlinez_R Wssdesigned to,2W01b. drag 9-10 >999 360 TCDL 10.0 ob a ere ce o do al ^ �•.. i i eR mousmes, in, i nu aep a ur:oo:uo u io rage , I D:2Bosnn WrsOM9P UxIT_m?WgzHVRT-QQEpd W NCI OJbW2wzQVKSEnYYbrh_ePD3uvuvkydQbX i -11-0 7-3-4 14-0-0 15-0-0 20-9-4 26-6-8 30-0-0 7-3-4 ' 6-8-12 -0-0 5-9-4 5-9-4 + 3— 51 ` Scale = 1:55.5 5x8 = 6.00 12 1.5x4 II 3x4 'i iv 1 ra oxra — 3x6 = 4x4 = 3x4 = 3x4 = 5x5 II 1,5x4 II 1.5x4 II 2.67 112 '�5-0-01 20-9-0 261-8 30-0-0 7-31 61-12 1-0-0 5-9-4 5-9-4 3-51 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) 0.19 9-10 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.41 9-10 >865 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.20 8 n/a n/a BCDL 10.0 Code IBC2012frPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 *Except* 4-13: 2x4 DF Std WEBS 2x4 DF Std 'Except' 9-15: 2x4 DF No.2 REACTIONS (Ib/size) 2=1295/0-5-8 (min. 0-1-8), 8=1185/Mechanical Max Horz 2=157(LC 23) Max Uplift 2=-714(LC 25), 8=-648(LC 26) PLATES GRIP MT20 220/195 Ig 1� Weight: 165 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2132/1302, 3-4=-1638/761, 4-5=-1538/446, 5-6=1538/796, 6-7=2224/1299, 7-8=3689/2090 BOT CHORD 2-14=-1120/1907,13-14=-419/687. 4-12=253/89, 11-12=-146/1303, 10-11=-736/1938, 9-10=-1574/3115, 8-9=-1857/3288 WEBS 12-14=-232/1406, 3-12=-515/147,5-12=-166/491, 5-11=-131/695, 6-11=-778/240, 6-10=-56/444, 7-10=-1194/461, 7-9=290/763 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 2-0-0 wide will fit between the bottom chord and any other 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 714 Ib uplift at joint 2 and 648 Ib uplift at joint 8. 7) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-1-12 to 30-0-0 for 67.0 plf. LOAD CASE(S) Standard T G 75435 *\ 'EXP:03/31/20`1:8 //*I \ September 15,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTea connectors. This design is based only upon parameters shown. and is for an individual building component, not • a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 F2 1 Job Truss 23.6.10 30.0.0 Oty 53-8 Maninez_RMARTINEZ_R Plate Offsets MY): [3:0-3-0.0-3-41, 15:0-2-0 Edgel f7:0-3-0.0-3-41 19:0-2-8.0-3-01 110:0-2-4.0-2-01.111:0-3-4.0-3-01 LOADING (psf) 7,usse CSI JPty R48424953 (loc) I/defl L/d A75 4 .1 Vert(LL) -0.30 11-12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 ob Refere ce (optional tnaeavor Homes, urevllle, UA VOU00 oeP iv reyc i ID:2BosnnWrsOM9PUxIT_m? WgzHVRT-Ocs2WK7GEa2TGIIhHTMKZ4hZE0003n8aVHX W3bydeMT -1-s-o 1 s -Ss 1 12-4-4 15-C-0 1 17-7-12 1 23-6-10 30.0-0 ' 1.6-0 6-56 510.74 2-7-12 2-7-12 5-10.14 B-58 d1 3x4 = A nn F7 dr4 - 3x5 = '< 4x4 = 4x4 = " 3x5 1.5x4 II 5x10 = 4x10 = 5x5 = Scale = 1:57.3 ]$ I6 6-5-6 12-4-4 17-7-12 23.6.10 30.0.0 6-56 5-10-14 53-8 5-10.14 6.5.6 Plate Offsets MY): [3:0-3-0.0-3-41, 15:0-2-0 Edgel f7:0-3-0.0-3-41 19:0-2-8.0-3-01 110:0-2-4.0-2-01.111:0-3-4.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.63 Vert(LL) -0.30 11-12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.83 Vert(TL) -0.60 11-12 >596 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 148 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-11: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Std be installed during truss erection, in accordance with Stabilizer Installation u'de REACTIONS (Ib/size) 2=1402/0-5-8 (min. 0-1-8),8=1 291 /Mechanical Max Horz 2=146(LC 7) Max Uplift2=-267(LC 8), 8=-201 (LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2407/369, 34=1942/352, 6-7=-1928/352, 7-8=-2437/388, 4-6=-15831353 BOT CHORD 2-12=-267/2098, 11-12=-270/2098, 10-11=-168/1682, 9-10=-289/2097, 8-9=-288/2100 WEBS 6-10=-34/474, 7-10=6041139, 4-11=38/560, 3-11=-553/114 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 267 Ib uplift at joint 2 and 201 Ib uplift at joint 8. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 ' Uniform Loads (plf) Vert: 14=60, 4-5=-60, 5-6=-60, 6-8=-60, 2-11=-20, 10-11=-60(F=-40), 8-10=-20 September 15,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MITek9 connectors. This design is based only upon parameters shown. and is for an individual building component, not • ' ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 r. Job Truss Truss Type Qty Ply Martinez_R Plate Offsets (X.Y): 11:0-0-8.Edoel, f2:0-3-0.0-3-41, f4:0-2-0.Edgel, f6:0-3-0.0-3-41 f7:0-0-8 Ed gel, f8:0-2-8.0-3-01, (9:0-2-8,0-1-81, 110:0-4-8 0-2-121 LOADING (psf) SPACING 2-0-0 CSI 48 8424954 I MARTINEZ_R A16D COMMON 1 1 truss designed for 2009 Ib. 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.85 drag Job Re erence o tiona Endeavor Homes, Onoville, CA 95965 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Sep 14 15:55:29 2016 Page 1 ID:2BosnnWrsOM9PUxIT_m7WgzHVRT-UoQQkg8u7tAKtvJurBtZ6lEkwtkOOEOjkxG3b1 ydeMS I 6-56 124-4 } 150.0 I 17-7.12. I 23-6:10I 30-0-0 6-5-6 5-10.14 2-7-12 2-7-12 570-14 6-56 Scale = 1:56.2 3x4 = a nn FT ora 3x5 = 11 10 4x4 = 4x4 = 9 8 3x5 = 1.5x4 II 5x12 = 3x12 = 5x5 = 9 c? I 6-56 12-4-4 17-7-12 23.6.10 30-0-0 I I 6-56 5-10-14 5-3.8 + 510-14 6-56 Plate Offsets (X.Y): 11:0-0-8.Edoel, f2:0-3-0.0-3-41, f4:0-2-0.Edgel, f6:0-3-0.0-3-41 f7:0-0-8 Ed gel, f8:0-2-8.0-3-01, (9:0-2-8,0-1-81, 110:0-4-8 0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.30 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.60 10-11 >594 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.14 7 n/a n/a LU LU C BCDL 10.0 Code IBC2012/TPI2007 (Matrix) EXP: 03L31120`1:8 LOAD CASE(S) Standard Weight: 146 Ib FT = 20% LUMBER BRACING Uniform Loads (plf) Vert: 1-3=60, 3-4=-60, 4-5=-60, 5-7=-60, 1-10=-20, 9-10=-60(F=-40), 7-9-20 TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins. BOT CHORD 2x4 DF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. 9-10:2x6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Std be installed during truss erection, in accordance with Stabilizer [Installation g REACTIONS (Ib/size) 1=1295/0-5-8 (min. 0-1-8), 7=1294/Mechanical Max Horz 1=345(LC 24) Max Uplift 1=-704(LC 25), 7=-704(LC 26) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2436/1436, 2-3=-1951/930, 3-4=-257/217, 4-5=-266/218, 5-6=-1935/981, 6-7=2444/1455, 3-5=-1588/380 BOT CHORD 1-11=-1321/2268, 10-11=-1324/2267, 9-10=-1192/1933, 8-9=-1260/2103, 7-8=1259/2106 WEBS 5-9=-71/475, 6-9=-603/198, 3-10=-100/566, 2-10=-578/146 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. QFE.$$/ 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 Ib uplift at joint 1 and 704 Ib uplift at Q� - O T EOQ 9l joint 7. ��� F CV (Q 0 y . 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss to resist dragC,t. grip loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 plf. o G 754:35 - 10) Graphical puIII in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LU LU C 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). EXP: 03L31120`1:8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-4=-60, 4-5=-60, 5-7=-60, 1-10=-20, 9-10=-60(F=-40), 7-9-20 \ gTFnr SCO. -/ September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev- 10/03/2015 BEFORE USE. Design valid for use only with Mil ea connectors. This design is bosed only upon parametersshown, and is for on individual building component. not a truss system. Before use, the building designer must vedfy the applicability of design parameters and property incorporate this design into the overall ■■��YY■ 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 ANSUTPII quality Criteria, DSB-89 and BCSI. Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty 53-a 5-10-14 6.56 Plate Offsets_(X,Y): 11:0-0-8,Edgel. 12:0-3-0,0-3-41, 14:0-2-O,Edgel. 16:0-3-0,0-3-41. 17:0-0-8,Edgel. 18:0-2-8,0-3-01. 19:0-2-8,0-1-81. f 10:0-4-8,0-2-121 LOADING (psf) SPACING 2-0-0 JPly�martinez_R ' 848424955 MARTINEZ_R A16E COMMON 1 1 Truss designedfar 2000 Ib. drag TCDL ' 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.60 10-11 >594 240 o t ona ob Refere ce(op tnaeavor Homes, urowie, GA UOUao . I.— 5 — <a <u. � ........ usmes, mc. v aep w rag. i ID:2BosnnWrsOM9PUxIT_m7WgzHVRT-y_ox09 WmB IBV3u4PuOofVmvgH4cXhetybOc8UydeMR i 6-5-6 I 12-4-4 15-0-0 17-7-12 I 23.6-10 1 30-0-0 6-5-6 5 -ID -14 2-7-1z 2-7-12 5-10-14 6.5-6 Scale = 1:56.2 3x4 = Ann F eve 4 3x5 = 11 1 10 4x4 = 4x4 = 9 8 3x5 = 1.5x4 II 5x12 = 3x12 = 5x5 = ]$ )6 6-56 12-4-4 17-7-12 23-6-10 30-0-0 6-5-6 5-10-14 53-a 5-10-14 6.56 Plate Offsets_(X,Y): 11:0-0-8,Edgel. 12:0-3-0,0-3-41, 14:0-2-O,Edgel. 16:0-3-0,0-3-41. 17:0-0-8,Edgel. 18:0-2-8,0-3-01. 19:0-2-8,0-1-81. f 10:0-4-8,0-2-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.30 10-11 >999 360 MT20 220/195 TCDL ' 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.60 10-11 >594 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.14 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 146 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-8 oc purlins. BOT CHORD 2x4 DF No.2 'Except- BOT CHORD Rigid ceiling directly applied or 5-5-15 oc bracing. 9-10:2x6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Std be installed during truss erection, in accordance with Stabilizer stallallon guide. REACTIONS (Ib/size) 1=1295/0-5-8 (min. 0-1-8),7=1294/Mechanical Max Horz 1=-179(LC 21) Max Uplift 1 =-704(LC 25), 7=-704(LC 26) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2436/1447, 2-3=-1951/983, 4-5=-257/209, 5-6=-1935/949, 6-7=-2444/1478, • 3-5=1588/371 " BOT CHORD 1-11=-1203/2150, 10-11=-1207/2149, 9-10=-1128/1870, 8-9=-1242/2103, 7-8=1282/2106 WEBS 5-9=-44/475, 6-9=-603/147, 3-10=-65/566, 2-10=-578/178 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 1 and 704 Ib uplift at joint 7. 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 28-0-0 to 30-0-0 for 1000.0 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=60, 3-4=-60, 4-5=-60, 5-7=-60, 1-10=-20, 9-10=-60(F=-40), 7-9=-20 September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIR7473 rev. 10/03/2015 BEFORE USE. f Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �' 1 a truss system. Before use. the building designer must verity the applicability of design parameters and prooeriy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyManinez_R LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP 848424958 MARTINEZ_R A17 - COMMON 3 1 ' Lumber Increase 1.25 BC 0.85 Vert(TL) -0.60 11-12 >594 240 Job Reference o ro a aep .o a. cur. rage . ID:2BosnnWrsOM9PUx1T_m?WgzHVRT-QAYA9MA8XVQ27OTGzcv1 BjJ4PhQrGB80BEIAgwydeMQ 6-56 12-4-0 150-0 + 17-7-12 I 238-10 1 30.0-0 3 6-56 510.14 2-7-12 2-7-12 5-10.14 6-56 1-&0 Scale = 1:57.3 3x4 = 6 00 ITT 4x4 - 3x5 - " " 4x4 = 4x4 = -3x5 3x5 = 1.5x4 II 5x10 = 4x10 = 5x5 = 1$ ]6 6-56 t 12-4-4 17-7.12 23-&10 I + 1 &S6 510.14 Sia 510.14 6.56 Plate Offsets (X.Y): 12:0-3-0.0-3-41 14:0-2-0 Edgel 16:0-3-0 0-3-41.19:0-2-8.0-3-01 110:0-2-0 0-2-01 111:0-3-4 0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.30 11-12 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.85 Vert(TL) -0.60 11-12 >594 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) . Weight: 148 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-11: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Std . be installed during truss erection, in accordance with Stabilizer [Installationu'de REACTIONS (Ib/size) 1=1292/0-5-8 (min. 0-1-8), 7=1390/Mechanical t Max Hoa 1=-146(LC 6) Max Uplift /=-201(LC 8), 7=-261 (LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2431/386, 2-3=1945/353, 5-6=-1928/352, 6-7=-2420/375, 3-5=-1584/353 BOT CHORD 1-12=-253/2129, 11-12=-256/2128, 10-11=-136/1693, 9-10=-245/2079, 7-9=-243/2082 WEBS 5-10=-31/470, 6-10=583/124, 3-11=41/565, 2-11=-578/133 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 6=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 Ib uplift at joint 1 and 261 Ib uplift at joint 7. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-4=-60, 4-5=-60, 5-8=-60, 1-11=-20,.10-11=-60(F=-40), 7-10=-20 September,15,2016 A WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. t �� Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 e Job Truss Truss Type Qty Ply Martinez_R , 5-7-4 4-8-6 4.8-6 4-8-6 4-8-6 5.7-4 Plate Offsets MY): 15:0-4-0.0-3-01, 111:0-4-0.0-4-81 LOADING (psf) 848424957 MARTINF2_R AH1 CAL. HIP 1 Plates Increase 1.25 TC 0.33 Vert(LL) -0.17 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Job Reference (optional) 4 tnaeavor Homes, uroviiie, uA aesea - 1- s Jm co <u a MI I e6 Inou5tne5. Ino. vvev aep In u:JJa< <v ro rage r ID:2BosnnWrsOM9PUxIT m9WgzHVRT-uN6ZMhBnloYvIN2SWJRGkwsJ25g3?fnAQuvjCMydeMP -1-6-0 5.7.4 5-11-11 • " 10.310 15-0.0 198-6 240.5 24 •12 30.0.0 1-8-0 0-4- 4315 4416 4-8-6 4315 0-4- 5.7 • Scale = 1:55.8 4x8 \\ A nn F'7 1.5x4 II 5x8 = 1.5x4 11 4x8 // 3x5 = 25 26 '-27 28 29 30 '• 31 32 33 34- 35 36 3x5 = 2x4 It 4x8 8x8 = r 4x8 = 2x4 II 1 5.7.4 1 10.3.10 I 15-0.0 1 198-6 244-12 1 0.0 ' 5-7-4 4-8-6 4.8-6 4-8-6 4-8-6 5.7-4 Plate Offsets MY): 15:0-4-0.0-3-01, 111:0-4-0.0-4-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.17 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.50 11 >704 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.09 .8 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 308 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc purlins (5-2-13 max.): 3-7. WEBS 2x4 DF No.2 EOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=2140/0-5-8 (min. 0-1-8),2=2250/0-5-8 (min. 0-1-8) Max Horz 2=63(LC 7) Max Uplift8=-472(LC 8), 2=-538(LC 8) FORCES (lb), Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4269/992, 34=5988/1532, 4-5=-5977/1527, 5-6=-5986/1534, 6-7=-5997/1539, 7-8=4300/1015 BOT CHORD 2-13=-857/3738, 12-13=-861/3728, 11-12=-1701/6803, 10-11=-1701/6803, 9-10=-857/3756,8-9=-854/3767 WEBS 3-13=0/442, 3-12=-745/2700, 4-12=-810/347, 5-12=-974/279, 5-11=0/410, 5-10=-966/275, 6-10=-810/352, 7-10=-764/2688, 7-9=0/450 NOTES 1) 2 -ply truss to be connected together with 1 O (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 (E) 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. Z 4) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=30ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate -OFE:SSI- grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. . Q T EOD' CC2 6) This truss has been designed for 10.0 bottom live load � a psf chord nonconcurrent with any other live loads. 7) ' This truss has been designed for %. a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 2• f .0 75435 fit between the bottom chord and any other members. w . 8) A plate rating reduction of 20% has been applied for the green lumber members. W C. rn 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 472 Ib uplift at joint 8 and 538 Ib uplift at EXP: 03/311201.8 joint 2. , *... 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord September 15.2016 Continued on oaae 2 ® WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIJ-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI I Quality Criteria, DSB•89 and 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 Qty Ply Martinez-R 848424957 MARTINEZ_R AHI CAL. HIP 1 ' 2 Job a ere ce o tional NOTES ID:2BosnnWrsOM9PUxIT_m?WgzHVRT-MZgxat BP26gmM Wdf4OyVG8OUoVAlk61 JfYEHkpydeMO 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 Ib down and 120 Ib up at 5-8-11, 89 Ib down and 89 Ib up at 6-0-12, 89 Ib down and 139 Ib up at 8-0-12, 149 Ib down and 168 Ib up at 10-0-12, 150 Ib down and 170 Ib up at 12-0-12, 150 Ib down and 170 Ib up at 14-0-12, 150 Ib down and 170 Ib up at 15.11-4, 150 lb down and 170 Ib up at 17-11-4, 149 Ib down and 168 Ib up at 19-11-4, 89 Ib down and 139 Ib up at 21-11-4, and 89 Ib down and 89 Ib up at 23-11-4, and 72 Ib down and 120 Ib up at 24-3-5 on top chord, and 78 Ib down at 2-0-12, 74 Ib down at 4-0-12, 74 Ib down at 6-0-12, 74 Ib down at 8-0-12, 74 Ib down at 10-0-12, 74 Ib down at 12-0-12, 74 Ib down at 14-0-12, 74 Ib down at 15-11-4, 74 Ib down at 17-11-4, 74 Ib down at 19-11-4, 74 Ib down at 21-11-4, 74 Ib down at 23-11-4, and 74 lb down at 25-11-4, and 78 Ib down at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-7=-60, 7-8=-60, 2-8=-20 Concentrated Loads (lb) Vert: 3=-72 12=-37(B) 4=-149 6=-149 10=-37(B) 7=-72 14=-89(B) 151-89 17=-150 18=-150 19=-150 21=-150 22=89 24=89(B) 25=-39(B) 21 27=-37(8) 28=37(8)29= -37(8)30= -37(8)31= -37(B)32= -37(B)33= -37(B)34= -37(B)35=-37(8)36=-39(6) ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mil ekO connectors. This design is based ony upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall iii��•YYY■■■ building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the _ fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 0 N Job Truss Truss Type Qty Ply Maninez_R 22-4-12 30.0.0_ ' 1148424958 MARTINFZ_R AH2 CAL HIP 1 1 LOADING (psf) SPACING 2-0-0 ob Referen (optional rnaeavor Homes, vrovnro, ter, aoeoa ��r �s� ID:2BosnnWrsOM9PUxIT m?WgzHVRT-MZgxa1BP26gmMWdf4OyVG80RVV9ik6NJfYEHkpydeMO • -1-6-0 7-7-4 7-11-11 - 15-0-0 22-0-5 22 12 30-0.0 1-6-0 7-7-4 0-4- 7-0-5 7-0-5 0-4- 7-7.4 5x5 i 3x8 = 5x5 Scale = 1:55.2 3x4 = y 3x4 = 3x4 = 5x5 = 3x4 = REACTIONS (Ib/size) 6=1179/0-5-8 (min. 0-1-8),2=1288/0-5-8 (min. 0-1-8) Max Horz 2=78(LC 7) Max Uplift6=-183(LC 8), 2=-250(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2124/329, 34=1832/333, 4-5=1850/346, 5-6=-2140/341 BOT CHORD 2-9=224/1805, 8-9=316/2414, 7-8=316/2414, 6-7=-237/1823 WEBS 3-9=0/536, 4-9=769/105, 4-8=0/281, 4-7=-760/90,5-7=0/536 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=3011; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 6 and 250 Ib uplift at joint 2. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use ony with MTeI0 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 applicabilityof deslgn parameters and property incorporate this design into the overall a.