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HomeMy WebLinkAboutB16-2828 041-130-036Butte County Department of Development Services PERMIT CENTER Of.l1fJ'-tw'. Yl•Xrs 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 www.buttecounty.net/dds PLEASE PRINT CLEARLY PROPERTY_OWNER INFORMATION Last Name Foster First Name Robert - Mailing Address 2521 Williams Road , city Oroville State CA Z'p 95965 Phone 530-345-3858 Fax 530-345-3883 Email holly@robertfosterranch.com Cell 530-570-0757 CONTRACTOR " Name Indian Valley Construction -Todd Banchio/Ryan Neer Mailing Address PO Box 151 city state State CA Zip95983 Phone 530-251-3314 Fax Email sbastab@fronlier.net; ryanneerl@gmail.com Ce1l 530-966-2155 License No. 905691 class General o.'JA ARCHITECT/ENGINEER:. Name Jason Warfield Mailing Address 542 Lander Street c'" Reno state NV Zip 89509 Phone 775-324-3327 Fax 775-746-8603 Emailjason@warfieldrd.com cell CA State License No. 253-P A�' Y z Vt" . APPLICANT,— PPLICANT,r•Last LastName Holly. fl y First Name Foster Mailing Address 3078 Durham-Pentz Road city Oroville State CA Z'p 95965 Phone 530-570-0757 Fax 530-345-3883 Email holly@robertfosterranch.com Cell same as above J. ''APPLICANT. SIGNATURE AND DATE'a -•` -,I, Date: 12/19/16 Print Name: oily oster "When filed, this application and all supporting material bec6m4 subject to the California Public Records Act. All ublic information related to this application is subject to public inspection and will be posted on the County's website for electronic access. cz C _ Revised 7.20.2015 Page I of 1 PERMIT NO: ^� FORM NO +� b DBP -1 ,. LENDING AGENCY. BIN NO: Mailing Address ,PROJECT LOCATION L xy APN 041-130-036-000 Property Address 3078 Durham-Pentz Road Ci" Location must not be in the city limits of Chico, Gridley, Oroville or Paradise, Oroville, CA 95965 http://gismaos.buttecounty. net/flexviewer/bcdatasearch/index.html " ._ .WORKER'S COMPENSATION 4_ Policy Number N/A Licensed Contractor 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 ,. LENDING AGENCY. Name Self -financed Mailing Address City State Zip _DESCRIPTION OR SCOPE OF -WORK,....- _ z, ..'_ D Mobile Home permits (other than installation, foundation, utilities & non-attached a 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: hftp://www.hcd,ca.gov/codes/mho/HCD Phone: (916) 255-2501 Is this a Manufactured/Mobile Home (circle one) Yes / No Remodel and expansion to existing dwelling (800 sf on ranch property. Updated structure will be 1,596 sf. See plans. JOB VALUATION: (Enter value of labor, including J$300,000 non -contracted; plus materials charge) 300 000 + S uare Feet Detail'. Living Area: Garage: Open Area: Covered Area: TOTAL SQ: 0 Structure Built without permits C Proposed Change of Occupancy/Use - Note previous/current use below: F• ,FOR OFFICE USE ONLY Zoning: (/ !) an Flood Zone: x SRA: IYESJ4 ING(L3NPDES YES 0 NOIT Code Enf: YES E3. NO O Legal Lot: YES E3 NO ❑ Occupancy Type Construction t T ch: Xt Date: H VCS%t<1'H'� 1A l 4k } f� t Building. Permit Checklist Name: FOSTER SHELDON ROBERT & NANCY Location: 2521 WILLIAMS RD, OROVILLE Assessor's Parcel Number: 041-130-036 Permit Number: B16-2828 s Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 . 1. 3 copies site plan 2. 3 sets building plans ,c 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 ` -z!!� b. owner builder (if applicable) C _c. notice to builders d. fee summary e. fire handout f. NPDES form. g. data sheet 1 h. PW Notification for 26-12 i. Hazardous Material Form (commercial) �j. Accessibility Worksheet (commercial) k. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. Completed by:Date ZZI-XI16 as Butte County Department of Development Services PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 w•w��.oui�ccuuniv.ue� uas IMPORTANT! NOTICE TO PROPERTY OWNER: FORM NO. �DB�P-43 Dear Property Owner: An application fora building permit has,been submitttted-in, ounname-listing,yourselfias:the builder of the property improvements specified at 3d1 � - Qc.a_L M, We are providing you with an Owner -Builder Acknowledgment and- ' Information Verification Form to make you aware of your responsibilities and:possiblerrisk youmay-incur by havingvttiis permit issued -in -your name as the Owner -Builder:- We,will„n'otaissue`a-:building.perm'it?Until'F- you have read,. initialed your understanding -9f each-p.rovisionv signed;!and returned•.thisr. form:to us at our official address :indicated: An agent..ofi.the,cowner-cannot,execute,this-:notice: unless you,the property owner, obtain the -prior approval of the.•:permitting,authority: OWNER'S ACKNOWLEDGM•ENT:AND`.VER-lBICATION=OF.INFORMATION DIREC770NS. Read and initial each statement -below ,to:signifyathatyou«understandor>,verify:this;. information. kK_ 1.1 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..I, as. -an Owner -Builder, may beheld liable and subject to serious finaricial,risk2for:any injuries sustained by an unlicensed.personan& his or her employees while working -on my. property. My homeowner's .insurance.may. not-provi& coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers ori my property. *r'' 2. 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 responsibility. kY" 3. 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 and having the permit filed in his or her name instead of my own. 4. 1 understand Contractors are"required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. WV` 5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of my construction is at least five hundred dollars ($500), including labor and materials, I may be considered an "employer" under state and federal law. 6. 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 risk. *F 7. I understand under California 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. ' , Page 1 of 2 Revised. 7.20.2015 8. I understand as an Owner -Builder if I sell -the property for which this permit is issued, I May beheld liable for any financial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the workmanship or materials. `� 9. 1 understand I may obtain more information- regarding my obligations as an "employer" from the Internal:Revenue Service; the United States,Small;Business.Administiation, 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. �r IF 10. I am aware of and consent to an Owner-Builder.building per applied for in my name, and understand that I am the party e ally and financially responsible for proposed construction activity. at. the following address:�� 11. 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 - Builders as well as employers. 1t!`.1'2`I:agree,tonotify. .the.issuer of -this form -immediately of:any.ddditions; deletions,. or changes=to 'ariy 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 agamst.unlicensed Contractors may be' in civil court: It is also import . V or you, fo understandthat if an Am. icensed-Contractor or employee oftl at individual or firm is injured while working-onyour pr.9Perty, you may beheld . liable'for`damages.'If you obtain a permit as Owner=BWlaer'aftd wish to hire' Corifractors,.you w* The iesponsible for verifying wfiether- or not those' Contractors are 1.prope ly'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 permit is issued to verify the property owner's signatures ISignature of property owner: Date: N Z 2Q jt( ' Note: The following Authorization Lin is required to be completed by the property owner only when designating an agent of the property owner to apply for a cons'truc'tion 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 iinderstand is my personal responsibility, I hereby authorize1he following person(s) to act as my agent(s) to apply for, sign, and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or..Description.of Work): Project Location or Address: Name of Authorized Agent: Address of Authorized Agent: Tel No: 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; Property Owner's Signature: Date: Revised 7.20.2015 Page 2of2 • r f Butte'County Department of Public Works DENNIS SCHMIDT, DIRECTOR "LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 i (530) 538 7266 Telephone (530) 538 7171 Fax F t National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment [LESS THAN 1 ACREI Reference Number: B16-2828 Date: 12/20/2016 Location: 2521 WILLIAMS RD By: JMD Parcel Number: 041-130-036 Sub Type: SFD-CUSTOM/MODEL Owner Name: FOSTER SHELDON ROBERT & NAftOW: 5303453858 Description: SFD REBUILD (1596) COV (489) REMAINING EXISTING (151) l ` By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. signed Date 12/20/2016 Title I Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director ® 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds uLte Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you, can do to expedite your permit: - Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at htta:HmuniciDalcodes.lexisnexis.com/codes/butteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access.. Permit Number: B16-2828 Date: 12/20/2016 Parcel Number: 041-130-036 Location: 2521 WILLIAMS RD, OROVILLE Phone: 5303453858 Owner Name: FOSTER SHELDON ROBERT & NANCY Description: SFD REBUILD (1596) COV (489) REMAINING EXISTING (151) Signature of Applicant: Date: 12/20/2016 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PERMIT APPLICATION DATA SHEET Reference Number: B16-2828 Date: 12/20/2016 Location: 2521 WILLIAMS RD By: JMD Parcel Number: 041-130-036 Sub Type: SFD-CUSTOM/MODEL Owner Name: FOSTER SHELDON ROBERT & Phone: 5303453858 NANCY Description: SFD REBUILD (1596) COV (489) REMAINING EXISTING (151) The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. ' YES SEWER DISTRICTS ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 — 530.533.0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 — 530.533.2000 ❑ City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 — 530.879.6700 PARKS & RECREATION DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 — 530.895.4711 ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 — 530.345.1921 ❑ Feather River Recreaction & Park District, 1875 Feather River Blvd, Oroville CA 95965 — 530.533.2011 ❑ Paradise Parks & Recreation, 6626 Skyway Road, Paradise CA 95969 — 530.872.6393 SCHOOL DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 — 530.868.1281 ❑ Chico Unified School District, 1163 East 7th Street, Chico CA 95926 — 530.891.3006 >' Durham Unified School District, 4920 Putney Drive, Durham CA 95938 — 530.895.4675 ❑ Gridley School District, 429 Magnolia, Gridley CA 95948 — 530.846.4723 ❑ Marysville School District, 1919 B Street, Marysville CA 95901 — 530.741.6000 ❑ Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 — 530.532.3000 ❑ Oroville Union High, 2211 Washington Ave, Oroville CA 95966 — 530.538.2300 Ext: 105 ❑ Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 — 530.872.6400 OTHER >" Recorded copy of Agricultural Acknowledgment Statement - See Attached Instructions ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 — 530.868.5447 ❑ FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed on hold until received) ❑ Other: "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public jnspection and will be posted on the County's website for electronic access. Signature of Applicant: / I Date: _12/20/2016_ Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive Oroville, California 95965 DEVELOPMENT SERVICES FOSTER SHELDON ROBERT 8r, _NANCY RE: 041-130-036 T: 530.538.7601 Buttecounty.net/dds F: 530.538.7785 Permit No: B16-2828 To meet the requirements of Butte County Code Section 26-12 (available on line at http://municipalcodes.lexisnexis.com/codes/butteco ), one or more of the following may be required before a building permit can be issued for the above referenced project. The construction of curbs, gutters, sidewalks or walkways, public roads, proper access from public roads, and drainage facilities; Dedication of any necessary rights of way; and For commercial or industrial uses or for multiple living uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http://www.buttecounty.net/publicworks/divisions/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 understand the above requirements: Signature: 6 Date: 12/20/2016 Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B16-2828 Date: 12/20/2016 Location: 2521 WILLIAMS RD By: JMD Parcel Number: 041-130-036 Sub Type: SFD-CUSTOM/MODEL Owner Name: FOSTER SHELDON Phone: ROBERT & NANCY Description: 408.60 AC SECS 29 31 & 32 T21 N R3E 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: 0 Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal to Butte County Development Services Building Division To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through l 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. have read and understand the above pre inspection requirements. Signature: Date: 12/20/2016 r_ • C A L I F O R N I A ti Description: SFD REBUILD (1596) COV (489) REMAINING EXISTING (151) Type: RESIDENTIAL Subtype: SFD-CUSTOM/MODEL Status: UNDER REVIEW Applied: 12/20/20161MD Approved: Parcel No: 041-130-036 Site Address: 2521 WILLIAMS RD OROVILLE,CA 95965 Subdivision: Block: Lot: - -` Issued: Lot Sci Ft: 0 Building Scl Ft: 0 Zoning: Finaled: Valuation: $300,000.00 Occupancy Type: Construction Type: V -N Expired: 12/20/16 B017981 4751 CHECK HOLLY A. FOSTER JMD Total Paid for DB CA SB1473 100 DBCP: - $12.00 $12.00 DB CA SMIP RES 100 No. Buildings: 0 No. Stories: 0 No. Unites: 0 $39.00 Details: 6017981 4751 +CHECK FINANCIAL' Y ry - ~CHECK CLTD DESCRIPTION - : '' _ ACCOUNT' ` . QTY AMOUNT � PAID PAID DATE RECEIPT # # METHOD PAID BY DB CA SB1473 100 DBCP 0010-4402400-422000 0 ..$12.00 $12.00 12/20/16 B017981 4751 CHECK HOLLY A. FOSTER JMD Total Paid for DB CA SB1473 100 DBCP: - $12.00 $12.00 DB CA SMIP RES 100 0010-4402300-422000 0 $39.00 $39.00 12/20/16 6017981 4751 +CHECK HOLLY A. FOSTER JMD DBCP - ' Total Paid for DB CA SMIP RES 100 DBCP: $39.00 - $39.00 DBF R3 DWLNG CSTM/MDL INSP FEE DB 0010-4402400-422000 1445 $1,812.60 $0.00 CPINSP DBF R3 DWLNG ,CSTM/MDL PLAN CHK 0010-4402100-422000 1445 $10'208.40 $1,208.40 • 12/20/16 B017981 4751 CHECK HOLLY A. FOSTER JMD FEE DB CPPCK Total Paid for DB R3 DWELLING -CUSTOM, MODEL 09: $3,021.00 $1,208.40 DBMSC TECH INVST FEE 1 0010-4403000-422000 0 $30.21 $30.21 12/20/16 B017981 4751 CHECK HOLLY A. FOSTER JMD R OCC 09 D CPAA Total Paid for DB TECHNOLOGY INVESTMENT FEE: $30.21 $30.21 Printed: Tuesday, December 20, 2016 2:54:49 PM _ - 1 of 3 Cff?srsrEMs t Printed: Tuesday, December 20, 2016 2:54:49 PM 2 of 3 C§? LJ IYSTEMs y � CLTD DESCRIPTION'— �-- — ... ... �.. - - ACCOUNT ., _.. _ QTY - AMOUNT w -.. --PAID PAID DATE RECEIPT # - ; CHECK # - - - METHOD PAID BY _ - BY DBEH BUILDING 0021-5400000-461199 0 $105.00 $105.00 12/20/16. 13017981 4751 - CHECK ♦HOLLY A. FOSTER 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 t - Total Paid for DBFIRE FIRE FINAL INSPECTION RES 09 F _ $0.00 0.00 - • • .. W REGSVCSDIV: ,DBFIRE FIRE PRE F , PLNCK/INSP RES'F 0010-1401000-4619011 -_0' - $228.00 F $228.00 12/20/16 B017981 _ 4751— CHECK _ HOLLY A FOSTER _' :JMD. —.REGSVCSDIV • __ d - _ _ "' _ - mss- • �: - Total Paid for DBFIRE FIRE PRE PLNCK/INSP RES F $228.00 $228.00 , REGSVCSDIV: DBMSC FIRE SAFE STANDARDS REVIEW 09 0010-4402300-422000 0 $127.00 -.-$127.00 12/20/16 B017981 4751 CHECK HOLLY A. FOSTER JMD DB CPPC } Total Paid for DBMSC FIRE SAFE STANDARDS REVIEW 09 DB $127.00 r $127.00 - CPPC 4 DBMSC GEN'L PLJAN - r MAINT FEE R 000010-4401200-461901 0 $135.95 $135.95 12/20/16 'B017981 4751 CHECK HOLLY A. FOSTER JMD DPADV Total Paid for DBMSC GENT PLAN MAINT FEE R OCC 09 ' $135.95 $135.95 • DPADV: - - - DBMSC SCANNING FEE 0010-4402300-422000 0 $64.00 $64.00 12/20/16 8017981 4751 CHECK HOLLY A. FOSTER JMD 09 DB CPPC . Total Paid for DBMSC SCANNING FEE 09 DB CPPC: $64.00 $64.00 - Printed: Tuesday, December 20, 2016 2:54:49 PM 2 of 3 C§? LJ IYSTEMs m • CAIIFOR N IA • DESCRIPTION - y ACCOUNT•, QTY - AMOUNT - PAID - PAID DATE RECEIPT# - --CHECK#_ METHOD PAID BY �- CLTD� - - - - - BY DP PLANNING - r CLEARANCE FOR 0010-4401300-461901 0 $81.50 $81.50 12/20/16 1.017981 4751 CHECK HOLLY A. FOSTER. JMD PERMITS 09 DPCUR - `� • .. ; Total Paid for DP PLANNING CLEARANCE FOR PERMITS 09 $81.50 $81.50 a DPCUR: ism ON= Wm _ .. 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.. - _ _ �-"- .� - Date: 12/20/2016 Signature: ❑ I would like to defer the required impact fees as noted within this fee summary until prior to Final Inspection. I further understand that I am s required to pay the requested deferred impact fees as noted within this fee summary, before I am allowed to schedule a Final Inspection. I will not be allowed to occupy the permitted structure until a final inspection has been performed and approved after all fees have been paid. Signature: -Date: 12/20/2016 • 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 projector from the impostion of the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). Printed: Tuesday, December 20, 2016 2:54:49 PM 3 of 3 - _ G'ffff J SYSTEMS TTF.• Butte County Department of Development Services FORM NO PERMIT CENTER • 7 County Center Drive, Oroville, CA 95965 DBP -06 cQUN Main Phone (530) 538-7601 Fax (530) 538-7785 www.buttecountv.neUdds PLAN CHAN , _RECHECK, R RETURN Owner's Name: Contact Person Name: • �1-3 S6' -. trash r- Contact email: 1(lc'7� dal � �CS (�G.(1(� co M - Contact Phone Number: 53� —S1� �1 S1 Date Submitted: ) 11 Permit Number: 816-aUi5 Assessor's Parcel Number: Qq ` — 03 [COMPLETE SET OF PLANS ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW) BUTTE COUNTY ',!AD 0 �6 2017 E7esponse e check any that apply: to Plan Check Letter? DERVELOPMENT ❑ Response to Building Inspection Correction Notice? SMILES ❑ Is there additional square footage? ❑ Is unfinished area being in -filled or completed? ❑ Other: LIST OF ITEMS SUBMITTED YtAson 2. 'Cress d. rw�- X 3. "2- 4. 24. j 5. Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ❑ Minimum $127.00 paid ❑ Additional Fee Amount Due: I- 16-:?° `S f.. -Iii K:\NEW_WEBSITE\Building\Building Forms & Documents\201"ral j.•t i t1tT. j • i' r !�__L,►3Yt1=,S dF- 06_P1an_Change_Form_REV'D 8.13.I,rl HC USING ft;?T',i.?1T.0 Page 1 of 1 61 2 011 ENGINEERING AND STRUCTURAL DESIGN TRUSS VERIFICATION LETTER B16-2828 B10 041-130-036 Date: November 28, 2016 12/20/2016 PC1 SFD REBUILD (1596) Project Address:. 3078 Durham-Pentz Rd, Butte County Owner's Name: Contractor: Permit Number: Truss Manufacturer: Weaver Truss To the Butte County Building Department: This letter is to certify that I have reviewed the attached truss calculations for the above address, prior to submitting to the Building Department, and find them to be in compliance with the plans and specifications (including, but not limited to drag trusses and all connections, truss loads, load path, bearing points, etc.) O UJ Q No. C 66452 m 5 _Z7 �FoF C��_�F.'- 016 BUTTE COUNTY BUILDING DIVISION Jared A. Krupa, PE APPROVED Brandt T. Kennedy, PE www.K2eng.net Ph: 775.355.0505 `• Fax: 775.355-0566 • Email: info@K2eng.net 860 Maestro Dr. • Suite A • Reno • NV • 89511 Nil MiTek- MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: JE1331 Fax 916/676-1909 FOSTER The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Weaver Lumber. Pages or sheets covered by this seal: R49094167 thru R49094197 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. B16-2828 B10 041-130-036 12/20/2016 PCI SFD REBUILD (1596) Teodosescu, Eduard PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE vMPLIANCE DATE BY--� November 29,2016 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. Job Truss Truss Type Qty PlyFOSTER 18-2-10 1-7-13 22-10-0 4-7-6 Plate Offsets (X,Y)- f 1:0.5-0 0-0-31 13:0-7-13.Edoe1 15'0-5-6 0.3-01 f7:0-7-13 Edoel 19:0-5-0 0-0-31 f 11.0.3-0 0-4-01 849094167 JE1331 A ATTIC - 8 1 TCLL 20.0 Job Reference o banal WEAVER LUMBER, REDDING CA 7.530 s Jul 11 2014 MiTek Intlustries, Inc. Tue Nov 29 06:18:47 2016 Page 1 ID:bsARtTk6jEf GKucH2_x4ryUQHT-X_GFy9CKFYxLcKDUp4KjCd3rVuw9E8gSr09sKayENis 11-10.9 6d-0 10-11-7 11-5-0 16-6-13 18 -z -to z2-10-0 3-10-0 4-7. 1-7-13 4-8-3 0.S 9 4.8.3 1-7-1J 4-7-6 1.0.0 6x8 II 4x10 II 1J 11 4x10 II 6x6 = 5x8 = 6x6 = 0 Id Scale = 1:52.8 LUMBER - TOP CHORD 2x6 DF SS G 'Except' 2-5,5-8: 2x8 DF No.2 G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Std G WEDGE Left: 2x4 DF No.1&Btr, Right: 2x4 DF No.1&Btr REACTIONS. (Ib/size) 1=1055/Mechanical, 9=1128/0-3-8 Max Horz 1=116(LC 10) Max Grav 1=1269(LC 19), 9=1332(LC 20) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallatio u' e FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-2=20011/0,2-3=195610, 3-4=1200/47, 4-5=0/1603, 5-6=0/1601, 6-7=1202/48, 7-8=1943/0, 8-9=-1995/0 BOT CHORD 1-13=0/1600, 12-13=0/1255, 11-12=0/1255, 9-11=0/1518 WEBS 3-13=0/1399, 7-11=0/1374, 8-11=-779/81, 4-6=3124/9, 2-13=-813/88 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20:0 psf on overhangs non -concurrent with other live loads. 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 1-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 11-13 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for U360 deflection. Q?,OFESS/pN 1E0DgP t2 G� Lu wP C 75435 0Cr A *\ EXP. 03/31/2018 l* OF November 29,2016 A WARNING - Verrill, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE P&67473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k• 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 ANSVrPl1 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 6-3-4 + 4-71 1-7-13 16-6-13 10.3-9 18-2-10 1-7-13 22-10-0 4-7-6 Plate Offsets (X,Y)- f 1:0.5-0 0-0-31 13:0-7-13.Edoe1 15'0-5-6 0.3-01 f7:0-7-13 Edoel 19:0-5-0 0-0-31 f 11.0.3-0 0-4-01 f 13'0-3-0 0-4-01 LOADING (psf) TCLL 20.0 SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.92 Vert(LL) -0.35 11-13 >783 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.77 11-13 >350 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.03 9 n/a n/a BCDL 10.0 Code IRC2012rrP12007 (Matrix) Attic -0.2411-13 509 360 Weight: 147 Ib FT=O% LUMBER - TOP CHORD 2x6 DF SS G 'Except' 2-5,5-8: 2x8 DF No.2 G BOT CHORD 2x6 DF SS G WEBS 2x4 DF Std G WEDGE Left: 2x4 DF No.1&Btr, Right: 2x4 DF No.1&Btr REACTIONS. (Ib/size) 1=1055/Mechanical, 9=1128/0-3-8 Max Horz 1=116(LC 10) Max Grav 1=1269(LC 19), 9=1332(LC 20) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallatio u' e FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 11-2=20011/0,2-3=195610, 3-4=1200/47, 4-5=0/1603, 5-6=0/1601, 6-7=1202/48, 7-8=1943/0, 8-9=-1995/0 BOT CHORD 1-13=0/1600, 12-13=0/1255, 11-12=0/1255, 9-11=0/1518 WEBS 3-13=0/1399, 7-11=0/1374, 8-11=-779/81, 4-6=3124/9, 2-13=-813/88 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20:0 psf on overhangs non -concurrent with other live loads. 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 1-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 3-4, 6-7, 4-6 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 11-13 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for U360 deflection. Q?,OFESS/pN 1E0DgP t2 G� Lu wP C 75435 0Cr A *\ EXP. 03/31/2018 l* OF November 29,2016 A WARNING - Verrill, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE P&67473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®k• 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 ANSVrPl1 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 Oty PlyFOSTER 11 I 22-10- 4-7-6 1-7-13 848094168 JE1331 Al ATTIC 9 1 [2:0-5-0.0-0-31, 14 0-7-13 Edgel [6:0-5-6.0- 7-13 Edgel 1100-5-0 0-0-31 (12:0-3-0.0-4-01, [14:0-3-0.0-4-01 Job Reference (optional) VEAVEK LUMetK, KtOUING CA I1 7.530 s Jul 11 2014 MiTek Intlustnas, Inc. Toe Nov 29 06:18:48 2016 Page 1 I D:bsARtTk6jEfGKucH2 x4ryUQHT-?AgeAVDyOs3CEUogNnrylrcOJHGQzb6b3guPsOyENir 11-10.9 1-0-0 4.7.6 63-4 10.11-7 1 - 16813 18-2-10 22-10-0 3-10-0 1-0-0 4-7-0 1-7-13 483 0.5- y 4.8-3 1-7-13 4:7. 6 8S I I 4x10 II 14 12 4x10 II 6x6 = 5x8 6x6 = Scale = 1:53.4 4-7-6 I LUMBER- BRACING - TOP CHORD 2x6 DF SS G *Except* TOP CHORD 3-6.6-9: 2x8 DF No.2 G BOT CHORD BOT CHORD 2x6 DF SS G WEBS 2x4 DF Std G WEDGE Left: 2x4 DF No.1&Btr, Right: 2x4 DF No.1&Btr REACTIONS. (Ib/size) 2=1125/0-3-8,10=112510-3-8 Max Horz 2=117(LC 11) Max Grav 2=1330(LC 19), 10=1330(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1990/0, 3-4=-1938/0, 4-5=1197/46, 5-6=0/1595, 6-7=0/1596, 7-8=1197/46, 8-9=1939/0, 9-10=-1990/0 BOT CHORD 2-14=011580,13-14=0/1251,12-13=0/1251,10-12=0/1513 WEBS 4-14=011372, 8-12=011373, 9-12=-780/82, 5-7=3111/4, 3-14=779/82 Structural wood sheathing directly applied or 2-2-0 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) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 1-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 QRpFESS/pit 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-14 TEOQ -leF 8) A plate rating reduction of 20% has been applied for the green lumber members. 8 "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. GO JP t�� 10) Attic room checked for U360 deflection. LU w C 75435 * EXP. 03/31/2018 November 29,2016 ® WARNING - Verfry 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 MiT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-09 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 6-16-6-13 11 I 22-10- 4-7-6 1-7-13 10-3.9 1-7-13 4-7- Plate Offsets (X Y)- [2:0-5-0.0-0-31, 14 0-7-13 Edgel [6:0-5-6.0- 7-13 Edgel 1100-5-0 0-0-31 (12:0-3-0.0-4-01, [14:0-3-0.0-4-01 LOATCLL (ps20 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft UdPLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.92 Vert(LL) -0.34 12-14 >786 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.77 12-14 >351 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.03 10 n/a n/a RrDL ion Code IRC2012frP12007 (Matrix) Attic -0.24 12-14 511 360 Weight: 149 Ib FT = O% LUMBER- BRACING - TOP CHORD 2x6 DF SS G *Except* TOP CHORD 3-6.6-9: 2x8 DF No.2 G BOT CHORD BOT CHORD 2x6 DF SS G WEBS 2x4 DF Std G WEDGE Left: 2x4 DF No.1&Btr, Right: 2x4 DF No.1&Btr REACTIONS. (Ib/size) 2=1125/0-3-8,10=112510-3-8 Max Horz 2=117(LC 11) Max Grav 2=1330(LC 19), 10=1330(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1990/0, 3-4=-1938/0, 4-5=1197/46, 5-6=0/1595, 6-7=0/1596, 7-8=1197/46, 8-9=1939/0, 9-10=-1990/0 BOT CHORD 2-14=011580,13-14=0/1251,12-13=0/1251,10-12=0/1513 WEBS 4-14=011372, 8-12=011373, 9-12=-780/82, 5-7=3111/4, 3-14=779/82 Structural wood sheathing directly applied or 2-2-0 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) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 1-0-0 wide will fit between the bottom chord and any other members. 6) Ceiling dead load (5.0 psf) on member(s). 4-5, 7-8, 5-7 QRpFESS/pit 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psf) applied only to room. 12-14 TEOQ -leF 8) A plate rating reduction of 20% has been applied for the green lumber members. 8 "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. GO JP t�� 10) Attic room checked for U360 deflection. LU w C 75435 * EXP. 03/31/2018 November 29,2016 ® WARNING - Verfry 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 MiT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPl1 Quality Criteria, DSB-09 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 TfUss Truss Type Qty Ply FOSTER 10.39 6-3-3 Plate Offsets (X Y)- 13:0.5-11 Edge], [4:0-511 Edael 15:0.5-11 Ed gel, I6:0-5-11 Edge], [7:0-2-8.0-2-01, 18:0-5-11 Edgel 190.5-11 Edoel 1100-5-11 Edgel 1110-5-11 Edgel R49094169 JE1331 A1E GABLE 1 1 (Roof Snow=20.0) Plates Increase 1.15 TC 0.03 Vert(LL) 0.00 12 - n/r 120 MT20 220/195 Job Reference (optional) LUMBER, REDDING CA 7.530 s Jul 11 2014 MiTek Industries, Inc. Tue Nov 29 06:18:49 2016 Page 1 ID:bsARtTk6jEf GKucH2 x4ryUQHT-TMOONrEan9B3rdNtxVMBH28PvhkoiBzllKeyPTyENiq it -0-9 6-3-4 I 11-5-0 I 16.6.13 22-10-0 217.10.0 1-0.0 13.4 5.1-13 5-1-13 ,3 .3 1-0-0 4x6 11 4x4 'i 7 4x4 5x6 = I5x6 = 22 21 . 