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Home My WebLink About017-030-043PERMIT NO: m FORM NI Butte County Department of Development Services t' �! �b�`� DBP -1 PERMIT CENTER 7 County Center Drive, Oroville, CA 95965 I Main Phone 530.538.7601 Fax 530.538.7785 MAR 2 9 "M - www.6uttecounty.net/dds PLEASE PRINT CLEARLY TRB3 AND ASSOCIATES - - PROPERTY_ OWNER. INFORMATION Last Namy j First Name t i} City * . 'M a r I Mailing Address. I q1_7 City L'�/GZ) State Zip Phone ,5-30 q3 -�D 3 9 41 Fax ` Emaucell ez 'dendeZ Jq .7 6-30)5'7 0035'y a J r —n n P i—r-- CONTRACTOR Name Mailing Address r City * . State Zip , Phone r.r Fax Email Cell License No. Class APPLICANT ARCHITECTIENGINEER irst14gme I 41 Name L- n n Sm / Mailing Addre City t ,. State Cell 3o - 7 O 0 S' Zi Phone - Fax Email Cell , •; CA State License No. • 3d 6/ B D O APPLICANT amerivlar-( Lr, - irst14gme I 41 Mailing Address City /r / Staten Zi Phone 3o 13-o39G Fax Email a,-de,l dest Cell 3o - 7 O 0 S' 'When filed, this application and all supporting material bec related to this application is subject to public inspection and -f PROJECT LOCATION PN • 01'1 —030 —0�� Property Address 13 q 6 2 ll e -ll wn- Ileef City Location must not be in the city limits of Chioo, Gridley, Oroville or Paradise, C http://aismaos. buttecounty. net/flexviewer/bcdatasea rch/index. html WORKER'S COMPENSATION Policy Number ,( 11,14 Cartier 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 LENDltJG AGENCY Name Zzi/ ' I Mailing Address City State ZIP DESCRIPTION OR SCOPE OF WORK y Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the State. Tell staff If this permit Is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: cd ca o / e h MCD Phone: 916 255-2501 Is this a Manufacture"obile Home (circle one) Yes / No NS FD' r JOB VALUATION: (Enter value of labor, Including 15 3d 6/ B D O non -contracted, plus materials charge) S uare Feet Detail Living Area: Garage: o-5 Open Area: Covered Area: TOTAL SQ: , G Structure Built without permits ' 01 Proposed Change of Occupancyluse - Note previous/current use below: FOR OFFICE USE ONLY Zoning: FQ-�o Flood Zone: SRA YES M INO 13 NPDES YES 0 NO El Code Ent. YES L3 NO 0 Legal Lot: YES [3 NO Occupancy Type Construction P it Tech:. Date: ubject to the California Public Records Act. All public information e posted on the County's website for electronic access. Cv 00 O F TRB , Agency: County of Butte -� Associates TRB+ Project Number: 17.054.108.1 Final Plan Review Page 1 of 2 Date: April 12, 2017 To: Marilyn Cannon Email: mcclardendesign(cDgmail.com (via email) Cc: Philo Hunt, Amber Franzino, Nancy Springer, Deborah DeBrunner; Jordan DeBrunner, Curtis Johnson, Carrie Gomez Email: Phu nt(a.buttecounty.net; AFranzino a(�.buttecounty.net, nsprinQer(&buttecounty.net; ddebrunner )buttecounty.net; idebrunner(�buttecounty.net; cliohnson(a)buttecounty.net; cgomez buttecounty.net (via email) RE: Plan Review for: Marilyn'Cannon Project Address: 13467 Helltown.Road, Helltown, CA Agency App. No.: B17-0491 TRB+ Project No.: PC17.054.108.1 The following documents were received for review: Plans: (2 sets) Sheets dated 03/07/17: 1 to 7, SD1 to SD3 Structural Calculations: (2 copies) R. Burdette, dated 03/07/17 Truss Calculations: (2 copies) M. Hernandez, dated 02/09/17' Energy Calculations: (2 copies) M. Ramirez, dated 02/27/17 Other: (2 copies) Authorization Letter, R. Burdette, dated 03/07/17 (1 copy) Permit Application (1 copy) Plan Check Square Footage Verification, 03/22/17 Plans have been reviewed for compliance with -the Building Department requirements contained in the 2016 CBC, 2016 CPC, 2016 CMC, 2016 CEC, 2016 CRC, 2016 Green Building Standards Code, 2016 Energy Code, and County of Butte Ordinances. ' There are no further comments; however, the condition cited on the following page applies. Sincerely, TRB + ASSOCIATES, INC. C�cLaughlin, PE ICC Certified Plans Examiner TRB + Associates, Inc. BUILDING SOLUTIONS 3180 Crow Canyon Place + Suite 216 + San Ramon, CA 94583 for MUNICIPALITIES T 925 866.2633 F 925 790.0011 nh www.TRBp/us.com y Agency: County of Butte TRB+ project Number: 17.054.108.1 CONDITION: 1. A completed Butte County CALGreen checklist is to be completed and submitted. t _ Page 2 of 2 TRB+ RECEIVED MAR 2 9 TRB AND ASSOCIATES Department of Development Services §DEVELOPMENT 4SERVICES 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 - - PLAN CHECK SQUARE FOOTAGE VERIFICATION Permit Number: B17-0491 Owner's Name: CHIMNEY ROCK STAR LIVING TRUST Assessor's Parcel Number: 017-030-043 Date of Application: 3/22/2017 Square Footage Verification No Change: '{ , NOTES: Verified By: Date: 7 (Plan Check Signature) Confirmed TRAKiT Updated by: Date: � o "At Application: Change To: Living Area .2059 Garage Area 0 Uovered Area 200 Open Area ethel0 No Change: '{ , NOTES: Verified By: Date: 7 (Plan Check Signature) Confirmed TRAKiT Updated by: Date: � o Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601. Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 Building Permit Checklist Name: CHIMNEY ROCK STAR LIVING TRUST Location: 13467 HELLTOWN RD, CHICO Assessor's Parcel Number: 017-030-043 Permit Number: B17-0491. . 1. 3 copies site plan,. 7` 2. 3 sets building plans , 3. 1 set energy calcs (if applicable) 4. 1 set truss calcs (if applicable) , 5. 1 set structural calcs (if applicable) T6. Intake Packet f a. signed permit application b. owner builder (if -applicable) c. notice to builders d. fee summary e. fire handout f. •NPDES form g. data sheet -X h. PW Notification for 26-12 i. Hazardous Material Form (commercial) j. Accessibility Worksheet (commercial) ' �e 'k. Plan Check Sq Ftg Verification T. Flood Certificates (if applicable) 8. 9. 10. Completed bDate: � � Department of Development Services 7 County Center Drive DEVELOPMENT SERVICES Oroville, California 95965 Tim Snellings, Director Pete Calarco, Assistant Director T: 530.538.7601 Buttecounty.net/dds F: 530.538.7785 NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: - Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter. 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at htt2:Hmunicil2alcodes.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: B17-0491 Date: 3/22/2017 Parcel Number: 017-030-043 Location: 13467 HELLTOWN RD, CHICO Phone: Owner Name: CHIMNEY ROCK STAR LIVING TRUST - Description: NSFD (2059) COV (200) Signature of Applicant: Date: 3/22/2017 Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone p (530) 538 7171 Fax utte County PUBLIC WORKS 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: B17-0491 Date: 3/22/2017 Location: 13467 HELLTOWN RD By: JMD Parcel Number: 017-030-043 Sub Type: SFD-CUSTOM/MODEL Owner Name: CHIMNEY ROCK STAR LIVING TRBWne: Description: NSFD (2059) COV (200) 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 3/22/2017 Title Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PERMIT APPLICATION DATA SHEET Reference Number: B17-0491 Date: 3/22/2017 Location: 13467 HELLTOWN RD By: JMD Parcel Number: 017-030-043 Sub Type: SFD-CUSTOM/MODEL Owner Name: CHIMNEY ROCK STAR LIVING Phone: TRUST Description: NSFD (2059) COV (200) 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 o' Recorded copy of Agricultural Acknowledgment Statement - See Attached Instructions ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 – 530.868.5447 ❑ FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed on hold until received) ❑ Other: "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Signature of Applicant: Date: 3/22/2017 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES CHIMNEY ROCK STAR LIVING TRUST RE: 017-030-043 Permit No: B17-0491 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.html ) with a minimum plan checking deposit of $690.40. Important Note: If improvements in compliance with County Code Section 26 12 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. I have read and understand the above requirements: Signature: A A JDate: 3/22/2017 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: B17-0491 Location: 13467 HELLTOWN RD'- Parcel D-Parcel Number: 017-030-043 Owner Name: CHIMNEY ROCK STAR LIVING TRUST Description: 13467 HELLTOWN RD Date: 3/22/2017 By: JMD Sub Type: SFD-CUSTOM/MODEL Phone: To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner... Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards . Requirements prior to scheduling the pre inspection: Full plan submittal to Butte County Development Services Building Division To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. I have read and understand the above pre inspection requirements. Signature: Date:, 3/22/2017 Butte County Department of Development Services FORM NO PERMIT CENTER DBP -43 *amus 7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 %vww.buttecounty.net/dds IMPORTANT! NOTICE TO PROPERTY OWNER Dear Property Owner: An application for a building permit has been submitted in your name listing yourself as t e builder of the property improvements specified at / 3 V6 % /�e./l A2 wa 16. We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your name as the Owner -Builder. We will not issue a building permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION DIRECTIONS: Read and initial each statement below to signify that you understand or verify this information. 1-- C 1. I understand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder" building permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers on my property. \ �J �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. --\�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. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on permits and contracts. \ �'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. 1 understand if I am considered an "employer" under state and federal law, 1 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. -lw7. 1 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. Revised 12.19.2016 Page] of 2 �wG 8. I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held 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. l understand 1 may obtain more information regarding my obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the Califomia 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. 10. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally and financially responsible for I}roposed construction activity at the following address: - i-3 4i r�7�/ 4 �d Cit «-o 1 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. -44& C__ 12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have provided on this form. Licensed contractors are regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a permit as Owner -Builder and wish to hire Contractors, you willbe responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible for issuing the permit. Note: A copy of the property owner's driver's license, form notarization, or other verification acceptable to �v the agency is required to be presented when the permit is issued to verify the property owner's C/ signature. Signature of property owner: c Date: -3 _ Z Z" -7-0 Note: The following Authorization Form is required to be completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, 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 12.19.2016 Page 2 of 2 2016 CALGreen- Residential Mandatory Measures This checklist applies to newly constructed, buildings, additions or alterations of existing residential buildings where the addition or alteration increases.the building's conditioned area, volume, orsize. The requirements shall only apply to,and or within the specific area of the addition or alteration. (2016 CGBSC 301.1.1)' 'Note 2016 CGBSC 301.1.1: On and after 11112014, residential buildings undergoing permitted alterations, additions or improvements shall replace noncompliant plumbing fixtures with water - conserving plumbing fixtures. Plumbing fixture replacement is required prior to issuance of certificate of final completion, certificate of occupancy or final permit approval by the local building department. a . Feature or Measure NIAMINE NIM -111"". Required A plan is developed and implemented to manage storm water drainage during construction. CGBSC 4.106.2. Construction plans shall indicate how the site grading or drainage system will manage all surface water flows to keep water from entering buildings CGBSC 4.106.3. 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, as specified, for multifamily dwellings. 3 3 ,r �°• Building meets or exceeds the requirements of the California Building Energy Standards. CGBSC4.201.1. - Water closets. The effective flush volume of all water closets shall not exceed 1.28 gpf. Tank -type water closets shall be certified to the performance criteria of the U.S. EPA WaterSense Specification for Tank -type Toilets. Note: The effective flush volume of dual flush toilets is defined as the'composite, average flush volume of two reduced flushes and one full flush: Urinals. The effective flush volume of wall mounted urinals shall not exceed 0.125gpf and floor mounted or other urinals shall not exceed 0.5 gpf. Single showerheads. Showerheads shall have a max. flow rate of not more than 2.0 gpm at 80 psi. Showerheads shall be certified to the performance criteria of the U.S: ' EPA WaterSense Specification for Showerheads.' Multiple showerheads serving one shower. When a shower. is served by more than one showerhead, the combined flow rate of all•the showerheads and/or other shower outlets controlled by a single valve shall not exceed 2.0 gpm at 80 psi, or the shower ` .shall be designed to allow only one shower outlet to be,in operation at a'time. Residential lavatory faucets. The max. flow rate of residential lavatory faucets shall not exceed 1.2 gpm at 60 psi. The min. flow _rate of, residential lavatory faucets shall L not be less than 0.8 gpm at 20 psi. Metering faucets. Metering faucets when installed in residential buildings shall not deliver more than 0.25 gallons per cycle. - Kitchen.faucets. The max. flow. rate of kitchen faucets shall not_ exceed 1.8 gpm at 60 psi. Checklists\Green Building Page 1 of 3a 02/10/2017 Y Checklists\Green Building , f Page 2 of 3 02/10/2017 2016 CALGreen Residential Mandatory Measures Checklist (Cont'd) Feature or Measure Required .., ..... .i ' -•---•:-.. i _5: i� _ Y..., , t i .:l �'. �cc•4t$ �,a _gam , ."'� ;?nn :k #.....: L :�;:}.� Vic: }.{L_.. z._ccs'• r iK •. � .u. (�, : r. . ?c ' F i�4, . : _ i ._•�"rR -r � � C. 'L .! � : 'c' �a. .'Yfllt �i- LLY :I..:... ..T.. rtr= c;< en.::,tr :'f.fr_;:v , :t::x .r.'•<dh:••�` ,i::u �•.. , .t �; YFf:'.I.iTL •t•?� , , '�I.,<t' New residential developments with an aggregate landscape area equal to or greater than 500 sq ft shall comply with one of the following options: 1. A local water efficient landscape'ordinance or the current California Department of Water Resources Model Water Efficient Landscape Ordinance (MWELO), whichever more stringent; or 2. Projects with aggregate landscape areas less'than 2,500 sq ft may comply with the MWELO Appendix D Prescriptive Compliance Option. Egg SIM. w Rodent proofing. Annular spaces around pipes, electric cables, conduits, or other openings in sole/bottom plates at exterior walls shall be protected against the passage of rodents by closing such openings with cement mortar, concrete masonry or similar method acce table to the enforcin . genc gap, ,� ; ; - }}/��.��.��;��O R /� t Lnonhazardous _ ;FE . ge Recycle and/or salvage for reuse a minimum of 65 percent of the construction and demolition waste in accordance with one of the following: -- 1 -Comply -with -a -more stringent-local--construction-and-demolition-waste--- - - --- -- -- ----- ----- --- ---- management ordinance; or 2. A construction waste management plan, per Section 4.408.2; or 3. A waste management company, per Section 4.408.3; or 4. The waste stream reduction alternative, per Section 4.408.4. z % sifitgEMi - - O&M Manual: An operation and maintenance manual shall be available in the building at the time of final inspection. Recycling by Occupants: Where 5 or more multifamily dwelling units are constructed on a building site, provide readily accessible area(s) that serves all buildings on the site and is identified for the depositing, storage and collection of non -hazardous materials for recycling, including (at a minimum) paper, corrugated cardboard, glass, plastics, organic waste, and metals, or meet a lawfully enacted local recycling ordinance, if more restrictive. See exception for rural jurisdictions. - ��k��.,rbAr�r Any installed gas fireplace shall be direct -vent sealed -combustion type. Any installed woodstove or pellet stove shall comply with U.S EPA New Source Performance Standards (NSPS) emission limits as applicable, and shall have a'•permanent label indicating they are certified to meet the emission limits. Woodstoves, pellet stoves and fireplaces shall also comply with applicable local ordinances. 'i:E; ..1T ..- _vc :..tiv. r .—_ 5 }'r:: uCS!'sz:; :' ...fk L - �•5•i _-'^�;5-.. _ •_'r.: - ->.-1,, ......:911 ... n C n ro � ,Nm.^ -'s.. ^ .r G _ , - '_ _ yr • •,'� y+_ .£==r-,r� �` .,c� •v - v,"2- ••1 •us= 7 lig LLITE �,� ' �i� '�•c Duct openings and other related air distribution component openings shall be covered during construction. Adhesives, sealants and caulks shall be compliant with VOC and other toxic compound limits Aerosol adhesives and smaller unit sizes of adhesives and sealant or caulking compounds shall comply with statewide VOC standards and other requirements. Paints, stains and other coatings shall be compliant with VOC limits. 4.504.2.2 Checklists\Green Building , f Page 2 of 3 02/10/2017 Af•r �� 2016 CALGreen Residential Mandatory Measures Checklist (Cont°d) Feature or Measure Required Aerosol paints and coatings shall be compliant with product weighted MIR limits for ROC and other toxic compounds.' Carpet and carpet systems shall be compliant with VOC limits. 4.504.3 At least 80% of floor area receiving resilient flooring shall comply with specific VOC criteria. Hardwood plywood, particleboard and medium density fiberboard (MDF) used on interior or exterior of the building shall comply with formaldehyde emission standards. Documentation shall be provided to the City building inspector verifying that compliant materials have been used. , r .• 4 •-4 - -s - cm TWOr - Concrete Slab Foundations: Vapor retarder and capillary break is installed at slab - on -grade foundations. Moisture content of building materials used in wall and floor framing shall not exceed 19% before enclosure. Moisture content shall be verified in compliance with CGBSC 4.505.3. " Indoor Air Quality and Exhaust (4.506) . '• - Bathroom exhaust fans shall be ENERGY STAR rated and ducted to terminate outside. Unless functioning as a component of a whole house ventilation system, bathroom exhaust fans must be controlled by a humidity control adjustable between a relative humidity range of 50% - 80%. .Duct systems are sized, designed, and equipment is selected using the following methods: I. Establish heat loss and heat gain values according to ANSI/ACCA 2 Manual J-2011 or equivalent. 