�■ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 i 7-7-4 15-0.0 I 22-4-12 30.0.0_ 7-7-4 7-4-12 7-4-12 7-7-4 Plate Offsets (X,Y): 16:0-0-12 Edgel [8:0-2-8.0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl , Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.12 8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.33 8-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.11 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 123 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (4-2-0 max.): 3-5. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9.4-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=1179/0-5-8 (min. 0-1-8),2=1288/0-5-8 (min. 0-1-8) Max Horz 2=78(LC 7) Max Uplift6=-183(LC 8), 2=-250(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2124/329, 34=1832/333, 4-5=1850/346, 5-6=-2140/341 BOT CHORD 2-9=224/1805, 8-9=316/2414, 7-8=316/2414, 6-7=-237/1823 WEBS 3-9=0/536, 4-9=769/105, 4-8=0/281, 4-7=-760/90,5-7=0/536 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=3011; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 6 and 250 Ib uplift at joint 2. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use ony with MTeI0 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 applicabilityof deslgn parameters and property incorporate this design into the overall a.�■ building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 i Job Truss Truss Type Qty Ply Martinez_R LOADING (psf) SPACING 2-0-0 CSI DEFL in 848424959 MARTINEZ_R AH3 CAL HIP 1 1 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.25 Job Reference o tional Homes, orovele, CA 95965 7.430 s Jul 25 2013 MTek Industries, Inc. Wed Sep 14 15:55:34 2016 Page 1 ID:2BosnnWrsOM9PUx1T m?WgzHVRT-rIEJnNCIpQod_gCrekTkplxg3uYtTXfTtC_gHFydeMN -1-6-0 4-11-5 9-7-4 9- 1 11 15-0-0 20.0-5 2 -12 . 25-0-11 30.0-0 1-500.4- 50.5 5-0.5 0-4-7 4-7-15 4-11-5 Scale = 1:55.1 5x5 3x8 = 5x5 3x4 = - 11�� �� ' 3x4 = 1.5x4 II 3x8 = 5x5 = 3x8 = 1.5x4 II n I$ I 4-11-5 9-7-4 15-0.0 20.4-12 250.11 30.0.0 4-11-5 4-7-15 54-12 } i 54-12 47-15 4-11-5 Plate Offsets (X.Y): IT 1:0-2-8,0.3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (toc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.09 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.25 10-11 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 144 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (4-8-13 max.): 4-6. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8=1179/0-5-8 (min. 0-1-8),2=1288/0-5-8 (min. 0-1-8) Max Horz 2=96(LC 7) Max Uplift8=-183(LC 8), 2=-250(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2187/328, 3-4=1835/322, 4-5=1615/315, 5-6=-1621/320, 6-7=-1843/327, 7-8=-2220/351 BOT CHORD 2-13=-242/1871, 12-13=-242/1871, 11-12=-220/1878, 10-11=-220/1878, 9-10=266/1905, 8-9=-266/1905 WEBS 3-12=-323/76, 4-12=-34/494, 5-12=-444/58, 5-10=-438/52, 6-10=-39/496, 7-10=-354/99 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 8 and 250 Ib uplift at joint 2. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD.CASE(S) Standard r September 15,2016 ,& WARNING - Vertfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. ®� Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall■A�iiFi■■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing LyLiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyManlnez_R in (loc) I/defl Lid - TCLL 20.0 Plates Increase R48424960 MARTINEZ_R AH4 CAL HIP 1 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) ob Refee ce o do a cnaeavor nomas, vraville, VH eJeoJ . , - aep w rays i ID:2BosnnWrsOM9PUxIT_m? WgzHV RT-rIEJnNC I pQod_gCrekTkpLxeSuX?TYETtC_gH FydeMN -1-6-0 5-11.5 11-7-4 11- 1 1.1 18-0-5 1814 12 24-0-11 30-0-0 1-6-0 5-11-5 5.7-15 0-4- 6-0-10 D-4- 5-7-15 5-11-5 f �, �♦ / Scale = 1:54.5 r 4x8 r 5x5 3x4= o 3x4 1.5x4 II 5x5 = 5x8 = 1.5x4 II 5.11.5 11-7-4 I 18-44 12 - 24-0-11 j 30-0-0 I, 5-11-5 5.7-15 6.9-8 5-7-15 5-11-5 Plate Offsets MY): f9:0-3-12.0-3-01.110:0-2-8,0-3-01 LOADING(pso SPACING 2-0-0 CSI. DEFL in (loc) I/defl Lid - TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.09 9-10 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.26 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) PLATES GRIP MT20 220/195 Weight: 139 Ib FT = 20% LUMBER BRACING ,TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-4 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (4-8-12 max.): 4-5. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VVEBS 1 Row at midpt 4-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=1179/0-5-8 (min. 0-1-8),2=1288/0-5-8 (min. 0-1-8) Max Horz 2=116(LC 7) Max Uplift 7=- 1 83(LC 8), 2=-250(LC 8) -FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except .when shown. TOP CHORD 2-3=-2165/331, 3-4=-1694/310, 4-5=1477/314, 5-6=-1705/313, 6-7=-2198/348 BOT CHORD 2-11=-238/1848, 10-11=-238/1848, 9-10=137/1444, 8-9=256/1871, 7-8=256/18.71 WEBS 3-10=-492/114, 4-10=-1/420, 5-9=-1/398, 6-9=-465/128 NOTES 1) Unbalanced roof live loads have been considered forthis'design. µ ' 2) Wind: ASCE 7-10; Vult=t IOmph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 7 and 250 Ib uplift at joint 2. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. e LOAD CASE(S) Standard 4 r oQpFE°SS/pN9 5)T EO 06s <<c' wP 05435 c�Cm EXP: 03131/20`1.8 •`F:OF CA��F�.:: September 15,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeW 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 verify the applicability ofdesignparameters 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 properly damage. For general guidance regarding the fabrication, storage, delivery -erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -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 Heights, CA 95610 0 Job Truss Truss TypeQty DEFL in floc) I/defl Ud Vert(LL) -0.08 10 >999 360 Vert(TL) -0.24 10-11 >999 240 Horz(TL) 0.09 • 7 n/a n/a Ply Martinez_R ' r TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except 848424961 MARTINFZ_R AHS CAL HIP 1 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Job Reference (optional -••---•-•••-•••- �-•- r. -n- co cuw mnen umusurcs, mc. vveu aeP w ia:aa:aa I.I. rage r ID:2BosnnWrsOM9PUxIT m7WgzHVRT-JynhJDfajwUcgn1CR zMZUo11sJCxgo6sjNphydeMM 16-0-5 -150 6-11-5 13-7-4 13-!11,11 16-A-92 23-0.11 30.0-0 150 6-11-5 8-7-15 0-4-2-0.10 014- 6-7-15 6-11-5 Scale = 1:55.6 4xB \\ 6.00 12 5x5 1 3x4 = 'I 'v a 3x4 = 1.5x4 II 5x5 = 3x8 = 5x5 = 13-7-4 + 18-4-12 I 230-11 30-0.0 LOADING (psf) i TCLL 20.0 TCDL 10.0 BCLL 0.0 ' , BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPI2007 CSI TC 0.45 BC 0.56 WE 0.54 (Matrix) DEFL in floc) I/defl Ud Vert(LL) -0.08 10 >999 360 Vert(TL) -0.24 10-11 >999 240 Horz(TL) 0.09 • 7 n/a n/a PLATES GRIP MT20 220/195 - Weight: 145 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (5-2-5 max.): 4-5. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1286/0-5.8 (min. 0-1-8), 7=1179/0-5-8 (min. 0-1-8) Max Horz 2=134(LC 7) Max Uplift2=-250(LC 8), 7=-183(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2140/330, 34=1530/298, 4-5=1304/303, 5-6=-1534/298,.6-7=-2157/343 BOT CHORD 2-11=-229/1821, 10-11=-231/1817, 9-10=98/1276, 8-9=-244/1834, 7-8=-243/1838 WEBS 3-11=0/300, 3-10=-619/150, 4-10=-35/395, 5-9=-27/349, 6-9=-626/163, 6-8=0/303 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 250 Ib uplift at joint 2 and 183 Ib uplift at joint 7. QR�F 7) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. LOAD CASE(S) Standard 7C 754'35 *� EXP. 03/31/20`1.8 / September 15,2016 ® WARNING - Verify design 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 Mil ek® connectors. This design is based only upon parametersshown. and Is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■■��.YYY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Martinez_R 1/defl Lid - TCLL 20.0 Plates Increase R48424962 MARTINEZ_R AK1 MONO CAL HIP 1 2 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) ob Refe e ce o t'o al tnaeavor Homes, Oromee, CA sse5b 1.43u Is Jul zb zu1 s Mi i ex mausvres, mc. wea sep 14 1b:bbatl [uta rage 1 ID:2Bosnn4s0M9PUxIT m?WgzHVRT-n8L3C3EHL12LD_ME19VCum0 IiA4xQhILWrxL8ydeML . r 4-11.15 } 9-10.2 I 14-8-6,, 19-6-9 24-0.5 246-12 30.0-0 4-11-15 4-10.3 4-10.3 4-10-3 4-5-12 0.47 5-7-4 I • ° Scale = 1:54.2 3x8 = 1.5x4 I I 3x4 = 5x8 = 3x4 = fixe - 6 00 112 ' 29 30 "' 31 32 33 34 35 36 '� 37 38 39' 40 41 3x6 = 3x4 II 6x10 = 3x4 = 8x8 = 3x4 = 3x4 l 4-11-15 I 9-10.2 14-8-8 - 19-8-9 24.4-12 } 30.0 0 { LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) 1/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.25 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.65 Vert(TL) -0.58 10-11 >616 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.44 , Horz(TL) -0.12 14 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 326 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins, except BOT CHORD 2x6 DF No.2 G end verticals, and 2-0-0 oc purlins (4-5-14 max.): 1-6. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 14=2179/0-5-8 (min. 0-1-8), 7=2759/0-5-8 (min. 0-1-11) " Max Horz 7=-106(LC 7) Max Uplift 114=5311 (LC 5), 7=-790(LC 8) Max Grav 14=2611(LC 17), 7=3167(LC 17) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 6-7=5643/1361, 1-2=-4430/931, 2-3=-4430/931, 34=7444/1640; 4-5=-7738/1808, , 5-6=5045/1228, 1-14=-2484/542 BOT CHORD 12-13=-1646/7444, 11-12=-1958/8559, 10-11=-1858/8559, 9-10=-1832/7738, -7-9=1244/4912 WEBS 6-9=266/1666, 5-9=3067/660, 5-10=0/586, 4-10=-935/156, 4-11=0/393, 4-12=-1271/359, 3-12=-92/784, 3-13=-3431/820, 2-13=-575/203, 1-13=-1018/4929 NOTES 1) 2 -ply truss to be connected together with 1 O (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=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 Ib uplift at joint 14 and 790 Ib uplift at joint 7. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on Daae 2 Sentember 15.201E ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for on individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 1 Job Truss Truss Type Qty Ply Martlnez_R R48424962 MARTINP2_R AK1 MONO CAL HIP 1 2 Job e e e ce o tional -••••--•-• • •-••• �••-• �•� ••••��� • r.wou s um ca cu ro mi i en umusmes, Inc' vvev aep w io:oaao euro rage c ID:2BosnnWrsOM9PUxIT_m?WgzHVRT-n8L3C3EH L12LD_ME19VCum0_I iA4xQhtLWrxL8ydeML NOTES 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 241 Ib down and 176 Ib up at 29-11-4, 241 Ib down and 187 Ib up at 27-11-4, 241 Ib down and 187 Ib up at 25-11-4, 241 Ib down and 172 Ib up at 23-11-4, 241 Ib down and 172 Ib up at 21-11-4, 241 Ib down and 172 Ib up at 19-11-4, 230 Ib down and 170 Ib up at 17-11-4, 230 Ib down and 170 Ib up at 15-11-4, 230 Ib down and 170 Ib up at 14-0-12, 230 Ib down and 170 Ib up at 12-0-12, 229 Ib down and 168 Ib up at 10-0-12, 169 Ib down and 139 Ib up at 8-0-12, and 129 Ib down and 89 Ib up at 6-0-12, and 152 Ib down and 120 Ib up at 6-0-0 on top chord, and 40 Ib down and 15 Ib up at 27-11-4, 40 Ib down and 15 Ib up at 25-11-4, 40 Ib down and 15 Ib up at 23-11-4, 40 Ib down and 15 Ib up at 21-11-4, 40 Ib down and 15 Ib up at 19-11-4, 74 Ib down at 17-11-4, 74 Ib down at 15-11-4, 74 Ib down at 14-0-12, 74 Ib down at 12-0-12, 74 Ib down at 10-0-12, 74 lb down at 8-0-12, 74 Ib down at 6-0-12, and 74 Ib down at 4-0-12, and 78 Ib down at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 6-8=60, 1-6=-60, 7-14=20 Concentrated Loads (lb) Vert: 12=-37(B) 3=-149 7=-221 15=161 16=-161 17=-161(B=89) 19=-89 20=-150 22=-150 23=-150 24=-150 26=-161 27=-161 28=161 29=-39(B) 30=-37(B) 31=-37(8) 32=37(8) 33=-37(8) 34=-37(8) 35=-37(B) 36=-37(B) 37=-20 38=-20 39=-20 40=-20 41=-20 t 1 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use ony with MTel0 connectors. This design is based only upon parameters shown. and Is for on Individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■■��.YYY■■■ 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 vAth possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218.N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty PlyManinez_R CSI DEFL in (loc) I/deft Ud ' TCLL 20.0 Plates Increase 1.25 • R48424963 MARTINFl_R AK2 MONO CAL HIP 1 1 BC 0.63 Vert(TL) -0.36 8-9 >991 240 BCLL 0.0 ' Rep Stress Incr YES Job Re e e ce o do a cnoeavur Humes, vrovme, �r ausoa oep i ao <u io ray¢ ID:2BosnnWrsOM9PUxIT_m? WgzHVRT-n8L3C3EH L12LD_ME19VCumOy?iB WxNYILWTxLBydeML r 7-6-12 + 14-11-12 I 22.0-5 22,4.12 30.0.0 31 7-6-12 7-5-0 7-0-9 0-4-7 7-7-4 1-60 Scale = 1:54.1 T O 4 4 4x4 11 3x8 = 6.x6 = 6x6 - - - 3x4 = 3x5 = 1.5x4 II 5x5 = 3x4 = 9 h r -b-12 Plate Offsets (X,Y): 13:0-3-O.Edgel. 18:0-2-8.0-3-41 /-SO. 7 -SO - 7-7-4 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC0.52 Vert(LL) -0.13 8-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.63 Vert(TL) -0.36 8-9 >991 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) -0.11 10 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 136 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except BOT CHORD 2x4 DF No.2 end verticals, and 2-0-0 oc purlins (3-6-9 max.): 1-4. WEBS 2x4 DF Std 'Except BOT CHORD Rigid ceiling directly applied or 9-11-1 oc bracing. 1-10: 2x4 DF No.2 WEBS 1 Row at mid pt 3-7,2-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10=1182/0-5-8 (min. 0-1-8), 5=1292/0-5-8 (min. 0-1-8) Max Horz 5=-143(LC 6) Max Uplift 10=223(LC 4), 5=-249(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=2129/326, 2-3=2422/420, 3-4=1836/330 BOT CHORD 9-10=-361/1858, 8-9=-361/1858, 7-8=-400/2427, 5-7=290/1809 WEBS 4-7=0/541, 3-7=780/125, 2-8=-95/631, 2-9=0/305, 2-10=-1984/352 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in a.1 areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 Ib uplift at joint 10 and 249 Ib uplift at joint 5. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard September 15,2016 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek(D 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 MITek• is ahvays required for stability and to prevent collapse with possible personal injury and prope�1y damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and 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 Qty 6.9.0 MartneZ R Plate Offsets (X.Y): [3:0-3-0,0-3-41,[9:0-4-0.0-3-01.(10:G-2-8.0-3-01 LOADING (psf) SPACING 2-0-0 848424964 MARTINEZ_R AK3 MONO CAL HIP 1 [ly� 1 TC 0.77 Vert(LL) -0.09 10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 ob Refe a ce o fo a r ��•.. .vou s--- i o mu ex inausmes, inc. uvea aep- io=:or zwo rage1 ID:2BosnnWrsOM9PUxrrm?WgzHVRT-FKvSPPEv6LBCr8xQJsORR_Z3o6Z6grovZACUtaydeMK 6-10.12 13-7-12 20.0-5 - 2 -12 250.11 30-0.0 31-60 6-10.12 6-9-0 6-4-9 0-4- 4-7-15 4-11-5 1 -SO Scale = 1:54.1 3x4 = 5x6 = 8x6 --- - - 3x4 = 3x4 = 1.5x4 II 5x5 = 5x8 = 1.5x4 11 ld 8-10.12 1 13-7-12 I 20-4-12 1 250- 1 30.0.0 6-10.12 6-9-0 6.9.0 _ 4-7-15 4-11.5 Plate Offsets (X.Y): [3:0-3-0,0-3-41,[9:0-4-0.0-3-01.(10:G-2-8.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.77 Vert(LL) -0.09 10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.48 Vert(TL) -0.26 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) -0.09 12 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 152 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-15 cc purlins, BOT CHORD 2x4 DF No.2 except end verticals, and 2-0-0 oc purlins (4-3-2 max.): 1-4. WEBS 2x4 DF Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mid pt 3-9,2-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 12=1182/0-5-8 (min. 0-1-8), 6=1292/0-5-8 (min. 0-1-8) Max Horz 6=-179(LC 6) �. Max Uplift 12=226(LC 4), 6=-248(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 4-5=1853/318, 5-6=2189/324, 2-3=1891/352, 3-4=-1632/313 BOT CHORD 11-12=-287/1367, 10-11=-287/1367, 9-10=-342/1898, 8-9=-311/1871, 6-8=-311/1871 WEBS 5-9=298/73, 4-9=-18/488, 3-9=430/75, 2-10=-99/640, 2-11=0/278, 2-12=-1609/294 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. OFE°SS/ 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 Ib uplift at joint 12 and 248 Ib uplift at joint 6.�. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ,Q I+ 7543.5 C. EXP: 03131/201.8 OF:GAL�F September 15,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. r Design valid for use only with Ivu7eW connectors. This design is based any upon parameters shown, and is for an individual building component, not �• a thus system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall ■■��YY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyMartinez_R in (loc) I/defl Ud TCLL 20.0 Plates Increase 848424985 MARTINEZ R AM CAL HIP 1 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) Job Reference (optional Enoeavor Homes, Oroville, CA 9a96a r.4Ju S,lui [o suis M1 ieK mausmes, mc. wea oep 14 ia: -a [via rage i ID:2BosnnWrsOM9PUxIT_m?WgzHV RT-jXTgdlFXleJ2TI WctaYgzB6KPWv?PKz2ogy 1 QOydeMJ 5-11-5 11-7-4 11- 1 11 18-1-5 18,442 24-0.11 30-0.0 31 5-11-5 5-7-15 0-4- 6-0.10 0.4- 5-7-15 5-11-5 1-6-0 Scale c 1:54.6 3x4 - "' 3x4 = 1.5x4 II 5x5 = 5x8 = 1.5x4 II 4x8 \\ 5x5 -- 5-11-s I 11-7-4 I 18-4-12 24-0-11 + 30-0-o 5-11-5' 5.7.15 '6-9-8 5.7-15 5-11-5 Plate Offsets (X.Y)f9:0-3-12.0-3-01, f10:0-2-8.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.09 9-10 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.50 Vert(TL) -0.26 9-10 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x4 OF No.2 WEBS 2x4 DF No.2 BOT CHORD WEBS REACTIONS (Ib/size) 1=1179/0-5-8 (min. 0-1-8),6=1288/0'5-8 (min. 0-1-8) Max Horz 1=-115(LC 6) Max Uplift 1 =-1 83(LC 8), 6=-250(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2191/349, 2-3=1698/313, 3-4=1475/312, 4-5=-1701/311, 5-6=-2163/330 BOT CHORD 1-11=-226/1874, 10-11=-226/1874, 9-10=107/1446, 8-9=205/1845, 6-8=205/1845 WEBS 2-10=-518/134, 3-101=-7/423.4-9=0/396, 5-9=-439/109 PLATES GRIP MT20 220/195 Weight: 139 Ib FT = 20% Structural wood sheathing directly applied or 3-9-15 oc purlins, except 2-0-0 oc purlins (4-8-10 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcur,-ent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. QFE.SS� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 1 and 250 Ib uplift at OQR .. ' ' joint 6. <` 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. <`� QUO I EODO LOADCASE(S) Standard .