20 19 2x4 112x4 112x4 112x4 11 18 17 16 15 14 46 = 2x4 II 2x4 11 2x4 112x4 II 1� Scale = 1:63.2 i 6-3-0 16.6-13 .22-10.0 6.3-0 10.39 6-3-3 Plate Offsets (X Y)- 13:0.5-11 Edge], [4:0-511 Edael 15:0.5-11 Ed gel, I6:0-5-11 Edge], [7:0-2-8.0-2-01, 18:0-5-11 Edgel 190.5-11 Edoel 1100-5-11 Edgel 1110-5-11 Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.03 Vert(LL) 0.00 12 - n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) 0.00 12 n/r 120 Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 12 n/a n/a non -concurrent with other live loads. BCDL 10.0 Code IRC20121TPI2007 (Matrix) 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has OFESS/ Q� Oiv q�Fy Weight: 178 Ib FT = O% LUMBER- the bottom chord and any other members, with BCDL = 10.Opsf. 9) A rating 20% has been BRACING - plate reduction of applied for the green lumber members. 10) "Semi-rigid including TOP CHORD 2x6 DF SS G 'Except' pitchbreaks heels" Member end fixity model was used in the analysis and design of this truss.w TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 2-7.7-12: 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 DF SS G Tel recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection, in accordance with Stabilizer sta a 'ojide. REACTIONS. All bearings 22-10-0. (lb) - Max Horz 2=116(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 22, 14 except 20=-546(LC 17), 16=-546(LC 17) Max Grav All reactions 250 Ib or less at joint(s) 21, 22, 15, 14 except 2=312(LC 1), 12=312(LC 1), 19=919(LC 19), 17=914(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=308/0, 34=281/0, 4-5=262/0, 6-7=350/96, 7-8=-350/96, 9-10=262/0, 10-11=281/0, 11-12=308/0 WEBS 6-19=265/112, 8-17=265/112 NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp S; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has OFESS/ Q� Oiv q�Fy been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between �� O I EOZ) the bottom chord and any other members, with BCDL = 10.Opsf. 9) A rating 20% has been ti S Fs 2 plate reduction of applied for the green lumber members. 10) "Semi-rigid including JP C 75435 pitchbreaks heels" Member end fixity model was used in the analysis and design of this truss.w n 11) Attic room checked for U360 deflection. EXP. 03/31/2018 * OFCAOt November 29,2016 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NI.7473 rev. 1010312015 BEFORE USE. ■! Design valid for use only with MiTek® connectors. This design is based onty 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 11I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MIT®1.Il- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS1 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 Ory PlyFOSTER 22-10-0 6-3.3 Plate Offsets (X Y)— f2:0-5-11 Edgel f3.0-5-11 Edael f4:0-5-11 Edoel 15.0-5-11 Edael [6:0-2-8.0-2-01, 17.0-5-11 Edoel R49094170 JE1331 AE GABLE 1 1 TCLL 20.0 Job Reference o tional LUMBER, - REDDING CA 7.530 s Jul 11 2014 MiTek Industries, Inc. Tue Nov 29 06:18:50 2016 Page 1 ID:bsARtTk6jEf GKucH2 x4ryUGHT-yZyObBECYTJwTny3UCtOgGhaf531ReDuX_NWxvyENip 1 6-3-0 11-5-0 I 16-6-13 I 22-10-0 2j3 -10-Q 6-3-0 5.1.13 5-1-13 6-3-3 1.0.0 4x6 II 4x4 'i 4x4 '� 5x6 — 21 20 19 18 17 16 15 14 13 5x6 = 2x4 II 2x4 11 2x4 II 2x4 II 4x6 = 2x4 11 2x4 11 2.4 II 2x4' 11 Scale = 1:60.4 LUMBER - TOP CHORD 2x6 DF SS G *Except* 1-6,6-11: 2x4 DF No.1&Btr G BOT CHORD 2x6 DF SS G OTHERS 2x4 DF Std G BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 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. REACTIONS. All bearings 22-10-0. (lb) - Max Horz 1=115(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 21, 13 except 19=546(LC 17), 15=546(1_C 17) Max Grav All reactions 250 Ib or less at joint(s) 1, 20, 21, 14, 13 except 11=312(LC 1), 18=919(LC 19), 16=914(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=293/0, 2-3=283/0, 34=263/0, 5-6=350/96, 5-7=350/96, 8-9=-262/0,, 9-10=-281/0, 10-11=309/0 WEBS 5-18=-265/112, 7-16=265/112 NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlrrPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for U360 deflection. OQq�OFESS/pN9 TEOpO9�F2c LU LQ C 75435 ttpC m at ;0 *\ rte. /* OF CAUFu` .. November 29,2016 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use 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 M iT®k- is always required for stability and to prevent collapse with passible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI/ 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 6-3-0 6.3-0 16-6-13 10.3.9 22-10-0 6-3.3 Plate Offsets (X Y)— f2:0-5-11 Edgel f3.0-5-11 Edael f4:0-5-11 Edoel 15.0-5-11 Edael [6:0-2-8.0-2-01, 17.0-5-11 Edoel 18:0-5-11 Edael [9:0-5-1 IEdgel (10:0-5-11 Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.03 Vert(LL) 0.00 11 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.23 Vert(TL) 0.00 11 n/r 120 BCLL 0.0 Rep Stress Incr YES WE 0.08 Horz(TL) 0.00 11 n/a n/a RCnL 1n n Code IRC2012/TPI2007 (Matrix) Weight: 175 Ib FT = 0% LUMBER - TOP CHORD 2x6 DF SS G *Except* 1-6,6-11: 2x4 DF No.1&Btr G BOT CHORD 2x6 DF SS G OTHERS 2x4 DF Std G BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 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. REACTIONS. All bearings 22-10-0. (lb) - Max Horz 1=115(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 21, 13 except 19=546(LC 17), 15=546(1_C 17) Max Grav All reactions 250 Ib or less at joint(s) 1, 20, 21, 14, 13 except 11=312(LC 1), 18=919(LC 19), 16=914(LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=293/0, 2-3=283/0, 34=263/0, 5-6=350/96, 5-7=350/96, 8-9=-262/0,, 9-10=-281/0, 10-11=309/0 WEBS 5-18=-265/112, 7-16=265/112 NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSlrrPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for U360 deflection. OQq�OFESS/pN9 TEOpO9�F2c LU LQ C 75435 ttpC m at ;0 *\ rte. /* OF CAUFu` .. November 29,2016 ® WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use 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 M iT®k- is always required for stability and to prevent collapse with passible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI/ 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 - OtyPly FOSTER • TCLL - 20.0 SPACING- 2-0-0 849094171 JE1331 - B COMMON 1 1 PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.09 Vert(LL) -0.03 Job Reference (optional) 1-D-0 r aau s uw it -4 mi iexmausmes. mc. rue Nov[euo:io:ai tui a vage1 - ID:bsARtTk6jEf_GKucH2 x4ryUGHT-OIWmoXFgJnSm5xXF2wOfMTEkXVPBA5t2me73TLyENio 6-4-0 i 12-8-0 113-8-0 i &A-0 - 6-4-0 1-0.0 5x6 = 4 1.5x4 11 ---- Scale = 1:33.5 LOADING (psf) TCLL - 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.09 Vert(LL) -0.03 2-8 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.24 Vert(TL) -0.08 2-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 72 Ib IFT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Std -G 3-9-4, Right 2x4 DF Std -G 3-9-4 be installed during truss erection, in accordance with Stabilizer stallation guide, REACTIONS. (Ib/size) 2=567/0-3-8,6=567/0-3-8 Max Hoa 2=70(LC 10) Max Uplift2=24(1_C 12), 6=-24(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=558/43, 3.4=-465/60, 4-5=465/60, 5-6=-558/43 BOT CHORD 2-9=0/403, 8-9=0/403, 8-10=0/403, 6-10=0/403 WEBS 4-8=0/287 NOTES - 1) Wind: ASCE 7-10; Vuk=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 1-0.0 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) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q?,pF ESS/0 1E0p0�F2 c CO WPC 75435 0 ri * EXP. 03/31/2018 November 29,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A171-7473rev. 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 MiT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPll 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. Suile 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty PlyFOSTER PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.01 Vert(LL) 0.00 12 n/r 120 MT20 220/195 849094172 JE1331 BE Common Supported Gable 1 1 Rep Stress Incr YES WB 0.02 . Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2012lrP12007 Job Reference o tional 1-0-0 6.4-0 ' TOP CHORD NOTCHING ALLOWED IN AREAS 4x6 II WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 3x6 II 7 r.odu s Jul n coin mi i ex mausmes, mc.i ue NOV za ua:ta:oz zutu rage t 1D:bsARtTk6jEf GKucH2 x4ryUGHT-ux480tGS44adi56ScdvuvhmwOvovvZfB Isd?oyENin 6-0-0 1-M 3.6 II 21 20 19 18 17 16 15 14 3x6 II 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 Scale = 1:36.0 12-B-0 Plate Offsets (X,Y)— [2:0-2-8,0-0-5], [3:0-5-11,Edge], [4:0-5-11,Edge], [5:0-5-11,Edge], [6:0-5-11,Edge], [8:0-5-11, Edge), (9:0-5-11,Edge], [10:0.5.11,Edge], [11:0-5-11,Edge], [12:0-2-8,0-1-51 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.01 Vert(LL) 0.00 12 n/r 120 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) TL -0.00 12 n/r 120 ( BCLL 0.0 Rep Stress Incr YES WB 0.02 . Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2012lrP12007 (Matrix) Weight: 101 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 2-7,7-12: 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No. 1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 12-8-0. (lb) - Max Horz 2=67(LC 10) - Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 19, 20, 21, 16, 15, 14 Max Grav All reactions 250 Ib or less at joint(s) 2, 12, 18, 19, 20, 21, 17, 16, 15, 14 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) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h 25ft; B=45ft; L=24ft; eave=2ft; Cat. Il; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wird loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. Q9,OFESS/ON 10) Solid blocking is required on both sides of the truss at joint(s), 2.�tGO 11) TEO 9(� Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 12. "Semi-rigid �tv i� OS, �L 12) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. JR C�cP �Z LU C 75435 c rn 018 * OFOF November 29,2016 ® WARNING - Verffy 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 NiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 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 Chrus Heights, CA 95610 REDDING CA - 7.530 s Jul 11 2014 MiTek Industries, Inc. Tue Nov 29 06:18:54 2016 Page 1 ID:bsARtTk6jEf GKucH2_x4ryUQHT-gKBvRZljdgLyPGgj2yM_6s9uiL9NJ9UScLj4gyENil 1 6-4-0 I 12-8.0 6-4-0 6-4-0 6x 5.6 11 LUS26 LUS26 - LUS26 r 4-3-2 + 8414 12.8-0 4-3-2 d-1-13 dz� Scale = 1:33.5 Plate Offsets (X Y)— f 1:0-5-8 Edoel. 13'0-5-8.Edoe1 [4:0-4-14.0-0-41, f5:0-3-2.0-0-131 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Vd PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.04 4-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.10 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 HOrz(TL) 0.03 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 150 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G WEDGE Left: 2x4 DF No. 1&Btr, Right: 2x4 DF No. 1&Btr REACTIONS. (Ib/size) 1=3192/0-3-8,3=362810-3-8 Max Hoa 1=242(LC 23) Max Uplift 1=589(LC 27), 3=-451(LC 28) Max Grav 1=4577(LC 18), 3=5190(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=6140/1170, 2-3=6185/1174 BOT CHORD 1-6=723/4862, 5-6=723/4862, 5-7=-1014/3656, 7-8=-1014/3656, 4-8=-1014/3656, 4-9=740/4912, 9-10=740/4912, 10-11=740/4912, 3-11=901/4508 WEBS 2-5=0/2881.2-4=0/2950 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. Il; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a total drag load of 3500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-8-0 to 12-8-0 for 1750.0 plf._,� 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Use Simpson Strong -Tie LUS26 (4-SD9212 Girder, 4-SD9212 Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 12-0-12 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on Daae 2 Q\kOF ESS/pN TEODC)p wPC 75435 ��Cr M *\ EXP. 03/31/2018 l* kl nwa m he r 70 ')n l r ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. ■■! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k- is always required for stability and to prevent collapse whh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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 ht5 CA 95610 Job Truss Truss Type Qty Ply FOSTER ' 849094173 JE1331 - BG COMMON 1 2 Job Reference (optional) WEAVER LUMBER, REDDING CA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-3=20, 1-2-60, 2-3=60 Concentrated Loads (1b) Vert:1=-236 5=932(F) 6=932(F) 7=-932(F) 8=932(F) 9=932(F) 11= 932(F) ar <uJo regec ID:bsARtTk6jEf GKucH2_x4ryUQHT-gKBvRZljcigLyPGgj2yM 6s9uiL9N9UScLj4gyENil ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 met 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 . ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite log Citrus Hei hts CA 95610 Job Truss - Truss Type Qty Ply FOSTER TOLL 20.0 SPACING- R49094174 JE1331 C Common `. 2 1 Plates Increase 1.15 TC 0.09 Vert(LL) -0.01 4-5 >999 240 Job Reference o tional �l 1 �^ <uw mi iartmausmes, mc. ,u e— ze uo:io:» duro Tager I0:bsARtTk6jEf_GKucH2 x4ryUQHT-IWHevILN?yCZYr1HITbXJOQY6oN6vLdgG5Hc6yENik •2-0-0 I 4-38 I 9-7-0 2-0-0 4-38 4-38 4x5 II 3 .n, — 4x4 = Scale = 1:21.7 5 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.09 Vert(LL) -0.01 4-5 >999 240 MT20 220/195 0.0 10 Lumber Increase 1.15 BC 0.15 VertTL -0.04 4-5 >999 180 BCLDL 0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 41 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied'or 6-0.0 oc puffins. BOT CHORD 2x4 DF No, t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [installationguide. REACTIONS. (Ib/size) 4=360/0-1-12,2=51810-3-8 Max Horz 2=22(LC 10) Max Uplift2=56(1_C 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=613/98, 3-6=542/104, 3-7=553/100, 4-7=593/93 BOT CHORD 2-5=58/525, 4-5=58/525 NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4:2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used.in the analysis and design of this truss. Ql�kOFESS/0 y`t�Q�O T EOpOs�FZ W LU C 75435 c m t * EXP. 03/31/2018 November 29,2016 ® WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based onlyupon parameters shown, and is for an individual building component, note - 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 _ 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 ANSVTPII 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 —1—s He' hls CA 95610 Job Truss Truss Type Qty Ply FOSTER LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP 849094175 JE1331 C7 COMMON 2 1 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES Job Reference o tional 1 �a „�. , v.» w � v Gaya ID:bsARtTk6jEf GKucH2_x4ryUQHT-IVv1HevILN?yCZYr1HITbXJ0US6oQ6vOdgG5Hc6yENik 3.5-8 { B-3-0 3-5-8 - 4-9-8 I Scale = 1:15.5 4x5 II 4.00 112 3 7 3x6 I - 4x4 = 3.5-8 B-3-0 3-5.8 4-9-8 1 Plate Offsets (X Y)— f 1:0-2-0 0-0-81 14:0-1-10 Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.09 Vert(LL) -0.01 4-5 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.15 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.01 4 n/a n/a SCOL 10.0 Code IRC20121TP12007 (Matrix) Weight: 34 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Std -G 1-6-5 be installed during truss erection, in accordance with Stabilizer stall foe REACTIONS. (Ib/size) 1=327/Mechanical, 4=327/0-1-12 Max Horz 1=13(LC 12) Max Uplift 11=11([_C 14), 4=1(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=492/84, 2-6=-452/84, 3-6=-423/87, 3-7=-388/76, 4-7=466/76 BOT CHORD 1-5=34/402, 4-5=34/402 NOTES - 1) Wind: ASCE 7-10; Vuft=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. Il; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QipFESs1l TEODo �Fti W zi C 75435 LIP 0 m Cie EXP. 03/3112018 * TFOFCAOI November 29,2016 ® WARNING . Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and 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 ANSUTPI/ 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 He' hts CA 95610 t1 Job Truss Truss Type Qty PlyFOSTER PLATES GRIP MT20 220/195 Weight: 57 Ib FT = 0% I BRACING. TOP CHORD 2x6 DF SS G *Except* TOP CHORD 849094178 IJE1331 CS GABLE 1 1 MiTek recommends that Stabilizers and required cross bracing fI be installed during truss erection, in accordance with Stabilizer Inh Reference /nnl'nnall LUMBER, REDDING CA7.530 s Jul 11 2014 MiTek Industries, Inc. Tue Nov 29 06:18:56 2016 Page 1 ID:bsARtTk6jEf GKucH2 x4ryUQHT-mjJfrEJz8J43BiPDrT_g3XxbaW7hrMdnvvgg8ZyENij I. 2-0-04-9-8 I - I 9-7-0 11-7-0 i 2-0-0 4-9-8 4-9-8 Scale = 1:26.3 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. 4x10 II 1i LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012rrPI2007 CSI. TC 0.07 BC 0.15 WB 0.08 (Matrix) DEFL. in Vert(LL) -0.01 Vert(TL) -0.03 Horz(TL) 0.01 (loc) I/deft . L/d 2-6 >999 240 2-6 >999 180 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 57 Ib FT = 0% LUMBER- BRACING. TOP CHORD 2x6 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 2-3,3-4: 2x4 DF No.t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No. t&Btr G MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Std G be installed during truss erection, in accordance with Stabilizer s allation guide. REACTIONS. (Ib/size) 2=500/0-3-8, 4=500/0-3-8 Max Horz 2=16(LC 13) Max Uplift2=50(1_C 14), 4=-50(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=569/61, 3-7=-517/69, 38=-517/70, 4-8=-569/60 BOT CHORD 2-6=8/490, 4-6=8/490 NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. t)FESS/ 9) A plate rating reduction of 20% has been applied for the green lumber members. QER ON ` 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. � i� T EOQOs Fy P F W LU C 75435 c m of Zf * EXP. 03131/2018 /* November 29,2016 ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job ^-•-•-••-�• -^ Truss Truss Type qty Ply FosTER TOP CHORD • 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except • WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R49094177 JE1331 D MONOPITCH 6 1 Max Horz 8=94(LC 11) Max Uplift7=10(LC 14), 2=-63(LC 14) Max Grav 7=268(LC 19), 2=290(LC 1), 8=457(LC 19) Job Reference (optional) I� mu—nes. in, i ue -- uo1—t [u- rage 1 ID:bsARtTk6jEf GKucH2_x4ryUQHT-Evtl3aKbvdCwps_PPAV3ckUk?wT8agTw8ZaOhTyENii 1 -2-0-0 4-3-12 1 10-0-0 10.2-0 2-0-0 - 4-3.12 - 5-8-4 0-2A Scale: 1/2"=1' 2.4 II 4 5 4x4= 4x5 =v 1.5x4 I LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2012rrP12007 CSI. TC 0.22 BC 0.13 WB 0.05 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.02 7-8 >999 240 Verl(TL) -0.05 7-8 >999 180 Horz(TL) -0.00 2 n/a n/a PLATES' GRIP MT20 220/195 Weight: 55 Ib FT = 0% LUMBER- BRACING - TOP CHORD • 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatio nide. REACTIONS. (Ib/size) 7=219/Mechanical, 2=290/0-3-8,8=422/0-3-8 Max Horz 8=94(LC 11) Max Uplift7=10(LC 14), 2=-63(LC 14) Max Grav 7=268(LC 19), 2=290(LC 1), 8=457(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-8=349/143 NOTES - 1) Wind: ASCE 7-10; VuK=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1 A 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q�kOFESS/ON ` EODOs F� 9S1 CID c wP C 75435 0 Lu lM cc M EXPO /31/2018 * November 29,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII.7473 —.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 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 bmcing 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 ANSVTPI7 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 tog Chrus He' hts CA 95610 k Job Truss Truss Type Qty PlyFOSTER LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 849094178 JE1331 Di MONO CAL HIP 1 1 MT20 220/195 BCDL 10.0 Lumber Increase 1.15 _ BC 0.14 Vert(TL) -0.05 7-8 >999 180 Job Reference o tional WEAVER LUMBER, REDDING CA - 7.530 s Jul 11 2014 MiTek Industries, Inc. Tue Nov 29 06:18:58 2016 Page 1 ID:bsARtTk6jEf GKucH2_x4ryUQHT j5RQGwLDfwKnQOZbyu018yOvmJpMJHX4NDJxDRyENih 10-2-0 -2-0-0 4-3-12 944 9-9-3 2-0-0 4-3-12 5-0-8 15 0-4-13 Scale: 1/2"=1' 5x10 = 4x4 — 3x8 = " 1.5x4 II . 4-3-12 - 5-8-4 0-2 Plate Offsets (X,Y)— 1470-5-0.0-0-81 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.22 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 BCDL 10.0 Lumber Increase 1.15 _ BC 0.14 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 7 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 54 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 4.5: 2x4 OF No. 1&Btf G • end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-5. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=226/Mechanical, 2=300/0-3-8, 8=404/0-3-8 Max Horz 2=85(LC 13) Max Uplift7=33(LC 14), 2=-68(LC 14) Max Grav 7=269(LC 27), 2=450(LC 27), 8=567(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-8=460/158 NOTES - 1) Wind: ASCE 7-10; VuH=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) -2-0-0 to 10-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 1-0-0 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. FESS/ 9) Refer to girder(s) for truss to truss connections. ??, ON l 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7liO 0 '(EOQO q F2 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.CO wC 75435 Nc M * EXP. 2018 OF November 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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 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 ANSVTPI1 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 Nei hts CA 95610 Job - Truss Truss Type Oty Ply FOSTER + - (loc) I/deft Lid PLATES GRIP (Roof Snow -20,O) Plates Increase 1.15 R49094179 JE1331 D2 MONO CAL HIP 1 1 BC 0.13 Vert(TL) L -0.05 - 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference (opt Q ..�.. _....--- ,._......... .... rage r ID:bsARtTk6jEf_GKucH2 x4ryUQHT-j5RQGwLDfwKnQOZbyuOlsyOvLJpOJH14NDJxDRyENih -2-0-0 4-3-12 7-4-4 7-9-3 10-0-0 1 10 2-0.0 4-3.12 3-0.8 -4-15 2-2-13 Scale = 1:22.1 5x8 \\ 4X4 - 4x4 = - 3x8 = 4-3-12 5-84 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow -20,O) Plates Increase 1.15 TC 0.24 Vert(LL) -0.02 8-9 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.13 Vert(TL) L -0.05 - 8-9 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 HoFz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IRC2012rrP12007 (Matrix) Weight: 54 to FT = 0% LUMBER. BRACING - TOP CHORD 2x6 DF SS G *Except* TOP CHORD Structural wood sheathing directly applied'or 6-0-0 oc purlins, except 4-6: 2x4 DF No.1&Btr G end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G Tel recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer sta afo u'de REACTIONS. (Ib/size) 8=231/Mechanical, 2=306/0-3-8, 9=393/0-3-8 Max Horz 2=66(LC 13) Max Uplift8=19(LC 11), 2=66(LC 14) Max Grav 8=283(LC 27), 2=459(LC 28), 9=525(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-9=353/121 NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24111; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 1-0-0 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) Refer to girder(s) for truss to truss connections. �pFES$/� 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QQ N9l 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. �� TEO - � DSS �2Gh LU wP C 75435 �� * EXP. 03/31/2018 * I • � OF CAUE�`_ November 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AIII.7473 rev. 10103/2015 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 ofdesign parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is at ays 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 ANSVTPI1 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 FOSTER 10-0-0 10-2,0 R490941 so JE1331 DG HALF HIP STRUCTURAL 1 1 012 LOADING (psf) Job Reference o tional w,v,o=n, n=vvmm �.n rase s Jeff 11 eu14 MI I ex inou Ines, mc. I ue NOV 2e Ub:l Y:ee 2elti raga 1 I D:bsARtTk6jEf_GKucH2_x4ryUQHT-fUZAhcMTBYaVgK)_4J2mEN53D7QCn6UMgXo21KyEN'If 4-3-12 7-0-11 1 10-0-0 1¢210 4-3-12 2-8-15 2-11-5 0-2-0 5x8 = 3x8 = 1.5x4 Il. - 1.5x4 11 1.5x4 II 1.5x4 11 ' 4x4 II LUS24 11 10 9 19 8 7 6 Special Special Special Scale = 1:21.8 " a 4-3-1 10-0-0 10-2,0 4.3.12 5-8-0 012 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.99 Vert(LL) -0.01 1-11 >999 240 MT20 220/195 BCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.04 1-11 >999 180 BC0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.05 5 n/a n/a ' BCDL 10.0 Code IRC2012riP12007 (Matrix) Weight: 48 Ib FT = 0% 9 LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except 2-5: 2x4 DF No.1&Btr G end verticals, and 240.0 oc purlins (5-4-13 max.): 2-5. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-1 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation 'de REACTIONS. All bearings 6-0-0 except (Jt=length) 1=0-38. (lb) - Max Horz 1=89(LC 43) Max Uplift All uplift 100 Ib or less at joint(s) 10 except 1=-1165(LC 44), 7=1087(LC 52), 6=-308(LC 39), . 9=605(LC 37), 5=-601 (LC 45) Max Grav All reactions 250 Ib or less at joint(s) 10, 8 except 1=1281(LC 53), 7=1052(LC 45), 6=594(LC 26), 9=892(LC 26), 11=366(LC 5), 5=613(LC 52) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=3570/3515, 2-17=1747/1778, 4-7=-750/764, 2-3=-1259/1259, 320=908/906, 420=360/358 BOT CHORD 1-18=3315/3319, 11-18=3315/3319, 10-11=3315/3319, 9-10=-2404/2383, 9-19=1615/1619, 8-19=1129/1108, 7-8=-807/852 WEBS 39=769/745 NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24f1; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss has been designed for a total drag load of 3500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chard from 4-2-0 to 10-2-0 for 583.3 plf. ' 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 13j This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. Continued on Daae 2 Kinvamhor 90 XMR ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. ■■ Design valid for use only with MiTeke 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 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 ANSVTPl1 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 He lits CA 95610 Job Truss Truss Type Qty Ply FOSTER 849094190 JE1331 - DG HALF HIP STRUCTURAL 4 1 Job Reference (opt a!) • .++..�w„cv,.,vn,on,,,wau,ca.,,,,.. ,ua,.wcevv.o.vvcv,v rayac NOTES - I D:bsARtTk6jEfGKucH2_x4ryUQHT-fUZAhcMTBYaV9Kj 4J2mEN53D7QCn6UMgXo21KyENif 14) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent at 10-2-0 from the left end to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 Ib down at 2-0-12, 98 Ib down at 4-0-12, and 98 Ib down at 6-0-12, and 286 Ib down at 8-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase= 1. 15, Plate Increase= 1.15 ' Uniform Loads (plf) Vert: 1-2=60, 1-6=20, 2-4=-60, 4-5=60 Concentrated Loads (lb) Vert: 6=286(F) 11=-49(F) 10=-49(F) 18=-48(F) 19=286(F) ® WARNING - Vadry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "I-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek4D 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 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 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 (loc) I/deft Ud i (Roof Snow=20.0) Plates Increase 1.15 TC 0.15 849084181 JE1331 E COMMON 4 1 [OSTER Vert(TL) -0.16 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES oh Reference (optional) uEAVER wiviviz , Rtuunvu CA 7.530 s Jul 11 2014 MiTek Industries. Inc. Tue Nov 29 06:19:01 2016 Page 1 ID:bsARtTk6jEf GKucH2_x4ryUQHT-7g7YvyN6ydMHTIAeOa?maeR1XotWbvW3BYbgmyENie -1.0-0 I 7-7-0 15-2-0 7-7-0 7-7-0 o1` 5x6 = 1.5x4 Scale = 1:38.7 LOADING (psf) TCLL 20.0 SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.15 Vert(LL) -0.05 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.16 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2012rrP12007 (Matrix) Weight: 83 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 OF Std -G 4-6-4, Right 2x4 OF Std -G 4-6-4 be installed during truss erection, in accordance with Stabilizer stat foe REACTIONS. (Ib/size) 6=605/0-3-8,2=669/0-3-8 Max Horz 2=81(LC 11) Max Uplift 6=1(LC 12), 2=25(1_C 12) Max Grav 6=614(LC 19), 2=670(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=725/48, 3-4=-619/68, 4-5=-619/67, 5-6=-722/47 BOT CHORD 2-8=0/532, 7-8=0/532, 7-9=0/532, 6-9=0/532 WEBS 4-7=0/358 NOTES - 1) Wind: ASCE 7-10; Vu@=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �OQiLOFESS/ON SEODOS l/ W Q C 75435 Lp 0 m rn uavz018 November 29,2016 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVP7473 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 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 MOW 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 ANSVTPn 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 PlyFosTER (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 R49094182 JE1331 - ED COMMON 4 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.16 Job Reference (optional) ..