2. Size duct systems according to ANSI/ACCA 1. Manual D-2014 or equivalent. 3. Select heating and cooling equipment accordi6g to ANSI/ACCA 3 Manual S- 2014 or equivalent. F '.94.c 'Irc°� � r y' ,��ev �' �'G •n �_ lr fis � � ...• �-� , At � '� s tsE �F .fit. e .1�� _ F I•. - �• - •.ark ' HVAC system installers are trained and certified in the proper installation of HVAC - systems. Special inspectors -employed by the enforcing agency must be qualified and able to demonstrate competence in the discipline they are inspecting. !� �_� -�.' �:.'tr4i.: �:.. '•'i'x'! �,.'�E:.. ::.:... V' r fi ai:o:h's,QiS7r c:'� • LOOK f.. • s c:r, ' ri� szL 4.:::r t ^ lr ' �lrFs ...._.: n ..... • - ]:... _. -. .. - - -_t_ .. +., .. .. . ........... {,AT< c ....�_ . .. F•:C t .. .r: •. '�ir•:z:'r�r�. Tif •T 1r , F.U. •.1.'!v. 1.1 '.r.'.�.rct. . Verification of compliance with this code may include construction documents, (plans specifications builder or installer certification, inspection reports, or other methods, acceptable to the enforcing agency, which show substantial conformance. Checklists\Green Building _ Page 3 of 3 02/10/2017 --� Summit Structural Design 383 Rio Undo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com March 7, 2017 RECEIVED RE: Cannon Residence, 13467 Helltown Road, Helltown, CA MSR z 9 2017 To Whom It May Concern: TRB AND ASSOCIATES I have reviewed the truss calculations by Systems Plus dated 3-06-17 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 3-07-17.. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. C7 n * XP t 131.7-()491 0]7-(.)'-0-04-' L�. w NUkR 2. 2(--)] 7 t NSFC (2059) COV (200) BV'iSE��v\S A 6VPPp�Q�� BUILDING ENERGY ANALYSIS REPORT RECEIVED PROJECT: MAR 2 9 2017 Marilyn Cannon 13467 Helltown Road TRB AND ASSOCIATES Helltown, CA Project Designer: Lynn Smith 199 Sycamore Valley Road Chico, CA 95973 (530) 891-0585 Report Prepared by: Max Ramirez Golden Sun Designs 22189 Samson Ave Corning, CA 96021 (530) 321-7242PERMIT # BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODE COMPLIANCE DATE Z/-/ -/ BY %� REVIEWED Job Number: FOR CODE COMPLIANCE 021717 -Cannon (LS) APR 1 1 2017 TRB AND ASSOCIATES F317—ii��a1 i)17-t);r)-ti=>. 138 Date: iVIAR 22. 2017 roISFD (2059) COV (200) 2/27/2017 The EnergyPro-computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2016 Building Energy Efficiency Standards. This program developed by EnergySoft Software — www.energysoft.com. C16 0 0 TABLE OF CONTENTS Cover Page 1 Table of Contents - 2 Form CF -1 R -PRF -01-E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 11 Form MF -1 R Mandatory Measures Summary 12 EnergyPro 7.1 by EnergySoft Job Number: ID: 021717 -Cannon (LS) User Number: 5733 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:37, Mon, Feb 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 021717 -Cannon (LS)-.ribd16x CF1 R -PRF -01 Page 1 of 8 GENERAL INFORMATION ENERGY USE SUMMARY 01 Project Name Residential Building 05 06 07 02 Calculation Description Title 24 Analysis Standard Design Proposed Design Compliance Margin 03 Project Location 13467 Helltown Road 35.55 22.82 12.73 04 City Helltown 05 Standards Version Compliance 2017 06 Zip Code 07 Compliance Manager Version BEMCmpMgr 2016.2.1 (695) 08 Climate Zone CZ11 09 Software Version EnergyPro 7.1 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 2059 15 Number of Zones 1 16 Slab Area (ft2) 0 17 Number of Stories 1 18 Addition Cond. Floor Area n/a 19 Natural Gas Available No 20 Addition Slab Area (ft) n/a 21 Glazing Percentage (%) 22.0% COMPLIANCE RESULTS 01 Building Complies with Computer Performan' ccP .. ,-.� 02 This building incorporates features that require field testing and/or yerificafion by a,ceriifiediHERS pater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one,or-more Specia6Features shown`.below — U U U A N K Registration Number: 217-Po1006325OA-000-000-0000000-0000 Registration Date/Time: 2017-02-27 07:53:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-27 07:38:05 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 35.55 22.82 12.73 35.8% Space Cooling 44.95 56.87 -11.92 -26.5% IAQ Ventilation 1.18 1.18 0.00 0.0% Water Heating 16.52 13.50 3.02 18.3% Photovoltaic Offset --- 0.00 0.00 -- Compliance Energy Total 98.20 94.37 3.83 3.9% Registration Number: 217-Po1006325OA-000-000-0000000-0000 Registration Date/Time: 2017-02-27 07:53:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-27 07:38:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:37, Mon, Feb 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 021717 -Cannon (LS)-.ribd16x CF1 R -PRF -01 Page 2 of 8 ENERGY DESIGN RATING Energy Design Rating (EDR) is an alternate way to express the energy performance of a building using a scoring system where 100 represents the energy performance of the Residential Energy Services (RESNET) reference home characterization of the 2006 International Energy Conservation Code (IECC). A score of zero represents the energy performance of a building that combines high levels of energy efficiency with renewable generation to"zero out" its TDV energy. Because EDR includes consideration of components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics), it is not used to show compliance with Part 6 but may instead be used by local jurisdictions pursuing local ordinances under Title 24, Part 11 (CALGreen). As a Standard Design building under the 2016 Building Energy Efficiency Standards is significantly more efficient than the baseline EDR building, the EDR of the Standard Design building is provided for Information. Similarly, the EDR score of the Proposed Design is provided separately from the EDR value of installed PV so that the effects of efficiency and renewable energy can both be seen EDR of Standard Design EDR of Proposed Design EDR Value of Proposed PV Final EDR of Proposed Design 55.0 52.0 0.0 52.0 ❑ Design meets Tier 1 requirement of 15% or greater code compliance margin (CALGreen A4.203.1.2.1) and QII verification prerequisite. ❑ Design meets Tier 2 requirement of 30% or greater code compliance margin (CALGreen A4.203.1.2.2) and QII verification prerequisite. ❑ Design meets Zero Net Energy (ZNE) Design Designation requirement for Single Family in climate zone CZ11 (Red Bluff) (CALGreen A4.203.1.2.3) including on-site photovoltaic (PV) renewable energy generation sufficient to achieve a Final Energy Design Rating (EDR) of zero or less. The PV System must be verified. REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting,jhe modeled energy,performance for, this. computer analysis. • Whole house fan; • Raised heel truss �? • Ceiling has high level of insulation • Floor has high level of insulation 1 C7 �1 C! r* tf"ly. 1 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 EER • Fan Efficacy Watts/CFM HVAC Distribution System Verifications: • Duct Sealing Domestic Hot Water System Verifications: -- None -- Registration Number: 217-Po1006325oA-000-000-0000000-0000 Registration Date/Time: 2017-02-27 07:53:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-27 07:38:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:37, Mon, Feb 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 021717 -Cannon (LS)-.ribd16x CF1R-PRF-01 Page 3 of 8 BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Residential Building 2059 1 3 1 1 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 Conditioned HVAC System1 2059 9 DHW Sys 1 Window & Door Area (ft2) OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1 = R-30 Wall Wood (2) 2x4 180 Front 564 214.5 90 Left Wall Zone 1 -- R-30 Wa11,1Nood_(2) 2x4, - 270 Left 291 65 90 Rear Wall Zone 1 ( all Wood (2), 2x4; 0 jBack 630 59 90 Right Wall <Zonexl:�,�aII.Wood_(2j 2x4 f,, 90tFtight 291 98 90 Exterior Wall -SE Zone,1all Woode(2), 2x4 X225, r%,spepify - 33 15 90 Exterior Wall -NE Zone 1 `�ll VMaR-30 Wood'(2) 2x4 135 specify - 33 15 90 Roof Zone 1 oof Attic wo/RB 2059 Raised Floor Zone 1 oor Crawlspace 2059 ATTIC 01 02 03 04 05 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Zone 1 Attic RoofZone 1 Ventilated 5 0.1 0.85 No No Registration Number: 217-P010063250A-000-000-0000000-0000 Registration Dateffime: 2017-02-27 07:53:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-27 07:38:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:37, Mon, Feb 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 021717 -Cannon (LS)-.ribd16x CF1 R -PRF -01 Page 4 of 8 FENESTRATION / GLAZING 01 02 03'r g 3�jg "Oq F OS 06 07 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Height Width (ft) (ft) Multiplier Area (ft2) U -factor SHGC Exterior Shading Window Window Front Wall (Front -180) -- -- 1 214.5 0.30 0.23 Insect Screen (default) Window 2 Window Left Wall (Left -270) — — 1 52.0 0.30 0.23 Insect Screen (default) Window 3 Window Rear Wall (Back -0) - – -- 1 59.0 0.30 0.23 Insect Screen (default) Window 4 Window Right Wall (Right -90) -- -- 1 98.0 0.30 0.23 Insect Screen (default) Window 5 Window Exterior Wall -SE (- specify –225) -- -- 1 15.0 0.30 0.23 Insect Screen (default) Window 6 Window Exterior Wall -NE (- specify –.135) -- -- 1 15.0 0.30 0.23 Insect Screen (default) OPAQUE DOORS 01 02 03 04 Name Side of Building Area (ft2) U -factor Door Left Wall 13.0 0.50 OPAQUE SURFACE CONSTRUCTIONS 01 02 03'r g 3�jg "Oq F OS 06 07 i # :�. lr Notal Cavity')Hll inter `Design Construction Name Surface Type' Construction Type; , Framing alued iU-value Assembly Layers • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Floor Surface: Carpeted Floors Over Floor Deck: Wood Siding/sheathing/decking R-21 Floor Crawlspace Crawlspace Wood Framed Floor 2x8 @ 16 in. O:C. R 21 0.044 Cavity/Frame: R-21 /2x8 • Inside Finish: Gypsum Board • Sheathing/ Insulation: R15 Sheathing • Cavity/Frame: R -15/2x4 • Exterior Finish: Wood R-30 Wall Wood (2) 2x4 Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 15 0.036 Siding/sheathing/decking • Inside Finish: Gypsum Board Ceilings (below Cavity/Frame: R-9.1 /2x4 R-60 Roof Attic wo/RB attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 60 0.016 Over Ceiling Joists: R-50.9 insul. Registration Number: 217-Po1006325oA-000-000-0000000-0000 Registration DatefTime: 2017-02-27 07:53:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-27 07:38:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:37, Mon, Feb 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 021717 -Cannon (LS)-.ribd16x 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 — CFI R -PRF -01 Page 5 of 8 WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 DHW Standard DHW Heater 1 (1) 1 .0% WATER HEATERS 01 02 03 04 05 06 07 08 09 10 11 Name Heater Element Type Tank Type Number of Units Tank Volume (gal) Energy Factor or Efficiency Input Rating/Pilot Tank Insulation R -value (Int/Ext) Standby Loss / Recovery Eff NEEA Heat Pump Type Tank Location or Ambient Condition DHW Heater 1 Heat Pump Small Storage 1.. 