� ,O C 75435 E•XR 03131/20°1.8 OF September 15,2016 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTrek® connectors. This design is based only upon parametersshovan. and is for an individual building component. not• a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated it to prevent buckling of individual truss web and/or •_hord members only. Additional temporary and permanent bracing M (TBK• 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/71`11 quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandrio. VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Martlnez_R 30 6-11-5 6-7-15 848424966 MARTINEZ_R AK5 CAL HIP 1 1 [10:0-2-8.0-3-01 LOADING (psf) Job Reference o do al ' ^••_�•� ^�•^_�. ���^_. �� ����� r.4JU S Jai Za Zu14 Mn eK Inausmes, Inc. wea bep 14 10:bb:JC 2Ula rage 1 ID:2BosnnWrsOM9PUxIT m7WgzHVRT-jXTgdlFXteJ2TIWctaYgzB6JTWUAPHJ2ogy100ydeMJ 6-11-5 13-7-4 13-11,11 1 - 2 23-0-11 1 30-0-0 31-6-0 8-11-5 6-7-15 020 2-0-10 0-0- 6-7-15 6-11-5 1-8-0 Scale = 1:54.7 4x8 \\ 5x5 3xa - .. ._ - 3x4 - 1.5x4 II 5x5 = 3x8 = 5x5 = LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BOT CHORD REACTIONS (Ib/size) 1=1179/0-5-8 (min. 0-1-8),6=1288/0-5-8 (min. 0-1-8) Max Horz 1=-133(LC 6) Max Uplift 1 =-1 83(LC 8), 6=-250(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2162/345, 2-3=1533/298, 3-4=1304/303, 4-5=-1534/297, 5-6=-2137/329 BOT CHORD 1-11=-215/1845, 10-11=-215/1845,9-10=-67/1276,8-9=-198/1814,6-8=-197/1818 WEBS, 2-11=0/303,2-10=-6461166, 3-10=-37/395, 4-9=-25/351, 5-9=-602/146.5-8=0/299 Structural wood sheathing directly applied or 3-8-11 oc purlins, except 2-0-0 oc purlins (5-2-3 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7=10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4111t; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a .10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 1 and 250 Ib uplift at joint 6. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard %�. IE c� : Q5. OSS tick . a.:w G754'3.5 c m' EXP: 03131 /201.8 OF-CA�IF September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not �• a thus system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 13-7-4 16-4-12 23-0.11 30 6-11-5 6-7-15 I 2-9-8 6-7-15 I 6-11-5 Plate Offsets (X,Y): 11:0-0-12.Edgel. [5:0-3-0.0-3-41, [8:0-2-8,0-3-41, [10:0-2-8.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.08 10 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.24 10-11 >999 240, BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code IBC2012rTP12007 (Matrix) Weight:'145 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 BOT CHORD REACTIONS (Ib/size) 1=1179/0-5-8 (min. 0-1-8),6=1288/0-5-8 (min. 0-1-8) Max Horz 1=-133(LC 6) Max Uplift 1 =-1 83(LC 8), 6=-250(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2162/345, 2-3=1533/298, 3-4=1304/303, 4-5=-1534/297, 5-6=-2137/329 BOT CHORD 1-11=-215/1845, 10-11=-215/1845,9-10=-67/1276,8-9=-198/1814,6-8=-197/1818 WEBS, 2-11=0/303,2-10=-6461166, 3-10=-37/395, 4-9=-25/351, 5-9=-602/146.5-8=0/299 Structural wood sheathing directly applied or 3-8-11 oc purlins, except 2-0-0 oc purlins (5-2-3 max.): 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7=10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=30ft; eave=4111t; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a .10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 1 and 250 Ib uplift at joint 6. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard %�. IE c� : Q5. OSS tick . a.:w G754'3.5 c m' EXP: 03131 /201.8 OF-CA�IF September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not �• a thus system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Martinez_R (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 846424987 MARTINE2_R Bit COMMON 4 1 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.19 2-9 >999 240 Job Reference (optional 6naeavof Homes, crovnle, CA USU=l i. du s JUI ea tins mi K Ino usmes, Inc. vvea aep i9 la:a? se tido rage 1 ID:2BosnnWrsOM9PUxrr_m?WgzHVRT-Bj1 Cg5GAeyRv4R4pRH3vWPeXBvEr8gFC1 UhbySydeM l -1-8-0 5.9.4- - } 11-0.0 I 162-12 I 22-0.0 } 2 1-60 5-9-4 5-2-12 5-2-12 - 5-9-4 1-60 Scale = 1:41.1 4x4 = 4 ""' 3x4 = ` 5x5 = ""' — 1$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.07 2-9 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.19 2-9 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.04 6 . n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) TEon„9� Weight: 94 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer st111alio12 guige, REACTIONS (Ib/size) 2=965/0-5-8 (min. 0-1-8), 6=965/0-5-8 (min. 0-1-8) Max Horz 2=-105(LC 6) Max Uplift2=-197(LC 8), 6=-197(LC 8) t FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1460/231, 34=1283/239, 4-5=1283/239, 5-6=-1460/231 BOT CHORD 2-9=-118/1230, 8-9=22/841, 6-8=-118/1230 WEBS 4-8=54/472, 5-8=-293/127, 4-9=-54/472, 3-9=-293/127 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 2-0-0 wide will ' fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 2 and 197 Ib uplift at ' joint 6. LOADCASE(S) Standard FESS/0N TEon„9� :C 75435 ILLI . * E.XP.'03/31/201.8 - September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. + Design valid for use ony with ANTek®connectors. This design k based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse vdth possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 + Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Maninw_R TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing R48424968 MARTINEZ_R B12 COMMON 1 1 truss designed for 2000 Ib. drag Max Upliftl=-642(LC 25), 5=-711(LC 26) Max Grav 1=959(LC 22), 5=998(LC 23) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference o tional homes, prowne, CA 95965 7.430 s Jul 25 2013 MIT ek Industries, Inc., Wed Sep 14 15:55:39 2016 Page 1 ID:2BosnnWrsOM9PUx1T_m?WgzHVRT-Bj1 Cg5GAeyRv4R4pRH3v WPe WDvEg8p5C 1 UhbySydeM I L 5-9-411-0-0 } 18-2-12 I zz-o-o I 236o 5-9-4 5-2-12 5-2-12 5-9.4 1-6-0 Scale = 1:39.4 4x4 = 3X4 — 5X5 = Ib LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IBC2012/TPI2007 CSI TC 0.33 BC 0.47 WB 0.20 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.07 1-8 >999 360 Vert(TL) -0.20 1-8 >999 240 Horz(TL) 0.05 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 91 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-13 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 DF Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Instillation e REACTIONS (Ib/size) 1=858/0-5-8 (min. 0-1-8),5=970/0-5-8 (min. 0-1-8) Max Horz 1=-291(LC 21) Max Upliftl=-642(LC 25), 5=-711(LC 26) Max Grav 1=959(LC 22), 5=998(LC 23) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1765/1320,2-3=-1307/769, 3-4=-1291/754, 4-5=-1757/1304 BOT CHORD 1-8=1130/1715, 7-8=-1006/1445, 5-7=-1086/1593 " WEBS 3-7=-69/471, 4-7=-293/142, 3-8=84/495, 2-8=-305/147 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposers ; 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 2-070 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 642 Ib uplift at joint 1 and 711 Ib uplift at joint 5. 6) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss to resist drag pFE°SSI grip loads along bottom chord from 0-0-0 to 2-0-0 for 1000.0 9lF pit. 4�� O T EQOO LOAD CASE(S) Standard C 75435 LU LW iz: M EXP: 03/31/201.8 September 15,2016 ® WARNING - Veriry deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use ony with MTekO connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/tPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Manlnez_R in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 848424989 MARTINEZ R SH1 CAL. HIP 1 1 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.42 10-11 >609 240 job Refee ce o rational) Endeavor Homes, Orwille, CA 95965 7.430 s Jul 25 2013 MiTek Intlusides. Inc. Wed Sep 14 15:55:40 2016 Page 1 ID:2BosnnWrsOM9PUXIT m?WgzHVRT-fvba2QHoPGZmibf?_?a83cBYIJWFICuLG8RBUvydeMH -1-6-0 5-7-4 5- 1- 1 9-2-7 12-9-9 16-0-5 1§14+2 22-0.0 23.6.0 1-6.0 5-7-4 0-4- 3-2-12 3-7-3 3-2-12 0-4 5-7-4 1-6-0 Scale = 1:42.5 5x10 = 3x4 = 3x8 = 5x10 = 3x4 = 3x4 = 8x8 = 3x5 = LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.18 10-11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.77 Vert(TL) -0.42 10-11 >609 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.49 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 114 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, except BOT CHORD 2x6 OF No.2 G , 2-0-0 oc purlins (2-2-5 max.): 3-6. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1866/0-5-8 (min. 0-2-5),7=1857/0-5-8 (min. 0-2-1) Max Horz 2=58(LC 7) Max Uplift2=-486(LC 8), 7=-482(LC 8) Max Grav 2=2165(LC 17), 7=1922(LC 17) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4064/876, 3-4=-3647/819, 4-5=4870/1124, 5-6=3525/814, 6-7=3861/868 BOT CHORD 2-12=-743/3561, 11-12=-1110/4870, 10-11=-1114/4880, 9-10=-1114/4880, 7-9=-709/3433 WEBS 3-12=-161/1075, 4-12=-1517/500, 4-11=0/292, 5-10=0/298, 5-9=-1682/528, 6-9=172/1149 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCOL=4.2psf; 0=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable o: withstanding 486 Ib uplift at joint 2 and 482 Ib uplift at joint 7. 8) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support ccncentrated load(s) 367 Ib down and 226 Ib up at 5-8-11, 129 Ib down and 89 Ib up at 6-0-12, 169 Ib down and 139 Ib up at 8-0-12, 229 Ib down and 168 Ib up at 10-0-12, 230 Ib down and 169 Ib up at 11-0-0, 229 Ib down and 168 Ib up at 11-11-4, 169 Ib down and 139 Ib up at 13-11-4, and 129 Ib down and 89 Ib up at 15-11-4, and 367 Ib down and 226 Ib up at 16-0-0 on top chord, and 78 Ib down at 2-0-12, 74 Ib down at 4-0-12, 74 Ib down at 6-0-12, 74 Ib down at 8-0-12, 74 Ib dawn at 10-0-12, 74 Ib down at 11-0-0, 74 Ib dawn at 11-11-4, 74 Ib down at 13-11-4, 74 Ib down at 15-11-4, and 74 Ib down at 17-11-4, and 78 Ib down at 19-11-4 on bottom chord. The design/selection of such connection device(s) is( the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on Daae 2 September 15,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 10/0312015 BEFORE USE. Design valid for use ony with MiTea connectors. This design is based onlyupon paramet=-rsshown. and is for an individual building component, not • a truss system. Before use, the building designer must vedly the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ) Suite 109 Citrus Hei hts CA 95610 ` Endeavor Homes, Orovllle, CA 95965 7.430 S Jul 25 2013 MiTek Industries, Inc. Wed Sep 14 15:55:40 2018, Page 2 , 'ID:2BosnnWrsOM9PUxIT m?WgzHVRT-fvba2QHoPGZmibf?_?a83cBYtJWFtCuLGBR8UvydeMH LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25, Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 6-8=-60, 2-7=-20 Concentrated Loads (lb) Vert: 13=287 14=-89(F) 15=89 16=-149 17=-150 18=-149 19=-89 20=-376(F=-89) 21=39(F)22= -37(F) 23=-37(F) 24=37(F)25= -37(F) 26=-37(F) 27=37(F)28= -37(F) 29=37(F) 30=-37(F) 31=-39(F) Job Truss Truss Type Qty Ply Martinez R 848424989 MARTINEZ_R BI -11 • 1 CAL. HIP 1 1 Job eee ce o do a ` Endeavor Homes, Orovllle, CA 95965 7.430 S Jul 25 2013 MiTek Industries, Inc. Wed Sep 14 15:55:40 2018, Page 2 , 'ID:2BosnnWrsOM9PUxIT m?WgzHVRT-fvba2QHoPGZmibf?_?a83cBYtJWFtCuLGBR8UvydeMH LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25, Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 6-8=-60, 2-7=-20 Concentrated Loads (lb) Vert: 13=287 14=-89(F) 15=89 16=-149 17=-150 18=-149 19=-89 20=-376(F=-89) 21=39(F)22= -37(F) 23=-37(F) 24=37(F)25= -37(F) 26=-37(F) 27=37(F)28= -37(F) 29=37(F) 30=-37(F) 31=-39(F) Job Truss Truss Type Qty Ply Martinez R 848424989 MARTINEZ_R BI -11 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. , Design valid for use only with M7eW connectors. This design i1 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 ■■■��.YYY■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the, fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 • 1 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. , Design valid for use only with M7eW connectors. This design i1 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 ■■■��.YYY■■■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the, fabrication, storage. delivery. erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty PlyManinez_R 6-9-8 I 7-7-4 Plate Offsets (X,Y): (7:0-2-8,0-3-41 R48424970 MARTINEZR _ BI -12 CAL HIP 1 1 (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 job Ratee ce o donail cnaenvar nom �mr, r, noeoo Iry �:,yv I D:2Bosnn WrsOM9PUXIT_m? WgzH VRT-fvba2QHoPGZmibf?_?a83cBeWJaftl kLG8R8UvydeMH -1-6-0 7-7-4 7-11- 1 14.0.5 14 4- 2 22-0-0 23-6-0 "7-7-4 0-4- 6-G-10 0-4- 7-7-4 1-6-0 Scale c 1:42.5 5x5 1.5x4 II 5x5 = 1$ 7-74 14-4-12 22-0-0 I 7-7.4 6-9-8 I 7-7-4 Plate Offsets (X,Y): (7:0-2-8,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.07 2-8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.23 2-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.04 5 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 88 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-11 oc purlins, except BOT CHORD 2x4 DF No.2 2-0-0 oc purlins (5-3-13 max.): 3-4. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=965/0-5-8 (min. 0-1-8), 5=965/0-5-8 (min. 0-1-8) Max Harz 2=77(LC 7) Max Uplift2=-197(LC 8), 5=-197(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1403/210, 3-4=-1184/229, 4-5=1411/212 BOT CHORD 2-8=-84/1160, 7-8=-85/1155, 5-7=-88/1171 WEBS 3-8=0/302, 4-7=0/283 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat, ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 I. 3) Provide adequate drainabe to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 2 and 197 Ib uplift at joint 5. 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard September 15,2016 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekG 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 appricobirity, 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 prooerty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Martinez_Ft Plate Offsets_(X•Y): 110:0-3-8.0-3-01 LOADING (psf) SPACING 2-0-0 848424971 MARTINEZ_R BH3 CAL HIP 1 1 TC 0.19 Vert(LL) -0.04 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 ob Reference oDtionall r.neu 3"' zo zuu mi r ea mausmes, inc. vveo sep is i o:oo:ai zuiu rage 1 ID:2BosnnWrsOM9PUxIT_m? WgzHVRT-769yFmIQAZhdKIEBYi5Nbgkvxjzl ck5VUoAiOLydeMG -1-6-0 4-11-5 9-7-49- 1- 1 12-0-5 12t4-12 17-0-11 22-0-0 23-6-0 1-6-0 4-11-5 4-7-15 0-4- 2-0-10 0.4- 4-7-15 4-11-5 1-8-0 Scale = 1:42.5 4x8 \\ 5x5 1.5x4 II 3x4 = 5x8 = 1.5x4 II 4-11-s I 9-7-4 I 12-4-12 I 17-0-11 ! 22-0-0 4-11-5 4-7-15 2-9-8 4-7-15 4-11-5 Plate Offsets_(X•Y): 110:0-3-8.0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.19 Vert(LL) -0.04 11 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.11 11-12 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 108 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except BOT CHORD 2x4 DF No.2: 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=965/0-5-8 (min. 0-1-8), 7=965/0-5-8 (min. 0-1-8) Max Horz 2=93(LC 7) ., Max Uplift2=-197(LC 8), 7=-197(LC 8) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1516/219, 3-4=1121/208, 4-5=965/213, 5-6=-1128/208, 6-7=-1513/218 BOT CHORD 2-12=-116/1282, 11-12=-116/1282, 10-11=-36/937, 9-10=115/1279, 7-9=-115/1279 WEBS 3-11=-400/91.4-11=14/287,6-10=-377/86 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by,others) of truss to bearing plate capable of withstanding 197 Ib uplift at joint 2 and 197 Ib uplift atOFE-S$f joint 7. 0k; - 7) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.��,� EODp LOAD CASE(S) Standard W .o C. 754.35 *\ EXP. 03/31/20°1:8 / September 15,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not ' a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of frusses and truss systems. see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job_ Truss Truss Type Qty Ply Martinez_R Plates Increase 1.25 ' ,. MT20 220/195 TCDL 10.0 R48424972 MARTINEZ_R C11 COMMON 1 1 WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Job a ere ce oationall enoeavor nomes, urovnie, Vaep.�r rays i ID:28osnnWrsOM9PUxIT m?WgzHVRT-769yFmIOAZhdKIEBYiSNbgktBjzycl2VUoAiOLydeMG -1-6-0 6.0-0 I 12.0-0 13 6.0 1-6-0 6-0-0 6-0-0 1-6-0 Scale = 1:24.6 4x4 = 3 a 1$ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.02 4-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC. 0.29 Vert(TL) -0.06 4-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 43 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std _ Fbeln Tek recommends that Stabilizers and required cross bracing nstalled during truss erection, in accordance with Stabilizer stallation guide. REACTIONS (Ib/size) 2=565/0-5-8 (min. 0-1-8), 4=565/0-5-8 (min. 0-1-8) Max Harz 2=-63(LC 6) Max Uplift2=-134(LC 8), 4=-134(LC 8) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=637/85, 3-4=-637/85 BOT CHORD 2-6=0/499, 4-6=0/499 WEBS 3.6=0/265 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=2411; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 Ib uplift at joint 2 and 134 Ib uplift at joint 4. LOAD CASE(S) Standard 1E0 rC2\ JPQ' ,o :C 754'35 c R Y �* EXPA3131/201:8 September 15,2016 ® WARNING - Verily design 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 Iv4Tek® connectors. This design is based only upon parameters shown, and is for an Individual building component. not • His• a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall aa�.��` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Martinez R LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD R48424973 MARTINFZ_R CGI COMMON 1 truss designed for 2000 Ib. drag REACTIONS (Ib/size) 1=3640/0-5-8 (min. 0-2-0), 5=3640/0-5-8 (min. 0-2-0) Max Horz 1=-202(LC 21) Job Reference o do al tomes, oroville, cA 95965 7.430 is Jul 25 2013 MTek Industries, Inc. Wed Sep 14 15:55:42 2016 Page 1 ID:2BosnnWrsOM9PUxIT_m7WgzHVRTcliLS612xtpUxvpN6Pcc81 G3r7DOLADejSwF7nydeMF 1 3-3.4 I 6-0-0 1 8-8-12 12-0-0 i 3-3-4 2-8-12 2-8.12 3-3-4 Scale = 1:22.1 4x5 11 4x4 = --- -.- 04 = Ig LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2012(rP12007 CSI TC 0.24 BC 0.68 WB 0.24 (Matrix) DEFL in Vert(LL) -0.05 Vert(TL) -0.14 Horz(TL) 0.03 (loc) I/defl Lid 6-7 >999 360 6-7 >988 240 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 115 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-10 oc purlins. BOT CHORD 2x6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 REACTIONS (Ib/size) 1=3640/0-5-8 (min. 0-2-0), 5=3640/0-5-8 (min. 0-2-0) Max Horz 1=-202(LC 21) Max Upliftl=-1068(LC 25), 5=-1068(LC 26) Max Grav 1=3747(LC 13), 5=3747(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=5694/1874, 2-3=-5625/1329, 3-4=-5625/1327, 4-5=-5694/1872 BOT CHORD 1-7=-1342/5065, 6-7=-581/3557, 5-6=-1493/5034 WEBS 3-6=462/2835, 3-7=-461/2835 NOTES 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 load's noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1068 Ib uplift at joint 1 and 1068 Ib uplift at joint 5. 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0, 10-0-0 to 12-0-0 for 500.0 plf. 10) Girder carries tie-in span(s): 30-0-0 from 0-0-0 to 12-0-0 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 1-5=-571(F=551) September 15,2016 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters;hown, 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 '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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 rT Job Truss 12-0-0 Qty Ply Martinez_R LOADING (psf) SPACING 2-0-0 �TrussType ' - DEFL in (loc) Udefl Ud 848424974 MARTINEZ CHI CAL. HIP 1 1 MT20 220/195 _R Lumber Increase 1.25 SC 0.21 Vert(TL) -0.06 7-8 >999 240 !job Reference (optional Endeavor Hames, Oroville, CA 95965 7.430 s Jul 25 2013 MiTek InOusidea, Inc. Wed Sep 14 15:55:42 2016 Page 1 ID:2BosnnWrsOM9PUxIT m?WgzHVRT-cliLS612xtpUxvpN6PcC81G1V7KNLDHejSwFZnydeMF -1-6-0 3.7-4 11-11 B-0-5 41 12-0.0 13-6-0 1-8-0 3-7-4 4 4-0-10 47 3.7-4 1-8-0 1 Scale = 1:25.5 4x8 \\ 5x5 Z N l$ • 3-7-4 - 8-412 12-0-0 3-7-4 4-9-8 3-7-4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.02 7-8 >999 360 MT20 220/195 TCDL ' 10.0 Lumber Increase 1.25 SC 0.21 Vert(TL) -0.06 7-8 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 60 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins, except BOT CHORD 2x6 DF No.2 G 2-0-0 oc purlins (5-11-3 max.): 3-4. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS (Ib/size) 2=738/0-5-8 (min. 0-1-8), 5=732/0.5-8 (min. 0-1-8) Max Horz 2=43(LC 7) Max Uplift2=-190(LC 8), 5=-187(LC 8) Max Grav 2=752(LC 17), 5=732(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shcwn. TOP CHORD 2-3=1141/210, 3-4=980/204, 4-5=-1110/209 BOT CHORD 2-8=128/980, 7-8=-133/973, 5-7=-143/961 WEBS 3-8=0/252 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 3=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wdh any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. FE°SS 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 Ib uplift at joint 2 and 187 Ib uplift at Qi�- !Q' joint 5. lL� T EQ 9( 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� Hifi 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 136 Ib down and 92 Ib up at 3-8-11, 1 QPM75543 C 60 Ib down and 54 Ib up at 4-0-12, 98 Ib down and 104 Ib up at 6-0-0, and 60 Ib down and 54 Ib up at 7-11-4, and 136 Ib down and 92 �, G' Ib up at 8-0-0 on top chord, and 38 Ib down and 4 Ib up at 2-0-12, 34 Ib down and 4 Ib up at 4-0-12, 34 Ib down and 4 Ib up at 6-0-0, W 'W li I J J and 34 Ib down and 4 Ib up at 7-11-4, and 38 Ib down and 4 Ib up at 9-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. EXP. 03/31%201.8 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 September 15.2016 Continued on oaae 2 A WARNING - Verify design p.arametersIand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based any 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 ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 I Job Truss Truss Type Qty Ply Maninez_R ' 848424974 MARTINFZ_R CH1 - CAL. HIP 1 1 Job R e ee e ce (optional) Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MTek Industries, Inc. Wed Sep 14 15:55:42 2016 Page 2 ID:2BosnnWrsOM9PUxIT_m?WgzHVRT-cliLS612xtpOxvpN6Pcc81G1 V7KNLDHejSwFznydeMF LOAD CASE(S)' Standard Uniform Loads (pIf) Vert: 1-3=60, 3-4=-60, 4-6=-60, 2-5=-20 Concentrated Loads (Ib) Vert: 3=-96(F) 9=20(8) 10=-18 11=-116(F=96, B=-20) 12=-19(B) 13=17(B) 14=-17(8) 15=-17(B) 16=19(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design volid for use only with MIT&O connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Suite 109 . Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Martinez R DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 848424975 1 MARTINEZ_R DH1 CAL. HIP 1 1 truss der 201b. drag Vert(TL) 0.02 7 >999 180 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 903 Ib uplift at joint 1 and 905 Ib uplift at BCLL 0.0 ' Rep Stress Incr NO Job8,s=1,0,1010i a Endeavor Homes, Oroville, CA 95965 , 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Sep 14 15:55:43 2016 Page 1 ID:2BosnnWrsOM9PUxIT_m? WgzHVRT-4UGjgSJgiBxLZ30ag77rgFpCBXiX4gnny6fo5EydeME r 3-5-12 • 13-11-11 1* 4-11-5 ( 55-4 I 8-11-0 3-512 0.515 }1'1-10 0.515 3-512 Scale = 1:17.4 5x6 — 5 5x6 3x5 = 3x5 = 3.512 1-11-8 3.512 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) -0.01 8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.09 Vert(TL) 0.02 7 >999 180 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 903 Ib uplift at joint 1 and 905 Ib uplift at BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(TL) -0.01 6 n/a n/a along chord plf. BCDL 10.0 Code IBC2012/TP12007 (Matrix) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 Ib down and 79 Ib up at 3-6-7, c,.: C 754'35 _n m "Z Weight: 41 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF No.2 G 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 2-0-0 oc purlins (6-0-0 max.): 2-4. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation e REACTIONS (Ib/size) 1=114/0-5-8 (min. 0-1-8), 6=113/0-5-8 (min. 0-1-8) Max Horz 1=-97(LC 21) Max Uplift 1=-903(LC 25), 6=-905(LC 26) Max Grav 1=404(LC 36), 6=402(LC 35) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when siown. TOP CHORD 1-2=909/1439, 24=276/760, 4-6=-918/1445 BOT CHORD 1-8=1099/647, 7-8=544/269, 6-7=-1170/711 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vesical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in a0 areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 903 Ib uplift at joint 1 and 905 Ib uplift at QFESS/.. joint 6. 8) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate DOL=(1.33) Connect truss to resist drag QR .. Q& 9K grip loads bottom from 0-0-0 to 2-0-0, 6-11-0 to 8-11-0 for 500.0 EQ !�� ' Q �0 �2 along chord plf. s�tP. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or boftom chord.QP� 2 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 91 Ib down and 79 Ib up at 3-6-7, c,.: C 754'35 _n m "Z 20 Ib down and 54 Ib up at 4-0-12, and 20 Ib down and 54 Ib up at 4-10-4, and 91 Ib down and 79 Ib up at 5-7-13 on top chord, and LLJ W c. 208 Ib up at 0-2-12, 35 Ib down and 4 Ib up at 2-0-12, 208 Ib up at 2-6-4, 32 Ib down and 5 Ib up at 4-0-12, 208 Ib up at 4-6-4, 32 Ib down and 5 Ib up at 4-10-4, 208 Ib up at 6-6-4, and 35 Ib down and 4 Ib up at 6-10-4, and 208 Ib up at 8-8-4 on bottom chord. The EXP. 03/31/201.8 design/selection of such connection device(s) is the responsibility of others. k• 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard September 15,2016 Continued on Daae 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal Injury and p•operty damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane - Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexorddc. VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply Martinez R 848424975 MARTINEZ_R DH1 CAL. HIP 1 1 truss designed for 2000 Ib. drag Job Reference (optional) Endeavor Homes, Oroville, CA 95965 7.430 s Jul 25 2013 MTek Industries, Inc. Wed Sep 14 15:55:43 2016 Page 2 ID:2BosnnWrsOM9PUxIT_m7WgzHVRT-4UGjgSJgiBxIZ30ag77rgFpC BXiX4gnny6fo5EydeME LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=_1.25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-60, 2-9=-20, 9-10=-60, 4-10=-20, 4-5=-60, 4-6=-60, 1-6=-20 Concentrated Loads (lb) Vert: 1=135(8) 2=-51(B) 4=-51(131) 6=135(8) 9=-20(F) 10=-20(F) 11=18(F) 12=135(B) 13=-16(F) 14=135(B) 15=16(F) 16=135(B) 17=-18(F) f 1 0 d ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only With M7ek•O connectors. This design is based only upon parameters shown. and is for an individual building component. not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■■��YY` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component ,7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job , Truss Truss Type City Ply Maninez_R TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly • BOT CHORD 2x4 DF No.2 ' ,BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' MiTek recommends that Stabilizers and required cross bracing R48424976 MARTINEZ_R J1" JACK 5 - 1 Max Uplift2=-71(LC 8), 3=11(LC 5) Max Grav 2=246(LC 1), 4=118(LC 3), 3=21(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. ob el_! �Sq ce ko fo a Endeavor Homes, 0—iiie, CA 95965 - =P .» »» Faya I 4 ID;2BosnnWrsOM9PUxIT_m?WgzHVRT-Yhq;,oKITU3CBDzmDge4DSLOBw Wp7TxAmPMdgydeMD -1-6-0 1-11-11 1-6-0 1.11 -it Scale= 1:14.8 i 3 ' i] 0 6.00 r12 2 2x4 = 4 IA16 LOADING (psf) TCLL 20.0 TCDL 10.0 ` BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012ITP12007 CSI TC 0.12 BC 0.36 WB 0.00 (Matrix)- DEFL in (loc) I/dell Ud Vert(LL) • -0.06 2-4 >999 360 Vert(TL) -0.16 2-4 >447 240 Horz(TL) -0.00 3 n/a n/a PLATES GRIP MT20 220/195 Weight: 14 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.2 ' ,BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=246/0-5-8 (min. 0-1-8), 4=59/Mechanical, 3=18/Mechanical Max Harz 2=61(LC 8) Max Uplift2=-71(LC 8), 3=11(LC 5) Max Grav 2=246(LC 1), 4=118(LC 3), 3=21(LC 13) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at joint 2 and 11 Ib uplift at joint 3. LOAD CASE(S) Standard k Q�pF ESS/, 0 2 . . :w w C 75435 c�R' �. EXP: 03/31/20`1:8 FOF'CA�IF September 15,2016 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with PNTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall a.Y 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 A NSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type City Ply Martinez_R • LOADING (psf) SPACING 2-0-0 CSI DEFL MARTINF2_R J2 JACK 5 1 TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.06 2-4 ob efe a ce(optional)R48424977 ��oa. _�. �,�•n ...o., -u s dm co eu w mu en mausmes, mc. vvea aep - io:oo:nq zuso rage 1 ID:2BosnnWrsOM9PUxIT_m?WgzHVRT-Yhg5toKITU3CB Dzm Dge4DSLPhw_up7TxAmPMdgydeMD 1-6-0 3-11-11 3 Scale: 3/4"=1' I� d LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS (Ib/size) 3=80/Mechanical, 2=292/0-5-8 (min. 0-1-8),4=57/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-34(LC 8), 2=-78(LC 8) Max Grav 3=80(LC 1), 2=292(LC 1), 4=114(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint 3 and 78 Ib uplift at joint 2. LOAD CASE(S) Standard September 15,2016 AWARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M-reW 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 verily 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 iVliTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 1 6-0-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.06 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.14 2-4 >492 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 17 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS (Ib/size) 3=80/Mechanical, 2=292/0-5-8 (min. 0-1-8),4=57/Mechanical Max Horz 2=88(LC 8) Max Uplift3=-34(LC 8), 2=-78(LC 8) Max Grav 3=80(LC 1), 2=292(LC 1), 4=114(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; VuIt=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint 3 and 78 Ib uplift at joint 2. LOAD CASE(S) Standard September 15,2016 AWARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M-reW 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 verily 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 iVliTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 • Endeavor Homes, orov,ne, cA 959ba -0 5 Jul 25 2013 rvll I eM1 i iu.16—, in, V oep 1 F.Y. I ID:2BosnnWrsOM9PUxIT_m? WgzHVRT-Yhg5toKITU3CBDzmDge4DSLMGw_up7TxAm PMdgydeMD - I -1.6.0 5-11-11 1-6-0 - 5=11-11 Scale= 1:20.9 3 Job Truss Truss Type Qty PlyMartinez_R � 2 Id R48424978 _ MARTINEZ-R' J3 JACK - 5 1 6-0-0 ob Reference (optional) • Endeavor Homes, orov,ne, cA 959ba -0 5 Jul 25 2013 rvll I eM1 i iu.16—, in, V oep 1 F.Y. I ID:2BosnnWrsOM9PUxIT_m? WgzHVRT-Yhg5toKITU3CBDzmDge4DSLMGw_up7TxAm PMdgydeMD - I -1.6.0 5-11-11 1-6-0 - 5=11-11 Scale= 1:20.9 3 REACTIONS (Ib/size) .3=149/Mechanical, 2=343/0-5-8 (min. 0-1-8), 4=57/Mechanical Max Horz 2=117(LC 8) Max Uplift3=-69(LC 8), 2=85(LC 8) Max Grav 3=149(LC 1), 2=343(LC 1), 4=114(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2pst; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 3 and 85 Ib uplift at joint 2. LOAD CASE(S) Standard e oQ pFESS/p t`� , T E00 99 LU C 75435: * E�P:03/31QY1.8 W1,01.�� September 15,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO 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 " qiTe 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 tn/ss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Hei his CA 95610 � 2 Id 1 2x4 — 4 6-0-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.06 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 • BC 0.34 Vert(TL) -0.14 2-4 >492 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 -3 n/a n/a BCDL 10.0 - Code IBC2012/TPI2007 (Matrix) I Weight: 201b FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) .3=149/Mechanical, 2=343/0-5-8 (min. 0-1-8), 4=57/Mechanical Max Horz 2=117(LC 8) Max Uplift3=-69(LC 8), 2=85(LC 8) Max Grav 3=149(LC 1), 2=343(LC 1), 4=114(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2pst; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 3 and 85 Ib uplift at joint 2. LOAD CASE(S) Standard e oQ pFESS/p t`� , T E00 99 LU C 75435: * E�P:03/31QY1.8 W1,01.�� September 15,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO 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 " qiTe 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 tn/ss systems, see ANSI/TPII Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type City Ply Maninez_R I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 848424979 MARTINEZ_R J4 JACK 5 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) 0.14 Job Reference o tional -^ �•- ..,, usmes, mc. vveo aep w io:oa:aa xu,o rage r ID:2BosnnWrsOM9PUxIT_m?WgzHVRT-Yhg5toKITU3CB Dzm Dge4DSLMBw_up7TxAmPMdgydeMD 6-0-0 I 7-11-11 f 1-6-0 1310-0 1-11-11 Scale = 1:26.0 6-0-0 6-0-0 LOADING (psf) SPACING2-0-0 CSI DEFL in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.06 2-5 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) 0.14 2-5 >492 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2012(TPI2007 (Matrix) Weight: 23 Ib FT = 20% LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 REACTIONS All bearings 0-5-8 except (jt=length) 4=Mechanical, 5=Mechanical. (lb) - Max Hoa 2=146(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=343(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. r NOTES 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard I C 754•:35 EXP: 03/3.1120`1.8 September 15,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MneW connectors. This design is based only upon parameters shovvn, and Is for on individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always requited 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 ANSUTPI1 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 Heights, CA 95610 Job - Truss Truss Type Qty Ply Martinez R48424980 MARTINEZ—Ft J5JACK 5 1 ob efemace o do a cnaeavor Homes, vrovma, i.n 0-00-00- 1 ID:2BosnnWrsOM9PUxiT_m? WgzHVRT-DlOT58LwEoB3oMYynYAJmguxxKJ7Yaj4PQBvA6ydeMC l6-0 I 610-0 1 9-11-11 " 1-6-0 6-0-0 3-11-11 Scale = 1:31.1 4 I� 4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.06 2-5 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.14 2-5 >492 240 + BCLL . 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2012rTP12007 (Matrix) Weight: 26 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except (jt=length) 4=Mechanical, 5=Mechanical. (lb) - Max Horz 2=176(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 3=-127(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 4, 5 except 2=343(LC 1), 3=269(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult= i 10mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2 except Qt=1b) 3=127. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard--..