-_-... _ _.. ...,.,v a w. , . <v .. nu , — n,vuou,c....... . uo .vvv <v ve.. o.v< <v. o rage . ID:bsARtTk6jEf GKucH2_x4ryUQHT-btgw610kj9gDvdtNBj5EJoBZhx7zF28fHrH9MCyENid t -1.0.0 { 7-7-0 15-2-0 1-0-0 - 7-7-0 7-7-0 5x6 = 4 4x10 II 4x10 II " 1.5x4 II Scale = 1:38.7 TOL DING (ps20 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.28 Vert(LL) -0.05 6-7 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.16 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2012ITP12007 (Matrix) Weight: 83 Ib FT = 0% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No. 1&Btr G WEBS 2x4 DF Std G SLIDER Left 2x4 DF Std -G 4-6-0, Right 2x4 DF Std -G 4-6-4 REACTIONS. (Ib/size) 6=605/0-3-8, 2=669/0-3-8 Max Horz 2=81 (LC 34) Max Uplift6=1349(1_C 37), 2=1374(LC 36) Max Grav 6=1665(LC 34), 2=1690(LC 33) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-1 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I sial at'o u'de FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2569/2240, 34=1493/1193, 4-5=1487/1187, 5-6=2562/2233 BOT CHORD 2-8=1604/2056, 8-9=1712/2056, 7-9=1712/2056,7-110=1712/2056, 6-10=1712/2056 WEBS 4-7=0/358 NOTES - 1) Wind: ASCE 7-10; VuH=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 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 1-0-0 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) This truss has been designed for a total drag load of 3500 Ib. Lum_b_e_ r 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 for 1750.0 plf. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model,was used in the analysis and design of this truss.. Q�kOFESS/pN Z E00q �Fti w wP C 75435 tp m rn * EXP. 03/31/2018 November 29,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE HP7473 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 pmpedy 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 passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply FOSTER - R49094183 JE1331 EE GABLE 1 1 (loc) I/deb Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 Inh Retnronrn rnnlinnall ---- • •---•• •- -• • ..vov a uui n au w mn ae uruuswas, mc. r urvvv ca uo: ro:w cvro raga l ID:bsARtTk6jEf_GKucH2 x4ryUQHT-33EJJePMUTy3X"a ZIRcTRjofKYS_XFpVWliufyENic -1-0.0 7-7-0 15-2-0 i 1.40 7-7-0 7-7-0 , TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24" OF THE HEEL JOINTS. �r a 4x6 II 3x8 \\ g 3x6 // 3x6 II 24 23 22 21 20 19 18 17 16 15 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 11 1.5x4 I I 3x6 II 1d Scale = 1:41.5 Plate Offsets (X,Y)— [2:0-2-8,D-0-5], (3:0-5-11, Edge], [4:0-5-11,Edge], [5:0-5-11, Edge], [6:0.5-11,Edge], [7:0-5-0,0-0-12], [9:0-5-0,0-0-12], [10:0-5-11,Edge], [11:0-5-11,Edge], 1120-5-11 Edoel 1130-5-11 Edge],[ 14:0-2-8 0-1-51 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.01 Vert(LL) 0.00 1 n/r 120 MT20 220/195 0.0 10.0 Lumber Increase 1.15 BC 0.01 VertTL -0.00 1 n/r 120 SCILL Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a SCOL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 126 Ib FT = 0% LUMBER - TOP CHORD 2x6 DF SS G *Except* 2-8,8-14: 2x4 OF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G OTHERS 2x4 OF Std G REACTIONS. All bearings 15-2-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. 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. (lb) - Max Horz 2=79(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 2, 22, 23, 24, 17, 16, 15 Max Grav All reactions 250 Ib or less at joint(s) 14, 2, 20, 21, 22, 23, 24, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vuft=11 Omph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Solid blocking is required on both sides of the truss at joint(s), 14. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q1;tOF ESS/pN IEOpOs<<c2 wP C 75435 C *� EXP. 03/31/2018 l* November 29,2016 ® WARNING - Verify 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A AIT®1.- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MYf 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSVTPIt 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 .-- 3X8 CA 95610 Job Truss Truss Type Qty PlyFOSTER DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.17 Vert(LL) -0.09 2-6 >889 240 R49094184 JE1331 ' ' J MONO TRUSS 17 1 BCDL 0.0 ' 1�IFA\/FD 1 I IMRFD OFIIrIIMI� re HorzTL) 0.00 6 n/a n/a ..,... Job Reference (optional) _ ........�._. ..___...__.. I.wv a awn cu1r Nolen nwuauros, nm. 1ue No en 06:rn:04 2016 Page .ID:bsARtTk6jEf GKucH2_x4ryUQHT-XFohXzP_Fm4w8x11J87iODGxykpRj_vy19mFR5yENib • -2-a0 6-11-0 7 1 2-a0 6.11-0 - az- Scale = 1:19.1. 2x4 II 3 4 710 710 1.5x4 II + . LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI: DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.17 Vert(LL) -0.09 2-6 >889 240 MT20 220/195 BCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.27 2-6 >296 180 BCDL 0.0 ' Rep Stress Incr YES WB 0.00 HorzTL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix (Matrix) e Weight: 33 Ib FT = 0 /o LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 old purlins, except BOT CHORD 2x4 DF No.t&Btr G end verticals. WEBS 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tekcommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stat t'o u' e REACTIONS. (Ib/size) 2=414/0-3-8, 6=270/Mechanical Max Horz 2=68(LC 11) Max Uplift2-55(1_C 14) Max Grav 2=423(LC 19), 6=306(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category It: Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QRpFESS/pN T EOD �FZ • G1 0 m wP C 75435 Ln LU M EXP. 03/3112018 * November 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AVP7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall - building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 11 A'T®1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the rY� 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSBA9 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 DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plates Increase . 1.15 TC 0.08 Vert LL) -0.10 2-4 >800 240 ( R49094185 JE1331 J2 Jack -Open Girder 2 1 [OSTER WEAVER UMBER RFrlrllNr_ CA-. Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Reference o tional ernb _ ... ........ ..:�an:. ._.. _.___ :__ �.__ .. _...... ............ ..-... .._. _ . ,..,.,,. 3+U, , , cv,.:vn, .mua.n.s, mv. ,.6 Nvr 29 06..9.05 20.6 rag. I ID:bsARtTk6jEf GKucH2 x4ryUQHT-?RM3kJQc04Cnm5bytsexxQp7888fSR96-1WpzxyENia 7-1-0 2-0-0 i-11-11 5-1.5 t - Scale = 1:17.3 4.00 12 3 5 2 f _ Irdi X4 = 6 7 6 4 NAILED NAILED NAILED 1.10-15 04`12 5-1-5 LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plates Increase . 1.15 TC 0.08 Vert LL) -0.10 2-4 >800 240 ( MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.31 2-4 >267 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 19 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 OF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer Fln., tallation guide. REACTIONS. (Ib/size) 3=25/Mechanical, 2=328/0-3-8, 4=68/Mechanical Max Horz 2=33(LC 10) Max Uplift3=61(1_C 14), 2=-48(LC 10) Max Grav 3=18(LC 10), 2=329(LC 15), 4=136(LC 5), FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuR=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. ll; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) "NAILED" indicates 3-1Od (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. 11) In the LOAD CASE(S),section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) standard 1) Dead + Snow Lumber OQROFESS/ONS TEODO `F2 tv� Q S (balanced): Increase=1.15, Plate Increase=1.15 Uniform Loads (pIf) y� Q S� C Vert: 1-3=-60, 24=20 J Z C 75435 Concentrated Loads (lb) Luw z Vert: 6=0(F) 7=0(F) 8=0(F) EXP. 03/31/2018 * TFOF CAI-\FOEL November 29,201E WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® 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 vent' the applicability of design parameters and property incorporate this design imo the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MIT®K• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS13419 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 I Truss Truss Type Qty PlyFOSTER SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 849084186 JE1331 J4 Jack -Open 2 1 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 ' BC 0.38 Vert(TL) -0.31 Job Reference (optional) -�•• ��••��•. •.�..�,,..� .... i ue rvav <e uo: ro:ua �uio rage i ID: bsARtTk6jEf_GKucH2_x4ryUQHT-?RM3kJQcO4Cnm5bytsexxQp7189BSR96—pWpzXyENia -2-0-0 I 3-11-11 l 7-1-0 2-0-0 3.11-11 3-1-5 Scale = 1:17.3 2 4.00 12 5 3 4 1� d FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu8=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q9,OFESS/p� T EODO �Fti W wP C 75435 cl m Of X i *\ EXP. 03/31/2018 l* / November 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®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 ANSVTPII 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 He his CA 95610 3-10-15 0- 12 3 -1 -5 --- LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.07 Vert(LL) -0.10 2-4 >792 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.31 2-4 >264 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012lrP12007 (Matrix) Weight: 23 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing FbeMiTek installed during truss erection, in accordance with Stabilizer tallation uide. REACTIONS. (Ib/size) 3=76/Mechanical; 2=347/0-3-8, 4=69/Mechanical Max Horz 2=46(LC 14) Max Uplift3-14([_C 11), 2=-40(LC 14) Max Grav 3=88(LC 19), 2=351 (LC 19), 4=137(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu8=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q9,OFESS/p� T EODO �Fti W wP C 75435 cl m Of X i *\ EXP. 03/31/2018 l* / November 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®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 ANSVTPII 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 He his CA 95610 Ob Truss Truss Type ply Ply FOSTER 1E1331 J6 Jack -Open 2 1 849094187 DEFL. in (loc) I/deft Ud Job Reference (optional) 2-0.0 n:vo cvro raga i ID:bsARtTk6jEf GKucH2_x4ryU0HT-UewRyfREn0Ke0FA80Z9ATeLIFYVOBuPFCTFMVyENiZ 3 1-1-5 Scale = 1:17.3 1� d LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.12 Vert(LL) -0.10 2-4 >792 240 MT20 220/195 0.0 10 Lumber Increase 1.15 BC 0.38 VertTL -0.31 2-4 -264 180 BCLDL 0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012lrP12007 (Matrix) Weight: 28 Ib FT = 0% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 3=149/Mechanical, 2=394/0-3-8, 4=69/Mechanical Max Horz 2=60(LC 14) Max Uplift3=33(LC 14), 2=-45(LC 14) Max Grav 3=174(LC 19), 2=402(LC 19), 4=137(LC 5) 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 installed during truss erection, in accordance with Stabilizer tallation quide. NOTES. 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. November 29,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Infornation 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 JE1331 JG Monopitch Girder 1 1 FFOSRTER 849094189 (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.07 fnroncu /nnfinnall fEDOiNG CA - 7.530 s Jul 11 2014 MiTek Industries, Inc. Tue Nov 29 06:19:07 2016 Page 1 ID:bsARtTk6jEf GKucH2_x4ryUQHT-ygUp9?SsYhTV?OIK HhPOruTnytgwHeOR7?v1QyENiY 3.9-7 6-11-0 7 1 3-9-7 3.1-9 0.2 Scale = 1:18.3 2x4 II LUS24 NOTES - 3-9-7 1) Wind: ASCE 7-10; Vul=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; 3-1-9 0.2 Plate Offsets (X Y)— [1:0.3-6 Edgel plate grip DOL=1.60 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.07 Vert(LL) -0.01 1-6 >999 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.04 1-6 >999 180 Q N q1�2 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 5 n/a n/a J tr 2 BCDL 10.0 Code IRC2012/TPI2007 (Matrix) EXP. 03/31/2018 Uniform Loads (plf) Weight: 39 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G OF rat \E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=615/0-3-8,5=580/Mechanical Max Horz 1=60(LC 7) Max Grav 1=618(LC 14), 5=601 (LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1064/0 BOT CHORD 1-8=0/973, 6-8=0/973, 6-9=0/973, 5-9=0/973 WEBS 2-6=0/584,2-5-11061/0 NOTES - 1) Wind: ASCE 7-10; Vul=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (Flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) �pFES$/� or equivalent spaced at 2-0-0 oc max. starting at 2-2-12 Q N q1�2 from the left end to 4-2-12 to connect truss(es) to front face of bottom chord.�Q�O 10) Fill all nail holes hanger is Q TE000 where in contact with lumber. 11) In the LOAD CASE(S) section, loads to the face S� PQM G) CO applied of the truss are noted as front (F) or back (B). J tr 2 LOAD CASE(S) Standard UJ w C 75435c m tr M 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 EXP. 03/31/2018 Uniform Loads (plf) * Vert: 1-3=-60, 3-4=60,11-5=20 Concentrated Loads (lb) Vert: 8=340(F) 9=307(F) OF rat \E November 29,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 busses 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 ob Truss Truss Type Qty PlyFosTER PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD 849094190 JE1331 � JG1 MONOPITCH GIRDER 1 1 Rigid ceiling directly applied or 5-3-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing Job Reference (optional) vvcAven LUMCCK, ncuuirvu [:A 7.530 s Jul 11 2014 MiTek Industries, Inc. Tue Nov 29 06:19:08 2016 Page 1 ID:bsARtTk6jEf GKucH2_x4ryUQHT-002CNLSVJ7bMdYKWY_CeY3RcELCRfmnYgnkTasyENiX 3-9-7 6-11-0 7A-0 - 3-9-7 3-1.9 0-2-0 - Scale = 1:19.8 Special 2x4 II 3 4 LOADING (psf) TOLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 ' SPACING- 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.22 BC 0.28 WB 0.14 (Matrix) DEFL. in Vert(LL) -0.02 Vert(TL) -0.03 Horz(TL) 0.01 (loc) I/deft Ud 6 >999 240 1-6 >999 180 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins, except BOT CHORD 2x6 DF SS G end verticals. WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 5-3-3 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer stallatione REACTIONS. (Ib/size) 1=308/0-3-8, 5=758/Mechanical Max Horz 1=383(LC 30) Max Uplift 1 =1 108(LC 35), 5=40(1_C 36) Max Grav 1=1338(LC 44), 5=779(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3331/2943, 2-7=1578/1546,3-7=1077/1054, 3-5=530/124 BOT CHORD 1-8=2624/2974, 6-8=2624/2974, 6-9=2624/2974, 9-10=2624/2974, 5-10=909/1259 WEBS 2-6=0/333, 2-5=-619/203 NOTES - 1) Wind: ASCE 7-10; VuK=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 1-0-0 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) Refer to girder(s) for truss to truss connections. 8) This truss has been designed for a total drag load of 3500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag pFESS/ loads along bottom chord from 5-1-0 to 7-1-0 for 1750.0 plf. QR O,y 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��� T ECDq�F 10) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails. For more details refer to MiTek's ST -TOENAIL Detail. yG1 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 372 Ib down and 59 Ib up at 7-1-0 C J (P y on top chord. The design/selection of such connection device(s) is the responsibility of others.LU w C 75435 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). XP. LOAD CASEE03/31/2018 S) Standard * *' 1) Dead + Snow (balanced): Lumber Increase=1.1$, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=60,1-5=20 jcCAl.1Fa Nnwomhar 7Q 7(118 Continued on Daae 2 WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. ■■! Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not• - a truss system. Before use, the building designer must verity the applicability of design parameters and 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 11 A'T®1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1Y� 1 R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see � ANSVTPI11 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 Chrus Hei hls CA 95610 WEAVER LUMBER, REDDING CA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=372(8) 6=49(B) 8=-48(B) 10=-49(B) '­us uw r r 'u- mi i ea mausmes, mc. i ue Nov za uo:l9:ua zulu rage z ID:bsARtTk6jEf GKucH2 x4ryUQHT-QO2CNLSVJ?bMdYKWY_CeY3RcELCRfmnYgnkTasyENiX 1 ® WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF 7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO 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 MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Suite 109 Chrus He' hts CA 95610 Truss Truss Type Qty Ply • TFTERE1331 R49094190 [obl . JG1 MONOPITCH GIRDER - 1 Reference (opt I) WEAVER LUMBER, REDDING CA LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=372(8) 6=49(B) 8=-48(B) 10=-49(B) '­us uw r r 'u- mi i ea mausmes, mc. i ue Nov za uo:l9:ua zulu rage z ID:bsARtTk6jEf GKucH2 x4ryUQHT-QO2CNLSVJ?bMdYKWY_CeY3RcELCRfmnYgnkTasyENiX 1 ® WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF 7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO 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 MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandra, VA 22314. Suite 109 Chrus He' hts CA 95610 TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G Mi recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FInstallation guide. REACTIONS. (Ib/size) 4=63/1-10-6,3=63/1-10-6 Max Horz 4=37(LC 8) Max Llplift4=584(LC 27), 3=-584(LC 30) Max Grav 4=61 O(LC 34), 3=61 O(LC 31) - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=595/593, 1-2=-508/510 BOT CHORD 34=546/547 WEBS 1-3=837/837 NOTES. 1) Wind: ASCE 7-10; VuR=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a total drag load of 350 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 350.0 plf. 9) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q9,0FESS/pN T E0Dgv �Fyc WPC 75435 �cc �rn 1,* rn J f,&WV2018 OF CAI�Fu` November 29,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M14473 rev. 10103/2015 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 MOW 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 pNSVTPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suile 312. Alexandria, VA 22314. - Suite 109 Chrus He' hts CA 95610 Truss Truss Type Qty Ply FosTER8490941911331 Lob - P - - FLAT 7 1 1-10-6 Job Reference (optional) TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G Mi recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FInstallation guide. REACTIONS. (Ib/size) 4=63/1-10-6,3=63/1-10-6 Max Horz 4=37(LC 8) Max Llplift4=584(LC 27), 3=-584(LC 30) Max Grav 4=61 O(LC 34), 3=61 O(LC 31) - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=595/593, 1-2=-508/510 BOT CHORD 34=546/547 WEBS 1-3=837/837 NOTES. 1) Wind: ASCE 7-10; VuR=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a total drag load of 350 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 350.0 plf. 9) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q9,0FESS/pN T E0Dgv �Fyc WPC 75435 �cc �rn 1,* rn J f,&WV2018 OF CAI�Fu` November 29,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M14473 rev. 10103/2015 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 MOW 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 pNSVTPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suile 312. Alexandria, VA 22314. - Suite 109 Chrus He' hts CA 95610 ID:bsARtTk6jEf GKucH2_x4ryUQHT-uDbaahT74JjDFivj6ijt5Gznnib5OB9hvRU06JyENiW 1-10-6 4x4 = 4 I Scale = 1:12.6 - o 1 , ' 4 3 36 II 4x4 = 1-10-6 - " 1-10-6 t - LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0. Lumber Increase 1.15 BC 0.06 Vert(TL) n/a n/a 999 _ BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012rrP12007 (Matrix) Weight: 11 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 cc purlins: 1-2, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G Mi recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FInstallation guide. REACTIONS. (Ib/size) 4=63/1-10-6,3=63/1-10-6 Max Horz 4=37(LC 8) Max Llplift4=584(LC 27), 3=-584(LC 30) Max Grav 4=61 O(LC 34), 3=61 O(LC 31) - FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=595/593, 1-2=-508/510 BOT CHORD 34=546/547 WEBS 1-3=837/837 NOTES. 1) Wind: ASCE 7-10; VuR=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) This truss has been designed for a total drag load of 350 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-6 for 350.0 plf. 9) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q9,0FESS/pN T E0Dgv �Fyc WPC 75435 �cc �rn 1,* rn J f,&WV2018 OF CAI�Fu` November 29,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M14473 rev. 10103/2015 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 MOW 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 pNSVTPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suile 312. Alexandria, VA 22314. - Suite 109 Chrus He' hts CA 95610 I b Truss Truss Type Oty PlyFOSTER TCLL 20.0 SPACING- 2-0-0 849084192 JE1331 s MONOPITCH 2 1 PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.02 Vert(LL) -0.00 .lob Refere rp (optional) r.Z 5 JUI 11 LU1V MI I eK InaUsines. Inc. I ue Nov Le ut):iu:U9 2Ule Page 1 ID:bsARtTk6jEf GKucH2 x4ryUGHT-uDbaahT74JjDFivj6ijt5Gzg7lbuOF8hvRU06JyENiW •1-0-0 I 1.6.0 1 . 1-6-0 5x6 % 3 Scale: 1.5"=1' LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL, in (roc) I/deft Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.02 Vert(LL) -0.00 2 >999 240 MT20 - 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00, Horz(TL) 0.00 4 n/a n/a BCDL 10.0. Code IRC2012rrP12007 (Matrix) Weight: 8 Ib FT = O% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G - REACTIONS. (Ib/size) 4=29/Mechanical, 2=139/0-3-8 Max Horz 2=17(LC 11) Max Uplift2=33(1-C 14) Max Grav 4=32(LC 5), 2=139(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 1-&0 oc purlins, except end verticals. 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; Vult=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45fl; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QROFESS/ON TEOZ)o <<c, c, wP C 75435 FC m * EXP. 03/3112018 November 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -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, net 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 MIT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 dob Truss Truss Type Qty PlyFOSTER - 045 LOADING (psf) R49094193 JE1331 � 52 Jack -Open 2 1 TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in Job Reference o tional 0 �-�rage ID:bsARtTk6jEf GKucH2_x4ryUQHT-MP9ynlUlrcr4ssUvfPE6eLUW99xv7i0r75DaelyENiV -2-0-0 1.71-11 2 0 2-0-0 1.11-11 -5 Scale = 1:9.5 3 I� LUMBER- - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.t&Btr G REACTIONS. (Ib/size) 2=263/0-3-8, 4=20/Mechanical, 3=-6/Mechanical' Max Horz 2=33(LC 14) Max Uplift2=70(LC 14), 3=-45(LC 18) Max Grav 2=264(LC 19), 4=39(LC 5), 3=12(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. 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; Vufl=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q�pFESS/pN T EOpOs-leFyc LIJ LU C 75435 c EXP. 03131/2018 November 29,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPII 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 1 -n -n 045 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2 >999 240 MT20 220/195 TC10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-4 >999 180 BCLL L 0.0 ' Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 12 Ib FT = 0% LUMBER- - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.t&Btr G REACTIONS. (Ib/size) 2=263/0-3-8, 4=20/Mechanical, 3=-6/Mechanical' Max Horz 2=33(LC 14) Max Uplift2=70(LC 14), 3=-45(LC 18) Max Grav 2=264(LC 19), 4=39(LC 5), 3=12(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. 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; Vufl=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q�pFESS/pN T EOpOs-leFyc LIJ LU C 75435 c EXP. 03131/2018 November 29,2016 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67473 rev. 1010312015 BEFORE USE. ■■ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSVTPII 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 b Truss Truss TypeQty 2-0-0 Ply FOSTERR49094194 PE PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 1331 S4 JACK -OPEN 2 1 Lumber Increase 1.15 BC 0.02 VertTL -0.00 2-4 >999 180 Job Reference (optional) O 1 .............W7rage r ID:bsARtTk6jEf GKucH2 x4ryUQHT-MP9yn1Ulrcritt;Z fPE6eU99xv7iOr75DaelyENiV 2-0-0 3-11-11 2-0-0 2-0-0 1-11-11 3 2-0.0 2-0-0 Scale = 1:13.0 ryN1 O N dl O M LOADING (psf) TOLL 20.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP (Roof Snow=20.0) Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2 >999 240 MT20 220/195 0.0 10.0 Lumber Increase 1.15 BC 0.02 VertTL -0.00 2-4 >999 180 BCDLL ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 16 Ib FT = O% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - Installation guide. REACTIONS. (Ib/size) 3=85/Mechanical, 2=290/0-3-8, 4=20/Mechanical Max Harz 2=46(LC 14) Max Uplift 3=1 6(LC 14), 2=-66(LC 14) Max Grav 3=96(LC 19), 2=293(LC 19), 4=39(LC 5) ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ® November 29,2016 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1161-7473rev. 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 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 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 ANSVrPl1 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 Mob Truss Truss Type , Qty Ply FOSTER R49094195 JE1331 S6 JACK -OPEN 2 1 - InA Guferonro lnnrinnal\ WEAVER LUMBER, REDDING CA 7.530 s Jul 11 2014 MiTek Industries, Inc. Tue Nov 29 06:19:11 2016 Page 1 ID:bsARtTk6jEf_GKucH2 x4ryUQHT-gbjK?NVNLwzxU035D61LAh38rZH8s9e MIz7AByENiU -2-0.0 2-0-0 5-11-11 2-0-0 2-0-0 3-11-11 Scale = 1:16.5 3 1 • r 2-� 2-0-. LOADING (psf) TCLL 20.0 SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl L/d PLATES GRIP (Roof Snow=2 Plates Increase 1.15 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 10. 10.0 Lumber Increase 1.15 BC 0.02 VertTL Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr , YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC20121TPI2007 (Matrix) Weight: 21 Ib FT = 0% LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.1&Btr G REACTIONS. (Ib/size) 3=155/Mechanical, 2=339/0-3-8, 4=20/Mechanical Max Horz 2=60(LC 14) Max Uplift 3=35([-C 14), 2=-72(LC 14) Max Grav 3=181(LC 19), 2=347(LC 19), 4=39(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. rIn., Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. NOTES - 1) Wind: ASCE 7-10; Vu11=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q9,OFEODrp , T EOpO•s�F2 Lu wP C 75435 �� EXP. 03/31/2018 November 29,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 -C.�YC7 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I s always required for stability and to prevent collapse with possible personal injury and property damage. For general ' fabnration, storage, delivery, erection and bracing of trusses and truguidance regarding the MiTek- ss systems, see ANSVTP11 Quality Criteria, OSB489 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 PlyFOSTER LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R49094196 JE1331 SC - Roof Special 2 1 . Max Horz 2=17(LC 11) Max Uplift2=35(1_C 14) Max Grav 4=35(LC 5), 2=150(LC 1) Job Reference o tional rnge ID:bsARtTk6jEf GKucH2_x4ryUQHT-qbjK?NVNcwzxUO35D61LAh3AaZHKs9e MIz7AByENiU 1.7.8 I 1.1-0 1-7-8 5x6 % 3 Scale = 1:7.9 LOADING (psf) TCLL 20.0 (Roof Snow=20.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Inco YES Code IRC2012lrP12007 CSI. TC 0.02 BC 0.01 WB 0.00 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.00 2 >999 .240 Vert(TL) -0.00 2 >999 180 Horz(TL) , 0.00 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 9 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc puffins, except BOT CHORD 2x4 DF No. 1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 4=32/Mechanical, 2=150/0-3-13 Max Horz 2=17(LC 11) Max Uplift2=35(1_C 14) Max Grav 4=35(LC 5), 2=150(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuK=110mph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45fl; L=24ft; eave=4ft; Cat. 11; Exp 8; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. . 