80 3.12 EF n/a n/a n/a n/a Outside SPACE CONDITIONING SYSTEMS 01 QZ' 7 03ff"`tG 04 05 OS 06 SC Sys Name `System Type: y.. < "` t!eating lJnit,Name Cooling Unit Name Fan Name Distribution Name HVAC Systeml Otherbeating and Co61i6g System» "" Heating Component 1 , ;Cooling Component 1 HVAC Fan 1 Air Distribution System 1 HVAC - HEATING UNIT TYPES 01 02 03 04 Name System Type Number of Units Efficiency Heating Component 1 CntrlFurnace 1 94 AFUE HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 08 Name System Type Number of Units Efficiency EER SEER Zonally Controlled Compressor Type HERS Verification Cooling Component 1 SplitAirCond 1 12 14 Not Zonal Single Speed Cooling Component 1 -hers -cool Registration Number: 217-PO1006325OA-000-000-0000000-0000 Registration Date/Time: 2017-02-27 07:53:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-27 07:38:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD. Project Name: Residential Building Calculation Date/Time: 07:37, Mon, Feb 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 021717 -Cannon (LS)-.ribd16x CF1 R -PRF -01 Page 6 of 8 HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Cooling Component 1 -hers -cool Required 350 Required Not Required Not Required HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested 8 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage -Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 5.0- Not Required Not Required Not Required Not Required — HVAC -FAN SYSTEMS f„ ; ki t! 04 Name TypeFah'Power'(WattsICFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 51 0.25 Default 0 Required Registration Number: 217-Po1006325oA-000-000-0000000-0000 Registration Date/Time: 2017-02-27 07:53:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1 R-02022017-695 Report Generated at: 2017-02-27 07:38:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:37, Mon, Feb 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 021717 -Cannon (LS)-.ribdl6x CFI R -PRF -01 Page 7 of 8 COOLING VENTILATION 01 02 03 04 05 06 Name Airflow Rate (CFM/ft2) Cooling Vent CFM Cooling Vent Watts/CFM Total Watts Number of Fans WH Fan 1 2.7489072365225837 5660 0.153534 869 1 Registration Number: 217-Po1006325OA-000-000-0000000-0000 Registration Date/Time: 2017-02-27 07:53:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-02022017-695 Report Generated at: 2017-02-27 07:38:05 l 'a� a •i% - Tw .;,;- */!!a' a Registration Number: 217-Po1006325OA-000-000-0000000-0000 Registration Date/Time: 2017-02-27 07:53:13 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-02022017-695 Report Generated at: 2017-02-27 07:38:05 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Residential Building Calculation Date/Time: 07:37, Mon, Feb 27, 2017 Calculation Description: Title 24 Analysis Input File Name: 021717 -Cannon (LS)-.ribd16x CF1R-PRF-01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: �/ //�� CW. Max Ramirez 'Ramirez Company: Signature Date: Golden Sun Designs 2017-02-27 07:53:13 Address: CEA/HERS Certification Identification (If applicable): 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. I am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. ' 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 submitteVo.the enforcement agency.for approval with. thisbuilding permit application. Responsible Designer Name: ' r rt �, ,Reis oniible Designer Signature: C/vlax L�amirez Max Ramirez } ; _'t 1i tgc Company: , Date Signed: 5 Golden Sun Designs 2017-022 07 :13 Address: License: 22189 Samson Ave N/A City/State/Zip: Phone: Corning, CA 96021 530-321-7242 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: 217-P010063250A-000-000-0000000-0000 Registration DateRme: 2017-02-27 07:53:13 CA Building Energy Efficiency Standards - 2016 Residential Compliance Report Version - CF1R-02022017-695 0� a Easy to Verify at CaICERTS.com HERS Provider: CaICERTS inc. Report Generated at: 2017-02-27 07:38:05 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Marilyn Cannon Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2/27/2017 Project Address 13467 Helltown Road Helltown California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 2,059 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi(ft) Special Features Status Floor Wood Framed w/Crawl Space R 21 2,059 New Wall Wood Framed R 15 1,376 Add=R-15.0 New Door Opaque Door - no insulation 13 New Roof Wood Framed Attic R 60 2,059 New FENESTRATION I Total Area: 454 Glazing Percentage: 22.0%1New/Altered Average U -Factor: 0.30 Orientation Area ft2 U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (S) 214.5 0.300 0.23 none none Bug Screen New Left (K9 52.0 0.300 0.23 none none Bug Screen New Rear (N) 59.0 0.300 0.23 none none Bug Screen New Right (E) 98.0 0.300 0.23 none none Bug Screen New Front (SK9 15.0 0.300 0.23 none none Bug Screen New Right (SE) 15.0 0.300 0.23 none none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 94% AFUE Split Air Conditioner 14.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status HVAC System Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Heat Pump 80 3.12 Standard New EnemyPro, 7.1 by EnemySoft User Number: 5733 ID: 021717 -Cannon LS Pae 11 of 15 2016 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Energy Standards must comply with all applicable mandatory measures, regardless of the compliance approach used. Review the respective section for more information. "Exceptions may apply. (Original 08/20161 Building Envelope Measures: § 110.6(a)l: Air Leakage. Manufactured fenestration, exterior doors, and exterior pet doors must limit air leakage to 0.3 cfm/ft' or less when tested per NFRC400 or ASTM E283 or AAMA/WDMA/CSA 101/l.S.21A440-2011.' § 110.6(a)5: Labeling. Fenestration products must have a label meeting the requirements of § 10-111(a). § 110.6(b): Field fabricated exterior doors and fenestration products must use U -factors and solar heat gain coefficient (SHGC) values from TABLES 110.6-A and 110.6-B for com liance and must be caulked and/or weatherstri ed.' § 110.7: Air Leakage. All joints, penetrations, and other openings in the building envelope that are potential sources of air leakage must be caulked, asketed, or weather stripped. § 110.8(a): Insulation Certification by Manufacturers. Insulation specified or installed must meet Standards for Insulating Material. § 110.8(g): Insulation Requirements for Heated Slab Floors. Heated slab floors must be insulated per the requirements of § 110.8(g). § 110.8(i): Roofing Products Solar Reflectance and Thermal Emittance. The thermal emittance and aged solar reflectance values of the roofing material must meet the requirements of § 110.8(i) when the installation of a cool roof is specified on the CF1 R. § 110.80): Radiant Barrier. A radiant barrier must have an emittarce of 0.05 or less and be certified to the Department of Consumer Affairs. Ceiling and Rafter Roof Insulation. Minimum R-22 insulation in wood -frame ceiling; or the weighted average U -factor must not exceed 0.043. Minimum R-19 or weighted average U -factor of 0.054 or less in a rafter roof alteration. Attic access doors must have permanently attached § 150.0(a): insulation using adhesive or mechanical fasteners. The attic access must be gasketed to prevent air leakage. Insulation must be installed in direct contact with a continuous roof or ceiling which is sealed to limit infiltration and exfiltration as specified in § 110.7, including but not limited to placing insulation either above or below the roof deck or on top of a drywall ceiling.* § 150.0(b): Loose -fill Insulation. Loose fill insulation must meet the manufacturer's required density for the labeled R -value. Wall Insulation. Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or U -factor of 0.074 or § 150.0(c): less). Opaque non -framed assemblies must have an overall assembly U -factor not exceeding 0.102, equivalent to an installed value of R-13 in a wood framed assembly.