� September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parometers and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss vieb and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse vrith possible personal injury and properly domage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Martinez -R LOADING (psf) SPACING 2-0-0 CSI 848424981 MARTINF2_R J6 JACK 4 1 1.25 TC 0.38 Vert(LL) -0.06 2-6 >999 360 MT20 220/195 TCDL 10.0 Job Re a ence o t'o a �uecmm mm�ca, an evnie, a"n aaaoo 1.4JU s Jul zo zul J m i eK inausines, Inc, wea sep 14 Ito= la ZU1b rage 1 I D:2 Bosnn WrsOM9P UxIT_m? WgzH V RT-OtOT58LwEoB3oMYynYAJmguXx KJ7Yaj4 P Q8vA6ydeM C -1-6-0 } 6-0-0 11-11-11 i 1-6-0 6-0-0 5-11-11 1 5 I� Scale = 1:36.2 REACTIONS All bearings 0-5-8 except (jt=length) 5=Mechanical, 6=Mechanical. (lb) - Max Harz 2=205(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 4 except 3=128(LC 8) Max Grav All reactions 250 Ib or less at joints) 5, 6, 4 except 2=343(LC 1), 3=270(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4 except Qt=1b) 3=128. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. LOAD CASE(S) Standard I T C 754.35 KR 03131120°1.8 September 15,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek:0 connectors. This design is based any upon parameters shown, and is for on individual building component. not + a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ii��YY■ 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 ANSIPI'll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute" 218 N. Lee Street Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 I 6-0-0 6-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.06 2-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.14 2-6 >492 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 29 Ib FT = 20% LUMBER F BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except (jt=length) 5=Mechanical, 6=Mechanical. (lb) - Max Harz 2=205(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 4 except 3=128(LC 8) Max Grav All reactions 250 Ib or less at joints) 5, 6, 4 except 2=343(LC 1), 3=270(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4 except Qt=1b) 3=128. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. LOAD CASE(S) Standard I T C 754.35 KR 03131120°1.8 September 15,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek:0 connectors. This design is based any upon parameters shown, and is for on individual building component. not + a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall ii��YY■ 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 ANSIPI'll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute" 218 N. Lee Street Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Martinez R R48424982 MARTINFZ_R J6B JACK 1 1 - Job e e e ce o do a ' oep i rays I D:2BosnnWrsOM9PUxIT_m?WgzHVRT-U3yrI U LZ?6JwQ W79LFhYltRihkfMH l zEe4uTiYydeM B T 6-0-0 l 10-10-15 6.0-0 - - 4-10-15 Scale = 1:33.5 15 5 I o-u•u i 6.0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase , 1.25 , TC 0.38 Vert(LL) 0.06 2-6 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.34 Vert(TL) ' -0.14 2-6 >492 240 BCLL '0.0Rep Stresslncr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix) Weight: 27 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Fln Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with. Stabilizer stallation guide. REACTIONS All bearings 0-5-8 except (jt=length) 5=Mechanical, 6=Mechanical. (lb) - Max Horz 2=189(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 4 except 3=128(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=343(LC 1), 3=270(LC 1) FORCES (Ib),- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4,2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4 except (jt=1b) 3=128. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. . LOAD CASE(S) Standard, OQ.lik SS/Q& �Q T EOD0 �Fy' w C 754'35, *... EXF:03/31120.tB September 15,2016 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only v6th MiTek® connectors. This design is based any upon porometes shovarl, and is for on individual building component, not + a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is alviays required for stability and to prevent collapse with possible personal injuryand propery damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandia. VA 22314. - Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type -. Qty PlyManinez_R TC 0.38 Lumber Increase 1.25 BC 0.34 Rep Stress Incr YES 848424983 MARTINEZ_R J7 JACK 4 1 _ Horz(TL) -0.00 5 n/a n/a ob efe a rs optional) ..... sines, mc. uvea 7 is".". �eio rage r ID:2BosnnWrsOM9PUxIT_m?WgzH V RT-U3yrl ULZ?6JwQ W79LFhYltRihkfMH 1 zEe4uTtYydeMB 6-0-0 I 13-11-11 1-6-0 6-0-0 7-11-11 q 1 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 f 5 SPACING 2-0-0 CSI Plates Increase 1.25 TC 0.38 Lumber Increase 1.25 BC 0.34 Rep Stress Incr YES WB 0.00 Code IBC2012/TPI2007 (Matrix) 2-6' >492 240 DEFL in (loc) I/deft Lid PLATES GRIP Vert(LL) -0.06 2-6 >999 360 MT20 220/195 Vert(TL) -0.14 2-6' >492 240 _ Horz(TL) -0.00 5 n/a n/a Scale = 1:41.4 Weight: 32 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONSAll bearings 0-5-8 except (jt=length) 5=Mechanical, 6=1viechanical. (lb) - Max Horz 2=234(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2 except 3=-129(LC 8), 4=-113(LC 8) Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 3=270(LC 1), 2=343(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 6=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2 except (jt=1b) 3=129.4=113. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. LOAD CASE(S) Standard Q OFESS/pN �x''TEDD 'U-1 C 75.4.' 35 c it EXP: 03/31 /201:8 FOFCAI September 15,2016 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only vvith IvLTek® 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 ■■��YY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/rPll 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 Helcihts. CA 95610 Job Truss Truss Type Qty PlyMa Martinez R " ^ BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers R48424984 MARTINFZ_R J55 JACK 6 1 (lb) - .Max Horz 2=190(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 5, 2, 4 except 3=130(1-C 8) Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=335(LC 1), 3=281(LC 1) Job Re ere ce o fo 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Sep 14 15:55:45 2016 Page 1 ID:2BosnnWrsOM9PUxIT m7WgzHVRT-OtOT58LwEoB3oMYynYAJmguWzKJXYaj4PQ8vA6ydeMC 1-8-0 6-0-0 — 10-11-4 1-6-0 6.0-0- 4-11-4 ' Scale = 1:33.6 5, 6 I� LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012rTP12007 CSI TC 0.44 BC 0.38 WE 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.07 2-6 >999 360 Vert(TL) -0.17 2-6 >423 240 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 6-0-0 except Qt=length) 5=Mechanical, 3=0-5-8, 4=0-5-8. (lb) - .Max Horz 2=190(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 5, 2, 4 except 3=130(1-C 8) Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=335(LC 1), 3=281(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shcwn., S i NOTES 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph' TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4 except at=lb) 3=130. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. LOAD CASE(S) Standard OF US/, - �s�� 2 . . � • JPQO y. . C. 75IJJ4'35 .:o EXR 03/31/201.8 t *„ :TF:OF'CA1 September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parame-ers shovm, and is for an individual building component, not "' Nil' building . a truss system. Before use, the building designer must verify the appricability, of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss v,eb and/or chord members only. Additional temporary and permanent bracing MiTek• is cKvays 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/1PI1 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. - Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Martinez_R (loc) Udefl Lid TCLL 20.0 Plates Increase R4a424985 MARTINFS_R JC1 JACK 2 , 1 360 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) Job Reference (optional „..o ��_�� w w a w mu ex mousrnes, mc. uvea aep 1. iaaa:ao 1uio rage 1 ID:2BosnnWrsOM9PUx1T_m7 WgzHVRT-U3yrIULZ%JwQ W79LFhYltRmhkiLH1 zEe4uTiYydeMB I -1-6.0 F t-11-11 1-6-0 1 -t1 -it 1 3 Scale= 1:10.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl Lid TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.01 2-4 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.03 2-4 >999 240 . 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 , 3 n/a n/a BCDL 10.0 Code IBC2012fTP12007 (Matrix) LUMBER BRACING PLATES GRIP MT20 220/195 Weight: 11 Ib FT = 20% TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=226/0-5-8 (min. 0-1-8), 4=39/Mechanical, 3=18/Mechanical Max Horz 2=61(LC 8) Max Uplift2=-80(LC 8), 3=11(LC 5) _ Max Grav 2=226(LC 1), 4=78(LC 3), 3=21(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. LOAD CASE(S) Standard L' ,o :Q'75435 c R if *` EXP: 03/31/2018 J* September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid far use only vvith 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 ����YY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITe'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 ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 ' Citrus Heights, CA 95610 N .' Truss Truss Type. ' Qty Ply Maninez_R ' DEFIL in (loc) 1/defl Ud . Endeavor Homes,• Oroville, CA 95965 Plates Increase 1.25 R48424986 MARTINEZ_R JC2 Job Truss Truss Type. ' Qty Ply Maninez_R ' DEFIL in (loc) 1/defl Ud 4 N TCLL :' 20.0 Plates Increase 1.25 R48424986 MARTINEZ_R JC2 JACK. 2 1 Vert(TL) -0.02 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00" Horz(TL) -0.00 3 n/a n/a' ` Job Reference o Co a —Us Jul — auu Mn eK mausmes, mc. uvea aep iq ra:a—i zuio rage i ID:2BosnnWrsOM9PUxIT_m7WgzHVRT-yFWD WgMBIPRn2giLvzCnr5zwx82pOUCNtkdOE?ydeMA I •1-6-0 ` I 3-11-11 1-6-0 3-11-11 - 1 Scale: 3/4"=1' .. - 3 IA . 4-0.0 4-0.0 1 LOADING (psf), , CSI DEFIL in (loc) 1/defl Ud —Us Jul — auu Mn eK mausmes, mc. uvea aep iq ra:a—i zuio rage i ID:2BosnnWrsOM9PUxIT_m7WgzHVRT-yFWD WgMBIPRn2giLvzCnr5zwx82pOUCNtkdOE?ydeMA I •1-6-0 ` I 3-11-11 1-6-0 3-11-11 - 1 Scale: 3/4"=1' .. - 3 IA . 4-0.0 4-0.0 LOADING (psf), SPACING 2-0-0 CSI DEFIL in (loc) 1/defl Ud PLATES GRIP TCLL :' 20.0 Plates Increase 1.25 TC 0.15,+ Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00" Horz(TL) -0.00 3 n/a n/a' ` BCDL 10.0 Code IBC2012/TPI2007 T (Matrix) Weight: 14 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing FTek installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS (Ib/size) 3=80/Mechanical, 2=272/0-5-8 (min. 0-1-8), 4=37/Mechanical , Max Horz 2=88(LC 8) Max Uplift3=-34(LC 8), 2=87(LC 8) Max Grav 3=80(LC 1), 2=272(LC 1), 4=74(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate ' grip DOL=1.33 r 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. LOAD CASE(S) Standard ' pF'E.SS/' �OQ1 T EOpos<c�y� ��� t PDQ r C9.:Q ai C� Znj 754':35 .� LLI c - EXP: 03131 /20`1:8 September 15,2016 ® WARNING - Verily dasign 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 Mil eke 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 ard property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual try's web and/or chord members only. Additional temporary and permanent bracing M ITBk• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss'systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyMartinez R (loc) I/deft Ud PLATES GRIP ' Plates Increase R48424987 MARTINFl_R JC3 JACK 1 1 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 2-5 >999 240 Job Rate ence o do a �������. a�ao� • /ASU s... Gb cull MI I ex n-nea, inc. vvea bep 14 10:00:41 ZUlb rage l ID:28osnnWrsOM9PUxIT_m?WgzHVRT-yFWD WgMBIPRn2giLvzCnr5zwx82pOUCNtkdOE?ydeMA I 1-&0 I 4-0-0 I 5 10 15 1S0 4-0-0 7-10-15 Scale = 1:21.0 0 4 4-0-0 4-0-0-0-0 LOADING (psf) SPACING 2-0-0 CSI DEFL. a in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.01 2-5 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.13 Vert(TL) -0.02 2-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 17 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS All bearin s 0-5-8 exce t Qt=len th) 4=Mechanical 5=Mechanical (lb) - Max Horz 2=116(LC 8) p g Max Uplift All uplift 100 Ib or less at joint(s) 4, 2; 3 Max Grav All reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=272(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. LOAD CASE(S) Standard N rEXR0,31,20A. T E0oo`Fye �754:35� September 15,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only vvith Mlek® 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 ii��YY■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Martinez_R (loc) I/deft. Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 848424988 MARTINF2_R . JD1 JACK 2 1 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 2-4 .>999 240 Job e e e ce o do a te0eavor homes, urovllle, UA aoabo + + r »vu s om co cu i v rvin en nmusnns mc. vveu ep w m.w.»+ cv,v rnyn , c. ID:2BosnnWrsOM9PUxIT m?WgzHVRT-yFWDWgMBIPRn2giLvzCnr5zxR82kOUCNtkdOE?ydeMA i 1.6-0 - Scale = 1:10.9 r 3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft. Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.01 2-4 >999 360 MT20 220/195 TCOL 10.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.03 2-4 .>999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL x10.0 Code IBC2012/TPI2007 (Matrix) Weight: 11 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=225/0-5-8 (min. 0-1-8), 4=38/Mechanical, 3=18/Mechanical , Max Hoa 2=61(LC 8) _ Max Uplift2=-80(LC 8), 3=-11(LC 5) Max Grav 2=225(LC 1), 4=75(LC 3), 3=21 (LC 13) FORCES (lb) -Max. Comp./Max. Ten. -A(] forces 250 (lb) or less except when shown. NOTES , 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 3. LOAD CASE(S) Standard . September 15,2016 ® WARNING - 11"iry design 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 MBekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord rrembers only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. - Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Martinez_R R48424989 MARTINEZ-FtJD2 JACK 2 1 Job Refere ce (opt! ,,.,.,,... ,.—.— .uca, um. —aep w iu:oo mio rage. ID:2BosnnWrsOM9PUx1T_m7WgzH VRT-QS4giANpgZefgGXSgjONI W5gYPBIxS W50NZmRydeM9 -1.8.0 + 3-10.8 3-11-11 1-60 3.10.8 Scale: 3/4"=1' 0 3 3-10-8 3-10-8 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) -0.01 2-4 -999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.12 Vert(TL) -0.02 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012lTP12007 (Matrix) Weight: 14 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 3=80/Mechanical, 2=271/0-5-8 (min. 0-1-8), 4=36/Mechanical Max Horz 2=88(LC 8) Max Upl'Ift3=-34(LC 8), 2-87(LC 8) Max Grav 3=80(LC 1), 2=271 (LC 1), 4=72(LC 3) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. LOAD CASE(S) Standard TE : 754'35 c r. 7 EXP 03131/201:8 September 15,2016 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M1ea connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a thus system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and thus systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. + Suite 109 Carus Heights, CA 95610 ,! dab Truss Truss Type - Qty Ply Ma nez R TCDL 10.0 Lumber Increase 1.25 BCLL 0:0 Rep Stress Incr 848424992 MARTINEZ-R. 881 ' CAL -RAFTER 2 1 TOP CHORD 2x4 DF No.18Btr *Except* WS 0.00 ' 2-4: 2x4 OF No.2 4 n/a JobReference (optional) Endeavor Homes, Croville, CA 95965 7.430 s Jul 25 2013 MTek Industries, Inc. Thu Sep 15 07:35:29 2016 Page 1 ID:2BosnnWrsOM9PUxIT m?WgzHVRT-Z?dQdEXBYBbpoykVDxsJeJdllFfgTR08h?lgFXydQaG -2-1-7 8-8-13 12-8-13 151-11 2-1-7 } 8-8-13 1 4-0-0 ' 2 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 10.0 Lumber Increase 1.25 BCLL 0:0 Rep Stress Incr NO BCDL 10.0 Code IBC2012/TP12007 LUMBER 2-4 >759 TOP CHORD 2x4 DF No.18Btr *Except* WS 0.00 ' 2-4: 2x4 OF No.2 4 CSI DEFL in (loc) I/defl L/d TC 0.86 Vert(LL) -0.08 2-4 >999 360 BC 0.00 Vert(TL) -0.14 2-4 >759 240 WS 0.00 ' Horz(TL) -0.01 4 n/a n/a (Matrix) PLATES GRIP MT20 220/195 Weight: 38 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FIn Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS All bearings 0-5-8 except Qt=length) 4=0-3-0, 5=0-2-0. (lb) Max Harz 2=192(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except 6=-355(LC 8), 2=-131 (LC 8), 4=-184(LC 8), 5=-234(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 6=1466(LC 1), 2=371 (LC 1), 4=407(LC 1), 5=877(LC 1) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp C; enclosed; MWFRS (directional); 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 355 Ib uplift at joint 6, 131 It, uplift at joint 2, 184 Ib uplift at joint 4 and 234 Ib uplift at joint 5. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joinl(s) 6, 4, 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 42 Ib up at 4-11-11, 10 Ib down and 42 Ib up at 4-11-11, 32 Ib down and 59 Ib up at 7-9-10, 20 lb down and 54 Ib up at 7-9-10, 89 Ib down and 89 Ib up at 10-7-10, 905 Ib down and 218 lb up at 13-5-9, 49 Ib up at 13-5-9, 965 Ib down and 197 Ib up at 16-3-7, and 119 Ib down and 56 Ib up at 16-3-7, and 27 Ib down and 13 Ib up at 17-7-6 on tap chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=60 Concentrated Loads (lb) Vert: 6=1 112(17=147) B=42) 8=-52(F=-20, 8=-32) 9=-89(F) 10=905(1`=1) 6 a September 15,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall aaNi • j 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 ahnays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 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 City Ply Martinez_R TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0.oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracinginstalled 848424993 1 MARTINF2_R RCI ROOF TRUSS 2 1 Max Uplift4=-71(LC 8), 2=146(1_C 8), 3=-60(LC 8) { " FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES Job efere ce )Ltio0ail 0 2-1-7 '"Z mc. vveo aep ` 40 :aa:na 4u 0 rage i ID:28osnnWrsOM9PUxIT m?WgzHVRT-uee_wVORH1hVH_rkONEFwW30xxmLUOigK267JtydeM8 58-10 8-5-13 58.10 2-9.3 Scale = 1:20.7 Id LOADING (psf) TCLL , 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 • Lumber Increase 1.25 Rep Stress Incr NO Code IBC2012/TPI2007 CSI TC 0.38 BC 0.00 WB 0.00 (Matrix) DEFL in (loc) I/defl L/d Vert(LL) -0.03 2-3 >999 360' Vert(TL) -0.05 2-3 >999 240 Horz(TL) -0.00 4 n/a n/a PLATES GRIP Weight: 15 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0.oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracinginstalled [MiTek during truss erection, in accordance with Stabilizer tallation guide. REACTIONS (Ib/size) 4=156/Mechanical, 2=332/0-8-8 (min. 0-1-8),3=139/0-1-8 (min. 0-1-8) Max Horz 2=122(LC 8) Max Uplift4=-71(LC 8), 2=146(1_C 8), 3=-60(LC 8) { " FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES 1) VVnd: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at joint 4, 146 Ib uplift at joint 2 and 60 Ib uplift at joint 3. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 7) Hahger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 42 Ib up at 4-11-11, ' 10 Ib down and 42 Ib up at 4-11-11, and 20 Ib down and 54 Ib up at 7-9-10, and 57 Ib down and 27 Ib up at 10-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 %�Q 9( Q Ot7 Uniform Loads (plf) Vert: 14=60 o `C 754'35 Concentrated Loads (Ib) Lll .0 Vert: 4=-57(B) 5=83(F=42, B=42) 6=-20(B) EXP: 03131/20'1:8 September 15,2016 , ,& WARNING - VeH1y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design 8 based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appfcability of design parameters and property incorporate this design into the overall ■ building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and 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 Hei hts CA 95610 ♦�• Q111' Job anoeavor nomes, VmVllle, VH eaeaa e.y .» rue. . ID:2BosnnWrsOM9PUxIT m?WgzHVRT-NgBM8rP32KpMv8Qwa5IUTjbOhL6aDrypZisgrKydeM7 -2-1-7 I 4-2-3 I 63-11 2-1-7 4-2-3 2-1-7 0 Scale = 1::qs116.8 Id n N Truss Truss Type Qty Ply=Jobezfe LOADING (psf) SPACING 2-0-0 CSI DEFL in 848424994 MARTINEZ-Ft RDt ROOF TRUSS 2 Vert(LL) 0.01 2-3 >999 360 TCDL 10.0 ce (optional anoeavor nomes, VmVllle, VH eaeaa e.y .» rue. . ID:2BosnnWrsOM9PUxIT m?WgzHVRT-NgBM8rP32KpMv8Qwa5IUTjbOhL6aDrypZisgrKydeM7 -2-1-7 I 4-2-3 I 63-11 2-1-7 4-2-3 2-1-7 0 Scale = 1::qs116.8 Id n N REACTIONS (Ib/size) 4=111/Mechanical, 2=308/0-8-8 (min. 0-1-8), 3=79/0-5-8 (min. 0-1-8) Max Horz 2=100(LC 8) Max Uplift4=-53(LC 8), 2=147(1_C 8), 3=-34(LC 5) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. " NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for.truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 4, 147 Ib uplift at joint 2 and 34 Ib uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 42 Ib up at 4-11-11, and 10 Ib down and 42 Ib up at 4-11-11, and 80 Ib down and 34 Ib up at 7-9-10 On top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60 Concentrated Loads (lb) Vert: 4=-80(F) 5=83(F=42, B=42) s TEODp��c,L `C 75435; m EXP: 03/31/20`1:8 rFOF CA1 �F September 15,2016 ® WARNING - Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with M-Teke connectors. This design Is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 M iT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane ,. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hel hts CA 95610 63-11 6-3-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) 0.01 2-3 >999 360 TCDL 10.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.01 2-3 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix) Weight: 12 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer stallation guide. REACTIONS (Ib/size) 4=111/Mechanical, 2=308/0-8-8 (min. 0-1-8), 3=79/0-5-8 (min. 0-1-8) Max Horz 2=100(LC 8) Max Uplift4=-53(LC 8), 2=147(1_C 8), 3=-34(LC 5) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. " NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 3) Refer to girder(s) for.truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint 4, 147 Ib uplift at joint 2 and 34 Ib uplift at joint 3. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 42 Ib up at 4-11-11, and 10 Ib down and 42 Ib up at 4-11-11, and 80 Ib down and 34 Ib up at 7-9-10 On top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60 Concentrated Loads (lb) Vert: 4=-80(F) 5=83(F=42, B=42) s TEODp��c,L `C 75435; m EXP: 03/31/20`1:8 rFOF CA1 �F September 15,2016 ® WARNING - Verilydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. R Design valid for use only with M-Teke connectors. This design Is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 M iT®k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane ,. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hel hts CA 95610 V. Job Truss _7 Truss Type Qty Ply Man nez_R Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 848424995 MARTINFZ_R Sit JACK >999 i MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 Job Reference o t'o al t.4JU s JUI zo zuij ml l eK Inausines, Inc. Wea sep 14 10:00:W 2Vlb rage 1 I D:2BosnnWrsOM9PUxIT_m?WgzHVRT-NgBMBrP32KpMv8Qwa51UTjbsgL65DrypZisgrKydeM7 -1-6-0 } 1-11-11 1-6-0 1-11-11 3 f1; d Scale = 1:10.9 LOADING (pso SPACING 2-0-0 CSI - DEFL in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.12 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL . 10.0 Code ISC2012rrP12007 (Matrix) - Weight: 8 Ib FT = 20% LUMBER TOP CHORD 2x4'DF No.2 BOT CHORD 2x4 OF No.2 BRACING TOP CHORD BOTCHORD REACTIONS (Ib/size) 2=206/0-5-8 (min. 0-1-8), 4=19/0-5-8 (min. 0-1-8), 3=18/Mechanical Max Horz 2=61 (LC 8) Max Uplift2=-88(LC 8), 3=11(LC 5) Max Grav 2=206(LC 1), 4=38(LC 3), 3=21(LC 13). FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-11-11 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 Ib uplift at joint 2 and 11 Ib uplift at joint 3. LOAD CASE(S) Standard M C 75435 *\ EXPA313112018 1* September 15,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with M7el® 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 verily the applicability of design parameters and properly incorporate this design into the overall ago building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MITBk• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Martinez_R (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase R4B424998 I MARTINF2_R SJ2 JACK 5 1 Lumber Increase 1.25 BC 0.03_ Vert(TL) -0.00 2-4 >999 240 Job Refee ce o t'o a 8 v oeP . io.a¢av m w rage r ID:2BosnnWrsOM9PUxIT m?WgzHVRT-NgBM8rP32KpMv8Qwa51UTjbRYL65DrypZisgrKydeM7 •1-6.0 I 2-0-0 I 3-11-11 I 1-8-0 2-0-0 1.11.11 3 2-0-0 22.0.0 Scale: 3/4"=1' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.00 2 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.25 BC 0.03_ Vert(TL) -0.00 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) Weight: 11 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In,guide. REACTIONS (Ib/size) 3=92/Mechanical, 2=242/0-5-8 (min. 0-1-8),4=19/Mechanical, Max Harz 2=88(LC 8) Max Uplift3=-39(LC 8), 2-86(LC 8) Max Grav 3=92(LC 1), 2=242(LC 1), 4=38(LC 3) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; enclosed; MWFRS (directional); 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 nonconcurrent 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 Ib uplift at joint 3 and 86 Ib uplift at joint 2. LOAD CASE(S) Standard D TEOo w C 754.35, EXP: 03/31/20`1:8 September 15,2016 A INARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11 -7473 ,.y. 10/03/2015 BEFORE USE. Design valid for use only with M7ek8connectors. 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 appllcabirity of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damcge. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 2231:!. Suite 109 Citrus Heights, CA 95610 �s Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION s " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 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 I. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. See BCSI. �� �' /16 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For lateral themselves T 4 CA WEBS c2o O,p ,� p 5 3 �y' 3 wide truss spacing, individual braces may require bracing, or alternative Tor I bracing should be considered. 2 O 3. Never exceed the design loading shown and never a° U CL stack materials on inadequately braced trusses. 0 EL 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 C6.7 CS6 ~ designer, erection supervisor, property owner and plates 0-'Aa' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction Of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. 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-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION - _ 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless othervAse noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek@ All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. _ _ ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: BuildingComponent Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI I Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 383 Rio Lindo Ave, Chico, CA 95926 p. (530) 592-4407 www.summitchico.com RECEIVED JAN 12 2017 TRB AND ASSOCIATES Structural Calculations For: 1316-2859 .026-114-01.2 1310 1)1,'(-'27, 2016 11CA Client, Dorm Lord V 2� 0',1201:k Reggie Martinez Residence GOpeG e Address: �7 J/ Baldwin Ave, Palermo, G C � (APN:026-114-012) �'��� "I S111) (1924) GI a It (440) (:.ON" (288) o°) h 2 REVIEWED FOR CODE COMPLIANCE MAR 0 9 2017 TRB AND ASSOCIATES Note, Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the standards, sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this p set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the latest edition of the California Building Code, and local building department standards. Ui1 I ' i ' STRUCTURAL NOTES 1.'GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN)15 RESPONSIBLE F'ORT14E STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL. CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION 15 IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT' APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUTTHE WRITTEN APPROVAL FROM THE ENGINEER, THEN TIME ENGINEER WILL ASSUME. NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENTTHE FINISHED STRUCTURE, AND, UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE CONTRACTOR 15 RESPONSIBLE FOR THE METHOD OF CONSTRUC"TION, AND SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS. AND THE STRUCTURE. DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETCETERA, D} IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED A5 EXISTING MUST BE FIELD VERIFIED BY THE CON'I'RACI'OR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE: ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR -1-0 THE REVIEW OF THE ENGINEER. F) ALL WATER PROOFING AND FLASHING IROOF.S, FOUNDATIONS, GARAGE FLOORS, ETC.. .1 IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHTTO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. 0) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FROSTUNE, E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL, F) ALI. FINISHED GRADE SHALL SLOPE A'1_ A MINIMUM SLOPE" OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS, H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBS'IANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. 1) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE. TO DRAIN TO DAYLIGH F, J} FOR FOOTINGS PLACED ON OR ADJACENT' TO SLOPES, A GEOTECIINICAL ENGINEER MUSTAPPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF TFIE 2013 CDC. THIS ENGINEER SHALL NOTBT: LIABLE:: FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1.808 OF THL 2013 CBC, 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM 'FO ASTM C-150 AND SHALL BE TYPE. II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO AST'1`v1 C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227,289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO *THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE. SHALL BE PER THE CONTRACTOR, SUMMIT STRUCTURAL. DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH 113 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH 113 AT 15" E.W. ABOVE MID-DEPI'IFI OF SLAB, OR 6X6 WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. G) SAW -CUT TOP'' ' OF SLAB FOR CRACK CONTROL AT INTERVALS NOTTO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'•0" WHERE SLAB IS UN -REINFORCED. I) REINFORCEMENT COVER SHALL. BE AS FOLLOWS: CONCRETE C.451 AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEA'T'HER EXPOSURE: 05 BARS AND SMALLER: 1 A" iib BARS AND LARGER. 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 14" 1) REINFORCEMENT SFIALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.Q, AND LAPTOP BARS, PLACED ABOVE. 12" OF CONCRETE OR MORE: 80 BAR DIAMETERS U.N.U. K) 05 AND LARGER REBAR SHALL NOT BE. RE-BENT, U ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT, m 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: !S" APA RATED 32/1.6 EXPOSURE 1, STRUCTURAL. SHEATHING WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL. WITH 8d AT 6" O.C, EDGE, 12." O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: 'b" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING; STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.C: FIELD, GLUE AND NAIL TO AL1. SUPPORTS. PROVIDE 1/8" GAP A'T ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE. -LAMS: GLUE. -LAMS SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF 8=:1600' U.N.O. GL.UEAAMS EXPOSED TO WEATHER MUST BE RATED FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENOS SHALL BE PROVIDED BYTHE CONTRACTOR TO PREVENT DECAY, GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICAT'OR'S 511011 IN ACCORDANCE WITH CBC 2303.1.3, AITCA190A AND ASTM 0 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED 'FO THE FIELD INSPECTOR PRIOR TD COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CDC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS. PSL'.S (PARALLEL STRAND LUMBER} SHALL HAVE FB = 3100 PSI & FV= 290 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481. D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE'TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X .229" THICK PLATE WASHERS LOCATED AT 6"-0" U.C. MAX. WITH ONE BOLT LOCATED V-0" MAXIMUM AND (7) BOLT DIAMETERS MINIMUM FROM EACH END OF EACH PIECE. THE EDGE OF THE SILL PLATE WASHER SHALL BE LOCATED A" MAXIMUM FROM FACE OF WALL SHEATHING. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL. LINO PER PLANS AND DETAILS, E.) FRAMING LUMBER: ALL. FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W,W.P.A. OR W.C.L.1.8, AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE.STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DFA III U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -102 U.N.O. 4, 2XJOLSTS SHALL BE DF -L 42 U.N.O. 5, CONCEALED BEAMS SHALL BE DFL (12 6. EXPOSED BEAMS SHALL BE DFA ill APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F•) NAILS: ALL NAILS SHALT. BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GAL.VANIZE0, G.) BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WIT'HOU'T EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALI. HOLES FILLED WITH RECOMMENDED FASTENERS L) ALL. METAL FASTENERS IN CONTACTWITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY'THE MANUFACTURER TO RESIST' CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS:. MANUFACTURED I JOISTS (SUCH AS TRUSS JOISTS) SHALL BE. INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER S'TRT.ND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 V LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). 6.2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL. BE PER 2013 CBC TABLE 2304.9.1. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPF..CIFIEO IN Tt•IESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION, C.) SHRINKAGE: CARTSHALL BETAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEADTO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR 51-IALLTAKE ALI. MEASURES NECESSARY TO PROTECT FRAMING FROMTHE EFFECT'S OF SHRINKAGE. 63 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT' UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER WITH 16d NAILS AT 6" O.C., T&B U.N.O. B.) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS -RUNNING PARALLEL TO JOISTSPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED, ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR, OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC... C.) BLOCKING: PROVIDE SOLID BLOCKING IN JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATER THAN 10'-0" z 3 6.4 POSTS/TRIMMERS A.) SUPPORT: SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LE.VEIS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. 0.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6.5 WALL FRAMING A.) DOUBLE TOP PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD 13F.ARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O, WHERE SPLICE IS INTERRUPTED; USE ST6224 STRAP U.N,O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HIIJI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE AND INSTALLATION PER MANUFACTURERS RECOMMENDATIONS AND CURRENTICC REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUTSTUDS TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED. STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED 'FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE. NOTE 6-'1 M FOR SILL AND ANCHOR DOLT SPECIFICATIONS, G,) WALL FRAMING RECEIVING NAILING AT.3" O.C. OR LESS SHALL BE 3X NOMINAL UNO PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL. BE DRILLED 1%16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD, Cl) ALL BOLTS AND LAG SCREWS SHALL BE TIGHTENED UPON INSTALLATION AND RF. -TIGH'T'ENED BEFORE CLOSING IN OR AT' COMPLETION OF JOB, D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT' DIPPED GALVANIZED, 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALT. BE DESIGNED BY THE TRUSS FABRICATOR PER THF REQUIREMENTS OF THE ARCHITECTURAL AND STRUCTURAL DRAWINGS AND CDC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE. OF MEMBERS, AND CONNECTION DETAILS, STAMPED AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO SUBMITTAL FOR PERMIT AND PRIOR TOTRUSS FABRICATION. C) MINIMUM TRUSS DESIGN LOADS.