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 1-0-0 wide will rd between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �O990ES$/QNB T EOD �� wP C 75435 rn EXR 03/3112018 * FOF CAI�F�� November 29,2016 ® WARNING - Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verity the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicatedis to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 - Citrus Hei hts CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 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 1. Additional stability bracing for truss system, e.g. and fully embed teeth. J�diagonal CHORDSg, is always required. See BCSI. or X-bracinTOP 0'1�� 16 c1-2 Cts 2. Truss bracing must be designed by an engineer. For T 4 0 WEBS Ca, O ,p , O wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 00 p 4. Provide copies of this truss design to the building C7-8 cs C5-6 F For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- ",d' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ` 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 width measured perpendicular 4 x 4 ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and 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, BEARING established by others.. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. - 17. Install and load vertical) y unless indicated otherwise. Min size shown is for crushing Only. �p 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: 1 project engineer before use. 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 Bracin 9 9• ® is not sufficient. BCSI: Building Component Safety Information, MiTekra 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 CA - Job Truss Truss Type Qty ply- FOSTER (1331 Al ATTIC 9 1 TCLL 20.0 (Roof Snow 20.0) plates Increase 1.15 TC 0.80 Vert(LL) Job Reference (optional) WtAVLK LUMtltK, KLUUINU UA LD3U S Jul 14 ZUl4 MIIeK Inausmes, IOC. Weo NOv l0 lD:l4:4U ZUlO ra e l ID:bsARtTk6jEf GKucH2_x4ryUQHT-_urfUjkxMYunJws?8zOAltii8DAuaINtz7exzpyl 4T 11-10.9 x1-0-0 4-7-6 63-0 10-11-7 1d-5,0 16613 18.2-10 , 22-10.0 2510-4 1-0-0 4-7.6 1-7-13 448.30-5-195.9 4-8-3 1.7-13 4-7.6 - 6x8 l l Scale = 1:50.6 6 7 .400 II 14 = 11 4x10 II 3x8 = 5x6 3x8 = r Ia' LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 (Roof Snow 20.0) plates Increase 1.15 TC 0.80 Vert(LL) -0.35 12-14 >780 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.60 12-14 >448 180 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.03 10 n/a n/a wrnL inn Code IRC2012ITP12007 (Matrix) Attic -0.24 12-14 510 360 Weight: 149 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF SS G 'Except' TOP CHORD T2: 2x8 DF No.2 G BOT CHORD BOT CHORD 2x6 DF SS G WEBS 2x4 DF Std G WEDGE Left: 2x4 DF Std, Right: 2x4 DF Std REACTIONS. (Ib/size) 2=1022/0-3-8 (min. 0-1-8), 10=1022/0-3-8 (min. 0-1-8) Max Horz2=117(LC 11) Max Grav2=1227(LC 19), 10=1227(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ~ TOP CHORD 2-3=-1792/47, 3-4=-1734!76, 4-5=-1093/111, 5-6=-76/1428, 6-7=-76/1428, 7-8=-1093/111, 8-9=-1735176,9-10=-1792/47 BOT CHORD 2-14=0/1428, 13-14=0/1126, 12-13=0/1126, 10-12=0/1361 WEBS 4-14=-3/1187, 8-12=-3/1188, 9-12=-715/126, 5-7=-2785/227, 3-14=-714/126 Structural wood sheathing directly applied or 5-0-8 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. s NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) V(IRC2012)=87mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 'This t'-----russ he's been,designed fo�.a liy`e_load of 20.Opsf_on-thebottom chord-in-all-areas-where.a-rectangle3-6-0-tall by 1-0-0 wide wi 6) Ceiling dead load (5.0 psf) on-member(sj: 4-5; 7-8, 5-7 7) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 12-14 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Attic room checked for U360 deflection. LOAD CASE(S) Standard zea BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR O E COMPLIANC DATE F� C XOTTE COUNTY MAR 0 6 2017 DEVELOPMENT Qp.RvTc-pl'q �RLISS TO WALL L2_f& =�QT�ION LUS24 TYP PERMIT _p BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE---�-) wCz%. ENGINEERING STRUCTURAL'CALCULATIONS FOR: Foster. Ranch Addition 16-309 3078 Durham —Pentz Rd. Butte County, CA PERMIT # 9 z `D Zs; November 28, 2016 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR�OFESSIO CODE C�ONAPL1�4IVC cz) �'0 °` FFti DATE 71-7)BYQ� LU m S? No. C 66452 m J _. (Po � ►Vj \�o�e���- `NOV 2 ,2016 F A�� B16-2828 B10 041-130-036 Brandt T. Kennedy P.E. 12/20/2016 Pct Jared A. Krupa P.E. SFD REBUILD (1596) CONTENTS: SPECIFICATIONS PAGE 1 NOTES PAGE 2 DESIGN CRITERIA PAGE 5 FRAMING PAGE 9 POSTS AND TRIMMERS PAGE 25 FOUNDATIONS & FOOTINGS PAGE 26 LATERAL LOAD ANALYSIS PAGE 28 SH.EARWALLS PAGE 34 SCHEDULES PAGE 35 ANCHOR BOLTS PAGE 46 ROOF DIAPHRAGMS PAGE 47 DESIGN PARAMETERS:' Code: 2012JBC Soil Bearing Pressure: 1500 psf Wind Speed: " pp 0 p (3 sec gust (O (D�t'Seismic Design: D �� Wind Exposure: C Soil Slte Class: D www.K2eng.net Ph: 775.355.0505 Fax: 775.355-0566 • Email: infoeK2eng.net 860 Maestro Dr. • Suite A • Reno • NV • 89511 o o tr D o D cr 0 o (n n o o m CD ti z m C E N A (D n (A (n > n N C A W R A L � 40 CCz0 0 p p O N C �► N N. y O C O W =„�;Q�' m 0 0 -n (D a U) aln7m"nwp p 3 61 col 7 fD N N (D 7 o 0 0 D m? 3 10 -n fD a) O N 1 O• fA (D c C (LZ ci p Q ISD N d ;a rw L CL m O N. Q t -t C cn 0 _ N'n 1 0 cA u .s 3 c y 7 o n cl CL m 1 y 7 m C 6 N A'D 1 C O "= 3 N N 0 • 7 O C.— ' y -nIAI S W ` oar M D , m M CD A x' A Of R A) H E CL 0 T. T. k Ic 3 '5' a=,m. o �.: .L;. of = o m -.a a 3 C. : ) C t O. ' I fl D '► os O N c 0 N V (fl r fD +9 ` o . CL. c, c } m a n �,, 1 1 I;G. xi 1 e I 1 RI i i�q 7i OI i 101 r�.y Ot i i�,I,p7i i 0i 'iii iglai�iH a,rn .' ial. 4 r1, 0. 1 7 i0•'MMO//i fy'� iri i'�i i..,;iN; O_:.� ai ;iii � In•IQ.lyul i i s;I � 'i.. ; � i i i -.t c0;�;.�. r'— .•.Ip IQf I I '1 I A 11 IC^L4 -1 I o iV 111 1 1 1 I 1 F I 1U/i .' i f`,” rt'_ Z3 I0.. U' ? (p 1 :: i f. 11Q I�i 1 I !1 tl 1 •'1 i� 1 'U W 1(D; i 1 I 1 1 I 16.1"1 1 . 1 1 1 I i 1 1 ,i 1 1 •'1 1 .i � , IT I -n ' I 1.'-n ii�i- j IGIG1' 1 1 IPI 1'+1 i 1'1 i is Size Classification.G;: 1 I 1 l:. Iv lO .'� 1 1- • -CDiM 1 1 f. , 1 a •1 1 1 ', 1 1 ,.I I 1 1 i IA 1�1{ 1'iii °.WY 1101 10101. lol -101 Kill iNlol Bending Fb solo:;, i0i r:';o; . ;o; l°'ioi Io,1 IAI(T1 TensionParallelto;`' I�I�i:;'"'C71'-I.i ' 1 1 I1 +� 1 I 1071 I�IVT1 1 .,16161 17,1'Gram [(PSI) -; I i i t is i i I_ i I 1 r Shear Parallel t0 'CD ICD I' 1(01 v.I Qii 0'0, Grain FVRSI) .i Compression IO71�i 1�1 .1-41 °1�1 -Ml(n I �Q� ' loi •.� n� �cN)i-;: Perpendiqularto- " ; 1 1 I 1 = ;Grain : •1� I I r 1 :u ._: i °i ,�;w; ;Compression Parallel ICn lgll 101 �:;1 ICTI 1 ioloi • iol , of tw'i �°1ioi I • to Grain ,I�I�'1• INI t!. 1.JI l� Cl �id,.Al 1 .� --.. Modulus'of Elasticity. iC)lO.1 i0i '�:i0_.i_O'i ioiol 10 1,10, IQ1 .101011 °i0 i0 iil��'0._ti `.i0i.'-iO.i+'(O iO.i i r -'•` p o ' CD o u, CL o tr D o D cr - O o a z `� ti o' 7 C E N A (D .. R 3,1 rw "..�- CL CL w 40 •s r /vMim O W ` oar M O n �.: .L;. of = O n>Z O' M. �— .: D '► os CL 0 N ` D Z m - O m NOTES: GENERAL a) All work shall conform to the 2012 IBC and applicable local codes. b) Where applicable allowable stresses have been increased 15% (Except Alpine and Placer Counties) for short duration and 60% for seismic and wind loading. c) K2 Engineering, LLC. is responsible for the structural items in the plans only. Should any changes be made, or should the results of these calculations not be fully or properly transferred to the plans, K2 Engineering, LLC. assumes no responsibility for the structure. d) All codes and standards shall be the most current edition as of the date of the calculations. e) The details shown on the drawings are typical. Similar details apply to similar conditions. f) The calculations are based upon a complete structure. Should an unfinished structure be subjected to loads, K2 Engineering, LLC. should be consulted for an interim design or if not, will assume no liability. g) Engineer shall be notified of existing conditions that differ from those shown on these details and plans. SITE WORK a) Building sites are assumed to be drained and free of clay or expansive soil. Any other conditions should be brought to the attention of K2 Engineering, LLC. b) These calculations assume stable, undisturbed soils and level or stepped footings. Any other conditions should be reported to K2 Engineering, LLC. c) All footings shall bear on undisturbed soil or compacted structural fill. d) All finish grade shall slope away from foundation for a minimum of 10'-0". e) An. assumed soil bearing pressure is determined and will be increased in accordance with IBC Table 1806.2. f) No snow or water is to be allowed to collect around foundation during construction. It is the contractor's responsibility to ensure that the building site drains freely, and that any standing water or snow is removed immediately. FILL AND BACKFILL a) Fill material shall be free from debris, vegetation, and other foreign substances. b) Backfill trenches shall be compacted to 90% relative density per ASTM D1557 to within 12" of finished grade. The top 12" shall be landscape fill, c) Backfill at pipe trenches shall be compacted on both sides of pipe in 6" lifts. d) Waterproof exterior faces of all foundation walls adjacent to usable spaces. Waterproofing of all foundation and retaining walls to be the responsibility of the owner and/ or contractor. e) All backfill against foundation walls must be compacted to 90% relative density, unless otherwise directed by a soils report. f) Perforated pipe sub -drain typical behind all retaining walls. Use 4" � PVC except where noted otherwise. Slope pipe to drain to daylight and drywell. CONCRETE a) All concrete shall have a minimum 28 -day compressive strength of 3000 psi for footings and 3000 psi for retaining walls, U.N.O. b) Structural design based on compressive strength of 2500 psi (special inspection not required). c) Concrete shall be air -entrained to 5% ± 1%. d) Reinforcement shall be ASTM A615, grade 60 ksi, U.N.O. e) Lap reinforcing a minimum of 40 bar diameters at all splices, U.N.O. -2- NOTES (continued) f) All slabs on grade (SOG) shall have a minimum thickness of 4" and be reinforced with WWF 6x6 — W l OxW 10 as per ASTM A 185, or with Fibermesh as per manufacturer's specifications equivalent, to mesh specified above, U.N.O. All SOG have been designed assuming an f � of 2500 psi, but shall be constructed with 3500 psi concrete. g) Waterproofing of foundations and retaining walls is the responsibility of the owner. h) Reinforcement cover in cast -in-place concrete shall be as follows: 3" - Concrete cast against and permanently exposed to earth. 1-1/2" - Concrete exposed to earth or weather with #5 bars or smaller. 1-1/2" - Concrete not exposed to weather or in contact with ground, #11 bars and smaller. 1-1/2" - Beams, columns, and pilaster, cover over ties. - 1 -1/2" - Clear to top for reinforcement in slabs on grade. i) Provide slab control joints (saw cut or plastic inserts) at 10'-0" maximum spacing each way for 4" slabs and 12'-0 maximum for 6 slabs U.N.O. Joint depth to be _1/4 of slab depth. MASONRY a) All masonry units shall conform to ASTM C90 grade N units, U ,N.O. b) All.masonry cells are to be solid grouted with mortar conforming to ASTM C279, type S, with a 28 day compressive strength of 2000 psi, minimum, U.N.O. c) Vertical steel placement in masonry stem walls to be #4 bars at 16" o.c. maximum spacing, U.N.O. d) Horizontal steel placement in masonry stem walls to be #4 bars at 24" o.c. maximum spacing, U.N.O. LUMBER/FRAMING a) All lumber framing shall be Douglas Fir Larch with moisture content <.19%, U.N.O. b) Glu -Lams used for simple spans shall be 24F -V4, U.N.O. Glu -lams used for continuous spans, or for cantilevered conditions; shall.be 24F -V 8, U.N.O. Glu -Lams exposed to weather shall berated for exterior use by manufacturer or approved protection from exposure to be provided. c) All plywood shall conform to APA PS 1. All shear plywood shall be C=D, C -C, 303 (T1-11), or approved equal. (i.e. - Masonite Omniwood or LPI Inner -Seal vertical groove siding). d) Where multiple trimmers or studs are specified, those trimmers are to be stacked in all wall framing and solid blocking to be provided at all floors down to the foundation. e) Where posts with column caps, straps, or bearing plates are called for, the load is to be transferred to the foundation with posts as specified in the plans and solid vertical grain blocking at all floors. f) All 6x framing members to be DF #1 or better, U.N.O. g) All 4x framing members to be DF #2 or better, U.N.O. h) All studs to be stud grade or better, U.N.O. In no instance shall a stud wall be used to resist lateral pressures due to snow or soil. It is the owner and/or contractors responsibility to eliminate snow and/or soil to stud wall contact. i) All laminated veneer lumber (LVL) and parallel strand lumber (PSL) specified shall have the following minimum design strengths: 1-3/4" wide: Fe 2600 psi, F,=220 psi, E=1,800,000 psi. 2-11/16 wide and greater: Fe 2900 psi, F,=290 psi, E=2,000,000 psi. . j) All multiple -ply LVL members to'be attached with (3) rows of 16d common nails at 12" o.c. for entire length of member. For a three-piece member the nailing is from each side. k) Foundation sill plates, nailers, and ledgers in direct contact with concrete and within 6" of ground to be preservative treated Douglas Fir. -3- NOTES (continued) 1) All framing members specified in these calculations and/or plans are minimums, and larger members of equal or better grade may be substituted. m) No green lumber shall be used on this project. HARDWARE / STRUCTURAL STEEL a) All hardware called for shall be Simpson Strong -Tie Co. and installed per the manufacturers specifications, U.N.O. b) Structural steel shall conform to ASTM A992 grade 50. Steel pipe columns shall conform to ASTM A53, Type E or S. Steel tube sections shall conform ASTM A500, Grade B. c) All welding shall conform to the American Welding Society specifications. Certified welders approved by the local building authority shall perform all welding. All shop welding shall be in an approved fabricators shop authorized by the local building authority or specific inspection per IBC Section 1704. d) All welding electrodes shall be E70XX or shielded wires with FY >_ 70 ksi. e) All nails specified are common nails. No substitutions unless approved in writing by K2 Engineering, LLC. or specifically addressed in these calculations or the plans. All nails exposed to weather shall be galvanized. f) The minimum nailing for, all framing shall conform to IBC Table 2304.9.1. g) All bolts specified must meet ASTM A307. Bolt holes to be 1/32" to 1/16" larger than specified bolt. Washers shall be used at each bolt head and nut next to wood. All washers to be not less than standard cut washers. -4- c ROOF DESIGN CRITERIA Foster Ranch Addition 2013 California Building Code (CBC) Local Building Department Standards Wind Speed = 110 mph (3 sec Gust) Exposure = C Soil Site Class = D_ Risk Category = II ROOF FRAMING DESIGN LOADS SNOW LOADS: - Site Elevation: 275 ft Ground Snow, Load: 20 psf TRUSSES - Engineering to be provided by truss manufacturer. - - The truss manufacturer shall provide shop drawings for approval by this engineer and shall be responsible for the design and certification of the trusses. - It is the responsibility of the truss manufacturer to conform the truss design according to the loading conditions as called for in these calculations, such as (1) snow, live and dead loads; (2) truss spacing; (3) spans and eave overhangs and their loading; (4) roof pitch; and (5) bearing points of all trusses. - When trusses are space at 16" o.c. the truss manufacturer shall provide a means of attic.access. When snow loads exceed 30 psf the trusses shall be designed to stack over wall studs at bearing points unless truss manufacturer provides alternate design. -.All girder trusses are to be supported by multiple studs, unless noted otherwise on the plans. - Gable end trusses shall be structural; designed to support the overhang and to allow a top chord notch of 1-1/2". Use min. drag of 200 P.L.F.' - All non bearing walls are to have a 1/4" gap to the bottom chord of the trusses. Secure bottom chord to wall with Simpson STC clip on truss layout. - Trusses are to be handled, installed, and braced in accordance with HIB -91 of the Truss Plate Institute - Truss Spacing = 24" o.c. TRUSS LOADING: Top Chord Live / Snow Load = , 20 psf Top Chord Dead Load = 10 psf ROOF SLOPE Bottom Chord Live Load = 0 psf 8 :12 Bottom Chord Dead Load = 110 psf Snow Load @ Eave: 40 psf Total Load = 40 psf Seismic Design Criteria Seismic Design Based on IBC 2012 and ASCE 7-10 Risk Category = II (unless noted otherwise) Corresponding I factor (per IBC Table 1604.5, ASCE Table 1.5-2) = 1.0 SS = The mapped spectral accelerations for short periods determined in IBC Section 1613.3.1 (per Figures 1613.3.1 (1-6)) S1 = The mapped spectral accelerations for a i -second period as determined in IBC Section 1613.3.1 (per Figures 1613.3.1 (1-6)) SOIL SITE CLASS = D (per ASCE Table 20.3-1) Fa = site coefficient per IBC Table 1613.3.3 (1) (1.0 for site class D and Ss > 1.25g) . Fv = site coefficient per IBC Table 1613.3.3 (2) (1.5 for site class D and S, > 0.5g) MCE (Maximum considered earthquake) spectral response accelerations (5% damped): SDS = (2/3) * Fa* SS SD1=.(2/3) * Fv* Sl SEISMIC DESIGN CATEGORY = D (per IBC Tables 1613.3.5 (l, 2)) SEISMIC BASE SHEAR (Simplified analysis procedure for seismic design of buildings per ASCE Section 12.14.8) V [P* F*SDS] * W 1.4 * R where: R = response modification factor per Table ASCE Table 12.14-1 (6.5 for light framed walls w/ shear (wood structural / sheet steel panels U.N.O.)) _ W = total seismic dead load + factored snow load (where required) 1.4 = Allowable Stress Design Factor F = Story Force Factor per ASCE Section 12.14.8.1 p = 1.3 per ASCE Section 12.3.4.2 / - MIRUSW Design Maps Summary Report, User -Specified Input Report Title Foster Ranch Tue October 4, 2016 12:10:50 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.640830N, 121.65969°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III USES-Provided Output SS = 0.612 g S,S = 0.802 g Sos = 0.535 g S1 = 0.265 g Sr,l = 0.496 g SOI. = 0.331 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. MCEa Response Spectrum 0.80 0.81 a. 72. 0.63.- o.54-- CM .63o.54CM M 0.45 ta 0.36- 0.27-- 0.12-- 0.09 .360.270.180.09 o. oa 0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00 Period, T (sec) Design Response Spectrum 0.54 0.49 0.42 ,., 0.36 Ci I-0 0.30 0.244 0.18 0.12 0.00 0.00 0.20 0.40 0.60 0.80 1.00 1.30 1.40 1.60 1.80 2.00 Period, T (sec) For PGA, Tl, CRs, and CRI values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. -7- DESIGN 1V ROOF DEAD LOAD: Roofing Material (Comp. Roofing) _ _ 5.5PSF Roof Felt (Assume S -ply) 2:5 PSF Roof sheathing (Assume 518") - . _ - 1.6 PSF In1Rooi.Trusses a 24" O.C. _ 4;0 PSF 'Gypsum Board (Assume 518") PSF 1.4lition PSF MecA., Elec., Sprinklers _ ".'0..6 PSF SUS -TOTAL - 18.6 PSF Slope Correction "X:12"` ,j�:..8':00.:;• � 1.20 PSF Miscellaneous - "^ _?'<198 PSF ROOF DEAD LOAD = 20 PSF ROOF LIVE/SNOW LOAD = 20 PSF TOTAL ROOF LOAD = 40 PSF EXTERIOR WALL LOADS: Wood Siding = 4:0 PSF z':� Wall Sheathing (Assume 15132") _ .,1:5' PSF Wall Studs (Assume 2x6's at 16" o.c.) _ ';1,0 PSF Insulation _ 0:6 PSF Gypsum Board (Assume 1M") _ 2:5 PSF , MI seellineous = -,6.5 PSF SUB -TOTAL = 10.0 PSF TOTAL EXTERIOR WALL = 10 PSF INTERIOR WALL LOADS: Fin'i'shes = 0:5 PSF Gypsum Board (Assume 112") - _ 2.5. PSF Walbstuda (Assume 24's at 1s" o.c.) .. = 1.0 PSF Miscellaneous •: = <3S0 PSF SUB -TOTAL = 7.0 PSF TOTAL INTERIOR WALL = 10 PSF FLOOR DEAD LOAD: Floor Finish _ _ - 4.0 PSF Floor Sheathing (Assume 3/4") = 2.6 PSF Floor Joists = 6.0 PSF Insulation = 1.0 PSF Mach., Elec., Sprinklers = 2.0 PSF suB TOTAL - 14.5 PSF FLOOR DEAD LOAD - 15 PSF FLOOR LIVE LOAD = 40 PSF DECK LOADS: Wind Speed(V,d:,;110 IBC Table 1613.3.5 (1,2) - "` - = 4.0 PSF IFimshes,f Floor sheathing (Assume 3/4") = 2.0 PSF F16 sts, 4.0 PSF SUB -TOTAL - .10.0 PSF DECK DEAD LOAD 10 PSF DECK LIVE LOAD = % 40 PSF WIND LOADS: Wind Speed(V,d:,;110 IBC Table 1613.3.5 (1,2) MPH IBC Figure 1609A,B,C; Ultimate Design Wind Speeds .Wind Speed IV.): +' `: _ •. ;�; $5 MPH IBC Eq. 16.33 Nominal Design Wind Speed ' Exposure Category: Risk _ a "C, ASCE 7-10 Table 12.3.4.2 IBC 1609.4 Exposure Category Category: ,. i- _ . ,t�+.r• ' II INCREASE FOR WIDTH IBC Table 1604.5 .Topographic Factor(Kid): _ ,.,.ti 'i. 41i0 INCREASE FOR DEPTH ASCE 7-10 FIG. 26.8-1 - Irtierrlet Prosaure CoeRicient: _ '+/=.0 1$ MAX. SOIL PRESSURE - Qa ASCE 7.10 6.5.7 Components a Cladding Press. Wall _ _ - J 35.1 PSF ASCE 7-10 FIG. 30.51 SOW Com nerds &Cladding Press. Roof ASCE 7-10 Low Rise Velocity Pressure q== Building 0.00256 _ x.17.9 Method Ch. K= K, Kd V2 (Eq. PSF 28 28.3-1) ASCE 7-10 FIG. 30.51 500' ' ASCE 7-10 Low Rise Buildings Simplified Ch. 30 Components and Cladding Pnet = Wd Pnet39 (Eq- 30.5-1) �y^� t�' ", � t�Y'�)'° i�,i � " �"±� -�•- �- - i +r � ,_-, `-'- � '"1 � '",° x -'y. +n L4":ti'1� V � �4,.,t"��;�-.�:����..�.y<�.�.�_ tr �:.��.•� r _;�'SEISMIGGAN D � SOURCES DATA �`.�,_.��`��3� ��r.� �:-t�f���:� Site Class: Ss (%g): S1 (%g): Importance Factor Response Coef. (R): Story Force Factor (F): Site Coefficient (Fv): Site Coefficient (Fa): iw D ASCE7-10 Ch. 20 v 0:612'? IBC Figures 1613.3.1 0:265", IBC Figures 1613.3.1 1.0 ASCE7-10 Table 1.52 6.5; • • ASCE7-10 Table 12.2.1 ASCE7.10 12.14.8.1 1869 IBC Table 1613.3.3 (2) IBC Table 1613.3.3 (1) . Seismic Design Category: Sds: ` Sd1: Resisting System: Redundancy Factor (p): BASE S Y SOILS REPORT: - D IBC Table 1613.3.5 (1,2) 0.534 IBC EQ. 16.39 0.330 IBC EQ. 16.40 BASIC BEARING PRESSURE: A.15 ASCE 7-10 Table 12.2.1 1.3 ASCE 7-10 Table 12.3.4.2 EQUATION (ASCE 7-10„12.14.8.1) rw V = 0.092 W Y SOILS REPORT: None -Provided - As'sume;Code'Minimums :'�, GEOTECHNICAL ENGINEER: N/A DATE OF REPORT : N/A BASIC BEARING PRESSURE: PADS 8 CONT. FNDT. = Oa 1,500. PSF USE SOIL BEARING PRESSURE _ ':�;"�-;.1r,'500. PSF INCREASE FOR WIDTH .:WA % INCREASE FOR DEPTH _• = "' •. N/A' % MAX. SOIL PRESSURE - Qa ,. Si'N/A PSF - ALLOW PASSIVE PRESSURE = 1350 PCF EQUIV. FLUID PRESSURE _ 35;0: PCF - g - J Woodworks® • -- Foster Ranch Job' 16-039 C. Neer ENGINEERING B-1 Typ Header Oct. 4, 2016 13:28 860 Maestro Dr. Suite A _Reno, NV 89511 P: (775) 355-0505 F: (775) 355-0.566 www.K2eng.net - Design Check Calculation Sheet - WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- tern Location (ft)- Start End Magnitude Start End Unit Loadl Dead Full Area 89 1785 20.00(16.001) psf Load2 Live Full Area Bearing: 1018 20.00(16.001) psf Load3 Dead Full UDL Live Defl'n Length 100.0 plf Load4 Dead Full Area 0.22 1:50* 15.00(9.001) psf' Loads Live Full Area. 0.33 40.00(9.001) psf Self -weight Dead Full UDL 9.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : 5'-3" 5.. 1 Unfactored: sis Value Design Dead 1481 Analysis/Design 1481 Live 1785 89 1785 Factored: 3266 ' 3266 Total Bearing: 1018 Fb' = 1200 psi fb/Fb' = 0.85 Live Defl'n Length 1:50* - 1.50* Min re 'd 1 1.50* 0.22 1:50* rvnnirnum ueanng iengrn semng useu. i-uz ror enu suppons Timber -soft, D.Fir-L, No. 1, 6x8 (5-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 5'-3.0"; volume = 1.5 cu.ft.; Post and timber; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012:, CriterionAnal sis Value Design Value. Unit Analysis/Design Shear fv = 89 Fv' = 170 psi fv/Fv' = 0.52 Bending(+) fb = 1018 Fb' = 1200 psi fb/Fb' = 0.85 Live Defl'n 0.04 = <L/999 0.17 = L/360 in 0.22 Total'Defl'n 0.08 = L/725 0.26 = , L/240 in 0.33 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 bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. " WoodWarks som,.urtraa�ronn nrncr: I Loads: V ENGINEERMG 860 Maestro Dr. Suite A Reno, .NV 89511 P: (775) 355-0505 F: (775) 355-0566 www.K2eng.net Design Check Calculation Sheet WoodWorks Sizer 10.4 Foster Ranch Job: 16-039 C. Neer B-2 Oct. 4, 2016 13:32 Load Type Distribution Pat- tern Location [ft] Start End Magnitude . Start End Unit Loadl Dead Full Area 61 1088 20.00(3.001) psf Load2 Live Full Area fb = 884 20.00(3.001) psf Load3 Dead Full UDL Bearing: 1.50* 100.0 plf Load4 Dead Full Area 0.26 1.50* 15.00(6.001) psf Load5 Live Full Area 0.40 40.00(6.001) psf Self -weight Dead Full UDL 9.5 Plf Maximum Reactions (lbs) and Bearing Lengths (in) 7'-3" 5" Unfactored: Anal sis Value Design Dead 940 Analysis/Design 940 Live 1088 61 1088 Factored: psi fv/Fv' = 0.36 Bending(+) fb = 884 Fb' = Total 2027 fb/Fb' = 2027 Bearing: 1.50* <L/999 1.50* Length Min re 'd 1 1.50* 0.26 1.50* rvnIII nunI ucanny icnyui aaumy u5tlu. 1-114 1U1 anu suppur15 Timber -soft, D.Fir-L, No. 1, 6x8 (5-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 7'-3.0'; volume = 2.0 cu.ft.; Post and timber; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection usinci NDS 2012: Criterion Anal sis Value Design Value Unit Analysis/Design Shear fv = 61 Fv' = 170 psi fv/Fv' = 0.36 Bending(+) fb = 884 Fb' = 1200 psi fb/Fb' = 0.74 Live Defl'n 0.06 = <L/999 0.24 = L/360 in 0.26 Total Defl'n 0.14 = L/597 0.36 = L/240 in 0.40 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 bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. still r Load Type r Distribution Pat- tern Location [ft] Start End Magnitude Start ." End Unit Loadl Dead Full" -Area✓,• - , { r`, . 1125 20.00(16.00:) psf Load2 " Live Full Area, r ' 20.00(16.001) psf Load3 ,s` Dead Full UDL,,, fb/Fb' = 100.0 plf Load4 Dead Full Area.1, 1.50*. Min re 'd' 15.00(1.00',) psf .° Load5- Live Full Area L/947 +„ 40.00(,1.001) psf Load6 Dead _ Point 3.13 • '1000 r. lbs Self -weight Dead Full UDL 12.1' if Unfactored: Analysis r Desi n Dead * X1896 s 3 x� 1896 Live 1125 - , { r`, . 1125 Factored:; 170 �a psi°- 3021 , 3021 Total Bearing: k psi fb/Fb' = 0.60 -Live Defl'n Length rl.50* 4 1.50*. Min re 'd' :1.50* 6:50,* Criterion Analysis Value Desi n "`Value Unit Analysis/Design She fv =* 68 Fv' _ 170 �a psi°- fv/Fv' = 0.40 Bending(+)• f '_ 813 Fb' =.1350- psi fb/Fb' = 0.60 -Live Defl'n 0.02 = <L/999 0.20 = -L/360 in+ ^0.10:, -Total Defl'n; 0.08 = L/947 0.31 = L/240" in 1r.. 0.25 i r Foster Ranch Job: 16-039 WoddMrks® i C. Neer ENGINEERING B-4 A 110111111 W-1 0 y Oct. 4, 2016 13:49 i 860 Maestro Dr. Suite A Reno, NV 89511 P:(775):355-0505 F:,(775)355-0566 www.K2eng.net Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Load Type Distribution Pat- tern Location (ft) Start End Magnitude Start End Unit Loadl Dead Full Area 107 3127 20.00(16.00') psf Load2 Live Full Area fb = 7239 20.00(16.001) psf Load3 Dead Full UDL Live Defl'n 0.16 = 100.0 plf Load4 Dead Full Area 2,17 Min re 'd 15.00(1.001) psf Load5 Live Full Area 0.56 40.00(1.001) psf Load6 Dead Point 2.70 1000 lbs ,Self -weight Dead Full UDL 1 21.2 1plf Maximum Reactions (lbs) and Bearing Lengths (in) : 17'-4.6" 3" Unfactored• Analysis Value Design Dead 4813 Analysis/Design 4112 Live 3130 107 3127 Factored: psi fv/Fv' = 0.40 7943 fb = 7239 Total Bearing: psi fb/Fb' = 0.61 Live Defl'n 0.16 = <L/999 0.57 = Length 2.38 ` 2,17 Min re 'd 2.38 L/425 2.17 Glularn-Unbal., West Species, 24F -V4 DF, 5-1/8"x18" 12 laminations, 5-1/8" maximum width, Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 17'-4.6'; volume = 11.1 cu.ft.; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: ' Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 107 Fv' = 265 psi fv/Fv' = 0.40 Bending(+) fb = 1364 Fb' = 2240 psi fb/Fb' = 0.61 Live Defl'n 0.16 = <L/999 0.57 = L/360 in ` 0.28 Total Defl'n 0.48 = L/425 0.86 = L/240 in 0.56 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. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured'in accordance with ANSI A190.1-2007 4. GLULAM: bxd = 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(tension), Fcp(comp'n). -12- 1 ® d� �� - Foster Ranch Job: 16-039 .�lts ' siurnure wawnn ncvry � C. Neer ' . . ENGINEERING B-5 1393 .. Oct. 4, 2016 13:55 Live 860 Maestro Dr. Suite Reno, NV 89511 fv/Fv' = 3563 P:(775)355-0505 F:(775)355-0566 1270 Factored: www.K2eng.net 1200 Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : 9'-6.5" 0' 4'-2.5" 9'-5" Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load4 Dead Full Area No 15.00(15.001) psf Loads- Live Full Area No 40:00(15.001) psf Self -weight Unfactored• Analysis Value Design Value Unit Dead 348 Shear 1393 .. 