* § 150.0(d): Raised -floor Insulation. Minimum R-19 insulation in raised wood framed floor or 0.037 maximum U -factor.' § 150.0(0: Slab Edge Insulation. Slab edge insulation must meet all of the following: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have a water vapor permeance no greater than 2.0 perm/inch; be protected from physical damage and UV light deterioration; and, when installed as part of a heated slab floor, meet the requirements of § 1 10.8 . § 150.0(8)1: Vapor Retarder. In Climate Zones 1-16, the earth floor of unvented crawl space must be covered with a Class I or Class II vapor retarder. This requirement also applies to controlled ventilation crawls ace for buildings complying with the exception to § 150.0(d). § 150.0(8)2: Vapor Retarder. In Climate Zones 14 and 16, a Class I or Class II vapor retarder must be installed on the conditioned space side of all insulation in all exterior walls, vented attics, and unvented attics with air -permeable insulation. 150.0 § (q)' Fenestration Products. Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors must have a maximum U -factor of 0.58; or the weighted averse U -factor of all fenestration must not exceed 0.58.' Fireplaces, Decorative Gas Appliances, and Gas Log Measures: § 150.0(e)1A: Closable Doors. Masonry or factory -built fireplaces must have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)l B: Combustion Intake. Masonry or factory -built fireplaces must have a combustion outside air intake, which is at least six square inches in area and is equipped with a readily accessible, operable, and tight-fifting tight-fittingdamper or combustion -air control device.' § 150.0(e)1C: Flue Damper. Masonry or factory -built fireplaces must have a flue damper with a readily accessible control.' § 150.0(e)2: Pilot Light. Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating, and Plumbing System Measures: § 110.0-§ 110.3: Certification. Heating, ventilation and air conditioning (HVAC) equipment, water heaters, showerheads, faucets, and all other regulated appliances must be certified by the manufacturer to the Energy Commission.' § 110.2(a): HVAC Efficiency. Equipment must meet the applicable efficiency requirements in TABLE 110.2-A through TABLE 110.2-K.' Controls for Heat Pumps with Supplementary Electric Resistance Heaters. Heat pumps with supplementary electric resistance heaters § 110.2(b): must have controls that prevent supplementary heater operation when the heating load can be met by the heat pump alone; and in which the cut -on temperature for compression heating is higher than the cut -on temperature for supplementary heating, and the cut-off temperature for compression heating is higher than the cut-off temperature for supplementary heating.* § 110.2(c): Thermostats. All unitary heating or cooling systems not controlled by a central energy management control system (EMCS) must have a setback thermostat.' Water Heating Recirculation Loops Serving Multiple Dwelling Units. Water heating recirculation loops serving multiple dwelling units must § 110.3(c)5: meet the air release valve, backflow prevention, pump priming, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. § 110.3(c)7: Isolation Valves. Instantaneous water heaters with an input rating greater than 6.8 kBTU/hr (2 kW) must have isolation valves with hose bibbs or other fittings on both cold water and hot water lines of water heating systems to allow for water tank flushing when the valves are closed. § 110.5: Pilot Lights. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces; household cooking appliances (appli- ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt); and pool ands a heaters.' Building Cooling and Heating Loads. Heating and/or cooling loads are calculated in accordance with ASHRAE Handbook, Equipment § 150.0(h)l: Volume, Applications Volume, and Fundamentals Volume; SMACNA Residential Comfort System Installation Standards Manual; or ACCA Manual J using design conditions specified in § 150.0(h)2. 2016 Low -Rise Residential Mandatory Measures Summary § 150.0(h)3A: Clearances. Installed air conditioner and heat pump outdoor condensing units must have a clearance of at least 5 feet from the outlet of any dryer vent. § 150.0(h)3B: Liquid Line Drier. Installed air conditioner and heat pump systems must be equipped with liquid line filter driers if required, as specified by manufacturer's instructions. § 150.00)1: Storage Tank Insulation. Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, must have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. Water piping and cooling system line insulation. For domestic hot water system piping, whether buried or unburied, all of the following must be insulated according to the requirements of TABLE 120.3-A: the first 5 feet of hot and cold water pipes from the storage tank; all piping with a § 150.00)2A: nominal diameter of 314 inch or larger; all piping associated with a domestic hot water recirculation system regardless of the pipe diameter; piping from the heating source to storage tank or between tanks; piping buried below grade; and all hot water pipes from the heating source to kitchen fixtures.' § 150.00)26: Water piping and cooling system line insulation. All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve.' § 150.00)2C: Water piping and cooling system line insulation. Pipe for cooling system lines must be insulated as specified in § 150.00)2A. Distribution piping for steam and h dronic heating systems or hot waters stems must meet the requirements in TABLE 120.3-A.' § 150.00)3: Insulation Protection. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation Protection. Insulation exposed to weather must be installed with a cover suitable for outdoor service. For example, protected by § 150.00)3A: aluminum, sheet metal, painted canvas, or plastic cover. The cover must be water retardant and provide shielding from solar radiation that can cause degradation of the material. § 150.00)36: Insulation Protection. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space must have a Class I or Class II vapor retarder. Gas or Propane Systems. Systems using gas or propane water heaters to serve individual dwelling units must include all of the following: a § 150.0(n)1: 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § 150.0(n)2: Recirculating Loops. Recirculating loops serving multiple dwelling units must meet the requirements of § 110.3(c)5. § 150.0(n)3: Solar Water -heating Systems. Solar water -heating systems and collectors must be certified and rated by the Solar Rating and Certification Corporation SRCC or by a listing agency that is approved by the Executive Director. Ducts and Fans Measures: § 110.8(d)3: Ducts. Insulation installed on an existing space -conditioning duct must comply with § 604.0 of the California Mechanical Code (CMC). If a contractor installs the insulation, the contractor must certify to the customer, in writing, that the insulation meets this requirement. CMC Compliance. All air -distribution system ducts and plenums must be installed, sealed, and insulated to meet the requirements of CMC §§ 601.0, 602.0, 603.0, 604.0, 605.0 and ANSIISMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Portions of supply -air and return -air ducts and plenums must be insulated to a minimum installed level of R-6.0 (or higher if required by CMC § 605.0) or a minimum installed level of R4.2 when entirely in conditioned space as confirmed through field verification and diagnostic testing § 150.0(m)1: (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts must be mechanically fastened. Openings must be sealed with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than Y, inch, the combination of mastic and either mesh or tape must be used. Building cavities, support platforms for air handlers, and plenums designed or constructed with materials other than sealed sheet metal, duct board or flexible duct must not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms must not be compressed to cause reductions in the cross-sectional area of the ducts.' Factory -Fabricated Duct Systems. Factory -fabricated duct systems must comply with applicable requirements for duct construction, § 150.0(m)2: connections, and closures; joints and seams of duct systems and their components must not be sealed with cloth back rubber adhesive duct tapes unless such tae is used in combination with mastic and draw bands. § 150.0(m)3: Field -Fabricated Duct Systems. Field -fabricated duct systems must comply with applicable requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction. § 150.0(m)7: Backdraft Dampers. All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. § 150.0(m)8: Gravity Ventilation Dampers. Gravity ventilating systems serving conditioned space must have either automatic or readily accessible, manually operated dampers in all openings to the outside, except combustion inlet and outlet air openings and elevator shaft vents. Protection of Insulation. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, and § 150.0(m)9: wind. Insulation exposed to weather must be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation must be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Porous Inner Core Flex Duct. Porous inner core flex duct must have a non -porous layer between the inner core and outer vapor barrier. Duct System Sealing and Leakage Test. When space conditioning systems use forced air duct systems to supply conditioned air to an § 150.0(m)11: occupiable space, the ducts must be sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with § 150.0 m 11 and Reference Residential Appendix RA3. Air Filtration. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal § 150.0(m)12: conditioning component, except evaporative coolers, must be provided with air filter devices that meet the design, installation, efficiency, pressure drop, and labeling requirements of § 150.0(m)12. 