- TOP OADS:TOP CHORD LIVE LOAD 20 PSF REDUCIBLE TOP CHORD DEAD LOAD 1.0 PSF BOTTOM CHORD DEAD LOAD 10 PSF BOTTOM CHORD LIVE LOAD 10PSF (NON -CONCURRENT WITH TOP CHORD LIVE LOAD) TOTAL LOAD 40 PSF UPLIFT LOAD AS REQUIRED BY THE 2013 CDC 0) 'TRUSS BRIDGING SHALL BE AS REQUIRED AND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY APPROVALS FROM TIME PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION, F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CDC. CHAPTER 16, DIVISIONS 1, II, III; AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D D) WIND SPEED: 110 MPH EXP C r V SUMMIT STRUCTURAL DESIGN ENGINEER: /� wwwsuminilchico.com DATE: DESIGN OF,r�� 2 y i 1 � �. � � • 'lam. �. a •..^ ,.� r � - �=' 1 cxo r�. 2 s 0 , a Glf ter. � .,1- ('20�sn) 2 -7. �j 4-0 1 C)5 ,�5s ' _ r } a i • t i s a PROJECT- I % ' � 1 � ��� PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER:_ A www.summitchico.com DATE: � I DESIGN OF i..c�—i�C, 1 .i ee, 1-c c�L.k "» G)- (c.Z1,c Li Q „f. \ 61, ' P 6= oz t t� a 1�1 E Summit Structural Design Project: Engineer: Page: Date: Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) Conditions: i(O 1. Simple Diaphragm 2. Low-rise 3. Enclosed I,�� .f 4. Regular Shaped �I 5. Not Flexible 6. Not Subject to: CASE a) across wind loading b) vortex shedding c) instability (gallup/ilutter) d) channeling effect e) bUfleling (upwind obstructions) 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof d 450 8. Exempt From,rorsional Load Cases Indicated in Note 5 of Fig. 28.4-1, or the Torsional Load Cases do not Control the Design: (1) story and hd30 It. or CASE fig'<Q (2) story max and light framed or (2) story max and flex, diaphragm L= 62 Long. Bldg. Dim. (ft) 2aL= 7.2 ft. T= 50 Transv. Bldg. Dim. (ft) 2aT= 7.2 ft. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.6 Load Combination Factor A= 1.21 Adjustment Factor K,l= 1 Topographic Factor Adjustment Factor for Bldg Height and h= 9 Mean Roof Height (ft) Exposure,A O= 25 Closest Roof Angle Mean Roof Exposure (5". 100, 1 50,200,250,or 300) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1 1.29 1.55 A-110 13.94 17.50 9.60 25 1 1.35 1.61 - B-110 2.83 4.80 30 1 1.4 1.66 C-1 10 9.22 12.63 9.60 35 1.05 1.45 1.7 - D-110 2.90 4.80 40 -1.09 1.49 1,74 E-110 -16.77 -7.77 -14.45 45 1.12 1.53 1.78 F-110 -9.51 -10.60 __>-< 50 1.16 1 1.56 1.81 G-110 -11.62 -5.59 -12.34 55 1 1.19 1 1.59 1.84 H-110 -7.33 -8.49 I 2)0 ENGINEER:_ SUMMIT STRUCTURAL DESIGN www, surrimitcllico. Corr? DESIGN OF `..._. c.:,e . )—cam c ,� �/ C 4._ PAGE: 1. DATE: C �? -544 k -) 22(.n- �6 b9 t) �1 PROJECT.- �� -ZVI ���' SUMMIT STRUCTURAL DESIGN PAGE. � ENGINEER: www.summitchico.co ri DATE: DESIGN OF L ck �, .t Loc }-,/ V---, )- I?c�13Ai—) L 4 `•1 �.nv ;` �i�.� {41r�� sys tIt`La+rl «i) 11 t +: .1 1m dWi , 6/31/201ry • Design Maps Summary Rejxxl iZ?l1SGS Design Maps Summary Report User -Specified Input Building Code Reference Document 2012/201.5 International Building Code (whiCh utilizes iiSGS hazard'data ,.iva lal)l0 in 2008J Site Coordinates 39.4360N, 121.55°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III �� E _ x- -� "� #.`,ter` r,;! fit.• r s�, �- ..' AroVilla•i f,,.. �' }:fid, ,+ 4 a kt TA VY "tom?.�pY nir kap vrdei ' ��� r >x`I :atw- r1 +•� 1 ;� '' r ?• t � �• �'t rpt rr s i e �'t� a -:. 4(( 4 1 git��y,' _ { �{ i � X.zyi���:}:,yt �`. � y 41 mld USGS-Provided Output SS = 0.583 g SI, = 0.260 g S«,.5= 0.777q SOS= 0.518g SM, = 0.488 g Sol = 0.325 g For information on how the SS and S.I. 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 0.72 0.64 0.56 0.49 0.32 0,24 OIG 0.09 MCEq Response Spectrum 0.00 a---f--F-1-I 0,00 0.30 0.40 O.GO 0.90 1,00 1.20 1,40 1 G0 1,90 2.00 Period, T (sec) 0.54 0.:19 0 42 0.3G 0.20 0.19 0.12 0.06 Design Response Spectrum 0.00 •i--+ ---i-- i 0.00 0,20 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.90 2,00 Period, T (sec) Irhough thtS Information I5 a prodt1Ct Of th0 U.S. Geolockal Survey, we pr0vIdQ`np Vvarr'Ont'y., Or irnphed, its to the «. occurar.� Ii rhe data cank�lined l:hertyiri.'i"itis aril i � t s not a substitute for te;ch!ticai knoll(oe. 10 httpJlehp2-e7rthqurikt.wr.usys,gov/dcsignrnapsit.islsu!nmary.plip7terriplaie-n'linimal&iatilt.isle=39.436Rionclitucle--121,S5&silet 13ss=3&riskcategory=O&edilirnt 11'I Summit Structural Design Project: Page: Engineer: Date: 9/1/2016 Design of: Seismic Load Development (ASCE 7=10) Seismic Design Category D Ss 0.583 Mapped 0.2 sec spectral response Occupancy 2 S1 0,26 Mapped i sec spectral response I t Site Class! D • In accordance with Ch 20. TL 16 SMS 0.78 Max Considered EQ SM1 0.49 Max Considered EQ SDS 0.518 Design Spectral Response (0.2 Sec) SD1 0.325 Design Spectral Response (1.0 Sec) System light Famed Shear wads • R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08 12.8-2 Max Cs 0.48 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x 0.75 Ta 0.10 Cu 1.4 Max T 0.15 No limit for drill Use T 0.10 Alt Ss 0.583 Ss may be 1.5 it 5 stories and regular V= 0.080 'W Height to Roof (hn) = 9 it V= 7.6 k Vert Dist Exp. (k) 1 PROJECT. 2 SUMMIT STRUCTURAL DESIGN ENGINEER: A J WWW. SUMMitChiCO. con) tm Woo DESIGN OF Lo4cf CX I I. Co-"� � vy) A�' rJ �-i FS A. (-T2 : -7 -1 PAGE: \ ? DATE: db/ / 1(4:5 1 -- 2 -7 k t 14b c� k4`9 1 2 i3 Summit Structural Design Shear Wall Design Program Project: Location: Panel Thickness 3/8 • Panel Orientation Short Dimension Across Studs • Nail Type Ad • Anchor Bold Diam. 112 • Stud Spacing 16 in o.c. Spec Grav Of Framing .._ _0,5..., Spec Grav Of Framing C -D; C -C, Ar -&PA NDS • Fnd Sill Plate Grade DF -L • AB in 2X Sill 620 AB in 3X Sill 730 Split -Anchorage Date: 9/1/16 Units (UNO): lbs, in Reduced inaex # Nan wall Len in uiam tmbea Ga Nubvaiue value 1 10d 3 0.148 1.50 0.84 118 i 100 ................................................:................................................ 2 3.25 0.148 ... ... 1.75 ,.i ................ 99 118 t 16 1 ..............................................................:........................... 3 16d 3.5 �..........................; 0.162 ............. ...........................0 2.00 ..i,.. 1.00 ........... .. .. ...... ..... ...... 141 ;........ ..1 ....... .. .. 141 ..............I........ 4 .......................j...........................;.........................•..........................;........................;..................................................... ...........................�......0.192..... 20d 4 r.......2.50............................. 14.2..... 1.00 ............1.70......... ............. ... 5 30d 4.5 0.207 ...00 1.00 .. ...... 18G ... ... .. ..,.. ..... 8 1/4" Screw 0.25 _ 1.00 220 220........ .......... ........ 3/8" Screw ..........................:................................................... 0.375 3.00 1.00 400 i 400 8 ..........e A35 .............................................i......,.........................................i........................ .........A34 NG 1.52 44; Note 1 r.........................:..........................r.......• i...........................b 4. 50 .. ... 9 3.6 ........,.....i..... Note 2 8 7.1 ....... i ........... ... 365 Shear W.-ail_t7esign Edge Nail Alowable SW Joint Fastening SW Joint Fastening AB Spacing (ft) Load Fastener Cond A Cond B Fastener Cond A Cond B 2X Sill 3X Sill 6 ..... 260 2 _ ......5,3...... 7.1 0 8 20.8 0 3.17 3.73 4., ':.'...3'JO...:. :....2........ ..j..........2...,.. _ .......0....... a...... 15.4..... 0,....... .......36.. ....2.77... 4, Note 1 _.. 380 .. 4,9..... 0....... :........................:........................:.........................................,............:....................,..:...... 8...... 14.2..... _ ..........o........ 1.09..: 2.56.... 3, Note 1 49 0 ` 2 3,8 0 8 11 .0 0 0.84 . 1.98 2. Note 1; 640 1 22 9 0 8 8.4 0 NG 1.52 44; Note 1 r.........................:..........................r.......• 760 4 i 3.6 ........,.....i..... Note 2 8 7.1 Note 2 NG- .2t3 33, Nole 1 .................... q.........................y..............,.,..........;.......................p........................,........................,...........................f............................ 980 i 4 2.8 ...... ........ Note 2 .......;............. 9 • ...................:. 4.5 .... Note 2 fVG 0.99 ,....................... 22, Note 1 1280 Note 2 i 9 3.4 ...... Note 2 ..... NG 0.76 1. Use 3X framing at adjacent panel edges and stagger nailing 2. Condition B fastening is the same as for single sided shear wall with sande edge nailing Summit Structural Design Project: Engineer: Desian of: Shear Wall Framing Light Framed Sheathed Shear Walls Resis-tive. A8.5 $01... Lateral Wall Attachment Attachm.en.t Load Load . Leng.th L.englti Length Load/.ft Edge.Nail _W_aILU e Case {lust (.ft) illi .lblft.)(.in-.) A Wind 3 344 3:50 3.50 : 3.50 98 6" Seismic 607 t , r.. 173 6" B ...................:.....:.............•.......",...,..._...,.......,.....•....::.:.,................:...........•...•..,.......•.....,.•.......................•........•....:,.• Wind 1832 8.00 8.00 8.00 ..,........... 229 i 6" I................ Seismic 2138 r t 267 .......................f C Wind 2267 8.00 8.00 8.00 283 4"* . Seismic 2145 268 i 4"* D I Wind 898 s 6.00 ................•..•....•............... 6.00 q....,.......... 6.00 150 6" Seismic 538 It ' ..•1..,.......•...,....... •....•.., 90 . ,.. ........................� 6" 1 1 Wind 1735 a 8.00 8.00 •: 8.00 6" ..........:...............................:..........................................................•......:.................t..............:...,:.........................1.•.............r...................:........., ' Seismic ? 1669 j 209 1 6" it 2 Wind `:•:. 3096 16.00 16.00 16.00 194 R 6" .....................,.•........................;...............................;...._......,.:....,...........,.............,......:..... Seismic 2549 ' ...... ` ............................................................... 159 •........................ 6" 3 Wind t 1298 I 8.00 8.00 i 8.00 ` 162 6.. Seismic 1211 Y. 151 6" Summit Structural Design Project: Engineer: ` Design oC Shear Wall Stability - Overturning - : ' (+ =, uplift) 4A.er_all R-esiw e OraNdly. 03 OT Bigg in.g Net ' Load Length Length Load • He.i.ght Mo.me.nt Mwi.en.t MI.D. I all.Une _ Case (ft). (it). .1.bat .Lt.11:,1b. •tt..l.b . 0 b ' A I Wind 1 3.50 3.50 200 1 9 I 3096 1 1225 ��651;,"" .........................._...;...:.........,.........................,...............:........,.......,.......................t.....,.........................i ` Seismic ................, ..,...........,........... 5463 _.............. 1225 i , c , '+ 146r:.Lk r : 6 I :.:.... .................................................... 00 Wind 4.00 4.*j 200 9 I 8244 1 G00 ' r , t i gqj 17 �. Seismic ........ ......... <.............................. 9621 # 1600 nrh 045, °+ i' C ? ..:......................................................:................._..............._., Wind j 4 00 4.00 ': 200 9 10202 1G00 rR 284���' Seismic ' ........ .............. ,... ...... 9653 1600 � r'' ' D' i .......... ...................... ............ E Wind ............. .......1,................ 3.00 .,.....,....,. ............. 3 3.00 200 ? .. 9 4041 +1 y� Seismic j T.. ...........,....... ......................... ` 2411 900 ktw4h r Low Jl E pWu. 1 W ............... 4.00 .c.... .......>.. .. .......................... ......................,... Seismic i 7511 s 1600 ` 2 I Wind 8,00 8.00 200 9 13932} 6400 =° p 1 1 2 _. ..............................` ......... ............,................. , Seismic 1 ..........,............,............,..... ,11471 6400,, ..3 - ,... ........ . 4 ,00.................>..,....00...y...........2...,.,.0... 160 9.. 1N 94Y'7y ,Wind Seismic :,.,...... ......... ......,..., ....5.841. .................. ..�.. ........ .. ......,..,. 5450 1600�wu1.0.02? PROJECT: C�1 SUMMIT STRUCTURAL DESIGN PAGE: ENGINEER: www.summitchico.coin DATE; o V DESIGN! OF L co AS) PROJECT: 20) 0 ENGINEER. A DESIGN OF L._c, I PAGE- SUMMIT STRUCTURAL DESIGN I- www.summitchico.coin DATE: L. cam' 01 Cir -o ca L -r° PROJECT. I _.C� PAGE: SUMMIT STRUCTURAL DESIGN ENGINEER: / \ �� _ www.summitchico.com DATE:_._, DESIGN OF��;- 11c) PROJ,-C7-,- qSUMMIT STRUCTURAL DESIGN PAGE: 'ENGINEER: A-1 www.sumlVilchicoxom DATE: DESIGN OF \OCGVV\ S } c is Z o 2-7x-0..7 Dr Cc, cc- 2 PROJECT: 160 r�JL.,J �� PAGE: 2.0 -"~ SUMMIT STRUCTURAL DESIGN t ENGINEER: A u__ www.summitchlco.coal DATE: DESIGN OF 2 Z: 20 wo 40a b . - o60 t J E 1 WoodWorkso fol"I"AAAl j;0;T ivn0k) OPSIGN. COMPANY PROJECT Sop 2. 2016'11 111 16,290 B1 Design Check Calculation Shoot WoodWorks Size, 10 1 Loads Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) '151.1 G.- .. .. . ....... ------- I, F Liv,, Rel cap.c. t 4 Ali a.1 r L Glulam-Unbal., West Specles, 24F -V4 DF, 3.1/8"xlD-1/2" I laminations. 3-i /8" maximum width, Supports All -Tirriber-solfl Boom. U,Fir-L No 2 Total!engih W -i G" Laloral support. top -'al supports, boiton)- at supports. Analvsis vs. Allowable Stress (osil and Deflection (InI —i— tine *ni7. �:r It r ket, I t.- r 1 4 Additional Data: 11m Cl CL vV F.' J: u I, r C NIte"s CnlC:Vr 1'::" i.ft:; i'0 '0 -' '4. 1 00 1,00 lZI:`1 2400 -Ili 1,Q4 I . �-'v S') !>1)',,: [.'i t;!uv azo Pit i 11111: I CRITICAL LOAD COMBINATIONS' U,Ildi rq1, lfdd I-zlir. I— :A A:I Anil CALCULATIONS -it [:yr, win-I,r. '."et &�r! .,.W Design Notes: 2 Please verity that the default deflection Jonas are approprinto lot your spobcalion I I WoOdWorks analysis and closign are in actordance with the ICC Inletrialional Budding Coos, flUC 2012b the Nal oral Design Soac licalion (NOS 2012), and No. Dosian Supplement 3 Glularri design values are for Motorists Conforming to ANSI 1172010 and menufaclurod in accordance wah ANSI A19�31-2007 4 GLULAM bxd - actual breewh x actual depth 5 Glulant Gearns snail be laterally supponotj aC0)rdj,jq 10 1110 provisions of NUS Clauso 3.3 3 6 GLU1.41,11 bearing length 06SW on smaller of Fcp(lonsion) rcp(*ornp'r%) WoodWorks' COMPANY PROJECT 401ieIW! 00 OPW.V ',Go 2 2,016 1 1 n5 16.22)02 Design Check 'Calculation Sheet WoodWorks Sizer 10 1 I Loads: Load Type 0l!5Lr'jmq !all 1 %6'd 1-f) tunt -I QI I t", Hoare Start 'r.nd hoO I UL 1100,11 ,1 Arca R ooll U Hoof 1 t ve 111, nill Area :4.0u):IF 4.00) Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 22- Unf Ltited : Roof !,%",* )ZI — 9L i) r r r1q: •ret,al a .. . . ...... C, Oil ri tL9cG3 SUP # . r. eq d 13 cl)1 00 in Cb rein 1,00 Timber -soft, D.Fir-L, No.2, 6x8 (5-112"0.114") Supports; All . Timber -sob Open); D.Fir-L No 2 'roial lenqill, W-1 0", Lateral support; top= at supports. Dottorn= at supports Analysis vs. Allowable Stress (osl) and Deflection (in) —in. Pjnq,)nii - Additional Data: ;'AC . FGR';: VE (pmtcr, C4 V t. Fv 0 CRIT iCAL LOAD COMBINA OONS. $hecil. : '-C r2 , D, Lr , ',' - .hand i Ilk) t,.}! IX u2 S;.Lt., K - 41;"U h'� - I 00 r I -ct toll: i1c b2 0-1.r !."l W .2 WI%ol. t i 0-�Iea'j W'I , wavi, All Ws am liliraj In Lht Anijyt!3 ouctnir W.d plScl: 7 -to i 18C 201: CALCULATIONS Deflecticill EI - 227e06 "Ll,v jmlt.ct: L cql CYam .41 nor -dead 106(la (110' -Ind. Anot.j 1.51)(Ve4d L.060 Di"Clectivn) f Live L'060 tmrlectjon. Design Notes: Woodwork,-; Analysis and dosiqn are in acc4fdanco will the [CC Intemallonai Oullcifing Code (IOC 2012) file National Desipti Spetification iNOS 2012). and NOS Design Supplement Please verily that tire default dellettion Ilinlis Are npprolminte to, your applicalion 3 Sawn lurritier pending nlemoors, shall bo laterally supported n=rUing to the provisions of NOS Clause 4 4, 1, •ret,al a .. . . ...... C, Oil ri tL9cG3 Additional Data: ;'AC . FGR';: VE (pmtcr, C4 V t. Fv 0 CRIT iCAL LOAD COMBINA OONS. $hecil. : '-C r2 , D, Lr , ',' - .hand i Ilk) t,.}! IX u2 S;.Lt., K - 41;"U h'� - I 00 r I -ct toll: i1c b2 0-1.r !."l W .2 WI%ol. t i 0-�Iea'j W'I , wavi, All Ws am liliraj In Lht Anijyt!3 ouctnir W.d plScl: 7 -to i 18C 201: CALCULATIONS Deflecticill EI - 227e06 "Ll,v jmlt.ct: L cql CYam .41 nor -dead 106(la (110' -Ind. Anot.j 1.51)(Ve4d L.060 Di"Clectivn) f Live L'060 tmrlectjon. Design Notes: Woodwork,-; Analysis and dosiqn are in acc4fdanco will the [CC Intemallonai Oullcifing Code (IOC 2012) file National Desipti Spetification iNOS 2012). and NOS Design Supplement Please verily that tire default dellettion Ilinlis Are npprolminte to, your applicalion 3 Sawn lurritier pending nlemoors, shall bo laterally supported n=rUing to the provisions of NOS Clause 4 4, 1, Design Check Calculation Sheet Wooriworits Saw 10.1 Loads ypl COMPANY PROJECI n ift! WoodWo r k s it Q 111WIi—pl, PON »fjw) of Ilf.a Sop 2 2016 11 48 16.2110 H3 Design Check Calculation Sheet Wooriworits Saw 10.1 Loads Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) I- an ypl nls n ift! N59r1.1 f,liS1H .......... it Q End I I AT -A U }ul. elraai Aji 4 Ve s 'S Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) I- an 51 I nls .......... it Q L U Aji 4 Ve s Be a ii, Siivflor u.94 L,)Oa sorb 0 MAP !V.q') Timber -soft, D,Flr-L, No.2. 6x8 (5.1J2"x7-V4") Supports. All - I'irriber-soft Boarn, 0 FIr-L No:2 Total length. 