496 Live 892 fv/Fv' = 3563 Bending(+)- 1270 Factored: 1239 1200 4956 fb/Fb' = 1766 Total Bearing: 595 Fb'•= Dead Full UDL No Live Defl'n 9.5 if Maximum Reactions (lbs) and Bearing Lengths (in) : 9'-6.5" 0' 4'-2.5" 9'-5" Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Load4 Dead Full Area No 15.00(15.001) psf Loads- Live Full Area No 40:00(15.001) psf Self -weight Unfactored• Analysis Value Design Value Unit Dead 348 Shear 1393 .. 496 Live 892 fv/Fv' = 3563 Bending(+)- 1270 Factored: 1239 1200 4956 fb/Fb' = 1766 Total Bearing: 595 Fb'•= 1200 psi •� fb/Fb' = 0.50 Live Defl'n 0.02 = <L/999 0.17 L/360 Length 1.50* 0.10 3.50* 0.03 = 1.50* Min re 'd 1 1.50* in 3.50* A 1 1.50* -minimum nearing lengtn setting used: 1-1/2" for end supports and 3-1/2" for interior supports Timber -soft, D.Fir-L, No. 1, 6x8 (5-1/2"x7-1/4") • Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 9'-6.5'; volume = 2.6 cu.ft.; Post and timber; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 76 Fv' = 170 psi - fv/Fv' = 0.45 Bending(+)- fb = 438 Fb' = 1200 psi , fb/Fb' = 0.37 Bending(-) fb = 595 Fb'•= 1200 psi •� fb/Fb' = 0.50 Live Defl'n 0.02 = <L/999 0.17 L/360 in 0.10 Total Defl'n 0.03 = <L/999 0.26 = L/240 in 0.11 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. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -13- W66dWorks® . ' s6FlwArrt rua.wrioo msrCn Loads: lot .ENGINEERING 860 Maestro Qr. suite.A Reno, NV 89511 P: (775) 355-0505 F: (775) 355-0566 wwwX2eng.net Design Check Calculation Sheet WoodWorks Sizer 10.4 `Foster Ranch Job: 16-039 C. Neer B-6 Oct. 4, 2016 14:08 Load Type Distribution Pat- Location [ft] Magnitude Unit 655 Live 1140 tern Start End 'Start End psi Load4 Dead Full Area fb = 962 20.00(4.001) psf Loads Live Full Area Live Defl'n ' 40.00(4.00') psf Self -weight Dead Full UDL 1.50* Total Defl'n 12.1 plf Maximum Reactions (lbs) and Bearing Lengths (in) 14'-3" .5" Unfactored• Analysis Value Design Dead 655 Analysis/Design 655 Live 1140 ' 1140 Factored: psi fv/Fv' = 0.27 Bending(+) fb = 962 Total 1795 psi 1795 Bearing: Live Defl'n 0.25 = L/686 0.47 = L/360 in Length 1.50* Total Defl'n 1.50* Min req'd 1 1.50* L/240 1.50* "Minimum bearing length setting used: 1 -viz" for end supports . , i - Timber -soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 14'-3.0'; volume = 5.0 cu.ft.; Beam and stringer; Lateral support: top= at supports, bottom='at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 46 Fv' = 170 psi fv/Fv' = 0.27 Bending(+) fb = 962 Fb' = 1350 psi fb/Fb' = 0.71 Live Defl'n 0.25 = L/686 0.47 = L/360 in 0.52 Total Defl'n 0.46 = L/368 0.71 = L/240 in 0.65 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 bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -14- Foster Ranch Job: 16-039 WoodVUorks : �oF",•.�,�.w�,,,�,�,• PV;j��7CC.NeerINEER)NG B-7 Oct. 4, 2016 14:09 ' 860 Maestro Dr. Suite A Reno, NV 89511 P: (775) 355-0505 F: (775) 355-0566 . www.K2eng.net Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: - Load Type Distribution Pat- Location (ft] Magnitude Unit 610 Live 1110 tern Start End Start End psifv/Fv' Load4 Dead Full Area fb = 1720 20.00(6.001) psf Load5 Live Full Area Live Defl'n 0.06 = 40.00(6.001) psf Self -weight Dead Full UDL 1.50* [-.'-Min re 'd 12.1 if Maximum Reactions (lbs) and Bearing Lengths (in) : 9'-3" . . .5" 1 Unfactored: Analysis Value Design Dead 610 Analysis/Design 610 Live 1110 41 1110 Factored: psifv/Fv' = 0.24 1720 fb = 1720 Total Bearing: psi h fb/Fb' = 0.44 Live Defl'n 0.06 = <L/999 0.30 = Length 1.50* 1.50* [-.'-Min re 'd 1 1.50* L/929 1.50* wunnnuni ucanny lcnyul scunly uscu. 1-114 1U1 enU supports' h » Timber -soft, D.Fir-L, No. 1, 6x10 (5-1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 9'-3.0"; volume = 3.3 cu.ft.; Beam and stringer; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 41 Fv' = 170 psifv/Fv' = 0.24 Bending(+) fb = 593 Fb' = 1350 psi h fb/Fb' = 0.44 Live Defl'n 0.06 = <L/999 0.30 = L/360 in 0.21 Total Defl'n 0.12 = L/929 0.46 = L/240 in 0.26 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 bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. ® -• ! A ' r Unit Foster Ranch y Job: 16-039 Woodwork -10 .. 1812 psi,• C. Neer soFnr+xe wr v<voo uiiun -. 1028 Eb.' =.1215. - B-8 - . - _ ENGINEERING - -, _ Oct. 4, 2016 14:12 1:50+ 3'.50' ". Min ze 'd 1.50+ 3.50• - '860 Maestro Dr: Suite A Reno, NV 89511, - ' - 0.16= - L/120 P: (775) 355-0505 F: (775) 355-0566 " � 0.05 www.K2erig.net .: Design Check Calculation Sheet ' woodWorks sizer 10.4 Loads: - Load Type Distribution Pat- Location [ft] Magnitude � Unit' y tern Start End 2.92 Start End- 750 lbs Loadl Dead Point. No Self -weight Dead Full UDL No 12.1 if Maximum Reactions (lbs) and Bearing Lengths (in) Unfactored: - Value Unit Anal sis/Desi n `Dead . -10 .. 1812 psi,• fv Fv' _ 0.20 Factored: Uplift 1028 Eb.' =.1215. - - .Total - •1812 - _ 'Length 1:50+ 3'.50' ". Min ze 'd 1.50+ 3.50• - - Unfactored: - Value Unit Anal sis/Desi n `Dead . -10 .. 1812 psi,• fv Fv' _ 0.20 Factored: Uplift 1028 Eb.' =.1215. - - .Total - •1812 - _ 'Length 1:50+ 3'.50' ". Min ze 'd 1.50+ 3.50• - 12 : - -rvnmmum oeanny ienyur snaury useu. i-uc wi enu suyyuna anu o-uc im irnenm auypuna Maximum reaction on at least one support is from a different load combination than the critical one for bearing design; shown here, due to Kd factor. See Analysis results for reaction from critical load combination. N -Timber- soft; D.Fir-L, No. 1;-6x10 (5-1@"x9-114'`) ' - • Supports: All -Timber-soft Beam, D.Fir-L No. 1 • ` " • r ,. ' + Total length: 2'-11.0"; volume = 1.0 ou.ft:; Beam and stringer, - • t •Lateral support: top= at supports, bottom= at supports, Analysis vs. Allowable Stress and Deflection using Nos 20 - Value Unit Anal sis/Desi n Shear fv 31 Fv' 153 ,. psi,• fv Fv' _ 0.20 Bending(-) fb=' 191 Eb.' =.1215. psi. fb/Eb' �0.16 Deflection: negligible. - - _ Interior Live Total negligible ". Cantil.. Live -'negligible - - ' Total 0.01 =.<L/999: 0.16= - L/120 in � 0.05 Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC2012),the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for'your application 3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended,to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans. 4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1: 1 5. The critical deflection value has been determined using maximum back -span deflection. Cantilever deflections do not govern design_ Criterion Analysis Value . Design Foster Ranch ® �'� Job: 16-039 Wood:Wi rks C. Neer .ENGINEERING B-7 at B-8 Oct. 4, 2016 14:14 860 Maestro Dr. Suite A Reno, NV 89511 P: (775) 355-0505 F: (775) 355-0566 www.K2eng.net' Design Check Calculation Sheet Woodworks Sizer 10.4 Loads: ' Load Type Distribution Pat- Location [ft] Magnitude Unit ii / ry r _C� 0© -f- 1 ` Z. ¢ 1 4� }� o Z 412 750 tern Start End Start End Total Load4 Dead Full Area 1162 0.14 20.00(6.001) psf Loads Live Full Area 1.50* F1.50-, r 40.00(6.00') psf . Self -weight Dead Full UDL <L/999 0.20-= 12.1 if Maximum React Ions (lbs) and Bearing Lengths (in) : 6-3" ter'-. �. •; .,� �.�M •_�. r r,; + 4• 0' HC.btDTF s `i r5'® alb 6--1.5" Unfactored: Analysis ;, 1 / Design Dead "Live Factored: 412Q 750 ii / ry r _C� 0© -f- 1 ` Z. ¢ 1 4� }� o Z 412 750 Shear fv = 24 Total 1162 psi 1162 0.14 Bending(+) fb = 267 Bearing: Length Min re 'd 1.50* F1.50-, O. N� oflo i r. oflo 1.50* -minimum bearing iengtn setting used: 1-1 r1" Tor eno supports Timber -soft, D.Fir-L, No. 1, 6x10 (5-112"x9-1/41 Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 6-3.0'; volume = 2.2 cu.ft.; Beam and stringer; Lateral support: top= at supports, bottom= at supports; t Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 24 Fv' = 170 psi fv/Fv' = 0.14 Bending(+) fb = 267 Fb' = 1350 psi fb/Fb'.= 0.20 Live Defl'.n 0.01 = <L/999 0.20-= L/360 in 0.06 Total D' 1;'n 0.02 = <L/999 0.31-= L/240 in 0.08 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 bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Floor Frarnin Floor Plywood 3/4" or better T&G APA rated plywood (or OSB equivalent), unless noted otherwise. Apply face grain perpindicular to framing. Stagger panels and nail with I Od's at 6" o.c. at all edges and boundaries (blocking at interior shear walls, drag members, etc.), and I Od's at 10" o.c. field. Floor Joists Use Truss Joist Weyerhaeuser TJI I -joists or approved equal as specified in the plans. Install 1 -joists per manufacturer's specifications. L/480 Live Load Deflection (1) Vieb stiffeners are required at intermediate supports of continuous -span foists when the intermediate bearing length is less than 5W and the span on either side of the intermediate bearing is greater than the following spans: : -40 PSFLiVe Load / 10 PSF Dead Load a , i PSF Live Load /20 PSF Dead load .n ,� *12* O.C. 0 1108*,0.0.17, 19.2' ox 24 o.c.,, } 12*o.c.,,I,,ilG"a.c.-zIP19.2,"o.c .11,124",o.c .=; ~1101, N.A. N.A. N.A. 151-41 N.A. N.A. i 16'-0* 12%9' 82304 NA 1f N.A. N.A. 19%2' NA A. N.A. 19'- II 15 11 '3- R ;,.560 .1) N.A. N.A. 29'-10" N.A 23'-10* . 29-40' 24'.10'- 19'-]0' • long-term deflection under dead load, which includes the effect of creep, has not been considered. Mdilafic spans reflect initial dead load deflection exceeding 0.33*. 1. tV� M OPSRivead/,,1CPSFDe a ad -40PSF LiVeLocad /20PSFcad Lb'ad,-,,C--', o his UIU� 16'-5" 15'-015 14'-2" IT -2" 16'-5' i -0" ' 13 11 1 12'-5" qve, ..'� - , C Nailing ` a acity "L MY, Heiddr , L Na Ring 1. 0 IT, lteahr ,21Q X, I7'-8- 16'-2° I5-21" r I4'-2" 11 8" 16'-2- 15'-3" 14'-2' J3, JI 1 11 tO 2390,; 1560 20'-6* r. o- 2241" 26 % 1W_9" IT -10" - 18. 8. 20-11 6' 1 40— IT -8" 16'-5 ` 1 16' 19-8, 18'-4" �4 20'-G" 18'-8" 22'-1 V 20'-1 1�­---r-­-- -15. NA" .. . ...... 19-1-41 IT -10"M "201A ffi�l - , 1.4im'fl-2 1 14 Mtjl]l, i _3021 46,0* a "56,0 t 22'-2" 23'-10" _,�' 26' 0" 29'-6" 20'-3" �7 21'-9" 23_'� 26'-10" 18'-9" 16'-9"(1) :71, L 20'-G" 19'- 1 11 0 25-4- 1 23'-66 21 8" 18'-9" 7'�,T -F3 -T-_ 0 20=1 23'-10" 21'-8" 2 2T-6- 26'-10- IT -01) 14'4"M IB 9 to `,'};A 116! 1 T' R'; 191-91, K 25-4-11) 20-f0_ 1� 1230%1 !i'-2nu 5` 9 '" 26'-5" 1 32'-8" 24'-1" w,24 29A" 22--9" 1 20'4"M 57 28'-0" i 25'-2-(!) 5 5" —26'-5" 23'-2" 2 16'73 u2_!7' 32%9" 1 29'-8- '-I'M 1 26'441) f 20'41"(1) (1) Vieb stiffeners are required at intermediate supports of continuous -span foists when the intermediate bearing length is less than 5W and the span on either side of the intermediate bearing is greater than the following spans: : -40 PSFLiVe Load / 10 PSF Dead Load a , i PSF Live Load /20 PSF Dead load .n ,� *12* O.C. 0 1108*,0.0.17, 19.2' ox 24 o.c.,, } 12*o.c.,,I,,ilG"a.c.-zIP19.2,"o.c .11,124",o.c .=; ~1101, N.A. N.A. N.A. 151-41 N.A. N.A. i 16'-0* 12%9' 82304 NA 1f N.A. N.A. 19%2' NA A. N.A. 19'- II 15 11 '3- R ;,.560 .1) N.A. N.A. 29'-10" N.A 23'-10* . 29-40' 24'.10'- 19'-]0' • long-term deflection under dead load, which includes the effect of creep, has not been considered. Mdilafic spans reflect initial dead load deflection exceeding 0.33*. 1. tV� M !-Vt;�--a.,�Singlejoift�Face Mount(H. Skewed �?MAVace Mount loist Hanger!'! his WO I - Depth' J 11- 'rffi apad ty C ty� �f Nailing TWZ�; ..'� - , C Nailing ` a acity "L MY, Heiddr , C a city '06 Na Ring 1. -t-11 Me'adei.j!.�;41dis lteahr BY tffio - i�2_30 % ITS1.81/9.5 1 1.365 jTffQ_6/9. 165 ITS2.37/9.5 I 1 6 10d I N.A. l0&*-f'�`:i,N Auks 16_d1' 11) 1.8119.5 10d N.A. s 935 4�2.'06/ I U �Z. YV9_ 935 10d SUR/L181/9 SURA2.3719 1,595 2.015 16d 16d lod x 11h' 10d'x 11W I/s! -14 �Sll 10 �d, i6,210- *2304 �3�6i?1S60:; ffS 6 0 1: .:1T03 I, 3 — 20 8360 > JI56- -0 i_i HS1181/1.1'. ,3 �jj §�2 ITS2.06/11.88 1,365 1 CKTIME11078JI'lau ITS2.3711-1.88 1,365 -4 ITRIE88 166 ITS1.81/14 1.365 ITS2.37/14 1x365 ITS2.37/14 1 l 365 ITT414 1,300 10d N:V� 10d N.A. 10d i .10d)(Th— 1 l0d N.A. 10d N.A. lOd N A 1 10d I 10d x 1147 I US1.8 1111.88 -1 1. 170, IUS2.06/11.881 1,170 1 10d 1 WA. IUS2:37/11,88 d _iFff_j7Fif.'V8-1 1,170 10d I N.A. 1'' 1405 .10dC6, 101.81114 1.405 10d N.A. 1U 2 06/14 1405 s 10d IUS2.37114 .1 ,405 10d y N.A. IO2:37/14 .405 l 10 d . 1 IUS3.56/14 1,405 1 10d N.A. SURIL2. 1/71 SURMITlil'f SUR/L? `.-_3-_h1Ti- SUR/L181/14 SUR/L21/11 37114 1 SURA414 2,130 'T36" 8 1 2.500 1 2,130 i 2590 2,590".] 1 2.395 -130' j� 16d d 1�_d­ iNd 16d 1 1611 16d10d Joii�:_-.:' 16d d 10d x I VF .10d x-!IL— "RO'd"7 I W Ita 10d x Ith" lOd k x 114" , i 16d 1 6 3300 T72 1'/16.1 1300 MIT3516 1 2,115 MIT3510*,,',�' d ij 16d 10d x Ph" =6 dj COdT�_ 16 L:1640,.` 1 IUS2.37/16 1.640 10d 1 N.A.—. 7 1 a JC,' j d 'N A-- SUR/L231/14 "SU 2,590 '�;5 0,' 16d d 10d x Ith" �P,560 i-� MIT416 1 2,115 16d j 10d x W IUS3.56/16 1,640 10d N.A. SURIL414 2,395 16d 16d -18- FORTEMEMBER REPORT Level, FJ -1 1 piece(s) 117/8" T]I@ 210 @ 16" OC Overall Length: 17'7" t AII locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 0 0 .v ern S i.e-• '.�,K A"� �ge5igntReSulfs��Etr ��� �xncaiai�Ildc-at7on<�v; ;'Aliowedp :q�iit ,n�;» � �lbE: t,Dari'Coinbinatlon'(Paeternj:�;axa�`,`,; ;�; Member Reaction (lbs) 637 @ 2 1/2" 1134 (2.25") Passed (56%) 1.00 1,0 D + 1.0 L (All Spans) Shear (lbs) 623 @ 3 1/2" 1655 Passed (38%) 1.00 1.0 D + 1.0 L(All Spans) Moment (Ft -lbs) 2701 @ 8'9 1/2" 3795 Passed (71%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.304 @ 8'9 1/2" 0.429 Passed (L/677) - 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.419'@ 8'9 1/2" '0.858 Passed (V492) 1.0 D + 1.0 L (All Spans) TJ -Pro`" Rating 47 45 Passed - • Denection criteria: LL (L/48o) and TL (L/240). Bracing (W): All compression edges (top and bottom) must be braced at 3' 10 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A structural analysis of the deck has not been performed. Deflection analysis Is based on composite action with a single layer of 23/32" Weyerhaeuser Edge- Pane_ I (24" Span Rating) that Is glued and nailed down. • Additional considerations for the TJ -Pro'" Rating include: 1/2" Gypsum ceiling. X638 r ' r y x� r rn Bea[ing Length ^` r� Y` LOadS to supports.Qbs} e z r r r iii E�`Of `rad€ tis �i ti e .:. � ' Psrr 4 Iia 3 t 6*floor 'it7. f�ToFit Avaiyable� " u(retl !»aOa�Y�a: "£fIYB'Ttg si .4ccPssO[ie5; 1 -Stud wall - SPF 3.50" 2.25" 1.75" 176 469 645 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.75" 176 469 645 1 1/4" Rim Board Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed. 'Nri ; 71dE S• <r `aft_ i`,t:,e �t #�^.` T }d�'r ik •�•�'Y•�f'.s J Demi �' } '""t�, �rFl. Live S"'"' �9•�A`t'. LO�dS bon Side clinton@,k2eng.net Commentsm r < s z� . . . ( ;O.P} � .. 1 -Uniform (PSF) 0 to 17' 7" 16" 15.0 40.0 Residential - Living Areas PASSED System : Floor Member Type: Joist Building Use : Residential - Building Code: IBC 2012 Design Methodology : ASD k hE.-:%S •�. z a-s� `' y.a .,iii < �*�'�`.id'^ v,.i...:.,.rr. s,i?°.rt::? '3 y ' �.s " 3"'• r+;.,i.�'3' 2v1iEJ/CtI10et15eC TIOtCS., v+�'1"sSb faR d , ,,,s a�'3 .:mac ''}r� Y ` G� M-101,—,,!.:�<rw sf Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.con/services/s_CodeReports.aspx. The product application, Input design loads, dimensions and support Information have been provided by Forte Software Operator Forte Software Operator Job Notos, a ; ,-; .• Clinton Neer t K2 Engineering (7751355-0505 clinton@,k2eng.net (!� SUSTAINABLE FORESTRY INITIATIVE I 10/4/2016 2:00:32 PM ` . Forte v5.1, Design Engine: V6.5.1.1 Page 1 of 1 PASSEP, MEMBER REPORT Level, FJ -2, F 6' , 0 R T -E' 1 piece(s) 9� 1/2" T31@ 110 C6 16' 0C Overall Length:12' 7" 0 9M 0 1 "40 N , 'A 12' AJI locations are measured from the outside face of left support (or left cantilever end).All dimensions are horizontal., MOIR nm- Member Reaction (lbs) 454 @ 2 1/2" 1041 (2.25") Passed (44%)'.- 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 440 @ 3 1/2" 1220 Passed (36%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1357 @ 6' 3 1/2" 2500 • Passed (54%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.153 @ 6' 3 1/2" 0.304 Passed (U956) • -- '1.0 D + 1.0 L (All Spans) Total Load.Defl. (in) 0.210 @ 6' 3 1/2" 0.608 Passed (L/695) 1.0 D + 1.0 L'(All Spans) TJ -Pro- Rating 47 45 IPassed System: Floor Member Type : Joist Building Use : Residential Building Code: IBC 2012 Design Methodology Aso Deflection criteria: UL(1.1480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at T8 9/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing Is required to achieve member stability. A structural analysis of the deck has not been performed. • Deflection analysis Is based on composite actlon With a single layer of 23/32" Weyerhaeuser Edge- Panel (24" Span Rating) that is'glu?d and nailed down. Additional considerations for the TJ -Pro- Rating Include: None r sam llffiola 0-4- nm- ' Clinton Neer K2 Engineering (775) 355-0505 20 g I - Uniform (PSF) 0 to 12' 7- t 16- 15.0 40.0 Residential - UvIng Areas 21 PM' Forte softwa,o operator 10/4/2016 -01:36 Forte v5. 1, Design Engine: V6.5.1.1 Page 1 of 1 . 94 Note ' Clinton Neer K2 Engineering (775) 355-0505 20 clinion@k2eng.nei ®Foster Ranch Woodworks• Job: 16-039 C. Neer ENGINEERING Floor Girder at (E) Oct. 4, 2016 14:24 860 Maestro Dr. Suite A Reno, NV 89511 P: (775) 355-0505 F: (775) 355-0566 www.K2eng.net Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Maximum Reactions (lbs) and Bearing Lengths (in) : 5'-3" Unfactored• Load Type Distribution Pat= Location [ft] . Magnitude Unit Live 735 62 735 Factored:_ tern Start End Start End 1022 - 1022 Load4 Dead Full Area fb/Fb' = 0.74 15.00(7.00') psf 1.50* Length .Loads' Live Full Area 1.50* Total Defl'n 40.00(7.001) psf 0.26 = L/240 Self -weight Dead Full UDL 4.6 if Maximum Reactions (lbs) and Bearing Lengths (in) : 5'-3" Unfactored• Analysis Value Design Dead 287 Analysis/Design 287 Live 735 62 735 Factored:_ psi fv/Fv' = 0.34 1022 - 1022 Total Bearing: psi fb/Fb' = 0.74 1.50* 0.06 = 1.50* Length Min re 'd 1 1.50* 1.50* .1V11111111U111 UGC111111�. IWIVUI bUW111V UbUU. 1-1/L 1U1 enU supporls Lumber-soft,.D.Fir-L, No.2, 4x6 (3-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 5'-3.0'; volume = 0.7 cu.ft.; Lateral support: top= at supports, bottom= at supports; t Analysis vs. Allowable Stress and Deflection usina NDS 2012: Criterion ' Analysis Value Design Value Unit Analysis/Design Shear fv = 62 Fv' = 180 psi fv/Fv' = 0.34 Bending(+) fb =. 870 -Fb' = 1170 psi fb/Fb' = 0.74 Live Defl'n 0.06 = <L/999 0.17 = L/360 in 0.33 Total Defl'n 0.09 = L/692 0.26 = L/240 in 0.35 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 bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -21- s WoodWorkso SOPfWARtiUM {.UIN)11t31LN .ENGINEERING 860 Maestro Dr. Suite A Reno, NV 89511 P: (775) 355-0505 F: (775) 355-0566 www.K2eng.net Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Foster Ranch Job: 16-039 C. Neer DJ -1 Oct. 4, 2016 14:27 Load Type Distribution Pat- Location (ft] Magnitude Unit 79 Live 193 tern Start End Start End fv/Fv' = 0.24 Load4 Dead Full Area Fb' = 1144 15.00(16.0") psf Load5 Live Full Area 0.24 = L/360 40.00(16.0") psf Self -weight Dead Full UDL 1.50* L/240 2.0 if Maximum Reactions (lbs) and Bearing Lengths (in) : T-3" 5" Unfactored: Analysis Value Design Dead 79 Analysis/Design 79 Live 193 Fv' = 193 Factored: fv/Fv' = 0.24 Bending(+) fb = 758 Fb' = 1144 Total 273 Live Defl'n 273 Bearing: 0.24 = L/360 in 0.43 Total Defl'n 0.19 = Length 1.50* L/240 1.50* Min re 'd 1 1.50* 1.50* *Minimum bearing length setting used: 1-1/2" for end supports Lumber -soft, D.Fir-L, No.2, 2x6 (1-112"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No. 1 Floor joist spaced at 16.0" c/c; Total length: T-3.0"; volume = 0.4 cu.ft.; Service: wet; Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Design Value Unit Analysis/Design Shear fv = 42 Fv' = 175 psi fv/Fv' = 0.24 Bending(+) fb = 758 Fb' = 1144 psi fb/Fb' = 0.66 Live Defl'n 0.10 = L/827 0.24 = L/360 in 0.43 Total Defl'n 0.19 = L/454 0.36 = L/240 in 0.53 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 bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. -22- WoodWor:KS " ., . "SOFlWAPliUP N4lW UI314�' Loads: ENGINEERING 860 Maestro Dr. Suite A Reno, NV 89511 P: (775) 355-0505 F: (775) 355-0566 www.K2eng.net Design Check Calculation Sheet WoodWorks Sizer 10.4 Foster Ranch Job: 16-039 C. Neer DB -1 Oct. 4, 2016 14:37 Load Type Distribution Pat- Location [ft] Magnitude Unit 241 Live 578 tern Start End Start End fv/Fv' = 0.23 Load4 Dead Full Area Fb' = 819 15.00(3.501) psf Load5 Live Full Area 0.27 = L/360 40.00(3.501.) psf Self -weight Dead Full UDL :Min re 'd 1 1.50* 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) : ' 8'-3" v. 5" dnfactored: Anal sis Value Design Dead 241 Analysis/Design 241 Live 578 Fv' = 578 Factored: fv/Fv' = 0.23 Bending(+) fb = 819 Fb' = 819 Total Bearing: Live Defl'n 0.09 = <L/999 0.27 = L/360 in Lengtht 1.50* 0.16 = 1.50* :Min re 'd 1 1.50* in 1.50* -Minimum bearing iengtn setting uses: i -iiz, Tor ena supports Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") 1 Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 8'-3.0'; volume = 1.5 cu.ft.; Service: wet; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using Nis 2012: Criterion Anal sis Value Design Value Unit Analysis/Design Shear fv = 40 Fv' = 175 psi fv/Fv' = 0.23 Bending(+) fb = 641 Fb' = 985 psi fb/Fb' = 0.65 Live Defl'n 0.09 = <L/999 0.27 = L/360 in 0.32 Total Defl'n. 0.16 = L/619 0.41 = L/240' in 0.39 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 bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -23- �W ,00dworks ' � � SOFIWA4! iUY "'UUU ULYG.\' ENGINEERING 860 Maestro Dr. Suite A Reno, NV 89511 P: (775) 355-0505 F: (775) 355-0566 www.K2eng.net Design Check Calculation Sheet WoodWorks Sizer 10.4 Loads: Foster Ranch Job: 16-039 C. Neer DB -2 Oct. 4, 2016 14:47 Load Type Distribution Pat- Location (ft] Magnitude Unit 259 Live 487 tern Start End Start End psi Loadl Dead Triangular fb = 0.00 10.00 0.0 70.0 plf Load2 Live Triangular Live Defl'n 0.00 10.00 0.0 280.0 plf Self -weight Dead Full UDL 1.50* Total Defl'n 6.0 if Maximum Reactions (lbs) and Bearing Lengths (in) : 10'-3" a Unfactored: Analysis Value Desi n Dead 152 Analysis/Design 259 Live 487 60 913 Factored: psi fv/Fv' = 0.34 Bending(+) fb = 950 Total 639 psi 1172 Bearing: Live Defl'n 0.21 = L/574 0.34 = L/360 in Length 1.50* Total Defl'n 1.50* Min re 'd 1 1.50* L/240 1.50* "Minimum bearing length setting used: 1-1/2" for end supports Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft Beam, D.Fir-L No. 1 Total length: 10'-3.0"; volume = 1.8 cu.ft.; Service: wet; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress and Deflection using NDS 2012: Criterion Analysis Value Desi n Value Unit Analysis/Design Shear fv = 60 Fv' = 175 psi fv/Fv' = 0.34 Bending(+) fb = 950 Fb' = 982 psi fb/Fb' = 0.97 Live Defl'n 0.21 = L/574 0.34 = L/360 in 0.63 Total Defl'n 0.34 = L/362 0.51 = L/240 in 0.66 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 bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. -24- j * Use minimum one stud per each girder truss ply under all girder truss bearing points, U. N. Please Note: Reactions from beam and truss calculations have been considered and,compared with the values in the above table AXIAL COMPRESSION LOADS (pounds) WITH Cd=1.0 ; HEIGHT 2x4 Douglas Fir -Larch #2 2x6 44 44 4x8 Douglas Fir Larch #1 6x6 6x8 8x8 2 18,385 27,680 34,890 30,000 40,900 56,000 4 6,770 11,600 15,793 24,001 30,533 .29,200 39,800. 55,200 6 4,690 10,500 10,935 16,923 21,935 27,600 37,600 53,800 8 3,000 8,710 7,001 10,929 14,304. 24,800: 33,900.' 51,600 10 2;010 6,700 4,694 7,352. 9,656: 21,000 28,600. 48,200 12 3,332 5,226 6,871. 16,900 . 23,000 43,500 14 2,478 3,888. 5,119 13,400 -18,300 38,000 16 1,911 2,999 31950 10,700 14,600. :32,400 j * Use minimum one stud per each girder truss ply under all girder truss bearing points, U. N. Please Note: Reactions from beam and truss calculations have been considered and,compared with the values in the above table i� i ENGINE€RING PERIMETER FOOTINGS SYMBOL WIDTH DEPTH STEEL CAPACITY CAPACITY continuous (Point) (Linear) N/A to monopour 12](1 -storyonly) 12° 1011 (2) #4 6000 LBS 1500 PLF 16 16" 10" (2) #4's 8000 LBS 2000 PLF F18] 18" 10" (2) #4's 9000 LBS 2250 PLF [21] 21" 10" (2) #4's 10500 LBS 2625 PLF [24] 24" 10" (2) #4's 12000 LBS 3000 PLF 28 28" 10" (3) #4's 14000 LBS 3500 PLF [32] 32" 10" (3) #4's 16000 LBS 4000 PLF 36 36" 10" (3) #4's 18000 LBS 4500 PLF All Footings Shall Bear on Undisturbed Soil Assume Soil Bearing Pressure has been Determined and Increased in Accordance with chapter 18 of IBC Exterior Footings shall bear @ or below the frost_line per applicable local codes STEMWALL - 8" Wide - (1) #4 Continuous at the Top (1) #4 Vertical @ 32" on center Hooked at Footing (Alternate Hooks) -26- G-- ENGINEEtQIG PIER FOOTINGS Please Note: Reactions from beam calculations have been considered and compared with the pier schedule above . All Footings Shall Bear on Undisturbed Soil Assume Soil Bearing Pressure has been Determined and Increased in Accordance with chapter 18 of IBC Exterior Footings shall bear @ or below the frostline per applicable local codes -27- WIDTH DEPTH STEEL CAPACITY (each side) (each way) (L2 12" 10" (2) #4's 1500 LBS, 14 14" 10" (2) #4's 2042 LBS 16 16" 10" (2) #4's 2667 LBS 18 18" 10" (3) #4's 3375 LBS 21 21" 10" (3) #4's 4594 LBS 24 24" 10" (3) #4's 6000 LBS 28 28" 12' (3) #4's 8167 LBS 32 32" 12" (4) #4's .10667 LBS 36 ' 36" 12" (5) #4's 13500 LBS 42 42" 12" (6) #4's 18375 LBS 48 48" 14" (7) #4's 24000 LBS 54 r 54" 14" (8) #4's 30375 LBS 60 60" 14" (9) #4's- 37500 LBS Please Note: Reactions from beam calculations have been considered and compared with the pier schedule above . All Footings Shall Bear on Undisturbed Soil Assume Soil Bearing Pressure has been Determined and Increased in Accordance with chapter 18 of IBC Exterior Footings shall bear @ or below the frostline per applicable local codes -27- Lateral Design Criteria Subject Foster Ranch Addition Job # 16-309 Date 10/4/2016 By CAN Lateral Desictn Loads Wind Load ( Envelope Procedure Simple Diaphragm) Width 0.6120 40ft Length 0.2650 4.01 ft, Mean Roof Height - 22ft End Zone 2a= Fv, 8 ft F 1.20 Roof Slope Roof Pitch Gable End 1.00 8 Zone Ps30(130) (PS) 1.30 Ps30(130) (PSf) A 25.3 0.53 28.5 B 0.0 0.33 19.5 C 16.8 6.5 22.7 D 0.0 15.6 Seismic Loads Ss 0.6120 S1 0.2650 FA 1.31 Fv, 1.87 F 1.20 1 1.00 P 1.30 SDs 0.53 SD1 0.33 R 6.5 V= [I*p*F*SDS/1.4*R]*W= 0.092 *W Weight Base Shear Type (psf) Type (psf) WRoof 20 WRoof 1.9 WFloor 15 WFloor 1.4 Wwan 10 Wwau 1.0 -28- See Printout to Follow 2012 IBC Wind Design Pressures Envelope Procedure Enclosed Simple Diaphragms 110 mph (3 second gust) Exposure C Mean Roof Height 22 7/12 Pitch Zone pS30(130) PS(130) PS(ASD) A 21.6 1.32 28.5 -17.1072 B 14.8 1.32 19.5 11.7216 C 17.2 1.32 22.7 13.6224 D 11.8 1.32 15.6 9.3456 .. It 1.7 1.32 2.2 1.3464 " F -13.1 1.32 -17.3 -10.3752 G 0.6 1.320:8 0.4752 H -11.3 1.32 -14.9 -8.9496 EoH -7.6 1.32 -10.0 -6.0192 GoH , -8.7 1.32 -11.5 -6.8904 Flat / Gable End - t Zone pS30(130) A PS(130) PS(ASD) A 19.2 1.32 25.3 15.2064 B -10 1.32 -13.2 -7.92 C 12.7 1.32 16.8 10.0584 D -5.9 1.32 -7.8 -4.6728 E -23.1 1.32 -30.5 -18.2952 F -13.1 1.32 -17.3 _10.3752 G -16 1.32 -21.1 -12.672 H -10.1 1.32 -13.3 -7.9992 EoH -32.3. 1.32 42.6 -25.5816 GoH -25.3 1.32 -33.4 -20.0376 i -29-- . i C I sk.- Millio �� ■■ o � o ��I ■■ II 0 M-74 rm =° Oq a IT=0�_ CO-I I - - - - - - - - =7 u I I I II .` II Z6 I I II�I II .LL.LiJ-L.L.L.; -- -32- Grid Gable Level Roof (E) Wind Area (sq. ft.) Wall (E) Roof (1) LATERAL DESIGN Wind Force (lbs.) Level Added Total Seismic Area (sq. ft.) Roof . Floor Wall Seismc Force (lbs.) Level Added - Total Subject Foster Ranch Addition Upper 71 32 Job # 16-309 28 2275 0 Date 10/4/2016 443 0 200 By CAN 0 1042 D Wind Load s Gable End 32 Roof E Wall E Roof I Wall 1 2275 397 0.0 15.2 1 0.0 10.1 954 1/2 Upper 33 41 0 64 Seismic Load s 0 Wind Load (psQ 8:12 443 Roof E Wall E Roof 1 Wall I 1042 Roof Floor Wall 11.7 17.1 9.3 13.6 1.9 1.4 1 37 1488 Grid Gable Level Roof (E) Wind Area (sq. ft.) Wall (E) Roof (1) Wall (1) Wind Force (lbs.) Level Added Total Seismic Area (sq. ft.) Roof . Floor Wall Seismc Force (lbs.) Level Added - Total A Upper 71 32 55 . 