2016 Low -Rise Residential Mandatory Measures Summary Duct System Sizing and Air Filter Grille Sizing. Space conditioning systems that use forced air ducts to supply cooling to an occupiable space must have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the § 150.0(m)13: supply plenum. The space conditioning system must also demonstrate airflow >_ 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy :5 0.58 WICFM as confirmed by field verification and diagnostic testing, in accordance with . Reference Residential Appendix RA3.3. This applies to both single zone central forced air systems and every zone for zonally controlled central forced airs stems.' Ventilation for Indoor Air Quality. All dwelling units must meet the requirements of ASHRAE Standard 62.2. Neither window operation nor §150.0(0): continuous operation of central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing whole -building ventilation. § 150.0(o)1A: Field Verification and Diagnostic Testing. Whole -building ventilation airflow must be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3.7. Pool and Spa Systems and Equipment Measures: Certification by Manufacturers. Any pool or spa heating system or equipment must be certified to have all of the following: a thermal efficiency § 110.4(a): that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and must not use electric resistance heating.' § 110.4(b)1: Piping. Any pool or spa heating equipment must be installed with at least 36 inches of pipe between the filter and the heater, or dedicated suction and return lines, or built-in or built-up connections to allow for future solar heating. § 110.4(b)2: Covers. Outdoor pools or spas that have a heat pump or gas heater must have a cover. § 110.4(b)3: Directional inlets and time switches for pools. Pools must have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. § 110.5: Pilot Light. Natural gas pool and spa heaters must not have a continuously burning pilot light. 150.0 § (p)' Pool Systems and Equipment Installation. Residential pool systems or equipment must meet the specified requirements for pump sizing, flow rate, piping, filters, and valves.' Lighting Measures: § 110.9: Lighting Controls and Components. All lighting control devices and systems, ballasts, and luminaires must meet the applicable requirements of § 110.9.' § 110.9(e): JAB High Efficacy Light Sources. To qualify as a JAB high efficacy light source for compliance with § 150.0(k), a residential light source must be certified to the Energy Commission according to Reference Joint Appendix JAB. § 150.0(k)1A: Luminaire Efficacy. All installed luminaires must be high efficacy in accordance with TABLE 150.0-A. Blank Electrical Boxes. The number of electrical boxes that are more than 5 feet above the finished floor and do not contain a luminaire or § 150.0(k)1 B: other device must be no greater than the number of bedrooms. These electrical boxes must be served by a dimmer, vacancy sensor control, or fan speed control. Recessed Downlight Luminaires in Ceilings. Luminaires recessed into ceilings must meet all of the requirements for: insulation contact (IC) § 150.0(k)1C: labeling; air leakage; sealing; maintenance; and socket and light source as described in § 150.0(k)1C. A JA8-2016-E light source rated for elevated temperature must be installed by final inspection in all recessed downli ht luminaires in ceilings. § 150.0(k)l D: Electronic Ballasts. Ballasts for fluorescent lamps rated 13 watts or greater must be electronic and must have an output frequency no less than 20 kHz. Night Lights. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans must be rated to consume no § 150.0(k)l E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. § 150.0(k)1 F: Lighting Integral to Exhaust Fans. Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) must meet the applicable requirements of § 150.0(k).* Screw based luminaires. Screw based luminaires must not be recessed downlight luminaires in ceilings and must contain lamps that comply § 150.0(k)1G: with Reference Joint Appendix JAB. Installed lamps must be marked with "JA8-2016" or "JA8-2016-E" as specified in Reference Joint Appendix JAB.* § 150.0(k)l H: Enclosed Luminaires. Light sources installed in enclosed luminaires must be JAB compliant and must be marked with "JA8-2016-E." § 150.0(k)2A: Interior Switches and Controls. All forward phase cut dimmers used with LED light sources must comply with NEMA SSL 7A. § 150.0(k)2B: Interior Switches and Controls. Exhaust fans must be switched separately from lighting systems.' § 150.0(k)2C: Interior Switches and Controls. Luminaires must be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Interior Switches and Controls. Controls and equipment must be installed in accordance with manufacturer's instructions. § 150.0(k)2E: Interior Switches and Controls. No control must bypass a dimmer or vacancy sensor function if the control is installed to comply with 150.0(k). § 150.0(k)2F: Interior Switches and Controls. Lighting controls must comply with the applicable requirements of § 110.9. Interior Switches and Controls. An energy management control system (EMCS) may be used to comply with dimmer requirements if it: § 150.0(k)2G: functions as a dimmer according to § 110.9; meets the Installation Certificate requirements of § 130.4; meets the EMCS requirements of § 130.5(f); and meets all other requirements in § 150.0(k)2. Interior Switches and Controls. An EMCS may be used to comply with vacancy sensor requirements in § 150.0(k) if it meets all of the § 150.0(k)2H: following: it functions as a vacancy sensor according to § 110.9; the Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5(f); and all other requirements in § 150.0(k)2. § 150.0(k)21: Interior Switches and Controls. A multiscene programmable controller may be used to comply with dimmer requirements in § 150.0(k) if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. 6 . 2016 Low -Rise Residential Mandatory Measures Summary § 150.0(k)2J: Interior Switches and Controls. In bathrooms, garages, laundry rooms, and utility rooms, at least one luminaire in each of these spaces must be controlled by a vacancy sensor. § 150.0(k)2K: Interior Switches and Controls. Dimmers or vacancy sensors must control all luminaires required to have light sources compliant with Reference Joint Appendix JAB, except luminaires in closets less than 70 square feet and luminaires in hallways.* § 150.0(k)2L: Interior Switches and Controls. Undercabinet lighting must be switched separately from other lighting systems. Residential Outdoor Lighting. For single-family residential buildings, outdoor lighting permanently mounted to a residential building, or to other § 150.0(k)3A: buildings on the same lot, must meet the requirement in item § 150.0(k)3Ai (ON and OFF switch) and the requirements in either item § 150.0(k)3Aii (photocell and motion sensor) or item § 150.0(k)3Aiii (photo control and automatic time switch control, astronomical time clock, or EMCS. Residential Outdoor Lighting. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, § 150.0(k)3B: and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site must comply with either § 150.0(k)3A or with the applicable requirements in §§ 110.9, 130.0. 130.2, 130.4, 140.7 and 141.0. § 150.0(k)3C: Residential Outdoor Lighting. For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by 150.0(k)3B or § 150.0(k)3D must comply with the applicable requirements in §§ 110.9, 130.0,130.2, 130.4,140.7 and 141.0. § 150.0(k)3D: Residential Outdoor Lighting. Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site must comply with the applicable requirements in §§ 110.9, 130.0, 130.2, 130.4, 140.7, and 141.0. § 150.0(k)4: Internally illuminated address signs. Internally illuminated address signs must comply with § 140.8; or must consume no more than 5 watts of ower as determined according to § 130.0(c). § 150.0(k)5: Residential Garages for Eight or More Vehicles. Lighting for residential parking garages for eight or more vehicles must comply with the applicable requirements for nonresidential garages in §§ 110.9, 130.0, 130.1, 130.4, 140.6, and 141.0. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior § 150.0(k)6A: common area in a single building equals 20 percent or less of the floor area, permanently installed lighting for the interior common areas in that building must be high efficacy luminaires and controlled by an occupant sensor. Interior Common Areas of Low-rise Multi -Family Residential Buildings. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building must: § 150.0(k)6B: i. Comply with the applicable requirements in §§ 110.9, 130.0, 130.1, 140.6 and 141.0; and ii. Lighting installed in corridors and stairwells must be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors must be capable of turning the light fully on and off from all designed paths of ingress and egress. Solar Ready Buildings: Single Family Residences. Single family residences located in subdivisions with ten or more single family residences and where the § 110.10(a)1: application for a tentative subdivision map for the residences has been deemed complete by the enforcement agency must comply with the requirements of § 110.10 b through § 1 10.10 e . § 110.10(a)2: Low-rise Multi -family Buildings. Low-rise multi -family buildings must comply with the requirements of § 110.10(b) through § 110.10(d). Minimum Area. The solar zone must have a minimum total area as described below. The solar zone must comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area must be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for buildings with roof areas § 110.10(b)1: greater than 10,000 square feet. For single family residences the solar zone must be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone must be located on the roof or overhang of the building, or on the roof or overhang of another structure located within 250 feet of the building, or on covered parking installed with the building project, and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area.' § 110.10(b)2: Orientation. All sections of the solar zone located on steep -sloped roofs must be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: Shading. The solar zone must not contain any obstructions, including but not limited to: vents, chimneys, architectural features, and roof mounted equipment.* Shading. Any obstruction located on the roof or any other part of the building that projects above a solar zone must be located at least twice the § 110.10(b)3B: distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical lane.' § 110.10(b)4: Structural Design Loads on Construction Documents. For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load must be clearly indicated on the construction documents. Interconnection Pathways. The construction documents must indicate: a location for inverters and metering equipment and a pathway for § 110.10(c): routing of conduit from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); and a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): Documentation. A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through 1 10.10 c must be provided to the occupant. § 110.10(e)l: Main Electrical Service Panel. The main electrical service panel must have a minimum busbar rating of 200 amps. Main Electrical Service Panel. The main electrical service panel must have a reserved space to allow for the installation of a double pole circuit § 110.10(e)2: breaker for a future solar electric installation. The reserved space must be: positioned at the opposite (load) end from the input feeder location or main circuit location; and permanently marked as "For Future Solar Electric". +' PERMIT# 3l 7+0Y j BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR -CODE COMPLIANCE DATE Y 19 "/ % BY 7—/L Q Systems Plus Lumber Co. 1800 S. Barney Rd. REI Anderson, CA 96007 MAR (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels TRB AN[ systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`h Avenue Vancouver, WA 98684 Tel: (360) 449-3138 Fax: (360) 449-3953 *This engineering is valid ONLY for trusses manufactured by Systems Plus Lumber Co. * 167 2011 30CIATES ICC ES Report ESR -131 1& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBCARC 2012 SECTIONS (2303.4/R802. I Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT LAYOUT YES ❑4 NO ❑ Standard Truss Detail Title Detail tt = Int -hided Gable End 85 Wind B I Gable End 110 Wind B I A Gable End 110 Wind C IB Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 Open Face Jacks __✓ 5 _ Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 1 I ✓ Purlin Gable 12 BCSI at k ww.sheindustry.cum BCSI-Bl Summary Sheet at__www.sbcindustrv.com r�r_V1r.VVr-u Systems Plus Job Number 702-R CODE COMPLIANCE Date 317117 Revision(s) ADR 1 1 2017 rT1--71TT--iRyl'�- Customer CANNON Project RES TRB AND ASSOCIATES Location HELLTOWN RD PRIOR. TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE NOTE BCSI-B I SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES T -I% Chi 0 f` SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET, APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-Bl SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS -1-0 BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B I SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT 1S NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. JANUARY 6, 2017 1 Standard Gable End Detail MTek USA, Inc. D � 0 TypiCet _x4 L -Brace Nailed To 2x Verticals W/lod Nalts spaced 6' o.e. • Vertical Stud SECTION &B TRt7S9 DEOME7RY AND coNo 110Na SifD1YN AFE FOR 0.11/3TRATION ONLY. MI I-GE140-001 MiTak USA Inc. Page 1 of 2 Vertical Stud (4) - led WAS DIAGONAL �CE 16d Nall; Spaced e" o.c. (2) - ted Nails into 2#i �6 Stud or d`\ 2x4ND2Dfbetter Ty*w Hon,zzontal Brace Nailed To SECTION A -A 2xd tai W44) -10d Press exbfels 12 Q Varies to Common Truss PROVIDE 2x4 BLOCKING BETWEEN THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING SEEINDIVIDUAL MITEK ENGINEERING TO TRUSSES WITH (2) -10d NAILS AT EACH ENA. DRAW)NG6 FOR DESIGN CRITERIA ATTACH DIAGONAL BRACE TO BLOCKING HATH (6) - 104 NAILS. / 1k1F ! i r ( (4) - ed (0.131' X 2.6') NAILS MINIMUM, PLYWOOD B 3x4 SHEATHING TO 2x4 ST.D DFISPF BLOCK Diagonal Bracing *-L-BrachVRefer Refer to Section A -A to Sector M Roof Sheathing Diagonal braces over 6'-3" require a20 T -Brace attached to one edge. Diagonal braces over 12'-W require 2x4'1-braces -ottoched. to both edges. Fasten T and 1 braoe3'to n2now edge of web with 1 Od nails 6' D.C.. with 3' minimum and distance. Brace must cover 911% of diagonal length. OMUM WIND SPEED -440 MPH L MEAN ROOF HEIGHT � 30 FEET EGORY It BUILDING 'OSURE S or C :E 7-06. ASCE 7.02. ASCE 7-06 STUD DESIGN IS BASED ON COMPONENTS -AND CLADDING. Q%]WAAWND - VdNYdestgaP—arndms end READ ND7ES DN Thet AND XCLUDEDA97EX REFERENCE PA6660.7473 M. 160=16 6EFoRE USE DeOgn vand for use "wt(h DaieW eMneaors. TNs deegn IS be= anty uPoe parammem shoum. and Is for on M M W butdmg eampatterd, not s Met; ayNem. Before use. the butaoq deaxgrter muss verly Ina fyplxaW8ly o1 deaW-owametats end maperV mootpatme tNsdastgn.tmo me oumoo bUtdoaaesign. Bm*VbftAtedtatopxevdNbucgNgollndlNawtlruesweow04Wc rdm ff*wsQmy. Fddalonmtexnpmery and pmmonentmathtg a aluoys xoquired for atobaay and to Ire ar eedapm wkh posabla pmsoosl Ia)W andt> "ny dumega.For MooW gulaente tagerdin t dm Labrirw�,.. aorvge, detNery, erernm one ereUng of wsus vnd wss ey0arre, ase AMSiff" auottty CdWU. DS&ea and 17031IbAding Cam"aont Satgyr lntortdaUon tm0able retro Truss PMfa tndgu'4, 210N. Lee Storey Stag 312, Atmondit VA 22314. Mi {a{i•. 7777 WanbacKLano (211-11 0�/ NOTE 1. MINIMUM GRADE OF 02 MATERIAL IN THE TOP AND BOTTOM CHORDS. Max.V� NAILS x (2) -10d NAILS 2 CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND i Minimum Stud Wlnlout WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG, BRACES AT 1' y ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT L•Brace L43mco BRACE 1 f'(fSS S @ 24" O.C. BRACING OF ROOF SYSTEM. -L" 4. BRACES SPECIFIED ARE TO BE FULL LENGTH GRADES: 1x4 SRS OR 2X4 STUD OR BETTER %ATH ONE ROW OF 10d NAILS SPACED6. O.C. and Grade ) 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF OIAPHRAM AT 4'-W O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING �X,2x601AGONAL A W STUD AND A 2x4 STUD AS SHOWN WITH 166 NAILS SPACED 6" O.C. HORIZONTAL Diag.Brace - BRACE SPACED 4a -D.C. / ATTACHED TO VERTICAL WITH -16d BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST STUD, ATTACH TO VERTICAL STUDS'W+TH (4) 106 NAILS THROUGH 2x4. at 113 points if (4) NAILS AND ATTACHED / TO BLOCKING (REFER TO SECTION AA) 7, GABLE STUD DEFLECTION MEETS'OR EXCEEDS IJ240. needed %ATH (5) - 10d NAILS. S. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR . 2-M - TYPE TRUSSES. End W2II EBRACE 10. NAILS DESIGNATED tOd ARE (D. 131 'X 3") AND NAILS DESIGNATED 160 ARE (0.131` X 9.5") (SE (SE ECT SECTIO SECTIOON A -A) Diagonal braces over 6'-3" require a20 T -Brace attached to one edge. Diagonal braces over 12'-W require 2x4'1-braces -ottoched. to both edges. Fasten T and 1 braoe3'to n2now edge of web with 1 Od nails 6' D.C.. with 3' minimum and distance. Brace must cover 911% of diagonal length. OMUM WIND SPEED -440 MPH L MEAN ROOF HEIGHT � 30 FEET EGORY It BUILDING 'OSURE S or C :E 7-06. ASCE 7.02. ASCE 7-06 STUD DESIGN IS BASED ON COMPONENTS -AND CLADDING. Q%]WAAWND - VdNYdestgaP—arndms end READ ND7ES DN Thet AND XCLUDEDA97EX REFERENCE PA6660.7473 M. 160=16 6EFoRE USE DeOgn vand for use "wt(h DaieW eMneaors. TNs deegn IS be= anty uPoe parammem shoum. and Is for on M M W butdmg eampatterd, not s Met; ayNem. Before use. the butaoq deaxgrter muss verly Ina fyplxaW8ly o1 deaW-owametats end maperV mootpatme tNsdastgn.tmo me oumoo bUtdoaaesign. Bm*VbftAtedtatopxevdNbucgNgollndlNawtlruesweow04Wc rdm ff*wsQmy. Fddalonmtexnpmery and pmmonentmathtg a aluoys xoquired for atobaay and to Ire ar eedapm wkh posabla pmsoosl Ia)W andt> "ny dumega.For MooW gulaente tagerdin t dm Labrirw�,.. aorvge, detNery, erernm one ereUng of wsus vnd wss ey0arre, ase AMSiff" auottty CdWU. DS&ea and 17031IbAding Cam"aont Satgyr lntortdaUon tm0able retro Truss PMfa tndgu'4, 210N. Lee Storey Stag 312, Atmondit VA 22314. Mi {a{i•. 7777 WanbacKLano i r 2 DIAGONAL i Minimum Stud Wlnlout xA 4 DIAGONAL 1 2z BRACES AT Stud sae Spacing ar3C0 L•Brace L43mco BRACE 1/3 POINTS l Species and Grade ) Maximum Stud Length ' 20 DFISPF Std/SW ;12' O.C. 13-10-1 3.11-T _ 5-7-2 7-6-2 11.6.4 2x4 DFISPF SId/Swd 16' O.C. 1 3.3-14 ? 