6-1 1'-. I-016tAl SWPP0111 too= at supports, bottom- at supports Analvsis vs. Allowable Stress (osil and Deflection lint mn-z -)nij - rr.u,.rion Anal -,III Value- nls L U Additional Data: en LCa fW '11 CRITICAL LOAD COMSINATIONS. 'if , iok)i W it? [,l.': V 1fol I. Y dull'j'. 4 �11 los fie 9:,j - ' LC 4 Lr: it ?A� lba-f� n i - 42 r fir.:' 5 C t ; >it: Lf, I), I, I I ive- V W2 a I)- Lt I t=l ' '�o 5—w'rw R—InA S Are il,nrod ir. rhy Aa*iyf)tb -op-i". na I. CALCULATIONS at! riun-cloA'j T� ',iE .-,Jtwrim Z.1wVoitJ Design Notes: 'woodworks analysis and design are It, accoroarica with the ICC International quildttig Cotto (IDC 2012), the National Design Speclf,crfl+on (Nos 201 2), and NOS Design Soppitimet'll 2 Please verity that the default dollovion firitits are appioprinto for your application 3 Sawn lumber bending mernbon; shmil be laterally supported according 10 the provisions of NDS CIBUS0 4 4 1 COMPANY PROJECT ! WoodWorks("sga"loon OFTldr Sop 2. 201G 11.50 16.29004 Design Check Calculation Sheet woodworks 5fzar, 10 1 Loads: I e, csrt Typ,t Uistributifm Pat- i.u4nt ir>n iri:i Y,ayn9 Socio UnIA ..._._._....._ ........__.__. ._._...._� tetra 9c„ri P. rai i'nrr r.rri .•1,.-ri,' '„ PC, nt - 937 !,v0 - t W..vnm T+b'.1 l.ou 1 slipports 306 5,00 2 Maximum Reactions (lbs), Bearing Capacities (Ibs) and Bearing Lengths (In) 9, Yti ( Dead ll.)Or t.I vo Fecroredt 10.12 IFi:2 L -k -e: j1, 44. u» A1,t:J5it•:,•-,:.d!: ,'ocnl 72L:i ..._._._....._ ........__.__. ._._...._� beoring: Its i. 1•l. ... „ .•1,.-ri,' '„ Cupacl - 937 !,v0 - t W..vnm T+b'.1 l.ou 1 slipports 306 5,00 2 Ana'. J Do t.,ql ' n¢an S .'10 5u;ttwet 0.74 ^eri .;aa.h l:r!latiu,a: Lf.' w2 r• -L, (13va7 til • [,. i,r .tare: :,•Coati L rviv $«7nbe x h«Mati I-•Impalt Lr-rCnr It,,*!.. .'.:nr, En: X,y?r'.1 k«PettilgUxka tih a. u• i , :.req t;`Wvirterl+;lst rzcr 7-:V CALCULATIONS Thribor-soft, O.Fir•L, No.2, 602 (5.112•'x11.114” ) Suppons Ail • rlr.1no,--.oll Oona 1> Fu -t No 2. T'olai longe+ B'-1 9" ; 1 ate!Fil rliowit tuts- et suti mns notlom- al stmpons ! Analysis vs. Allowable Stress (psil and Deflection fins u,unn mos zh12. Cl:t v for Abdl el -e Value L -k -e: j1, 44. u» A1,t:J5it•:,•-,:.d!: FA, Tr1$. r.,E InsI F`0 CN Ct C1. CF �. L'1 S.'r. ;,C0 '=C,td,nj Its i. 1•l. ... „ .•1,.-ri,' '„ L i:!,•t �(. - 937 !,v0 - t rcR' 425 LOC - ., 1.00 l.ou 1 Additional Data: FA, Tr1$. r.,E InsI F`0 CN Ct C1. CF [rt: +:r ctit L'1 S.'r. ;,C0 I,001.0111.00- - - - 1.V0 I.nV t.OQ 2 Fl, 0'7 =, 1.00 1.00 1.011 t�.. 974 1.0. 1,4,1 I.OQ l.•10 !,v0 - t rcR' 425 LOC - ., 1.00 l.ou 1 E' 1.3 m11i'.on 1.00 1.00 - - - S.Ot) 5,00 2 Ent it 0.47 tel 11 ionor, Do I. t.,ql I.Qy CRITICAL LOAD COMBINATIONS Shaer IX 4,*. « It'Lor, V « Jw12, V deetgn iinndinq,+�: LC M2 1k. Lr, M - 6b.", SI'A - ft l:r!latiu,a: Lf.' w2 r• -L, (13va7 til • [,. i,r .tare: :,•Coati L rviv $«7nbe x h«Mati I-•Impalt Lr-rCnr It,,*!.. .'.:nr, En: X,y?r'.1 k«PettilgUxka All ';'are tiat.rd to the Ar,etyete •utp,-, :.req t;`Wvirterl+;lst rzcr 7-:V CALCULATIONS n, :r.,r '•, en ;;et rat [r• � 1 Design Notes: 7 I wou( VOrks anatysss and gas,gn lire in accoreance wnn the ICC inteinntsonal Husk;,n0 Caoa 09C 20121 Ana NDS Design Suonlan!ant 2 Please vortly that Ino default collection limits are Appropriate lot you= ,0phcauon 3 Sawn lumber bending member's shall be Iateretty supponed accnrltrng to tno otov,snns of NDS Cir. ,sn 4 4 1 M r1lY PRO.IF:.0T1dV�odWor!<s® xn„aa1+•,arewat+nunnrx,e. ifi 115;13 16.29085 Design Check Calculation Sheet Weod%verks Sitar 10 1 ILoads: Wart :1Va 01striix:{tion Pr,c- LorAtutn fP':1 !dayrz hitin.. ttn.it: torn sCAcc End Start End iia?tla' ^* 4.14 WI. ruTf Area `.rip w i.124D I), 24 2 .O0' (l'�-8i• 1 IR�i7L t!aGf LL Roor live rW.I. .4ta:+ Cnerina; 20.00 r2.4.01- iaf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) Lumbor-soft, D.Fir-L, No.2, 2x8 (1.112"x7.1(4") Supports All .71mbor-3ort Boom, D.Fir.L No.2 Real lots, speced ei 24 0" cic. Total longth 10'-0 5'. Lateral support. top -lull, bottom- al supporta, Ropotitlra tactor nppiiad whore pafm!i 011 trolor to onflno holpi, Analysis vs. Allowable Stress (psi) and Deflection (inl Tina Nns env- r_ t'ri Legion Anel .l.i5 Va.Lua --��- .tinill•aais>bastan ee, ..ct JdfD .t v¢ 2c t [•'i,° - il.ga iia?tla' ^* 4.14 Livo Ua t:'+i �.{%'• eLY"q `.rip w i.124D I), 24 Teta1. 1101 U. i:i Cnerina; al achy' f�Jot st 409 - 9nppmrta SEti _ Anal IVea Jotet 4.85 Support- 0.G4.. land t:nmia M2 n LFngith 0.80' , 4fn rty'd 6:50, i,•x;_• f:f> t.a0 1. Li) T.In 1.tlp e a:Gp su C:29 ..• Lumbor-soft, D.Fir-L, No.2, 2x8 (1.112"x7.1(4") Supports All .71mbor-3ort Boom, D.Fir.L No.2 Real lots, speced ei 24 0" cic. Total longth 10'-0 5'. Lateral support. top -lull, bottom- al supporta, Ropotitlra tactor nppiiad whore pafm!i 011 trolor to onflno holpi, Analysis vs. Allowable Stress (psi) and Deflection (inl Tina Nns env- r_ t'ri Legion Anel .l.i5 Va.Lua rJnstc•n Vefuv .tinill•aais>bastan sthoPr LY '� ae::Ltir.O•9 fz+ m 9,t.i [•'i,° - il.ga iia?tla' ^* 4.14 Livo Ua t:'+i �.{%'• eLY"q `.rip w i.124D I), 24 T,t:.l Fi�-�.,r?' - r. Stf ». L,40h U. i:i Additional Data: rAI::P�� r:er.pn+� lE•f ., rrt ^I• Ls PIY..)i+ t._ i.Nr' V�Tr c.fl`. ... ,.-•"a i4 e4 _ . :c, i4l, 3 tci11;un VO .. &vin' G. 59 mi t`iol; 1:F:n i.,70 - .- - - ,,t.; •,rt? Z CR171CAL LOAD COMBINATIONS Sh^or LC 42 - b:•!.x, C »� dint V uosiyrc )5• ti:a aend,ng±4i: U- M2 U»Lr, 4 - !!)Of: ib:: -ft - fiefieccl.on: hC A7. N U'Lr ti.tve) Lt A2p+Lr (LOU111 (»-dead Vtive S -shot± fx<wind 1»_frnpatt Lr -roof i4iie Ln�conconCr. .ted E-r,.nrtl;yua Y'e A3i LC's aro ticked in tho, Atloiyx+.ts output 4oed cambinnt.i.ona: A&CE 7.-.10 / .ifl� 2012 CALCULATIONS' /Fo t'3ac:Ctan: i;t a '76e0F• lb-ln2 t.r „5 nflnr.i inn -• ni•f'l .e.�t ipr: r+^rem utt n.n-:;end toadx 11'. vr, Nl+i<i; anovi...i al»f-.':erLton ..Sri (head goad P"flort'.tair) • 1.'tv,; ;,oad It,TitcctIan.. Design Notes: 1. WooUWorkb onatysis and design are in occordanco t.4lh the ICC International Building Code {IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplarnmlt 2 Please verity that the default deflection firnils ora appropriate lot your application 3. Sawn lumber banding mombers shall be laterally Supponed aCCOrding to the provisions of NDS Clause 4.4 1 4 FIRE RATING Joists, ' -wall studs, and mull -ply members are not rated for lira endurance 2 � OMCOMPANY PROJECT' WoodWorks' i6 -290A6 Design Check Calculation Shoet W000Works Sizar 101 I Loads IMaximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : f -- — --- --------------- _ ICY -105", Rani 1. 1. we FA, 0iz 0.) (7.1_tqn VA I we SflNtll '""! a 1. 1.11 4 ", 44 - Ca . . . .. . ...... . P.00 1.4. Fool.` .Live r1''1 1 Ala4 20195 IMaximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : f -- — --- --------------- _ ICY -105", Rani 1. 1. we FA, 0iz 0.) (7.1_tqn VA I we SflNtll '""! a 1. 1.11 4 ", 44 - Ca . . . .. . ...... . pw vz a 20195 07 P I_ Wj C,t) soppis r i Q Tirnbor-soft, DLF[r-L, No. 1, W (5-112'W-1114") Supports, All - Tinibor-soli Benin, 0.1`44. No'2 ll Total length 10'-10.5" Lewitt support top- at surpoms, bottom -at supports I Analysis VS. Allowable Stress insil and Deflection (ini.l.i.- M- —.1, critar-'011 AnA165;1a Value (7.1_tqn VA I we SflNtll 44 - Additional Data: F,'E'lpsi :r;?- 04 r:r C Fu Cr cfri: C. -':n tCil '.70 1,00 1.', ! :0� - I .0�: t . '10 1•)!1 PC I Zito I it" I DQ ool: I o-t(i Oe I ot4 I,0. I n(I Ot; 1W CRITICAL LOAD COMBINATIONS Shen.:' LC Y. L,:,',s V 1300, 0 4 1": 10 2 LI. 1 '0 LZ OLAi. 1%snowX.1mi impac.t "11i Lk areIt f(I ;I • cli� PwA'Jm4ii Z13". CALCULATIONS et I ac,'. Wrl f r.. I. M111J. snow .+ T(A 1 1•5:inand I. 1, Design Notes: I WoodWorks entitysis and design aro in accordance with ilia ICC Int0l"al'unfil 131'AdinQ COW (IBC 20121, Ilia National Oe-qIgn Speoll; -cation (NOS 20121, and NOS Otit)ign Supplement 2 P10fisu verity that Ilia default collection iiiinlis are appiop,iato lot your opplicatiot 3 Sawn lumber bantling members shift bo10totally supported according to the provisions of NOS Clause 4.4.1 Summit Structural Design Timber Column Design Values per NDS 3.7 r. 4X DF-L(N) #1 Fc E d Kc[ c 1000 1600000 3.5 0.3 0.8 Stability_R.�.d.u-c,ti.on •r .C_olumn�Capaci.t.y_.(Ib-s) • le (1t) Cp Fc' (psi) 4X4 4X6 4X8 4X10 4X12 5 0,83 829 10156 15960 21`763 27567 33370 6 0.73 733 8975 14104 19232 24361 29490 7 0,63 625 r 7656 12031 16406 20781 25156 8 0.52 523' 6409 10072 13734 17396 21059 9 0.44 436 5347 8402 11458 14513 17569 10 0.37 366 4484`7047. 9609 12171 14734 11 0,31 310 3794 5961 8129 10297 12465 12 "0.26 .265 3241 5092 6944 8796 10648 13 0.23 228 2795 4392 5988 7585 9182 14 0.20 199 2432 382.1 5211 6600 7990 15 0.17 174 2133- 3352 - 4571 5790 7009 16 0.15 154 1885 2.963 4040 5117 6195 17 0.14 137 1678 2636 3595 4553 5512 18 0.12 123 .,1502 2360 3218 4077 4935 19 0.11 110 1352 2125 2897 3670 4443 20 0.10 100 ,.1223 1922 2622 3321 4,020 21 0.09 91 1112 1748 2383 3018 3654 22 0.08 83 1015 1595 2175 2755 3335 23 0:08 76 930 1462 1993 2525 3057 24 0,07 70 856 1344 1833 2322 2811 25 0.06 64 789 , 1241 1692 2143 2594 26 0.06 60 731 1148 1566 1983 2401 27 0.06 55 678 1066 1453 1841 2228 28 0.05 52 631, 992 1352 1713 2074 29 0.05 48 589 925 1262 '1598 1935 30 0.04 45 551 865 1180 1494 -1809 Summit Structural Design Timber Column Design Values per NDS 3.7 6X DF-L(N) #1 FC E d KCE C 1000 1600000 5.5 0.3 0.8 S.tab.ility...Re.du.c.tio.n C.o.lumn C.ap.acityjlbs,) le (ft) Cp Fc' (psi) 6X6 6X8 6X10 6X12 5 0.94 943 28511 38879 49247 59614 6 0.91 912 27586 37618 47649 57681 7 0.87 872 26373 35963 45553 55143 8 0.82 821 24841 33874 42908 51941 9 0.76 761 23015 31384 39753 48122 10 0.69 694 20989 28621 36253 43886 11 0.63 625 18906 25781 32656 39531 12 0.56 559 16902 23048 29194 35340 13 0.50 498 15061 20538 26015 31492 14 0.44 444 13421 18302 23183 28063 15 0.40 396 1.1984. 16342 20700 25057 16 0.35 355 10734 14637 18541 22444 17 0.32 319 9650 13159 16669 20178 18 0.29 288 8710 11877 15044 18212 19 0.26 261 7892 10762 13632. 16502 20 0.24 237 7179 9789 12400 15010 21 0.22 217 6554 8937 11321 13704 22 0.20 199 6005 8188 10372 12555 23 0.18 182 5520 7527 9534 11541 24 0.17 168 5090 6940 8791 10642 25 0.16 156 4707 6418 8130 9842 26 0.14 144 4365 5952 7539 9127 27 0.13 134 4058 5534 7010, 8486 28 0.13 125 3782 5158 6533 7909 29 0.12 117 3533 4818 6103 7388 30 0.11 109_ 3308 4511 5714 6917 w t Summit Structural Design Project: Page. Engineer: Date: Design of: Roof Framing Root Loads: DL= 20 psf LL= 20 psf Roof plywood: 1/2" CDX APA rated (32/16) plywood or OSB equivalent. Apply face grain perpendicular to framing, stagger panels and nail with 8d @ 6" O.C. edge and 12" O.C. Field. Edge nail at gable end trusses, drag trusses, frieze blocking and all supported edges. Trusses: Spacing = 24" O.C. Loads: T.C. Live Load = 20 psf , T.C. Dead Load = 10 pst B.C. Dead Load = 10 psf Total Load = 40 psf In a 2x6 wall provide a stud directly under each truss reaction greater than 2250#. In a 2x4 wall provide a stud directly under each truss reaction greater than 1350#. Rafters: Live Load = 20 psf Dead Load = 10 psf Total Load = 40 psf ` Typical Headers (uno):. , Use 6X8 DF#2, use (2) trimmers min. at all openings larger than 4' 14 a . Summit Structural Design Project: Page: Engineer: Date: Design of: Foundations Soil Bearing: 1500 psl Concrete stem wall (Non-retalning): (fc'-2500 psi) 4 . 8" wide with (1) #4 continuous at top of wall and #4 at IS" O.C. full height. t Provide 04 at 18" O.C. vertical developed by hook into tooting, U.N.O. Masonry stem wall (Non -retaining): 8" solid grouted (I'm = 1500 psi) with #4 at 24" O.C. each way. Continuous footings: (fc' = 2500 psi) Width Thickness Cap.(plf) Reinlo.rcing 12 12 1500 (2) #4 cont. 15 12 1875 (2) #4 cont: 18 12 2250 (3) #4 cont. „ 24 12 3000 (3) #4 cont, . 30 12 3750 (4) tl4 cont. Spread Footings:(fc'=2500 psi) Reinforcing Cap. G.onnnector Label Size Thickness Ea Way Kips Simpson F1 1'-0" Sq. 12 (1) #4 1.5 ' PB F1.5 1'-6" Sq. 12 (2) #4 3.375. PB F2 2'-0" Sq, 12 (3) #4 6 PB F2.5 2'-6" Sq. . 12 (4) #4 9.375 PB F3 3'4' Sq. 12 (4) #4 13,5 CB F3.5 •3'-6" Sq, 12 (5) #4 -18.375 CB F4 4'•0" Sq: 12 (5) #4 24 CB F4.5 4'4' Sq: i 2 (6) #4 30.375 CB F5 5'-0" Sq. 12 (7) #4 37.5 CB F5:5. 5'-6" Sq. 12 (5) 05 - 45.375 CB' F6 6'-0" Sq. 18 (8) it 54 CB F6.5 6'-6" Sq.. 18 (9) #5 63.375 CB_ Note: Bottom of each tooting shall be at least 12" below finished grade or as per local requirements. lk a 4 . t U.S. DEPARTMENT OF HOMELAND SECURITY OMB No. 1660-0008 Federal Emergency Management Agency Expiratio 30, 2018 National Flood. Insurance Program ELEVATION CERTIFICATE MAR 0 9 2011 Important: Follow the instructions on pages 1-9. Coov all Daaes oMhis Elevation Certificate and all attachments for (1) community official, (2) insurance age nU Ay.Q1*§ iJ8T1 5%wner. SECTION A — PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Policy Number: Refugio Martinez A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number: Box No. 0 Baldwin Ave lnue (Adjacent to 2095 Baldwin Avenue) City • - State ZIP Code Palermo California 95968 A3. Property Description (Lot and Block Numbers, Tax Parcel Number,.Legal Description, etc.) APN: 026-114-012-000 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) A5. Latitude/Longitude: Lat. 39.4371 Long. -121.5505 Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 113 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) 0 sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A8.b 0 sq in 13�b�2 d) 'Engineered flood openings? ❑ Yes X No BUTTE COUNTY BUILDING DIVISION A9. For a building with an attached garage: A�r^"E® a) Square footage of attached garage 450 sq ft �' 2--3 (1 -7 r b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade 0 c) Total net area of flood openings in A9.b 0 sq in d) Engineered flood openings? ❑ Yes ❑R No SECTION B — FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number a B2. County Name B3. State Butte County 060017 Butte California B4. Map/Panel B5. Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number Date Effective/ (Zone AO, use Base Revised Date Flood Depth) 0991 E 01/06/2011 01/06i2011 AE 162.00 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item 139: ❑ FIS Profile x❑ FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 ® NAVD 1988 ❑ Other/Source: B12. Is the building, located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes 0 No BUTTE •' Designation Date:: ❑ CBRS ❑ OPA COUNTY MAR 0 7 2017 FEMA Form 086-0-33 (7/15) Replaces all previous editions. DEVELOPMENT Page 1 of 6 e— �ic� 2 SERVICES � lei ELEVATION CERTIFICATE = " OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 0 Baldwin Avenue (Adjacent to 2095 Baldwin Avenue) City w State ZIP Code Company NAIC Number Palermo California 95968 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings" ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: #597 Vertical Datum: Butte County Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 ❑ NAVD 1988 ❑R Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 163. 00 ❑x feet ❑ meters b) Top of the next higher floor N/A • ❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ❑ feet ❑ meters d) Attached garage (top of slab) 163. 00 ❑R feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 163 .'00 ❑x feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) N/A . ❑ feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) N/A . E] feet ❑meters h) Lowest adjacent grade at lowest elevation of deck or stairs, including N/A . ❑ feet. '❑ meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. I certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false ' statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes 21 No ❑ Check here if attachments. Certifier's Name License Number Jerry Kotysan C58539 Title Professional Engineer ' Place �'- Company Name K.O.T.Y. Engineering Wt c 3 ,� ,n H re s> E^' fir! Address P.O. Box 4390 Lj t,'��1 �,;.+`i•L`;ir City State ZIP Coders Chico California 95927 Signatures Date Telephone 1 08/28/2016 (530) 864-4942 Copy all page"f this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) Used Butte County's benchmark # 597 = 2.35" conversion to NAVD 1988. As per attached plan use elevations for the top of slab on grade floor that are relative to the top of the steel bars currently in ground. North-East corner of septic box elevation is established to be 161.035. It is recommended to have this engineer verified the elevations during the construction since those bars can be moved between today's date and the construction's date. The engineer also needs to see design drawings for this proposed NSFR in order to verify Building Diagram Number and this certificate. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 r BUILDING PHOTOGRAPHS OMB No. 1660-0008 ELEVATION CERTIFICATE See Instructions for Item A6. Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding Information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 0 Baldwin Avenue (Adjacent to 2095 Baldwin Avenue) City State ZIP Code Palermo California 95968 Company NAIC Number If using the Elevation Certificate to obtain NFIP flood insurance, affix at least 2 building photographs below according to the instructions for Item A6. Identify all photographs with date taken; "Front View"and and "Rear View"; and, if required, "Right Side View' and "Left Side View." When applicable, photographs must show the foundation with representative examples of the flood openings or vents, as indicated in Section A8. If submitting more photographs than will fit on this page, use the Continuation Page. _ s 1,J IAJ . S ` 4 � Cos i i t , - Phot& Two r Photo Two Caption FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 5 of 6