28 2275 0 2275 443 0 200 1042 0 1042 D ' Upper 71 32 55 28 2275 0 2275 397 0 200 954 0 954 1/2 Upper 33 41 0 64 1960 0 1960 443 0 ,. 200 1042 0 1042 3 Upper 0 56 0 37 1488 0 1488 397 0 200 954 0 954 A Main 0 77 0 67 2304 2275 4579 179 382 400 1275 1042 2317 D Main 15 0 0 144 2424 2275 4699 771 343 400 2345 '954 3299 1/2 Main 13 31 0 123 2568 1960 4528 374 382' 400 1645 1042 2687 3/4 Main 50 46 0 95 2667 1488 4155 576 .345 400 1977 954 2932 f ENGINEERING SHEAR WALL SCHEDULE *Use APA rated shear plywood / OSB / TI -11 sheathing or an approved equal U.N.O. *Nails shall be common or galvanized box. Nail heads are not to penetrate plywood. •AII field nailing shall be at 12" o.c., U.N.O. •AII shear wall studs shall be Douglas Fir -Larch spaced at 16" o.c. *Nail all shear ply with edge nail spacing at top plates, mud sill, all posts, all king studs, and all studs with holdowns. •Where applicable, plywood joint and sill plate nailing shall be staggered in all cases. •For all shear walls except types 6, 4, L6, & L4 use: o3 inch nominal or thicker sill plates with 5/8" x 12 AB's.* o3 inch nominal or thicker framing members, or double 2x framing members stitched together with minimum (2) rows of 16d nails @ 12" o.c. at all adjoining panel edges. •*For shear wall type 3, L3, & L2, a 2 inch nominal sill plate may be used if anchor bolts are spaced @ half the specified spacing. •Provide blocking or solid framing @ all panel edges. •Double shear walls to have shear ply with specified nailing both sides. Provide 3 inch nominal or thicker framing members on all abutting panel edges. B/S is Both Sides. •Use Simpson MST48 or MSTC52 to strap across beams at any break in top plates, U.N.O. *Foundation sill anchor bolts shall be 5/8"x10" spaced at 48" o.c. on all exterior walls U.N.O. *Use 3"x3"x1/4" thick steel plate washers at all wood sill plates for shear walls. •**All MASA mudsill anchors to be installed with both legs fully nailed into side and top of sill plate. •AII notes are typical U.N.O. -34- SHEAR CAPACITY EDGE NAIL 16d NAIL SDS 1/4 3x FRAMING AT 5/8"o AB 1/2"o AB **MASA SYMBOL PLYWOOD LBS. PER SPACING SPACING SPACING ADJOINING PANEL SPACING SPACING SPACING FT. EDGES 6 3/8" 260 8d @ 6" o.c. 6" o.c. 16" o.c No 48 48 48 4 3/8" 350 8d @ 4" o.c. 4" o.c. 12" o.c No 48 35 48 3 3/8" 490 8d @ 3" o.c. 3" o.c. 8" o.c Yes* 46 30 38 2 3/8" 640 8d @ 2" o.c. 2" o.c. 6" o.c Yes 35 23 29 4/2 3/8" B/S 700 8d @4" o.c. 2" o.c. 5-1/2" o.c. Yes 32 21 26 3/2 3/8" B/S 980 8d @ 3" o.c. 4" o.c. Yes 23 15 19 2/2 3/8" B/S 1,280 8d @ 2" o.c. 3" o.c Yes 18 . 11 14 A 1/2" 770 10d @ 2" o.c. 6" o.c. Yes 29 19 24 B 5/8" 870 10d @ 2" o.c. 5-1/2" o.c. Yes 26 16 21 L6 7/16" Smart 220 8d @ 6" o.c. 6" o.c. 16" o.c. No 48 48 48 Panel Siding L4 7/16" Smart 320 8d @ 4" o.c. 4" o.c. 16" o.c. No 48 39 48 Panel Siding L3 7/16". Smart 410 8d @ 3" o.c. 3" o.c. 12" o.c. Yes* 48 36 45 Panel Siding .L2 7/16" -Smart 530 8d @ 2" o.c. 2" o.c. 8" o.c. Yes* 42 27 35 Panel'Siding *Use APA rated shear plywood / OSB / TI -11 sheathing or an approved equal U.N.O. *Nails shall be common or galvanized box. Nail heads are not to penetrate plywood. •AII field nailing shall be at 12" o.c., U.N.O. •AII shear wall studs shall be Douglas Fir -Larch spaced at 16" o.c. *Nail all shear ply with edge nail spacing at top plates, mud sill, all posts, all king studs, and all studs with holdowns. •Where applicable, plywood joint and sill plate nailing shall be staggered in all cases. •For all shear walls except types 6, 4, L6, & L4 use: o3 inch nominal or thicker sill plates with 5/8" x 12 AB's.* o3 inch nominal or thicker framing members, or double 2x framing members stitched together with minimum (2) rows of 16d nails @ 12" o.c. at all adjoining panel edges. •*For shear wall type 3, L3, & L2, a 2 inch nominal sill plate may be used if anchor bolts are spaced @ half the specified spacing. •Provide blocking or solid framing @ all panel edges. •Double shear walls to have shear ply with specified nailing both sides. Provide 3 inch nominal or thicker framing members on all abutting panel edges. B/S is Both Sides. •Use Simpson MST48 or MSTC52 to strap across beams at any break in top plates, U.N.O. *Foundation sill anchor bolts shall be 5/8"x10" spaced at 48" o.c. on all exterior walls U.N.O. *Use 3"x3"x1/4" thick steel plate washers at all wood sill plates for shear walls. •**All MASA mudsill anchors to be installed with both legs fully nailed into side and top of sill plate. •AII notes are typical U.N.O. -34- - Holdown Schedule Symbol (7) Capacity Holdown Options (1) Min.Vert. Wood Thickness (2) Foundation Installation Options( 10) CL (8) Screws, Bolts, or Nails (6) Threaded Rod with Double Nutted BP @Bottom SB Anchor Bolt (4) Threaded Rod Retrofit with SET -XP Epoxy 5 H-10 2,175 STHD10 (9) 2-2x N/A N/A N/A N/A 20-16d HTT4 2-2x 5/8" w/ 12" Embed SB 5/8x24 w/ 18" Embed 5/8" w/ 12" Embed 1-3/8" 18-16d HDU2-SDS2.5 2-2x 5/8" w/ 14" Embed SB 5/8x24 w/ 18". Embed 5/8" w/ 12" Embed 1-5/16" 6 -SDS H-11 3,500 STHD14 (9) 2-2x N/A N/A N/A N/A 24-16d HTT5 2-2x 5/8" w/ 14" Embed SB 5/8x24 w/ 18" Embed 5/8" w/ 12" Embed 1-3/8" 26-16d HDU4-SDS2.5 2-2x 5/8" w/ 14" Embed SB 5/8x24 w/ 18" Embed 5/8" w/ 12" Embed 1-5/16" 10 -SDS H-12 5,645 HDU5-SDS2.5 2-2x 5/8" w/ 20" Embed SB 5/8x24'w/ 18" Embed 5/8" w/ 16" Embed 1-5/16" 14 -SDS 1-11376 2-2x 7/8" w/ 20" Embed (3) SB 7/8x24 w/ 18" Embed 7/8" w/ 16" Embed 1-1/4" 3-3/4" Bolts H-13 7,630 HDQB-SDS3 3-1/2" 7/8" w/ 20" Embed (3) PAB7 w/ 8" Embed 3) d into Footing N/A 1-1/4" 20 -SDS H09B 3-1/2" 7/8" w/ 20" Embed (3) _ SSTB28 w/ 24-7/8" Embed (3) N/A 2-1/8" 3-7/8" Bolts H-14 11,810 HHDQ11 5-1/2" 1" w/ 8" Embed into Footing N/A N/A 1-1/2" 24 -SDS HD12 5-1/2" 1" w/ 8" Embed into Footing N/A N/A 2-1/8" 4-1" Bolts H-15 13,710 HHDQ14 5-1/2" 1" w/ 8" Embed into Footing N/A N/A 1-1/2" 30 -SDS HHDUI4-SDS2.5 5-1/2" 1" w/ 8" Embed into Footing N/A NIA 1-9/16" 36 -SDS 1. Install all holdowns per Simpson's specifications maintaining required edge clearances. - 2. Double studs to be connected by (2) -Rows of 16d nails @ 4" O.C. staggered. 3. Use (1) #4 vert. each side of 7/8" threaded rod (total of 2) to connect stemwall to footing. 4. SB embedments are for Single Pour Installation Only. Refer to latest version of Simpson Catalog for double pour applications. 5. Structural Observation Required @ all epoxy -set anchors. Contact. Engineer of Record 2 -working days in advance prior to installation 6. Bolt holes shall be minimum 1/32" and no more than 1/16" larger than.the specified bolt diameter. 7. It is acceptable to substitute holdownsspecified higher in the table with holdowns occurring lower -in the table. 8. "CL" is the dimension to centerline of AB hole in holdown. 9. Use STHDRJ when rim joist is present. 10. Use ASTM A307, All Threaded Rods Typical r Simpson Strong -Drive S -Series 1/4" Wood Screws Side Mem. Min. Shear Thickness Embedment 1/2" 2" 193 5/8" 2" 225 3/4" 2" 227 1" 2" 237 1-1/4" 2" 253 1-1/2" 2" 272 Specific Gravity (G) = 0.5 / Max length of screw ---6" LAG Screws ITW Ramset / Red Head Trubolt Wedge Penny Screw Min. Anchor Min. Shear Nail Length Diameter Thickness Embedment Shear Perp. Shear Perp. Shear Perp. Shear Perp. Shear Diameter Embedment Pullout Shear (2x) (3x) (4x) (1.75 LVL) Parallel (2x) 3/8" 3" 305 400 625 psi 625 psi 625 psi 750 psi 1350 psi 1/4 1-1/8" 306 424 920 - 470 3/4" 6" 513 3/8 1-1/2" 691 863 576 1,620 630 695 lbs. 8" 1/2 2-1/4" 1,040 1,350 365 460 490 380 620 5/8 2-3/4" 1,534 2,931 515 600 710 535 890 3/4 3-1/4" 2,018 4,256 565 780 880 655 1,220 7/8 3-3/4" 2,703 5,184 630 990 1,070 1,610 1 4-1/2" 4,337 6,422 680 1,120 1,300 2,080 11/4 5-1/2" 5,366 9,751 2,500 psi concrete Simpson Strong -Drive S -Series 1/4" Wood Screws Side Mem. Min. Shear Thickness Embedment 1/2" 2" 193 5/8" 2" 225 3/4" 2" 227 1" 2" 237 1-1/4" 2" 253 1-1/2" 2" 272 Specific Gravity (G) = 0.5 / Max length of screw ---6" -36- LAG Screws Penny Screw Min. Pullout Shear Shear Nail Length Diameter Thickness Embedment ( tach or pullout Diameter Embedment Parallel Perp. 1/4" 2" 225 220 160 3/8" 3" 305 400 250 1/2" 4" 378 660 340 5/8" 5" 447 920 - 470 3/4" 6" 513 1,240. 580 7/8" 7' 576 1,620 630 1" 8" 636 2,060 680 1-1/4" 10" 752 2,630 750 Specific Gravity (G) = 0.5 Specific Gravity (G) = 0.5 -36- Common Wire Nail Values Single Shear Penny Nail Side Mem. Min. Pullout Weight Nail Length Diameter Thickness Embedment ( tach or Shear penetration) 6d 2" 0.113 5/8" 11/3 28 66 8d 2-1/2" 0.131 3/4" 14/7 '32 90 10d 3" 0.148 1" 17/9 36 118 12d 3-1/4" 0.148 1-1/4" 1 7/9 36 118 16d 3-1/2" 0.162 1-1/2" 2 40 141 20d 4" 0.192 1-1/2" 21/3 47 170 30d 4-1/2" 0.207 1-1/2" 21/2 50 186 40d 5" 0.225 1-1/2" 2 5/7 55 205 Specific Gravity (G) = 0.5 -36- 10/4/2016 Upper Floor Shear Wall Analysis JOB #: 16-309 NOTES: SUBJECT: Foster Ranch Addition Upper Floor Roof Diaphragm BY: CAN MSTC52 4,620 H-3 1/2 3 H4 XX XX XX 102" LONG CMST12 9,215 1st 2nd 3rd 4th 1:1XX 5th 6th 7th 8th iSEISMIC..STRUT.FORCE LBS 1042 954 1042. 9.54: .: 0 ' 0 0 0 O 1 488' SELSMLC ADD/ADJ L'BS 0 0 0 0 0 0 0 0 O;_:. 0 0 0 00 0 0 TOTAL".SEISMIC.FORCE, L'BS .1042 954 1042 654.. - ..0 . 0 ' : 0 0 ... 5 9 0 0 MAX UNADJUSTED WALL SHEAR (PLF) #DIV/01 #DIV/01 #DIWO! #DIWO! #DIV/0! #DIV/01 #DIV/0! #DIV/0! LENGTH 0— HEIGHT HEIGHT 0 ;0 0 DL (PLF) 0 0 0` 0 0'.- ' 0 .' 0 0 Aspect Ratio #DIWO! #DIV/0! #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIWOI #DIWOI Seismic Factor #DIWO! #DIV/01 #DIV/01 #DIV/0! #DIWO! #DIV/01 #DIWOI #DIV/0! SHEAR Vseismic #DIV/01 #DIWOI #DIWOI #DIV/01 #DIWOI #DIV/01 #DIV/01 #DIWO! PANEL Vwind #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIWO! O.M. 0 0 0 0 #DIWOI #DIV/O! #DIV/O! #DIV/0! R.M. #DIV/0! #DIV/O! #DIV/O! #DIV/01 #DIWOI #DIV/O! #DIV/0! #DIWOI UPLIFT #DIV/O! #DIV/0! #DIV/01 #DIWO! #DIV/0! #DIV/01 #DIV/0! #DIV/0! HOLDOWN See See See See #DIV/01 #DIV/01 #DIVl01 #0IV/01 SHEAR Perf Perf Perf Perf #DIV/0! #DIV/0! #DIV/0! #DIV/0! NAILING Calc Calc Calc Calc #DIV/01 #DIV/0! #DIV/01 #DIV/01 LENGTH 0 0 0 0 0 0 HEIGHT 0;. : =, ` 0 0 0 0 0 0 0 DL (PLF) 0 0 0 0 0 0 0 Aspect Ratio #DIV/01 #DIWOI #DIWO! #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV/0! Seismic Factor #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIWO! #DIV/0! #DIWO! SHEAR Vseismic #DIV/0! #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIWO! #DIWO! PANEL Vwind #DIV/0! #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIWOI #DIV/01 #DIV/01 2 O.M. 0 #DIV/01 #DIV/01 #DIV/01 #DIV/O! #DIV/01 #DIWO.! #DIWO! R.M. #DIV/O! #DIWOI #DIWOI #DIV/0! #DIWO! #DIWOI #DIV/0! #DIWO! UPLIFT #DIV/01 #DIV/0! #DIWOI #DIV/01 #DIV/01 #DIV/0! #D V/01 #D W01 HOLDOWN See #DIV%O! #DIV/01 #DIV101 #DIV/Ol #DIV/01 #DIV/01 #DIV/01 SHEAR Perf #DIV/0! #DIV/0! #DIV/O! #DIV/0! #DIV/0! #DIV/0!' #DIV/0! NAILING Calc #DIV/Ol #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 4DIV/01 LENGTHq° '=:3 ? 0 0 0 0 0. 0 0 HEIGHT ..;0:-. . 0 0 0 0 0. 0 0 DL (PLF) ?g, ''; .: 0 0 0 0 0 0 0 Aspect Ratio #DIV/01 #DIV/01 #DIV/0! #DIWOI #DIV/01 #DIV/01 #DIV/0! #DIV/0! Seismic Factor #DIWOI #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV/0! SHEAR Vseismic #DIWOI #DIWO! #DIV/Ol #DIV/01 #DIV/01 #DIWO! #DIWO! #DIV/0! PANEL Vwind #DIV/O! #DIWO! #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/0! #DIV/0! 3 O.M. #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIWOI #DIV/0! R.M. #DIV/0! #DIV/0! #DIV/O! #DIWOI #DIWO! #DIV/0! #DIV/0! #DIV/O! UPLIFT #DIWOI #DIWO! #DIV/01 #DIV/01 #DIWOI #DIV/01 #DIV/0! #DIV/0! HOLDOWN #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/Ol #DIV/01 #DIVl01 #DIV/01 SHEAR #DIV/0! #DIV/O! #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! NAILING #DIV/01 #DIV/01 #DIV/01 #DIV/01 MV/01 #DIV/01 #DIV/01 #DIV/01 LENGTH 0 :: :.0'? :. .: %0. e . 0 0 0 0 ; ::0 HEIGHT 0 O .. o.0;. 0 0 0 0 ;. 0 DL (PLF) 0, 0 0' 0 0 ,0''. Aspect Ratio #DIWO! #DIWO! #DIWO! #DIWO! #DIV/0! #DIV/0! #DIV/01 #DIWO!~ Seismic Factor #DIV/0! #DIV/01 #DIV/0! #DIWOI #DIV/01 #DIWO! #DIWOI #DIV/01 SHEAR Vseismic #DIV/0! #DIWO! #DIWOI #DIWO! #DIV/01 #DIWO! #DIV/0! #DIV/0! PANEL Vwind #DIV/01 #DIV/0! #DIV/0! #DIV/0! #DIWOI #DIV/0! #DIV/0! #DIV/01 4 O.M. #DIV/01 #DIV/O! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/0! #DIV/01 R.M. #DIWO! #DIWO! #DIV/01 #DIWOI #DIWOI #DIV/O! #DIV/O! #DIV/01 UPLIFT #DIV/O! #DIV/0! #DIV/01 #DIV/Ol #DIV/01 #DIV/01 #DIV/0! #DIWOI HOLDOWN #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 SHEAR #DIV/O! #DIV/0! #DIV/0! #DIV/0! #DIV/O! #DIV/0! #DIV/O! #DIV/0! NAILING #DIV/0! #DIV/O! #DIV/01 #DIV/O! #DIV/01 #DIV/01 #DIV/01 #DIV/01 FLOOR TO FLOOR STRAP HOLDOWN SCHEDULE H-1 MSTC40 3,465 H-2 MSTC52 4,620 H-3 MSTC66 5,860 H4 80" LONG CMST14 6,490 H-5 102" LONG CMST12 9,215 -37- PERFORATED SHEARWALL DESIGN - Grid: A Shear Load at Shearwall (V,Ibs): 2275 Total Length of Shearwalls (L,, ft): 11.0 Maximum Opening Height (H,, ft): 5_0 Total Panel Length (L, ft): 14.0 Wall Height (H, ft): 8_0 L,/L = 0.79 H,/H = 0.63 Use: 70% Use: 0.67 TABLE 2305.3.8.2 SHEAR RESISTANCE ADJUSTMENT FACTOR, Co WALL HEIGHT, H H/3 .33 MAXIMUM OPENING HEIGHT (H,/H) H/2 .50 21-1/3 .67 51-1/6 .83 H 1 8' wall 218" 4' 0" 51410 6' 8" 8'0" 10' wall 3'411 51011 6' 8" 8' 4" 1010.1 Percent Full Height Sheathing (L,/L) Shear Resistance Adjustment Factor_ 10% 1.00 0.69 0.53. 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 -0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 uperf = V/(L,*Co) = 250 Use: 6 Co = 0.77 -38- O.T.perf = (V*H)/(L,*Co) = 1688 Use: H-1 PERFORATED SHEARWALL DESIGN - Grid: d Shear Load at Shearwall (V,Ibs): 2275 Total Length of Shearwalls (1-1, ft): 16.5 Maximum Opening Height (1-11, ft): 3_0 Total Panel Length (L, ft): 22.5 Wall Height (H, ft): 8_0 Li/L = 0.73 Hi/H = 0.38 Use: 70% Use: 0.5 TABLE 2305.3.8.2 SHEAR RESISTANCE ADJUSTMENT FACTOR, Co WALL HEIGHT, H H/3 .33 MAXIMUM OPENING HEIGHT (H,/H) H/2 .50 2H/3 .67 5H/6 (.83 H 1 8' wall 2' 8" 4' 0" 514" 6' 8" 8' 0" 10' wall T 4" 5' 0". 6' 8" 8'4" 10'0!1 Percent Full Height Sheathing (LI/L) Shear Resistance Adjustment Factor 10% 1.00 0.69 0.53 0:43 0.36 20% _ 1.00 0.71 0.56, 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45- 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 90%` 1.00 0.95 0.91' 0.87 .0.83 100% 1.00 1.00 1.00 1.00 1.00 Co = 0.87 vperf= V/(LI*Co) = 158 O.T.perf = (V*H)/(L,*Co) = 930 Use: 6 Use: H-1 -39- PERFORATED SHEARWALL DESIGN - Grid: 1 Shear Load at Shearwall (V,Ibs): 784 Total Length of Shearwalls (L,, -ft): 6_5 Total Panel Length (L, ft): 12.5 L,/L = 0.52 Use: 50% Maximum Opening Height (H,, ft): 5_0 Wall Height (H, ft): 8_0 H,/H = 0.63 Use: 0.67 TABLE 2305.3.8.2 SHEAR RESISTANCE ADJUSTMENT FACTOR, Co WALL HEIGHT, H H/3 .33 MAXIMUM OPENING HEIGHT (H,/H) H/2 .50 21-1/3 .67 5H/6 .83 H (1) 8' wall 2' 8" 4' 0" 5' 4" 6'8" 8-0" 10' wall 3'4" 5-0" 6' 8" 8-4" 1010.1 Percent Full Height Sheathing (LI/L) Shear Resistance Adjustment Factor 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 _ 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63. 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 Vp.rr = V/(L,*Co) = 180 Use: 6 Co = 0.67 -40- O.T.perf = (V*H)/(L,*Co) = 749 Use: H-1 PERFORATED SHEARWALL DESIGN - Grid: 2 Shear Load at Shearwall (V, lbs): 1176 Total Length of Shearwalls (L,, ft): 10.0 Maximum Opening Height (H,, ft): 2_0 Total Panel Length (L, ft): 14.0 Wall Height (H, ft): 8_0 Li/L = 0.71 HI/H = 0.25 Use: 70% Use: 0.33 TABLE 2305.3.8.2 SHEAR RESISTANCE ADJUSTMENT FACTOR, Co WALL HEIGHT, H H/3 :33 MAXIMUM OPENING HEIGHT (H,/H) H/2 (.50) 2H/3 .67 51-1/6 (.83)H 1 8' wall 2' 8" 410" 5-411 618" 8-011 10' wall 3-4" 5-0" 6' 8" 8'4" 10'0" Percent Full Height Sheathing (LI/L) Shear Resistance Adjustment Factor 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 .0.38 30% 1.00 0.74 0.59 0.49 0.42 40% _ 1.00 0.77 0.63 '0.53 0.45' 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 , 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69. 0.63 _ 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 ._ 100% 1.00 1.00 1.00. 1.00 1.00 Co = 1 Vperf = V/(L1*Co) = 118. O.T.perf = (V`H)/(L,*Co) = 672 Use: 6 Use: H-1 • f PERFORATED SHEARWALL DESIGN - Grid: 3 Shear Load at Shearwall (V,Ibs): 1488 Total Length of Shearwalls (1-1, ft): 22.0 Maximum Opening Height (H1i ft): 2_0 Total Panel Length (L, ft): 30.0 Wall Height (H, ft): 8_0 L1/L = 0.73 , H1/H = 0.25 Use: 70% Use: 0.33 TABLE 2305.3.8.2 SHEAR RESISTANCE ADJUSTMENT FACTOR, Co WALL HEIGHT, H H/3 .33 MAXIMUM OPENING HEIGHT (H,/H) H/2 .50) 2H/3 .67 51-1/6 .83 H 1 8' wall 2' 8" 4'0" 514" 6' 8" 8' 0" 10' wall 3'411 5' 0" 6'8" 8'4" 10' 0" Percent Full Height Sheathing (L1/L) Shear Resistance Adjustment Factor 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38.. 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00 0.95 0.91 0.87 0.83 100% 1.00 1.00 1.00 1.00 1.00 uperf = V/(L1"Co) = 68 , Use: 6 1 I CO= 1 -42- O.T.perf = (V*H)/(L1*Co) = 397 Use: (:::H-E:D 10/4/2016 Main Floor Shear Wall Analvsis SUBJECT: Foster Ranch Addition Roof Diaphragm, Worst Case Loading BY: CAN #DIV/01 A: D 1 /2 4/4C . ' )(X ' XX ' • .. 'XX XX . 0 1st 2nd 3rd 4th 5th 6th 7th 8th .SEISMIC STRUT FORCE LBS .... 2317 _ 3299 .2667 1-:2932 0 0.. 0 0 . 0, 0': -.:; • 200 300 300 0 0 0 0 Mill! ':.SEISMIC:ADD%ADJ.IBS - 0 0 -1000 0 0 0 0 0 J� 0 6 -1500 0 .0 0 0 0 .'.TOTAL SEISMIC O.RQE (LBS) 2317_ 3299 1.687 „ _, 2932 . 0 0 0 0 MAX UNADJUSTED WALL SHEAR (PLF) #DIV/01 392 505 225 #DIV/01 #DIV/0! #DIV/0! #DIV/0! LENGTH 0 5 6 8.5 0 0 0 0' HEIGHT0': 9 9 9 0 0 0 0 DL (PLF) 0': -.:; • 200 300 300 0 0 0 0 Aspect Ratio #DIV/01 1.8 1.5 1.058824 #DIV/01 #DIV/01 #DIV/0! #DIV/01 Seismic Factor #DIV/0! 1 1 1 #DIV/01 #DIV/01 #DIW01 #DIV/01 SHEAR Vseismic #DIV/0! 275.0 281.2 158.5 #DIV/01 #DIV/0! #DIV/01 #DIV/01 PANEL Vwind #DIV/01 279.7 360.5 160.4 #DIV/01 #DIV/01 #DIV/01 #DIV/0! 1 O.M. 0 12587 18900 12273 #DIV/01 #DIV/01 #DIV/0! #DIV/0! R.M. #DIV/0! 1500 3240 6503 #DIV/0! #DIV/01 #DIV/01 #DIV/0! UPLIFT #DIV/0! 2217 2610 0 #DIV/01 #DIV/01 #DIV/01 #DIV/01 HOLDOWN H-11 H-11 nothing #DIV/01 #DIV/0! #DIV/01 #DIV/01 See SHEAR 280 350 160 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Calc c NAILING 4 4 6 #DIV/Ol #DIV/01 #DIV/01 #DIV/Ol LENGTH 0 10 0 0 0 0 HEIGHT 0'. 9 '. 0 9 0 0 0 0 DL (PLF) `0.' . 200, 0 .300 0 0 0 0 Aspect Ratio #DIWO1 1.285714 #DIV/01 0.9 #DIV/01 #DIV/01 #DIV/01 #DIV/0! Seismic Factor #DIWO! 1 #DIV/01 1 #DIV/01 #DIV/0! #DIWO1 #DIV/0! SHEAR Vseismic #DIWO1 275.0 #DIV/01 158.5 #DIV/01 #DIV/0! #DIV/01 #DIV/01 PANEL Vwind #DIV/0! 279.7 360.5 160.4 #DIV/01 #DIV/01 #DIV/0! #DIV/0! :2 O.M. #DIV/01 17622 0 14439 #DIV/01 #DIV/O! #DIV/0! #DIV/0! R.M. #DIV/0! 2940 #DIV/0! 9000 #DIV/01 #DIV/0! #DIV/01 #DIV/0! UPLIFT #DIWO! 2097 #DIV/0! 0 #DIV/0! #DIV/01 #DIV/01 #DIV/01 HOLDOWN #DIV/O! H-11 See nothing #DIV/Ol #DIV/O! #DIV/OI #DIV/O! SHEAR #DIV/0! 280 Perf 160 #DIV/0! #DIV/0! #DIV/0! #DIV/0! NAILING #DIV/01 4 Calc 6 #DIV/01 #DIV/Ol #DIV/01 #DIV/OI LENGTH 0'== 0 0 0 0 0 0 0 HEIGHT 0.'..; 0 0 0 0 0 0 0 DL (PLF) 0 0 0 0 0 0 0 Aspect Ratio #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/01 Seismic Factor #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/01 #DIV/0! #DIV/01 #DIV/01 SHEAR Vseismic #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/01 PANEL Vwind #DIV/01 279.7 360.5 160.4 #DIV/01 #DIV/01 #DIV/0! #DIWOI 3 O.M. #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/0! #DIV/O! #DIV/0! #DIV/0! R.M. #DIV/01. #DIV/01 #DIWO! #DIV/01 #DIWO1 #DIV/0! #DIV/01 #DIV/01 UPLIFT #DIV/0! #DIWOI #DIV/0! #DIV/01 #DIWO! #DIV/01 #DIV/01 #DIV/01 HOLDOWN #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/01 #DIV/01 #DIV/O! SHEAR #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! NAILING #DIV/O! #DIV/01 #DIV/01 #DIV/OI #DIV/01 #DIV/01 #DIV/01 #DIV/Ol LENGTH 0 '`:,i:0 0 0 0 0- 0 0 HEIGHT U. 0' 0 0 0 0 0 0 DL (PLF) 0? ., :`;0: 0 0 0 0 0 0 Aspect Ratio #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIV/01 Seismic Factor #DIWOI #DIV/01 #DIWOI #DIV/01 #DIV/01 #DIV/0! #DIV/01 #DIWO1 SHEAR Vseismic #DIV/01 #DIWO1 #DIV/01 #DIWO1 #DIWO1 #DIV/0! #DIV/0! #DIWO1 PANEL Vwind #DIWOI 279.7 360.5 160.4 #DIWO! #DIV/0! #DIV/01 #DIV/0! 4 O.M. #DIV/0! #DIV/0! #DIV/0! #DIV/O! #DIV/O! #DIV/0! #DIV/01 #DIV/01 R.M. #DIV/0! #DIV/0! #DIV/0! #DIV/01 #DIV/0! #DIV/01 #DIV/01 #DIV/0! UPLIFT #DIV/01 #DIV/01 #DIWO1 #DIV/01 #DIV/01 #DIV/0! #DIV/0! #DIV/0! HOLDOWN #DIV/0l #DIV/01 #DIV/Ol #DIV/Ol #DIV/01 #DIV/01 #DIV/Ol #DIV/01 SHEAR #DIV/0! #DIWO! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/O1 #DIV/0! NAILING #DIV/01 #DIV/0l #DIV/01 #DIV/Ol #DIV/01 #DIV/01 #DIV/Ol #DIV/Ol -43- PERFORATED SHEARWALL DESIGN - Grid: A Lower Shear Load at Shearwall (V,Ibs): 4579 Total Length of Shearwalls (L,, ft): 12.0 Maximum Opening Height (H,, ft): 3_0 Total Panel Length (L, ft): 14.0 Wall Height (H, ft): 9_0 Lj/L = 0.86 Hj/H = 0.33 Use: 80% Use: 0.5 TABLE 2305.3.8.2 SHEAR RESISTANCE ADJUSTMENT FACTOR, Co WALL HEIGHT, H H/3 .33 MAXIMUM OPENING HEIGHT (H,/H) H/2 .50 21-1/3 .67 5H/6 .83 H 1 8' wall 2' 8" 4'0" 514" 6-8" 81011 10' wall 3' 4" 5-011 618" 81411 10' 0" Percent Full Height Sheathing (11-1/1-) Shear Resistance Adjustment Factor 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67 0.57 0.50 60% 1.00 0.83 0.71 0.63 0.56 70% 1.00 0.87 0.77 0.69 0.63 80% 1.00 0.91 0.83 0.77 0.71 90% 1.00- 0.95 0.91 0.87 .0.83 100% 1.00 1.00 1.00 1.00 1.00 Vpert = V/(L,*Co) = 419 Use: 4 Co = 0.91 O.T.perf = (V*H)/(L,*Co) = 3235 Use: H-12 PERFORATED SHEARWALL DESIGN - Grid: 1 Lower Shear Load at Shearwall (V,Ibs): 1500 Total Length of Shearwalls (L,, ft): 6_5 Maximum Opening Height (H,, ft): 5_0 Total Panel Length (L, ft): 12.5 Wall Height (H, ft): 9_0 Li/L = 0.52 H,/H = 0.56 Use: 50% Use: 0.67 TABLE 2305.3.8.2 SHEAR RESISTANCE ADJUSTMENT FACTOR, Co WALL HEIGHT, H H/3 .33 MAXIMUM OPENING HEIGHT (H,/H) H/2 .50 21-1/3 (.67) `51-1/6 .83 H 1 8' wall 2'81f 4' 0" 5' 4" 6'8" 8' 0" 10' wall 314-1 5' 0" 6' 8" 8' 4" 101,010 Percent Full Height Sheathing (Lj/L) Shear Resistance_ Adjustment Factor 10% 1.00 0.69 0.53 0.43 0.36 20% 1.00 0.71 0.56 0.45 0.38. 30% 1.00 0.74 0.59 0.49 0.42 40% 1.00 0.77 0.63 0.53 0.45 50% 1.00 0.80 0.67. 0.57 0.50 60% 1.00 0.83 0.71 0.63 :0.56.:.• '70% 1.00 0.87 0.77 0.69 0:63 . 80% 1.00 0.91 0.83 0.77 0.71 90% 1 1.00 0.95 0.91 0.87 0.83.. ' 100% 1 1.00 1.00 1.00 .1.00 1:00 , Co = 0.67 uperf = V/(L,*Co) = 344 O.T.perf = (V*H)/(L,*Co) = 1612 Use: 4 Use: H-11 Anchor Bolts Table 11 E per 2012 NDS For Wood to Concrete: G = 0.50 For 1/2" Anchor Bolt and 2x Sill Vallowable = 650 * 1.6 = 1040 For 1/2" Anchor Bolt and 3x Sill Vallowable = 770'* 1.6 = 1232 Embed = 6" min. 695 Ibs. For 518" Anchor Bolt and 2x Sill Vallowable = 930 * 1.6 = 1488 For 5/8" Anchor Bolt and 3x Sill Vallowable = 1180 * 1.6 = 1888 Example Calculations for 5/8" Anchor Bolts: Vauowable = 930 * 1.6 = 1488 • Typical Type 6 Walls with 2x sill: v = 260 f t Required Spacing = Vallowable * 12 = 69 in. Ilse 5/8" z 10"An"dhor.Bolts with 3" x 3" x 1/4" thicKPlate Washers. @.48" o.c. to connect .2x_P.T. sill plate. to:stemwall.(U-N O) • Typical Type 4 Walls with 2x sill: b l v = 350 l t Required Spacing Vallowable = ( v } * 12 = 53 in. Vallowable = 1180 * 1.6 = 1888 • Typical Type 3 Walls with 2x sill: lb Vallowable 12 v = 490 Required Spacing = ( ) * = 23 in. ft v 2 • Typical Type 3 Walls with 3x sill: lb Vallowable v = 490 Required Spacing = ( ) * 12 = 46 in. ft v • Typical Type 2 Walls with 3x sill: lb Vallowable v = 640 Required Spacing = * 12 = 35 in. f `\ /JI l • Typical Type A Walls with 3x sill: (Nall ablel v = 770 f Required Spacing = v * 12 = 29 in. t • Typical Type 312 Walls with 3x sill: lb Vallowable v = 980 Required Spacing = * 12 = 23 in. f `\ /JI • Typical Type 212 Walls with 3x sill: lb Vallowable v = 1280 Required Spacing = * 12 = 18 in. f ` /J1 -46- Roof Diaphram Shear Transfer per Shear Transfer per Simpson H1 Clip = 485 lbs.. Simpson A35 Clip= 695 lbs. • H1 @ 24" o. c. A35 @ 48" o.c. 485 lbs 695 lbs H1= 2 ft = 242.5 plf A35 = 4 ft = 17.3.75 plf If Trusses or Rafters are Perpendicular to Supporting Wall, Then: Shear Transfer = H1 +A35 = 416.25 plf NOTEDOTHERWIS:E .. . If Trusses or Rafters are Parallel to Supporting Wall, Then: Shear Transfer = A35 = 173.75 plf Please Note: Drag Framing has been overdesigned for safety. No connections of Drag Framing require a transfer load exceeding 6 kips. - Remaining loads are absorbed in the diaphragm. -47- DIAPHRAGM CALCULATION Subject: Foster Ranch Addition Job: 16-309 Date: 10/4/2016 By: CAN Grid A D 1/2 3 XX XX XX XX Strut Length 26:: 22 30 30. 0 p 0 ' 0 Diaph. Width 30 30 22 22: :0 p, 0 Seismic Strut 1146 1050 1146 1050 0 0 0 " 0 Wind Strut 2275 2275 1960 1488 0 0 0 0 Governing Strut 2275 2275 1960 1488 0 0 0 0 Unit Shear (plf) 88 103 65 50 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Common Nail Size= 10d Nominal Panel Thickness (in) =.5/8 SEISMIC WIND Unblocked Diaphragm with edge nails spaced @ 6" o/c 215 plf 301 plf Blocked Diaphragm with edge nails spaced @ 4" o/c 425 plf 595 plf Blocked Diaphragm with edge nails spaced @ 2.5" o/c 640 plf 896 plf Use Typical: Nails Spaced 12" o/c in the Field GRID: A Blocking Requirements NO BLOCKING REQUIRED, EDGE NAIL @ 6 in o/c MINIMUM DISTANCE TO BLOCK (ft) = NO BLOCKING REQ M i o k NOTAPPLICABLEAPPLICABLE MINIMUM DISTANCE TO BLOCK (ft) = NOT APPLICABLE GRID: XX Blocking Requirements Blocking Requirements NO BLOCKING REQUIRED, EDGE NAIL @ 6 in o/c NOT APPLICABLE Distance to Block Distance to Block MINIMUM DISTANCE TO BLOCK (ft) = NO BLOCKING REQUIREC MINIMUM DISTANCE TO BLOCK (ft) = NOT GRID: 1/2 DT=3.5K GRID: XX Blocking Requirements Blocking Requirements NO BLOCKING REQUIRED, EDGE NAIL @ 6 in o/c NOT APPLICABLE Distance to Block Distance to Block MINIMUM DISTANCE TO BLOCK (ft) = NO BLOCKING REQOIREC MINIMUM DISTANCE TO BLOCK (ft) = NOT APPLICABLE GRID: 3 GRID: XX Blocking Requirements Blockinq Requirements NO BLOCKING REQUIRED, EDGE NAIL @ 6 in o/c NOT APPLICABLE Distance to Block Distance.to Block MINIMUM DISTANCE TO BLOCK (ft) =NO BLOCKING REQUIREC MINIMUM DISTANCE TO BLOCK (ft) = NOT APPLICABLE -48- DIAPHRAGM CALCULATION Subject: Foster Ranch Addition Job: 16-309 Date: 10/4/2016 By: CAN Grid A D 1/2 3/4 XX XX XX XX Strut Length .36 :' . 36 .. 36 36 0- 0 , .� 0 0 Diaph. Width •' ...30 30: 36 36 ;, ,y 0 :0. 0 0 . . Seismic Strut 2548 3629 2956 3225' 0 0 0 0 Wind Strut 4579 4699 4528 4155 0 0 0 0 Governing Strut 4579 3629 4528 3225 0 0 0 0 Unit Shear (plf) 127 101 126 90 #DIV/0! #DIV/0! #DIV/0! #DIV/0! Common Nail Size= 10d Nominal Panel Thickness (in) ='518 s SEISMIC WIND Unblocked Diaphragm with edge nails spaced @ 6" o/c 215 plf 301 plf Blocked Diaphragm with edge nails spaced @ 4" o/c 425 plf 595 plf . Blocked Diaphragm with edge nails spaced @ 2.5' o/c 640 plf 896 plf Use Typical: Nails Spaced 12" o/c in the Field 0 GRID: D (2) DT=3.5K GRID: XX Blocking Requirements Blocking Requirements NO BLOCKING REQUIRED, EDGE NAIL @ 6 in o/c NOT APPLICABLE Distance to Block Distance to Block MINIMUM DISTANCE TO BLOCK (ft) = NO BLOCKING REQUIRECI MINIMUM DISTANCE TO BLOCK (ft) = NOT APPLICABLE GRID: 1/2 GRID: XX Blocking Requirements Blocking Requirements NO BLOCKING REQUIRED, EDGE NAIL @ 6 in o/c NOT APPLICABLE Distance to Block Distance to Block MINIMUM DISTANCE TO BLOCK (ft) = NO BLOCKING REQUIREJ MINIMUM DISTANCE TO BLOCK (ft) = NOT APPLICABLE GRID: 3/4 DT=3.5K GRID: XX Blocking Requirements Blocking Requirements NO BLOCKING REQUIRED, EDGE NAIL @ 6 in o/c NOT APPLICABLE Distance to Block. Distance to Block MINIMUM DISTANCE TO BLOCK (ft) = NO BLOCKING REQUIRE MINIMUM DISTANCE TO BLOCK (ft) = NOT APPLICABLE -49- CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: J16138 -Foster Ranch Addition Calculation Date/Time: 08:01, Sun, Dec 04, 2016 Page 1 of 9 Calculation Description: EAA 151 SF + 1445 SF ADD Input File Name: J16138 -Foster Ranch Addition, 2521 Williams Rd, Oroville 95965.ribd s GENERAL INFORMATION 01 Project Name J16138 -Foster Ranch Addition 02 Calculation Description APN: 041-130-036-000 03 Project Location 2521 Williams Road B7.6=2 -828 -`B10"""""`- `` 041=130-036`-"'""'-."'- ... ....�_- 12/20/2016 - PC1---�--�----- --i —.,---';FD - -REBUILD�(1596)------�-«-- i I features, 02 This building incorporates features that require field-testing and/orivie ific�atti "by Wcer�tifie/d/,H on un�d{erythhee'sfuipervision of a CEC-approved HERS provider. •'�! /ERS ira1teyr�, \ '1 e �.._ - F • i { Y i o'cn �r.� Ll L.1 L "ti.�I J(' U U Li V 03 This building incorporates one -or more Special -Features shown below I 04 City Oroville, CA 05 Standards Version Compliance 2015 06 Zip Code 95965 07 Compliance Manager Version BEMCmpMgr 2013-4c (695) 08 Climate Zone CZ11 09 Software Version CBECC-Res 2013-4c (868) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1596 15 Number of Zones 3 16 Slab Area (ft2) 0 17 Number of Stories 2 18 Addition Cond. Floor Area 1445 19 Natural Gas Available No 20 Addition Slab Area (ft2) 0 21 Glazing Percentage (%) 19%� r ^ �p�l A�7,0 COMPLIANCE RESULTS t5u��r""` nXIi.•u 01 Building Complies with Computer Performantce� NVt0iA**_0 " - features, 02 This building incorporates features that require field-testing and/orivie ific�atti "by Wcer�tifie/d/,H on un�d{erythhee'sfuipervision of a CEC-approved HERS provider. •'�! /ERS ira1teyr�, \ '1 e �.._ - F • i { Y i o'cn �r.� Ll L.1 L "ti.�I J(' U U Li V 03 This building incorporates one -or more Special -Features shown below I 05 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 Registration Number: 216-Ao446655A-000000000-0000 Registration Datefrime: 2016-12-05 11:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1 R-10122016-695 Report Generated at: 2016-12-04 08:04:59 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 29.44 27.98 1.46 5.0% Space Cooling 67.55 61.36 6.19 9.2% IAQ Ventilation 1.34 1.34 0.00 0.0% Water Heating 20.74 17.65 3.09 14.9% Photovoltaic Offset ---- 0.00 0.00 -- Compliance Energy Total 119.07 108.33 10.74 9.0% 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 Registration Number: 216-Ao446655A-000000000-0000 Registration Datefrime: 2016-12-05 11:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1 R-10122016-695 Report Generated at: 2016-12-04 08:04:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: J16138 -Foster Ranch Addition Calculation Date/Time: 08:01, Sun, Dec 04, 2016 Page 2 of 9 Calculation Description: EAA 151 SF + 1445 SF ADD Input File Name: J16138 -Foster Ranch Addition, 2521 Williams Rd, Oroville 95965.ribd I 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 • Verified SEER • Refrigerant Charge • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: • -- None -- ENERGY DESIGN RATING r This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/ftZ-yr)*l 187.02_\ l I ;�/"r-`` I F 176.28 10.74 5.7% includes calculated Appliances and Miscellaneous Energy. Use (AMEU) ° BUILDING - FEATURES INFORMATION 171 C �► .`•3 "t �✓ V I IL.J C M 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 J16138 -Foster Ranch Addition 1596 1 3 3 0 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Existing Main Conditioned MiniSplit HP Sys Ductless 151 8 HWHP Add Main Floor Conditioned MiniSplit HP Sys Ductless 828 9 Add Upper Floor Conditioned MiniSplit HP Sys Ducted 617 8 Registration Number: 216-Ao446655A-000000000-0000 Registration Date/time: 2016-12-05 11:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1 R-10122016-695 Report Generated at: 2016-12-04 08:04:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: J16138 -Foster Ranch Addition Calculation Date/Time: 08:01, Sun, Dec 04, 2016 Page 3 of 9 Calculation Description: EAA 151 SF + 1445 SF ADD Input File Name: J16138 -Foster Ranch Addition, 2521 Williams Rd, Oroville 95965.ribd OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth Orientation Gross Area (ft) Window & Door Area (ft) Tilt (deg) Status Verified Existing Condition Left Wall 2x6 ALT Existing Main R21 Wood 90 Left 33 20 90 Altered N/A Back Wall 2x4 Existing Main R11 Wood 180 Back 121 21 90 Existing No Right Wall 2x4 Existing Main R11 Wood 270 Right 81 12 90 Existing No Ceiling (below attic) Existing Main R38 Ceiling below attic 151 Altered N/A Floor Over Crawl Exists Existing Main Raised Crawl RO 151 Existing No Add Front Wall 1 Add Main Floor R21 Wood 0 Front 270 80 90 New N/A Add Left Wall 1 Add Main Floor R21 Wood 90 Left 288 59.01 90 New N/A Add Right Wall 1 Add Main Floor R21 Wood 270 Right 245 44.3 90 New N/A Add Back Wall 1 Add Main Floor R21 Wood 180 Back 134 9 90 New- N/A Add Ceiling (below attic) Add Main Floor R38 Ceiling below attic 151 New N/A Floor Over Crawlspace Add Add Main Floor Raised Crawl-2x10,R19 r -z �� ,� rt 828 New N/A Add Front Wall 2 Add Upper Floor, t(- (Ft21 Wood" r i I {-011 Front 252 42 90 New N/A Add Left Wall 2 Add Upper Floor R21106o'd' 1 f 1196A I Left n 234 �� � 24 90 New N/A Add Right Wall 2 Add Upper Floor R21 Wood C 2702 Right°� T'"1k 234 31 90 New N/A Add Back Wall 2 Add Upper Floor y 1421 Wood Y 180 Back 262 y L 16 90 New N/A Add Ceiling (below attic) -2-2 Add Upper Floor R38 Ceiling below attic 677 New N/A ATTIC 01 02 03 04 05 06 07 08 09 10 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Status Verified Existing Condition Lower Attic Metal RB Ventilated 8 0.1 0.85 ;Yes No Altered No Upper Attic Asphalt RB Roof Ventilated 8 0.1 0.85 ! YesJ No New No Registration Number: 216-Ao446655A-000000000-0000 Registration Date/Time: 2016-12-05 11:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1 R-10122016-695 Report Generated at: 2016-12-04 08:04:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CFI R -PRF -01 Project Name: J16138 -Foster Ranch Addition Calculation Date/Time: 08:01, Sun; Dec 04, 2016 Page 4 of 9 Calculation Description: EAA 151 SF + 1445 SF ADD Input File Name: J16138 -Foster Ranch Addition, 2521 Williams Rd, Oroville 95965.ribd WINDOWS ' 01 02 03 04 05 01 02 03 04 05 06 07 08 09 10 11 Name Surface (Orientation -Azimuth) Width(ft) Height (ft) Multiplier Area (ft2) U -factor SHGC Exterior Shading Status., Verified Existing Condition 2030 Back Wall 2x4 (Back -180) •2.0 3.0 1 r6.01 0.79 0.70 Insect Screen (default) Existing'i No 3050 Back Wall 2x4 (Back -180) 3.0 5.0 1 145.01 .0.32 0.25 Insect Screen (default) { Altered N/A 2-2030 Right Wall 2x4 (Right -270) 2.0 3.0 2 ;12.0/ 0.79 0.70 Insect Screen (default) Existing No 2-3050 SH -2 Add Front Wall 1 (Front -0) 3.0 5.0 2 j 36_.0_?, 0.32 0.25 Insect Screen (default) New N/A 2-3050 SH -3 Add Front Wall 1 (Front -0) 3.0 5.0 2 30.0 t 0.32 0.25 Insect Screen (default) New N/A 3030 SH -2 Add Left Wall 1 (Left -90) 3.0 3.0 1 L9._0 0.32 0.25 Insect Screen (default) New N/A 3068 FR DR Add Left Wall 1 (Left -90) 3.0 6.7 _ 1 120.0 1 0.32 0.25 Insect Screen (default) New N/A 2-3050 SH -Add Left Wall 1 (Left -90) 3.0 5.0 2 30.0 t_ 0.32 0.25 Insect Screen (default) New N/A 2-1450 FXD Add Right Wall 1 (Right -270) 1.3 5.0 2 113.3-A 0.32 0.25 None New N/A 2-2650 SH Add Right Will 1 (Right -270) ; 2.5 5.0 2 25.0, ' 0.32 0.25 Insect Screen (default) New N/A 2030 SH Add Right Wall 1 (Right -270),.., 2.0n �•_.3A.,'.,.. 1 t 8.0 0.32 0.25 Trisect Screen default New N/A 3030 SH Add Back Wall 1f(Back-1 0� �. j` 3.04_.,, 1 9.0 10.32 0:251 Insect Screen (default) New N/A 3-2020 SL Add Front.Wall 2 (Front -0) „_, 2:.0 X2.0 , ,, � r3 ( r�12*0-' 0 32 '0:25, Insect Screen (default) New N/A 2-3050 SH -4-2 Add Front Walh2,(Front-0)i t 3.0 x• 5.0 f 1< C2 op 039.C; x..0,32 C 0.25 Insect Screen (default) New N/A 2-3040 SH Add Left Wall 2 (Left -90) ` `'3.0` ` '4.0 ` 2 i`` j 24.0 I ",0.32 6.25 Insect Screen (default) New N/A 1-2040 SH Add Right Wall 2 (Right -270) 2.0 . 4.0 1 ( 8.0 I 0.32 0.25 Insect Screen (default) New N/A 1-2040 SH -2 Add Right Wall 2 (Right -270) 2.0 4.0 1 (8.0 0.32 0.25 Insect Screen (default) New N/A 3050 SH Add Right Wall 2 (Right -270) 3.0 5.0 1 (15.0 0.32 0.25 Insect Screen (default) New N/A 2-2020. Add Back Wall 2 (Back -180) 2.0 2.0 2 ('8.0 \ 0.32 0.25 Insect Screen (default) New N/A 2-2020-2 Add Back Wall 2 (Back -180) 2.0 2.0 2 8.0 0.32 0.25 Insect Screen (default) New N/A DOORS 01 02 03 04 05 06 Name Side of Building Area (ft) 1.1 -factor Status Verified Existing Condition 3068 BDoor Left Wall 2x6 ALT ("20.0.5 0.50 NewO 1 No 3068 Entry Add Front Wall 1 r20.0 ~- 0.50 I CNew- J No Registration Number: 216-Ao446655A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance r Registration Date/Time: 2016-12-05 11:53:58 Report Version - CF1 R-10122016-695 HERS Provider: . CaICERTS inc. Report Generated at: 2016-12-04 08:04:59 CERTIFICATE OF COMPLIANCE —RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: J16138 -Foster Ranch Addition Calculation Date/Time: 08:01, Sun, Dec 04, 2016 Page 5 of 9 Calculation Description: EAA 151 SF + 1445 SF ADD Input File Name: J16138 -Foster Ranch Addition, 2521 Williams Rd, Oroville 95965.ribd OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 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 2-3050 SH -3 7 2 13 5 1 0 0 0 0 3 2 4 0 3030 SH -2 7 2 4 12 1 0 0 0 0 0 0 0 0 3068 FR DR 7 2 10 10 1 0 0 0 0 0 0 0 0 2-3050 SH 7 2 12 12 1 0 0 0 0 0 0 0 0 2-1450 FXD 1 1 1.5 1.5 0.67 0 0 0 0 0 0 0 0 2-2650 SH 1 1 1.5 1.5 0.67 0 0 0 0 0 0 0 0 3030 SH 4;, 2 10 7 1 0 0 0 0 0 0 0 0 3-2020 SL 1 1.5 4.5 1 1 0 0 0 0 3 2 1 0 2-3050 SH -4-2 1 4 4 4 1 0 0 0 0 0 0 0 0 2-3040 SH 1 5.5 6 6 1 0 0 0 0 0 0 0 0 1-2040 SH 1 - 1.5- � ;:=3r-0 0n 0 0 0 0 0 .0 1-2040 SH -2 1 6 6 0 oil ItN 0 0 0 0 0 0 3050 SH 1" \4 `. 3 U`3'`� ri.�._s— 1� l" U Obi /7 0u U U 0 0 0 0 0 0 2-2020 1 H3 3 �?_0 '�� 0' OR 0 0 0 0 0 2-2020-2 1 1.5 10 10 1 0 0 0 0 0 0 0 0 Registration Number: 216-Ao446655A-000000000-0000 Registration Date/Time: 2016-12-05 11:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1 R-10122016-695 Report Generated at: 2016-12-04 08:04:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: J16138 -Foster Ranch Addition Calculation Date/Time: 08:01, Sun, Dec 04, 2016 Page 6 of 9 Calculation Description: EAA 151 SF + 1445 SF ADD Input File Name: J16138 -Foster Ranch Addition, 2521 Williams Rd, Oroville 95965.ribd OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • 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. • Cavity / Frame: no insul. 12x6 • Roof Deck: Wood Siding/sheathing/decking • Tile Gap: present Metal RB Attic Roofs Wood Framed Ceiling 2x6 @ 24 in. O.C. none 0.409 Roofing: Light Roof (Metal Tile) • Inside Finish: Gypsum Board • Cavity/Frame: R-21 /2x6 • Sheathing/Insulation: Wood Siding/sheathing/decking • Exterior Finish: Wood R21 Wood Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. R 21 0.062 Siding/sheathing/decking • Floor Surface: Hardwood Floors Over Floor Deck: Wood Siding/sheathing/decking Raised Crawl 2x10 R19 Crawlspace Wood Framed -Floor n } ,2x10 @ 16 in::O:C.: -fir R 191 0.049 Cavity/Frame: R -19/2x10 L-... {if {Li( 1L�1 ( � }tlf 4 Inside Finish: Gypsum Board Cavity /Frame: R-11 / 2x4 • Sheathing / Insulation. Wood HE R S P R 0 I R' ` � v V S i..�� !` Exterior Exterior Finish: Wood R11 Wood Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R11 0.095 Siding/sheathing/decking • Floor Surface: Vinyl Floors Over Floor Deck: Wood Siding/sheathing/decking Raised Crawl RO Crawlspace Wood Framed Floor 2x6 @ 16 in. O.C. none 0.410 Cavity/ Frame: no insul. /2x6 • Cavity / Frame: no insul. 12x6 • Roof Deck: Wood Siding/sheathing/decking Asphalt RB Roof Attic Roofs Wood Framed Ceiling 2x6 @ 24 in. O.C. none 0.640 Roofing: Light Roof (Asphalt Shingle) • Floor Surface: Carpeted • Floor Deck: Wood Siding/sheathing/decking • Cavity / Frame: no insul. / 2x 12 Interior RO Floor Interior Floors Wood Framed Floor 2x12 @ 16 in. O.C. none 0.196 Ceiling Below Finish: Gypsum Board 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 — Registration Number: 216-Ao446655A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Datefrime: 2016-12-05 11:53:58 Report Version - CF1 R-10122016-695 HERS Provider: CaICERTS inc. Report Generated at: 2016-12-04 08:04:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: J16138 -Foster Ranch Addition Calculation Date/Time: 08:01, Sun, Dec 04, 2016 Page 7 of 9 Calculation Description: EAA 151 SF + 1445 SF ADD Input File Name: J16138 -Foster Ranch Addition, 2521 Williams Rd, Oroville 95965.ribd WATER HEATING SYSTEMS 01 02. 03 04 05 06 07 08 Name System Type Distribution Type�Wa er Heater , Number of Heaters Solar Fraction M Status Verified Existing Condition HWHP DHW Standard Hot Water Heat Pump 50g 1 - none - New No WATER HEATERS 01 02 03 04 05 06 07 08 09 .10 11 Heating System Cooling System Tank Energy Tank Insulation Name Type Tank Location or Cap 47 Heater SEER Number Volume Factor or Input R -value Standby Loss / System Type Ambient Name Element Type Tank Type of Units (gal) Efficiency Rating/Pilot (Int/Ext) Recovery Eff NEEA Heat Pump Type Condition Hot Water Heat Pump 50g Heat Pump Small Storage 1 50 2 EF 8000 watts n/a n/a n/a n/a SPACE CONDITIONING SYSTEMS 01 02 3 03 04 05 06 07 08 09 05 06 Heating System Cooling System Heating Cooling Name Type HSPF/COP Cap 47 J!D�l 1ted SEER 16iistribution %1Sy_stem Fan Sy Floor Area DuctlessMultiSplitHeatPump - Ductless multi -split heat pump Verified Existing Name System Type Name's ucted.w, lame d SplitHeatPump -Central split heat pump 8.8 tem Served Status Condition MiniSplit HP Sys Heat Pump Heating MXZ HP �� �i WIXZ FIP= z O ti O t=/' U U G C Ductless and Cooling System- Ductless, No Ductless No D , none - - none - Z 979 New No MiniSplit HP Sys Heat Pump Heating MXZ HP Yes Y vMXZ HP Yes Ducts in Att71 ic HVAC Fan' 617 New No Ducted and Cooling System w/Ducts w/Ducts 1 HVAC - HEATING SYSTEMS: Heat Pumps 01 02 - 03 04 05 06 07 Heating Cooling Name Type HSPF/COP Cap 47 Cap 17 SEER EER MXZ HP Ductless DuctlessMultiSplitHeatPump - Ductless multi -split heat pump 8.8 54000 36500 14.8 12.326 MXZ HP w/Ducts SplitHeatPump -Central split heat pump 8.8 54000 36500 14.8 12.326 Registration Number: 216-Ao446655A-000000000-0000 Registration Datelrime: 2016-12-05 11:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1 R-10122016-695 Report Generated at: 2016-12-04 08:04:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: J16138 -Foster Ranch Addition Calculation Date/Time: 08:01, Sun, Dec 04, 2016 Page 8 of 9 Calculation Description: EAA 151 SF + 1445 SF ADD Input File Name: J16138 -Foster Ranch Addition, 2521 Williams Rd, Oroville 95965.ribd HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 09 10 Target (%) Verified Duct Location Return Supply Ducts in Attic -hers -dist - Insulation Supply Duct Return Duct Verified Existing HERS Name Type Duct Leakage R -value Location Location Bypass Duct Status Condition Verification Ducts located in attic Ducts in Attic (Ventilated and Sealed and tested 8.0 Attic Attic None New No Ducts in Unventilated) Attic -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 01 02 03 04 05 1 06 HVAC Fan 1�Singl'e Duct Leakage Duct Leakage Verified Duct Design Name Verification Target (%) Verified Duct Location Return Supply Ducts in Attic -hers -dist Required 6.0 -- — —:J HVAC - FAN SYSTEMS & HERS VERIFICATION 01 02 03 04 Name `- Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1�Singl'e Speed PSCyFu nr ace Fan s t 0.58 Required IAQ (Indoor Air Quality) FANS 1'� �� _�"� R 75), 1 f 11 11 01 �„ 03 x +r-� x-+ 04 05 Name IAQ"CFM " t -A -0 4 4 "IA(J-Fa-n Type � 4^--'* IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 46 Default 0 Required PROJECT NOTES Demo existing residence except for 151 SF. ADD 1445 SF, 2 Floors. Registration Number: 216-Ao446655A-000000000-0000 Registration DatefTime: 2016-12-05 11:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1 R-10122016-695 Report Generated at: 2016-12-04 08:04:59 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1 R -PRF -01 Project Name: J16138 -Foster Ranch Addition Calculation DatefTime: 08:01, Sun, Dec 04, 2016 Page 9 of 9 Calculation Description: EAA 151 SF + 1445 SF ADD Input File Name: J16138 -Foster Ranch Addition, 2521 Williams Rd, Oroville 95965.ribd DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: 'AL do"ane�. Corl eit Adriane B. Corbett Company: Signature Date: Adriane B. Corbett 2016-12-04 08:08:32 Address: CEA/HERS Certification Identification (If applicable): 1344 Foxhollow Way CA Energy Consulting City/State/Zip: Phone: Roseville, CA 95747 916-749-2021 RESPONSIBLE PERSON'S DECLARATION STATEMENT certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans'and specifications submitted to -the enforcement,agency,for approval. with ;this.building permit application. Responsible Designer Name: (� Designer Signatuiee- Jason Warfield - �'�.1 EL�Lit �iRReespon'si'ble 1�11 r [ t 4 r1 �aa�Xi�a�r Company: Warfield Residential Date SignedHERS : " ER 3:58 Design 2016-12-05 11: Address: License: 3100 Mill St. #216 tbd City/State/Zip: Phone: Reno, CA 89502 775-324-3327 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-Ao446655A-000000000-0000 Registration DateTme: 2016-12-05 11:53:58 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1 R-10122016-695 Report Generated at: 2016-12-04 08:04:59 R16-2828 B10 ' 041-130-036 ` I -Split system i SSD 2.0/2016 PC1 R REBUILD (1596) he MX•Z-B Series provides you with superior control and flexibility by heating and cooling up to i ht rooms, with only a single outdoor unit, The MXZ-B Series can be configured to suit your le and %ZCIPCIt!I LVJjljeluirenrients while offering outstanding energy efficiency. Combination Examples: MXZ-2B20NA (2:1) OUTDOOR UNIT MXZ-5B42NA (2:1, 3:1, 4:1, 5:1) OUTDOOR UNIT MXZ-3B24/30NA (2:1,•3:1) MXZ-4B36NA (2:1, 3:1, 4:1) OUTDOOR UNIT OUTDOOR UNIT SEZ-KDINDOOR 12NA - _ INDOOR SEZ-KD12NA fi'— —INDOOR UNIT /�''-- INDOOR UNIT r SLZ-KA15NA i ' ' ' ' MSZ-GE06NA ! i i '�w.��*'""'``"'"� INDOOR UNIT �r ,r INDOOR UNIT MSZ-GE09NA li• ii �� i l�' ;K® INDOOR UNIT ,r MFZ-KD12NA MFZ-KD09NA t INDOOR UNIT INDOOR UNIT MXZ-8B48NA (2:1 — 8:1) r OUTDOOR UNIT SEZ-KD 12 NA INDOOR UNIT i PAC-AKA5IBC _ BRANCH BOX ------------ r— SLZ-KA15NA &.i '`._• t t i INDOOR UNIT,*— ----- ' E r a «• MSZ-GE09NA _ i I INDOOR UNITS r, '' .S' ;r i! MXZ-5B42NA (2:1, 3:1, 4:1, 5:1) OUTDOOR UNIT MXZ-3B24/30NA (2:1,•3:1) MXZ-4B36NA (2:1, 3:1, 4:1) OUTDOOR UNIT OUTDOOR UNIT SEZ-KDINDOOR 12NA - _ INDOOR SEZ-KD12NA fi'— —INDOOR UNIT /�''-- INDOOR UNIT r SLZ-KA15NA i ' ' ' ' MSZ-GE06NA ! i i '�w.��*'""'``"'"� INDOOR UNIT �r ,r INDOOR UNIT MSZ-GE09NA li• ii �� i l�' ;K® INDOOR UNIT ,r MFZ-KD12NA MFZ-KD09NA t INDOOR UNIT INDOOR UNIT MXZ-8B48NA (2:1 — 8:1) r OUTDOOR UNIT SEZ-KD 12 NA INDOOR UNIT i PAC-AKA5IBC _ BRANCH BOX ------------ r— SLZ-KA15NA &.i '`._• t t i INDOOR UNIT,*— ----- ' E r a «• -• r' i i' i -- r----� i ' i i i • MSZ-GE06NA ® INDOOR UNIT '' .S' MSZ-GE09NA .. `a ' _ i i i i L---� INDOOR UNITS , �e I i---- PEAD-A24AA i' ' i ' ' i '-- INDOOR UNIT MFZ-KD09NA I-"11 INDOOR UNIT Optional accessories available for all models. Visit www.mrslim.ca for more information. ----1 r `--- i � I � �---'—��..�+� SLZ-KA15NA INDOOR UNIT SEZ-KD09NA INDOOR UNIT MFZ-KAl2N ' INDOOR UNIT _ r r "• MITSUBISHI ELECTRIC _ • �: Changes for the Better 21 - � 5 x :rr4 , ~ tat - A 1 + • ,. _ , ' . an ! J - .gyp. .. y s n �.`y C F }• eF�� tL�J IO -s' lits stem , .. P Y _4. ' - y x ,� .. +' f - • _ cool[ ' Rated Capacity finds 40.900/37.)00 a."On 149.OW F T ,-�• 3 C4mbirm6orrs.. r Rated Trial Input + n, 4.801) .960 60 5.780/6.170 ' • - rr a Nord MID ted I M C p i7 _ Bd30W 54000 . ' 1}He ting Id7f Ilattd Capac ly .. ,y Be,,tWh ���1 200[ A1.20U t tSC N81f5n ODR •7• 1 • C-,rLi tiL RalM1.ill n i1T f M FI 11'..111.Mem1 m11 w)I-- - r Btdh - 53600 60,OW Ile ting t l7 F M um Capadty' �^ + Bwlh 30,500129.100 - 36.600 36.550 • , • fi i _ q;(lrl r 1 11 4 i ! � .Y�i, i � • teas/: t� Maximum w a,eoo/s,sso 1 [ � , �NondunM /Ducted 1 . 1• I j Cadrn'g (NpWucted l DuclMlMv_ed) 1&4114.51 -15.0/Id 7l Id9 T EER Cooling(Non-ducted/Doled/Mxed) 8-/9.41 8.317.42 TIM 1� r IISPr (N) Ikati NaWrxtts /DrxttslM j'/ R I _ !n( rx� 9918.7/ 8.7/89189_ �{ • ,i • . �� r Poxer_ _SuPPN Phe Cycle. Voltage I Ph se. 6011; 208230V ' . 1 - _ . ./y,;,-a�-•j� r' vduge �""��� Mdmr=nudi-sl s2•"'1"'�� . ase aaS/23ov s' : Il F7 � � _ r . • .., a ' '.. our. .•-ter `MU,r..�0Y4Yu _ A X6.2. UL L4V _ 32 ra„ mAL•llm[NA AIXL-ABdBNA •4` '• [[ •M%7.7R7(IAD •- ,.}• ,PZh911V165d'nr - + ' • ,r ryr .� tl r7 tf R/s' � . MOCp d.� A 10 �'/ I 52�'•"��k' ` - 4 Camp • • "' • • • - { , t Refnger t Co... Vanabk C pr Speed Imes (VC 1) odorModel Co Dd logy _ •^_ Lirem Expamlo v ro-'""'-�••! •- • Sound Cad rg- dBW 58 - 54 �Y'r fl' UC$1- - - led it irn sh Cofour _.. Murrell No. 3Y 7911 1 hlaJd mwul UOltt.OMEIOJIidhs SkEl7 3i EfR HSPF(IV) 'Umetnlom ,QVp'A�d6�yhj(jnJ) '�'�7y7i16`�•�''�- - ""1 rr1;r .sr ��syy�y,P2•��r� : +-^� -r�r_ • •-' " _ °�^ i01 17.Sw a . ,A ' Y..� y{y{KYIUAIYZE'A•11/'• .•• ••. + ` MXZ-2B20NA Non -ducted Units 19,0 �. 170 •89 y , fminnal,rrn....i...rr.tll4l:, - �. ...•J7 L• �, i .�i al ■s. Whipt - " 1229 � �5?78 '.. ' M'.. 1, Ins _ Y 192 779 'Visit wwW.Illglllll.l'd• ' •94"824NA •r74^w-1 Unit, 9.3 • • " _iuMll 1alled (Min. 22=Mn. 130,°) Bt dh 145-W /u.[00L •- r MXZ-381dNA Non-0utted Unit, 17.5 12.0 C neemN Ireiw U :h Is"Lo nth,) . 6.000 24.00012 - 5l+T�. fi fN6l. to lYn n P ~ for more information.' F • I R 1 gore t , , Toro •^'1"` R-0IUA . ' • ,. jf R • - s 1• i i, Chasse 16s. 10.9 Ie. I1.Z •ry , rn - I Cm fl.fngeam PIPs - Gat 0.0. Alp. B. C. D. E. 318 •. 518 - _ L M .. - , n. ,. .�- _ CRAM= - lig d O.D. ., ... •^• in I/4 1 1 . 3/B - s• Rdrigc ant Pipe lsrgdl _N,'ho dfbh 'e (M N. "�'�'�'' 4Mi :t CooBig"' Rated Capadris -•�BwOr r.•' 1&000120.000 "' .22.000113.600 2&40D/27.400--�35.400I34.4W - Uul '�` "• R 30 ,Nr.wvMlnrn.n eapa`n Range I'., -8mm 7909-2q I7 NIn.ts vas ^r^^ -.12f . u.rw•,,us �,• , t nt� s d U' a4•, n. - i 00Q -Y'' parmestnoaunitro t p.• _ -,_ _..1 !.idbV.. • VI �1.19U IbiU-4,199Iw146011000 2,950) 3,33011,OOD-3,330) 3_.940(1.000-4,020) - - - : �Z M'/ •- +� Hearing.,47°F'' 0.ared C - - _ - PI214 C d/Yx IMn In B xrrh Pn�' apxlry Both 22,000/27000- - 25000124600 28,600121.600 .1.. 36,000 /34 400 r ,.1• pii 0 d �...n:+L• .w•��+•r"� • r 49 uri C N t Capaziry Rings Bru/h �` 9r5RR , 75 SM . � `. n rnn .d.; w. ou,wM+� 11.4UD 41.010 � 4, dxi oraland Max Pipe Length IndoorBetween Brach Box t Is. .. �•""�"w•"'• 197 � , . L ll„°d rmm IpDt W 2.620 RIO - 1,620) 1 900 040 - 2.600) 2.220 (740 - 7.820) 3.100 (740 3,940) ' � ` � - - -~� }Ne Ong tI7 F'i'^� Maximum Total BtuN 14,500/14,500 I&80g 117,000 i'"T� 1&800118.000 74.600/25.100 t• y e Mat lolal Length - it. , 262 (A+B-C+Da E)• • 377. Lc Corned riorsz Maximum Tmal Non W 1.500/1.590. 1.17011,)31. 2.12012.140 31dV1, 4so :�' - ••Is. 1 ,,, NmA_ M I P.xtM ��„ Can li [ brd w I Outdoes _ - FW ts I Flats FM ed I flared r Y `- Outdoor OPer ung Range , • Ceding - . - 19 It i N2ft ', w' • CFCP SFFfl _ , Caabng INdu MlDu Ml Mned) 1801155/.675 .. 175115,0/16]5 - .17 5 114 5 /16 0 IBOI.' 5,01165 ,* nett[ Method r •. ,_ ° EER -�Cadr (Nondxttsl0uded/Mdedl II.Ol9,t110.55 #'��--"'�'"�V n la ,l••- _. - reams_ •+- ��6 75 'FPO (5-65°fWB)6-75•[09 15 65°iWB) ' 5 I_ 17n1 6110.P0 _ ..._ ._. n9. �.rv...9 1187 f 6 fig'"""• ` P'1 NPF(R2 - •NS•al ! nr , •,9 •roar ,•.��'di�4l9J /BY) 10 10519.511 93 931901915 � _ � - - � [!fir •' [Power LrPDh,Phase, CYC.V /rage,�� " 1 Phase, Gam. 20W30V - "- `R I , t - , . ,7 . Voltage - v , .. ... bdoa,-outdoor SI -62 : - �' , . -. AC 2081230V _ 7 - WE • t N �: t - ■ WE-OutdoorSh53 DCI7.14V 1 •) l• t r �• • - , • . MCA�A 15 •,,,..,e.�ISi"pd`-15�+ 7 A, A 20. �...... I. 20 - ZO I �-10 _ s 't -r' •, A •3 fi44iladll�Ai.iill i -edam -- F.IA. , 0% 093 097 193 � •' ' ` Carry essm Model Prior) •s•`• - VariableC presso, speed Imertm fVCS0 r h.logy . - • r . s a 1 _ • . . R.IA. 10.1 II II tool 4- f , f` " Required branch boxes for MXZ-8648NA LRA IS IS .. IS - IS - A}now (e4dMgrxe INg) - -- �1 a9i7is4o�l, 20691[ soy ^) "^ (36sn cos �"r z:g6s 12,668 ID i i d d bres h b n f 2 b m im Maxuof can e connected to one outdoor unit -requires t MSDD-SOAR-E or MSDD-SOBR-E. ' Outdoor Unit ReMge tC Od - - one Fapai valve -e - 4 .. sound Codig'�'�dBW 49"� 54 rj--_l �"TG- - Sound Heating - . dBW +••.•our'-•.°. �.+.++�, 49 I �• 49 Wr +L 57.. • • - , [7:� External F ish C I r M nsell Na 39Y1.8/1 1JDimemlem Width 6nU 33.111635 7/16 35 7116 3S-7116 + Connectable No. of Adam U tt • 33 5 �Power SupPIV IPh,e,Cyder ValtaW 1 Phase 60HL 208/[30V•Depth find ,13 11518 -11�S18 17318 " -- �•-Higtlw 2]-15116 _ 35.1/16 35.1/.6 35-7116 r -4 �'A , W'0.003 1. y .�.-•� ght _M ,�.-130a� 150 ,,,,..,,...� 50 -is) , I C 4m I� A ,y _ - V ' .. CorureOaN No. of IMaor ,1 1 3 7 - 3 - i 2 -4 EAemal F h : - _ -_ G I-ind Steel Sheets Dmemiw It"I'm "'�•'�"�•' . ReMge t"�'�•"w'" Type"�'"�° Ad10A"""'"T'�'Rd10A'P'�"'��•RgIOq"`-•� • R410A r II o1.5, 15 ) I I 7 1 f 8. 13 ` a I NeigLt+�rw-r...V.�r'--'�.'r 7.) -a1 . I i ReMge tPip Gas -OA , in. A. 8: 318 - ' A In; B. C: WS A In B C. 318 a: iii: B, C. D: 1A { Nm Weight - - _ _ Ibs 19 - Id 1j -(- -Y•/ IIFx t • _ l4 _ 1/4 • ./d Ila i jotosinpipae 5'!!1n1 PIBR farri 151Ms nimbnor R 1n- ,,, I^�'•'�►"+/•" y8 Height .r, .'0. Igyli �.�. F�ann "•t��. fir"!' .; '� '4.•s�09733-• '• - 7 _ _ OnJ 3/e Ifi - _ i i R•M • 1 P ie Npgid pfl - In. s l.Bi „�,. ��� 230 W B+Q 230 U+BK) ��, ,230 (A.8K+01 Bran[h Bm to Indoor Unin Ga G 1 AB•C 3/8 A.B CD:3B: E: Ip 9h 11daxJ IC -__ _♦ __ P'^iCon tin Method Mdoor/ Outdoor n edl Flats Hou- FM ad Fla Ml Flared k -di ed Ligmd B .) A.B.C: 114 ABCD•E: 114Coolog"'�'� 14 IIS WB'�` Id 115 fD8 �`'•'��14 115 FUB ^�14=i15•fOB �5[e (ODJ 314 ` -� - Heating _�6. _75°FDB6-65°FWB)y. �6 75 fD06 65°FWB)�y6_-75•f08-65•iWB) �6- 75•f0(16-65'FWB) r�,�T ` - 6 - ^� THIS fYVRm mNDi(54N FNFBGY Stur-aiLOWD UNIT Nam. Perl4tm based <the _ may vary porcrMom I u Plateconvltw,dryow localdal1 aampler Iiwgom Mc manual. • ^ .- All op.- uctea rMoo, xn I Combination, for Mx2.2B20NA and MX-3824NA i eEnugy star<en its. •' - A 1 A from combination al.em[door units 6.000 Bto/h and one 9.000 Bm/h(nonAxtts) to three 9,0009tulh Nutted). s AOtrmm�N:im-ehased on ARl li0/7a0. Rating tel - - Data(to,combination of four hd4or units 9.00081u/h(rmn-0ured and ducted). _�,• k - ,. r. .I. Coaling Indoor: 80'FDB, 67'FWB; 0,ir 95 •FDB. 75-FWB; Ra:ed'tequemy •7. Indoor units rxein poem /rum outdoor units through fiOd-supplied imanoormected wiring < �//1���++�'��� r DSII �/1.M'���_a'3.HealAg-Indoor:70•FDB,60'FWB;Ou•.doo,:47•FO3,43•FWB;Ra:ed hequercy •8.49 fretaPplies to Installations where the outdoor unit is in Lot below the Ind= unit. . . ' .• - ' �I 12 IIII II II."`�111111 4r f '3. Hearing - Ind wr: 70.108, 60•FWB;Outdoor. 17•FOB, IS'FWB; Ra:edireruency T , '9.66 fee: applies to Installations where:heauldoor unit it M5U0ed below the [Woo, unit.�''J ' • " NJ •'4. Data from combination of Mo MdOm Units 9,000 Btu/h (nonAutedl or one 9,000 Btu/hard one IZOOD 81u/h (dieted). '10. Maximum Msulled capacity is the maximum mol of all corrected Indoor unirt NOT the maxmum capedly products. C.a.au re-.. Bent. 23 • r• z s` - :J'•1: r • L a /_ ` 'Y' -5' y I r4' - - .�V''^ .. 10 • y 1+ ys. Con n ecta b I e indoor units• Indoor (L. M. H) Cooling dB(A) 29.32.38 -.-. 30.34-39 31-3S.40 ( Wall -Mounted Style = 8.3/16 - &3/16= w In, 1 '� --'A!) Model !., I Cooling Capacity Btufh __6,000 _ - i 9,000i� _I 2,000 14,000 :, '17.200 14000 Heating Capacity Btu41 7,400 10,900 14.00 18,000 21,600 23,100 Airlbw (0, 4 M, H, SH)- CM Dry 4 -145-170.237-311-399 145170-237-321-399 145.170.237,321-399 205471-335-420433 230-275-339-420.533_ WA -296-031-5684241 Sound hdoar (Q, 4 M, H, SF0 Cooling dBW 19.22-30.37-43 19-2230.37-43 19-22.30-37AS 26-32-38-4449 2&33-3844-49 WA -3440-49.51 jDinrembn _-� _ - H!in.n. 11•S!tl ��31.7/16 �31-7/16 11 -SB___ Il LB S+ ^'ll -SBS• -�-12-13116 IN in. Z7-7/16 17-7116 31.7/16 •�^31-7116 31-7/16J� x•43.5116 Ceiling Style ' -Concealed - -� _ Caolin Capacity � Btu01 9,000 - - - 12,000 _ 15.000 � - 17,200 - - 24,000 �] Heating Capacity B1uR, 10,900 13,600 18,000 20,100 26,000 e rA r8ow Il M N) _ CFM Dry X194 -W:317 ..- _1a7-317,388 _ 353-441-529' 413-529_435 _ 5124_36-741_= Sound Indoor (L, M, H) Cooling d8(A) 23.16-30 23.28-33 30.34.37 30.34-38 30.33.37 fDimension�- H in -7-78'x- 7.78- �-7-7B- X7.78 -•9-78 - w LI 31-118 39 -^ c 39 ~� 46-78 43-5/16 t�-�•'"-� D , ��m =. 17 9ry 6 •_ 27-9/16 -. 27 9116`. _ 17-9116 , R, _= `. 28-7/6 e4 -Way Cassette Style Model [Cooling Capacity Badh _ 9,000�� __10,900 11.000 _15,000 _] Y Heating Cpacity Btu FNrllow 0.CFM Dry Jh M, N) 280-320-250 • 14.00-- 280.320-390 18,000 - 280.320.390 Indoor (L. M. H) Cooling dB(A) 29.32.38 -.-. 30.34-39 31-3S.40 Sound Dimension HH - -in. -8,3116- = 8.3/16 - &3/16= w In, 12-7/16 22-7116 21.711 6 D- _ �11-7/16 �. _22-7116 _12.7116-�y� Floor -Mounted Style I Cooling Capxity- BOilh 9,00o - -_ 11.000 _17,200]1 Heating Capacity - Btlrlh 10,900 14,400 21,600 �Ndlow (l M_, H. SH) ` C_FM D7�- ,,,• 169105-151-314 177115-_261 311 _ _ 151.279 325-394_ ], 50und Indnm (I M H SID rnnlug d8/AI 7S 7Nzwn .14 t' 34 41 --- - lE IL ID mension_ N tn. - ts•srn�-, x`13-518�� 21.513 w in. Z7-7/16 17-7116 Combinationcharts Mr. Slim makes choosing the right combination of comfort and style as easy as one, two, three. Legend one Decide system capacity and number of indoor • units required. twoMJZ.XA09NA 9,000 09 SEZ-XD09NA 9,000 ` 09 h951LE0SNA g �� au.- - , - Choose combination of indoor,000 09 suitable-ST-Q412HA 12.000 117 MFZKAI tNA 17,000 11 SEZ.KD72NA 17,000 11 MSZ-0EI7HA 12,000 1! S12-KA15NA 15,000 Ili u nit sizes. MEZ;XAIBNA 18.000 18 SE2-XDISNA 15.000 IS A1SZ-GLISNA 15.000 IIS three Us' the reference CODE to select the indoor nit style from the legend that fits your needs. SE2-KD18NA 18,000 � IS h824E18NA 18,000 19 pEA11A14AA 14,OW ' !A MS24E74NA 14,000 1A MXZ-2B20NA m`m mem Sdxlyw comtimadmticks frmn the table :n the lei. the the,femme lode to pick the i-dow mold and sale the ben ail yw rsedsfum the legand. Notes: M)f2-2BZONA MXZ-3B24NA -• Sdxt rea mmhkstiwm drop: from the uble nthe left. U;:tkrelucmecode to pfd 0e door nmadel ad style do best suit y -wheals [cm Joe k,9A. m m ®® Notes: MM MUM MM mm® MM MUM MM MUM M -M MUM MXZ-3824M �(�`���� r II 'Cormeetatle only with MXZ systems. �MQfSlBF9 non II II • �.IIIL II II 0=0uiat L=Low, M=Med, H=10, SH=Supe,Hi �pMC 24 All features maynorapcNmadmodets.Askyourdeals,(a,deuBs. e.., ]anus a 25 s .Combination Charts (CONTINUED) MXZ-3830NA m,® M-® 'M''® 'M• -® -M ®-m MUD m'm'® m'm"® m`m'0 m -m'0 m�m-® $eWyrcaohNeden doic—' 0.tatle. the kh. Use theief—ode t_pkthemd-a m:dd a id sY♦ t'a`N sut y. ree3 han are Rg? d. m'm'm N otes: mtm'm m♦®'® m'm-m MUM m'm-® m'm-M m`®-® m'®-® m'' m'm'm ® - '. m-m.m m-m-mlm'm`m♦m m-m'm m'®-®Im'm'm'® m'm'm'm m . m -m -m m-®-®Im'm-M® m -m♦® m-®-mlm'm-®♦® m-m'm'm-m • MXZ-4336NA m m e m`m. m m'm m m� mm'm'm bamodd ad s:}karsus)•W mrslom the tgd. ,dxence rde to pick the m-m'm m'm-® I MIfZdB36Nq 26 0ok.SSLII M MXZ-5B42NA m -m mtm'm m-m'm'® m`m`m'm ' MUM m -m-®1 Notes: m`m-m♦® m -m`® m-m-mlm-m-m`® m'' m'm'm ® - '. m-m.m m-m-mlm'm`m♦m m-m'm m'®-®Im'm'm'® m'm'm'm m . m -m -m m-®-®Im'm-M® m -m♦® m-®-mlm'm-®♦® m-m'm'm-m m -m'® m-®'®Im-m-®`® m -m -m m-®-mlm'm'®'® _ m-m'm m-m-mim m'm'm m-®-® ®-®-®Im'm m'® m®'® ®®®Im'mm'® m®m ®®MIm'm®'® MM-® ®'®-® MEMO mt®'m m'®'®'® m'm'm'® m-m`m m-m'm'® m-M"M m-®'®'® m'm'U® m m e m`m. m m'm m m� mm'm'm bamodd ad s:}karsus)•W mrslom the tgd. ,dxence rde to pick the m-m'm m'm-® I MIfZdB36Nq 26 0ok.SSLII M MXZ-5B42NA m -m mtm'm m-m'm'® m`m'm-m-m m'm m'®'® MMI®'® m'' m'm'm ® - '. m'm m'm'm m m m'm m'm'm'm m . m`m m-m♦m m-m'®'m m-m'm'm-m M m"®'m m'm'®'® m`m'm'®-® m'm m'm'm . m-m'm♦m m -m -m`® -m 'm'`® mt®'m m'®'®'® m'm'm'® km`® m-M"M m-®'®'® m'm'®'®-® m m MUM m ®'® ® m'm m'm'm MM MMM m ®'®'m m'm-m'm-m m -m m-m'm m-®'®'® m.m-m'm-m ®-m m-m'm . m-m'm'm m`m-mtm'm ®'® ®'®'® m-m'm`® m'm-m`®-® ® ® ®'®-m m'm'm♦® m'm MUM 0M ' ®'®'m • m m'mm m`m-®`®`® ®'m ®'M`m m-m-m'm m'm-m'm'm m-® MUM m-m'm'm m`m"m`m-m MUM m-m'®`M m'm'm'®-®, m'm'm m'm'm'm m m'® m m♦m'm m'm'm'm m-m-m'm m'm'm m-m♦m'® m-m'm-m m'm♦m`M m -®'®'M 'm"m'm m`m♦m-m m -®-MM m•m.® m'm'm'® ®-®`®'® m -m -m m♦m'm♦m m'm-m-m-m M-0,M'm'm"® m`m-m-m-® , M.®:® m'm'®`® m'm-m'm'® m'® -m m♦m'®'m m`m-m-m-m m-®'® m♦m♦m`m m -m -m -m -m tI 'M m'm'®`M m`m-m'm'® 'm"®'m m'm'®'m m`m-m'm'M M- -M m'm'm'm m m m'm'm M- -M m'm-m♦m m'm-m`m`m MUM mjm♦m♦® m'm-m♦®♦® M -m-® m-m♦m`® m'm-m'®-M M'm'® m♦m♦m`m m♦m-m'®-® MUM MMMM MIM M -M -M 27 , .,F Residential Mandatory California Green Building t Code Measures Based on the 2013 California Green Building Standards Code Checklist Effective July 1, 2015 VERIFICATIONS LEVELS ENFORCING AGENCY TO SPECIFY APPLICANT TO SELECT ELECTIVE MEASURES VERIFICATION METHOD Prerequisites and electives' Enforcin Installer or Third FEATURE OR MEASURE g Agency Designer party -❑ ❑ E:1=TerMandatory + Tier 1 All All All PLANNING AND DESIGN Stte D,evelo '��' rrient= . _ 4.106.2 A plan is developed and implemented to manage storm water drainage during construction. x ❑ 4.106.3 Construction plans shall indicate how site ` grading or a drainage system will manage all surface water Flows to keepwater from enterin buildin s. 4.106.4 Provide capability for electric vehicle charging in one- and two-family dwellings and in townhouses ❑ ❑ with attached private garages; and 3 percent of total parking spaces, ass ecified, for multifamily dwellings. ENERGY EFFICIENCY',„ • . , 4.201.1 Building meets or exceeds the requirements ofthe ' ❑ ❑ California Building Energy Efficiency StandardS3. ate; ,WATxERERFIGIENGY<�f AND. GONSERVATI.ON + ,�nd00r; WAtet<.,USe � � 4.303.1 Plumbing fixtures (water closets and urinals) and x❑ ❑ ❑ ❑ fittings (faucets and showerheads) installed in residential buildings shall comply with the prescriptive requirements of Sections 4.303.1.1 through 4.303.1.4.4. 4.303.2 Plumbing fixtures and fittings required in Section Ox ❑ ❑ ❑ 4.303.1 shall be installed in accordance with the California Phnrnbing Code, and shall meet the applicable referenced standards. — — 7-- Outdo'or WateraUse 4.304.1 Automatic irrigation systems controllers installed at the time of final inspection shall be weather ❑x ❑ ❑ ' ❑ or soil moisture -based. Enhagced Du,rabtlity and Retl,iicedxKia intenance= 4.406.1 Annular spaces around pipes, electric cables, . ❑ ❑ ❑ conduits or other openings in plates at exterior walls shall 1 ' be protected against the passage of rodents by closing ' such openings with cement mortar, concrete masonry or , similar method acceptable to the enforcing agency. - Construction Waste Reduction, Disposal and ec chn { RwR 4.408.1 Recycle and/or salvage for reuse a minimum of ❑ ❑ ❑ 50 percent of the nonhazardous construction and demolition waste in accordance with one of the following: I. Comply with a more stringent local construction and demolition waste management ordinance; or. ; 2. A construction waste management plan, per 'Section 4.408.2; or ' 3. A,6ste management company, per Section 4.408.3; or ' 4.The waste stream reduction alternative, per Section 4.408.4. eration Butltlirig Matrien�nce and Op_ 4.4 10.1 An operation and maintenance manual shall ❑ EI El ED provided to the buildin.o occupant or owner. ENl'LRONI<4ENTAL;QUALITY 4.503.1 Any installed gas fireplace shall be adirect-vent sealed-combustion type. Any installed woodstove or pellet stove shall comply with US EPA Phase 11 emission Q ❑ ❑ ❑ limits where applicable. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local - Pollu atitCoiitrol" 4.504.1 Duct openings and other related air distribution O EJ❑ component openings shall be covered during 4.504.2.1 Adhesives, sealants and caulks shall be Q ❑ ❑ ❑ compliant with VOC and other toxic compound 4.504.2.2 Paints, stains and other coatings shall ❑ ❑ ❑ be compliant with VOC limits. 4.504.2.3 Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other ❑ ❑ ❑ toxic compounds. 4.504.2.4 Documentation shall be provided to verify ❑ ❑ ❑ that compliant VOC limit finish materials have been 4.504.3 Carpet and carpet systems shall be compliant ® ❑ ❑ ❑ with VOC limits. 4.504.4 80 percent of Floor area receivingresilient x Flooring shall comply with specified VOC criteria. 4.504.5 Particleboard, medium density fiberboard (MDF) and hardwood plywood used in interior finish systems El ❑ 13shall comply with low formaldehyde emission standards. �lnterior�MotstureControl_, �` t `_ �-.<` "'� 4.505.2 Vapor retarder and capillary break is installed at ❑ ❑ C3slab-on-grade foundations. 4.505.3 Moisture content of building materials used in ❑ ❑ ❑ wall and Floor framing is checked before enclosure. ,Ind00r Alr QualltyAnd`EYhaUSt�, � � � ' �I ' Envlro'nmenfal Comfort �: „ 4.507.1 Reserved. 4.507.2. is selected using the following methods: 0 ' ❑ ❑ ❑ 1. Establish heat loss and heat gain values accordingto ANSUACCA 2 Manual J-2004 or equivalent. 2. Size duct systems according to ANSUACCA Manual D-2009 or equivalent. ` 3. Select heating and cooling equipment according to ANSUACCA 3 Manual S-2004 orequivalent. Installer and Special Inspector Qualifications= Qu'alifcations u 3 ` ?'V 702.1 HVACsystem installers are trained and certified in EJ ❑ ❑ the proper installation of HVAC systems. 702.2 Special inspectors employed by the enlorcing ` agency must be qualified and able to demonstrate ❑x ❑ ❑ ❑ competence in the discipline they are inspecting. Verlficatlons•• 703.1 Verification of compliance with this code may include construction documents, plans, specifications builder or installer certification, inspection reports, or 0 ❑ ❑ ❑ other methods acceptable to the enforcing agency which show substantial conformance BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY PLAN: Pre -Construction Building permit will not be issued until completed plan submitted APN: oey/-1,70- C.,3 � Building Permit # �� ��-" Z 6 Z Owner Name: gobe"-/ Owner Mailing Address:__G7i� Submit completed form in person or by mail or fax to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Phone: (530)538-7601 Fax: (530)538-2140 Owner Phone:'O)y�B�J Jobsite Address: �y� Pulkc4p-, . flet �� Project Sq. Ft.: % 5'Z Project Type�nnstruction !'I Demolition Jobsite Contact: _ �_c� �ei/' /7 ���5/ Company: �pi-PCty, Vhl tey l cPV, ;�/V- Jobsite Phone: (f�©) 2�� %, � Brief description of project: By signing below, I acknowledge that I am responsible for complying with the requirements of Ordinance 2006-3925 (Chapter 31, Article VII) related to recovery of construction and demolition debris and the lack of compliance may result in delays in issuance of building/demolition permit(s), hold on final inspection(s) and/or penalties. Applicant: (Owner / Contractor) Signature: (Circle) (2) Date: MATERIAL 1 Reuse Recycle Dispose FACILITIEWSERVICE PROVIDERS TO BE USED 3 Inert Material (concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Recovery Plan approved: Date: (Building Division) Please refer to the Butte County online Recycling Directory for local recycling service providers at: www.RecycleButte.net. r BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES -BUILDING CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be scheduled until completed report submitted APN: Building Permit # Owner Name: Jobsite Address: Jobsite Contact: Company: Owner Phone: Project Type: ❑ Construction 0 Demolition Submit completed form in person or by mail to: Butte County Development Services - Building 7 County Center Drive Oroville, CA 95965 Jobsite Phone: MATERIAL Reuse Tonnage Recycle Tonnage Disposal Tonnage ACTUAL FACILITIEWSERVICE PROVIDERS USED Inert Material (concrete, asphalt) Lumber Plant/Tree Debris Dry Wall Metal Cardboard Other: Other: Total tons of material disposed of (not recycled or reused) Total tons of material not disposed (either recycled of reused) Percent recycled/reused % Please sign indicating that the above information is true and correct to the best of your knowledge: Applicant: (Owner or Contractor): Circle which Final Report returned with comments: Final Report approved: (Building Inspector) (Initial) Date: Date: Attach copies of weight receipts, gate tags, or other verifying information for all materials that were reused, recycled or disposed. Date: )ason Warfield - Residential Design 542 Lander Street Reno, NV 89509 775-324-3327o. 775-746-8603 fax )a5on0Warf eldRD.com February 24, 2017 To: , Rick Mauldin and Philo Hunt Butte County Building Department RE: Permit # B16-2828 3078 Durham -Peutz Road BUTTE COUNTY t,1AR 0 6 2017 D F t, ELOPMENT W .RVICES Response to Building Department correction list: Sheet A1.0 revised for correct building codes. ( See added code analysis on sheet A1.0. All relevant Fire Department issues addressed. New drawings have been provided with my stamp / signature. Sheet A1.0 has been revised to indicate a five sprinkler system is required. c See #5. See revised sheet A1.0 that includes a more detailed floor area square footage breakdown. See added note on sheet A2.0 for gypsum board at under stair area. The window in bedroom has been revised on sheet A2.0 to a 3040 casement. This will meet both the egress and light/ventilation requirement. It does not require revisions to the CF1R documentation. 1y. Please see added exhaust Can timer for heat pump water heater on sheet E-1. 1X See added electrical disconnect location for heat pump water heater on sheet E-1. See added switch information and revised title 24 information on sheet E-1. See revised sheet E-1 with added note regarding tamper resistant receptacles. ;C See added note on sheet E-1 regarding intersystem bonding termination. See added note regarding bathroom fans on revised sheet E-1. See added specification for indoor air quality added to sheet E-1. See added detail and notes on sheet E-1 regarding condensate waste. 1See revised plumbing notes on sheet A2.0. VSeeee revised energy notes on sheet A2.0 that now reflect the CF1R requirements. revised note #7 on sheet A2.0 with updated code requirements. < See revised railing detail on sheet A3.1. The foundation venting and size requirements along with locations are indicated on sheet S-1 (foundation plan). See added note on sheet A3.1 indicating the required "radiant barrier". -!3U -036 ;1 A.- See added roof ventilation requirements, including size and location of roof vents, on sheet 5-2. All venting note meets with CFC requirements. See #24. Please see added porch access location on sheet A3.0 (side of rear stairs). As the redwood decking is spaced there isfno "enclosed" area requiring ventilation. Please see added specification in note#2 on sheet A3.1. We have chosen Cin compliance with 8327.7) to add gypsum sheathing beneath the wood siding. This project is subject to the Williamson Act and is required to match the original exterior siding, which is a 2" beveled shiplap siding. The 5/8" type "x" beneath this siding satisfies the ignition resistant requirements of 8327.7. See added notes on sheet A3.1 regarding window and door glazing. Please see added notes on sheet A3.1 indicating the redwood decking in compliance with 327.9. M. See added notes and porch eave detail on sheet A3.1 indicating fire retardant treated plywood at all overhangs. The 2X nominal rafter tails will be exposed as is allowed per 8327.7.5. See note #28. See revised soffit note on sheet A3.1 for Hardi soft material. See added vent screening notes on sheet A3.1. ,see added eave ventilation notes on sheet 5-2 for 8327.6.3 compliance. . See added gutter requirement note on sheet A3.1. See added valley (lashing requirement on sheet A3.1. . See added under floor protection note added to section "A -A" on sheet A3.1. 4'%c4—),9kL5ee attached Calgreen compliance checklist. Contractor and owner to coordinate documentation collection for Building Inspector. we Owner to provide. t• See added BMP notes and location of storm water protection wattles on sheet A1.0. Structural Comments. Please see attached truss layout from manufacturer. ✓2. Please see attached, highlighted truss calculation. The cavity trusses provide more than adequate area for the mechanical unit. Please also see note #5 on the calculation which indicates the actual "floor" -loading designed into the truss. This is more than adequate for the small heat exchanger being installed. We look forward to you final review and approval ofthese plans. Thank you, )anon Wa f eld G� Residential Designer #253-p p 2 Butte County Fire Department Fire Prevention Bureau 176 Nelson Avenue, Oroville CA 95965 For General Questions(530) 538-7888 Office For Inspection Call (530) 538-6226 SRA SRA & LRA BuildingY—erinit: n ! A A _ A Address / Location: SPS --L:- 'Under authority of Public Resources Code (PRC) Section 4290 and 4291, Butte County Iif provement Standards (BCIS), California Building Code (CBC), and the California Fire Code (CFC),. and Chapter 38A Butte County Code, the following items are required by CAL FIREButte County Fire Department for all development located within the State and Local Responsibility Areas of Butte, County and are required as part of this permit. These requirements are minimums and maybe superseded by Butte County lcal regulations exceeding these standards. This pre inspection is for: ❑ esidence Addition to existing structure ' ❑ Manufactured Home ❑ Ancillary Building (detached garage, shop, shed, etc.) Public Resources Code 4290 ADMINISTRATION 1272.00 Maintenance of Defensible Space Measures �To ensure continued maintenance of properties in conformance with these standards and measures and to assure continued availability, access, and utilization of the defensible space provided for these standards during a wildfire, provisions for annual maintenance shall be included in the development plans. and/or shall be provided as a condition of the permit, parcel or map approval. _ EWAY STANDARDS 1 1273. Driveways (a) 11 new driveway_cons tion or an extension of an existing driveway shall comply with Public Resources Code 4290roadwa requirements. Dri ways can only serve a single parcel. Length of Drive ay (b) All, drive a s 1 provide a minimum 10 foot traffic lane and unobstructed vertical clearance of 15 feet along its entire length. 1273.02 Driveway S face The surface s al rovide unobstructed access to conventional drive vehicles, including sedans and fire engines. Surfaces should b esta lished in conformance with local ordinances, and be capable of supporting a 40,000 pound load. 4" of class 2 aggre to bas shall be required for all driveways, turnouts and turnarounds._ 1273.03 Driv ay Grad The gr de for all dri eways shall not exceed 15% without being paved. Grades over 15% shall have 4" of class 2 aggregate b se and 2" of as halt concrete. No driveways allowed in excess of 20%. l 12Xsall riveway Radius No roadway shall ha e, a horizontal inside radius of curvature of less than 50 feet and additional surface width of 4 fee added to curves of0-100 feet radius; 2 feet to those from 100-200 feet. The length of vertical c es in roadways, exclusive of gutters, ditches, and drainage structures designed to hold or dier, shall be not less than 0 feet. Legend: N/A=Not Applicable, X=Required Revised on 09/09/12 Trakit Copy :;g- %,., 1273.05 Drt way Turnarounds (d) A turn \IefnLyt be provided to all b ilding sites on driveways over 300 feet in length, and shall be within 50 feet of the buildin Turnarounded on drivew s and dead-end roads as specified in this article. The minimum turning radius for a turnaround shallfrom the ce ter line of the road. If a hammerhead -T is used, the top of the "T" shall be a minimum of 60 fe. (c) Driveways exceeding XO feet in length, but less than 800 feet in length, shall provide a turnout near the midpoint of the driveway. Where the dri a ay exceeds 800 feet, turnouts shall be provided no more than 400 feet apart. Turnouts shall be a ' imum f 10 feet wide and 30 feet long with a minimum 25 foot taper on each end. 1273.07 Driveway Str tures (a) All drivewa , road, street, an rivate lane roadway structures (Bridges, culverts, and other appurtenant structures which supplement roadway bed or sh ulders) shall be constructed to carry at least the maximum load and provide the minimum vertical earance as required b Vehicle Code Sections 35550, 35750 and 35250. All bridges shall be certified by a registered ivil Engineer. (b) Ap ropriate signing, including but Nt limited to weight or vertical clearance limitations, one-way road .or single lane condi ' ns, shall.reflect the capability of e h bridge. A bridge with only one traffic lane may a authorized by the local jurisdiction; however, it shall provide for ted visibility from one end to the other an outs at both ends. - GATESTANDARDS \ 127. 1 Gate Entrance (a) Gate entrances shall be at least two feet wider on bothends then the width of the traffic lane(s). serving that gate. Minimum 14 foot opening. __(_(b) All gates providing access from a, road to a driveway shall be located at least 30 feet from the roadway and.shall open to allow a vehicle to stop without obstructing traffic on that road. A(e) Where a one-way road with a single traffic lane provides access to a gated entrance; a 40 foot turning radius shall be used. SIGNING AND BUILDING NUMBERING 1274.00. Intent To facilitate locating an emergency and to avoid delays in response, all newly constructed or approved roads, street, and buildings shall be designated by names or numbers, posted on signs clearly visible and legible from the roadway. This section shall not restrict the size of letters of numbers appearing on street signs for other purposes. ADDRESSING 1274.08 -Addresses for Buildings ll buildings shall be issued an address by the local jurisdiction which conforms to that jurisdiction's overall address system. Accessory buildings will not be required to have a separate address; however, each dwelling unit within a building shall be separately identified. 1274. Size of Letters, Numbers and Symbols for Addresses / Size of letters, numbers and symbols for addresses shall be a minimum 4 inch letter height, 3/8 inch stroke, reflectorzed, contrasting with the background color of the sign. 1274 Installation, Location and Visibility of Addresses (a) All buildings shall have a permanently postedaddress, which shall be placed at each driveway entrance and visible from both directions of travel along the road. In all cases, the address shall be posted at the beginning of construction and shall be maintained thereafter, and the address shall be visible and legible from the road on which the address is located. 2 Legend: N/A=Not Applicable, X=Required Revised on 09/09/12 Trakit Copy ADDRESSING __(b) Address signs a g one-way roads shall be visible from both the intended direction of travel and the opposite direction. (c) Wher ultiple ad esses are required at a single driveway, they shall be mounted on a single post. FUEL MODIFICATION ST ARDS 1276.00 Intent To reduce the intensity of a wildfire reducins the volume and fuel modification and greenbelts shall (1) Increased safety for emergency fire equipment and evacuating civilians; (2) A point of attack or defense from a wildfire. 1276. etback for Structure Defensible Space SRA only (a) All parcels 1 acre and larger shall provide a minimum 30 foot setback for buildings and accessory buildings from all property lines and/or the center of the road. 1276.. isposal of Flammable Vegetation and Fuels Disposal, including chipping, burning or removal to a landfill site approved by the local jurisdiction, of flammable vegetation and fuels caused by site development and construction, road and driveway construction, and fuel modification shall be completed prior to completion of road construction or final inspection of a building permit. DEFENSIBLE SPACE GUIDELINES Publ' esources Code 4291 A person that owns, leases, controls, operates; or maintains a building or structure in, upon, or adjoining any mountainous area, forest -covered lands, brush -covered lands, grass -covered lands, or any land that is covered with flammable material, shall at all times do all of the following: (b) Maintain around and adjacent to the building or structure additional fire protection or firebreak made by removing all brush, flammable vegetation, or combustible growth that is located within 100 feet from the building or structure or to the property line or at a greater distance if required by state law, or local ordinance, rule, or regulation. Grass and other vegetation located more than 30 feet from the building or structure and less than 18 inches in height above the ground may be maintained where necessary to stabilize the soil and prevent erosion. This subdivision does not apply to single specimens of trees or other vegetation that is well -pruned and maintained. so as to effectively. manage fuels and not form a means of rapidly tra smi '' g fire from other nearby vegetation to a dwelling or structure. / (c) Remove that portion of any tree that extends within 10 feet of the outlet of a chimney Por stovepipe. e. � (d) Maintain any tree adjacent to or overhanging a building free of dead or dying wood. (e intain the roof of a structure free of leaves, needles, or other dead vegetative growth. (f) Prior to constructing a new building or structure or rebuilding a building or structure damaged by a fire in such an area, the construction or rebuilding of which requires a building permit, the owner shall obtain a certification from the local building official that the dwelling or structure, as proposed to be built, complies with all applicable state and local building standards, including those described in subdivision (b) of Section 5.1189 of the Government Code, and shall provide a copy of the certification, upon request, to the insurer providing course of construction insurance coverage for the building or structure. Upon completion of the construction or rebuilding, the owner shall obtain from the local building official, a copy of the final inspection report that demonstrates that the dwelling or structure was constructed in compliance with all applicable state and local building standards, including those described in subdivision (b) of Section 51189 of the Government Code, and shall provide a copy of the report, upon request, to the property insurance carrier that insures the dwelling or structure. Legend: N/A=Not Applicable, X=Required Revised on 09/09/12 Trakit Copy Pub 'c Resources Code 4621 thru 4628 and California Forest Practice Rules Article 7 SRA only Prior to any lot clearing activity or cutting of trees, contact the Butte area Forester at (530) 872-6353 to determine the need for a less then 3 acre conversion exemption permit or a timber harvest plan. If required, a copy of the Timber Harvest Plan or less than 3 acre conversion exemption permit will need to be reviewed at the final inspection. ❑IIPe it required 0 Permit not required 2010 California Fire Code LPG -Tanks 3807,3; LPG Tank Clearance of Combustibles Weeds, grass, brush, trash and other combustible materials shall be kept•a minimum of 10 feet from LP -gas tanks or containers. 380�Protecting LPG containers from vehicles ✓✓ Where exposed to vehicular damage due to proximity to alleys, driveways or parking areas, LP -gas containers, regulators and piping shall be protected in accordance with Section 312. _Fir Department Fees Fire department fees are collected by the Butte County Development Services Department at the time of application for your building permit. You are assessed two fees (pre -inspection and final inspection). Additional fees will be assessed when the fire department inspector is required to perform additional re -inspections of your property, those additional fees must be paid to Development Services, 7 County Center Drive in Oroville. California Building Code Chapter 7A, Materials and Construction Methods for Exterior Wildfire Exposure, Check with Butte County Department of Development Services —Building Division for specific questions regarding Chapter 7A of theCalifornia Building Code and its application to your project. Also, check the websites below for useful information including the full text of Chapter 7A CBC. All of the Fire Safe Requirements, including Wildland. Urban Interface (WUI) Products from the Office of the State Fire Marshal's office are posted on the Butte County Fire Department website at N. Carver .Inspector 641- 13d - 034 Assessors Parcel Number http://www.buttecounty.net/fire Check the status of your permit online at' http://dspermits.buttecounty.net/etrakit/Permit Search.asp For Final Inspection call our Inspection Line. (530) 538-6226 Date Property O ner or Contractors Signa YZC3 Cf i�osvu-- Owners Name 4 Legend: N/A=Not Applicable, X=Required Revised on 09/09/12 Trakit Copy