3-5.1 410.2 t 6-7.13 9 11-11 20 DFISPF SIdSwd 124' O.C. 2.6-81 2-M 3-11.7 5-5-2 i B-1-12 Diagonal braces over 6'-3" require a20 T -Brace attached to one edge. Diagonal braces over 12'-W require 2x4'1-braces -ottoched. to both edges. Fasten T and 1 braoe3'to n2now edge of web with 1 Od nails 6' D.C.. with 3' minimum and distance. Brace must cover 911% of diagonal length. OMUM WIND SPEED -440 MPH L MEAN ROOF HEIGHT � 30 FEET EGORY It BUILDING 'OSURE S or C :E 7-06. ASCE 7.02. ASCE 7-06 STUD DESIGN IS BASED ON COMPONENTS -AND CLADDING. Q%]WAAWND - VdNYdestgaP—arndms end READ ND7ES DN Thet AND XCLUDEDA97EX REFERENCE PA6660.7473 M. 160=16 6EFoRE USE DeOgn vand for use "wt(h DaieW eMneaors. TNs deegn IS be= anty uPoe parammem shoum. and Is for on M M W butdmg eampatterd, not s Met; ayNem. Before use. the butaoq deaxgrter muss verly Ina fyplxaW8ly o1 deaW-owametats end maperV mootpatme tNsdastgn.tmo me oumoo bUtdoaaesign. Bm*VbftAtedtatopxevdNbucgNgollndlNawtlruesweow04Wc rdm ff*wsQmy. Fddalonmtexnpmery and pmmonentmathtg a aluoys xoquired for atobaay and to Ire ar eedapm wkh posabla pmsoosl Ia)W andt> "ny dumega.For MooW gulaente tagerdin t dm Labrirw�,.. aorvge, detNery, erernm one ereUng of wsus vnd wss ey0arre, ase AMSiff" auottty CdWU. DS&ea and 17031IbAding Cam"aont Satgyr lntortdaUon tm0able retro Truss PMfa tndgu'4, 210N. Lee Storey Stag 312, Atmondit VA 22314. Mi {a{i•. 7777 WanbacKLano AUGUST 1, 2016 I CONVENTIONAL VALLEY FRAMING DETAIL } MTI-VALLEY1 �n= ® �� oo MITek USA. Inc, MITek USA, Inc. e RIDGE BOARD GABLE END, COMMON TRUSS (SEE NOTE p6) OR GIRDER TRUSS A.MDaa Aff"t / P I72 m nti ne�nnn�r, POST SHALL BE LOCATED ON SHEATHING ABOVE THE TOP CHORD OF EACH TRUSS. PLAN DRAWf`NG TRUSS TYPICAL POST (24' O.C. ) (SEENOTE&8) GABLE EN.0TRUSS OR GIRDER TRUSS PLAN SECTIONI - ` TRUSS MUST BE SHEATHED ZENERALSPEC4111CATIONIS.. . 1. WITH BASE TRUSSES ERECTED ((NSTALLED). APPLY SHEATHING TO TOP -CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING ALEVEL STRING FROM THE INTERSECTING RIDGE OF THE (IL) GABLE END, (b.) GIRDER TRUSS OR (c.)'COMMON TRUSS TO -THE ROOF SHEATHING. 4. INSTALL2 x4 VALLEY PLATES. FASTEN'TO EACH SUPPORTING TRUSS WITH ( 2) 16d (0.131'X 3.5") NAILS. 5. SET 2 x 6 02 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48' O.C.. SEVEL.BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4)100:(0.131' X 3").NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (0.131' X 3'1 TOENAILS. 6. FRAME VALLEY RAFTERS FROM 'VAITEY'PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24' O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH '(3 ) 16d (0.131' X 3Sq TOE•NA1LS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 18d (0.131' X 3,6') TOE -NAILS.. T. SUPPORT THE'VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS INA STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4)40d (0.131• X 3 ) NAILS: FASTEN POST THROUGH SHEATHINGTO SUPPORTING TRUSS WXTIi (2) 16d (0.131' X 3S-) NAILS. 8. POSTS SHALL BE 2 x4 92'OR BETTER SPRUCE PINE FIR. DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4'b FASTENED TOGETHER WITH 2 ROWS.OF I0d (0.131• X 37 NAILS'6" O.C.. NOTE: ' W O.C.. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD - 15 PSF (MAX) D.O.L. INC - 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10115 MPH (MWFRS) i, �,.=:'4r.1"x•:37•#S' ', �WMAR18N0•Vafydoagnpm--l—atd READ NOTES O.VrKS ANDfNCLUDED ROM REFERENCE PATE Uffun-10=' 5SEF0RE.USF _ DeStpluoW tm use any wbn ulTet*cwUx.CU ro. TNS design Is baud omy Upon Parameters saa� end Is Por an indNlduel budtling conpowt, nd e s truss symem. Before use. gte bundtrp deapner moat vedy the epptteW6ry m a9Mpn Oarenrotefa and PIG" 6tcoiparam tbR design tMo Ne oveme ¢ dQng oea;gn. &sting ba$6mW k 10 Pmvan W"IV DI hft& V lrU" web endmr MWd nmmbM Qtly. /d"lonalttdry»,;ery and Pammrmnl � p "Tell hmya fequlred iw gebely enUbptevwd coligoob.yel�posglbh parSem{bQUry Otq ptaPmtY demaga. Forgenpel q�dmnm Rgatdhgfor IVFSI Y+. teWlraiion, nOnigo. del6vy. tseakn and txadng of W eua end twee 6yaem, see ANSUIPn Gaalhy Ctliapa, 180-0g and BCCI BuUdMg Component nn DmenoaSR Leve SaflMy Information awdade bom Twsti Wa1a InWnm.218 N.lea BUoei, Gula 312 Alasens;in, VA 2?.174. .A. 1. -- --- ------------ PLAN SECTIONI - ` TRUSS MUST BE SHEATHED ZENERALSPEC4111CATIONIS.. . 1. WITH BASE TRUSSES ERECTED ((NSTALLED). APPLY SHEATHING TO TOP -CHORD OF SUPPORTING (BASE) TRUSSES. 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. 3. DEFINE VALLEY RIDGE BY RUNNING ALEVEL STRING FROM THE INTERSECTING RIDGE OF THE (IL) GABLE END, (b.) GIRDER TRUSS OR (c.)'COMMON TRUSS TO -THE ROOF SHEATHING. 4. INSTALL2 x4 VALLEY PLATES. FASTEN'TO EACH SUPPORTING TRUSS WITH ( 2) 16d (0.131'X 3.5") NAILS. 5. SET 2 x 6 02 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48' O.C.. SEVEL.BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4)100:(0.131' X 3").NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (0.131' X 3'1 TOENAILS. 6. FRAME VALLEY RAFTERS FROM 'VAITEY'PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24' O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH '(3 ) 16d (0.131' X 3Sq TOE•NA1LS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 18d (0.131' X 3,6') TOE -NAILS.. T. SUPPORT THE'VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS INA STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4)40d (0.131• X 3 ) NAILS: FASTEN POST THROUGH SHEATHINGTO SUPPORTING TRUSS WXTIi (2) 16d (0.131' X 3S-) NAILS. 8. POSTS SHALL BE 2 x4 92'OR BETTER SPRUCE PINE FIR. DOUG FIR LARCH OR SOUTHERN PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4'b FASTENED TOGETHER WITH 2 ROWS.OF I0d (0.131• X 37 NAILS'6" O.C.. NOTE: ' W O.C.. MAXIMUM POST SPACING LIVE LOAD = 30 PSF (MAX) DEAD LOAD - 15 PSF (MAX) D.O.L. INC - 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MWFRS) ASCE7-10115 MPH (MWFRS) i, �,.=:'4r.1"x•:37•#S' ', �WMAR18N0•Vafydoagnpm--l—atd READ NOTES O.VrKS ANDfNCLUDED ROM REFERENCE PATE Uffun-10=' 5SEF0RE.USF _ DeStpluoW tm use any wbn ulTet*cwUx.CU ro. TNS design Is baud omy Upon Parameters saa� end Is Por an indNlduel budtling conpowt, nd e s truss symem. Before use. gte bundtrp deapner moat vedy the epptteW6ry m a9Mpn Oarenrotefa and PIG" 6tcoiparam tbR design tMo Ne oveme ¢ dQng oea;gn. &sting ba$6mW k 10 Pmvan W"IV DI hft& V lrU" web endmr MWd nmmbM Qtly. /d"lonalttdry»,;ery and Pammrmnl � p "Tell hmya fequlred iw gebely enUbptevwd coligoob.yel�posglbh parSem{bQUry Otq ptaPmtY demaga. Forgenpel q�dmnm Rgatdhgfor IVFSI Y+. teWlraiion, nOnigo. del6vy. tseakn and txadng of W eua end twee 6yaem, see ANSUIPn Gaalhy Ctliapa, 180-0g and BCCI BuUdMg Component nn DmenoaSR Leve SaflMy Information awdade bom Twsti Wa1a InWnm.218 N.lea BUoei, Gula 312 Alasens;in, VA 2?.174. .A. 1. March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE ® M7ek USA, Inc. Page 1 of 1 Note: T -Bracing / I -Bracing to be used when continuous lateral bracing o ao is impractical. T -Brace / I -Brace must cover 90% of web length. �l l Note: This detall NOT to be used to convert T -Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8. O.C. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) r WEB Nails k A SPACING A- k T•BRACE Nails /Section Detail T -Brace Web Nails Web ► I -Brace Nails/ FEB 0 9 2017 T -Brace / I -Brace must be same species and grade (or better) as web member. () NOTE:'If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Brace/I Brace .- aa. �'',....S:rr� '.ii5£., �%p.,ry%g�:: ;:,i]•;:.,.:_zGi'a�'.`..n`^-r:�.�... _,.•,� �Y^^a . �:.Y['lsxhk.n.-':a,.,_. d�. •!ater.?t;r; vrr[I:e =ar•., ry.:...yao�y ...: M:L,c?`.• df...........' 7_tn, ...y7 1....., a..':� ir. .. �S:.fFL:r: �'rf:;:.... , . >SP.rc...a raT�,aa: rlr, ,. Ce9gn-volia for use only wtin MiTe: connectors. This design is based only upon porometers shown, area k torch indnitludl ba]dirg ccmpone.^.I. Applicability of design paromenten and proper Incorporation of component Is responsibility or building designer • not rruss designer. Bracingshown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibil6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of trio budding designer. For general guidance regarding fobtication, quality conhol, storage, delivery, erection and bracing. consult ANSI/TPIT Quality Criteria. VSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 O'Onotrio 0&e. Madison. WI 53719. , 7777 Greenback Ln. Suhelt 109 Citrus Heights. Ca. 95610 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size i 2 I 2x3 or 2x4 1 x4 ('} T -Brace 1 x4 (') I -Brace 2x6 1x6 ('j'T-Brace 2x6 ]-Brace 2x8 2x8 T -Brace 2x81 -Brace FEB 0 9 2017 T -Brace / I -Brace must be same species and grade (or better) as web member. () NOTE:'If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Brace/I Brace .- aa. �'',....S:rr� '.ii5£., �%p.,ry%g�:: ;:,i]•;:.,.:_zGi'a�'.`..n`^-r:�.�... _,.•,� �Y^^a . �:.Y['lsxhk.n.-':a,.,_. d�. •!ater.?t;r; vrr[I:e =ar•., ry.:...yao�y ...: M:L,c?`.• df...........' 7_tn, ...y7 1....., a..':� ir. .. �S:.fFL:r: �'rf:;:.... , . >SP.rc...a raT�,aa: rlr, ,. Ce9gn-volia for use only wtin MiTe: connectors. This design is based only upon porometers shown, area k torch indnitludl ba]dirg ccmpone.^.I. Applicability of design paromenten and proper Incorporation of component Is responsibility or building designer • not rruss designer. Bracingshown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibil6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of trio budding designer. For general guidance regarding fobtication, quality conhol, storage, delivery, erection and bracing. consult ANSI/TPIT Quality Criteria. VSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 O'Onotrio 0&e. Madison. WI 53719. , 7777 Greenback Ln. Suhelt 109 Citrus Heights. Ca. 95610 Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T -Brace 2x4 I -Brace ' 2x6 2x6 T -Brace 2x6 I -Brace 2x8 2x8 T -Brace 0„0 1 Q..,..., FEB 0 9 2017 T -Brace / I -Brace must be same species and grade (or better) as web member. () NOTE:'If SP webs are used in the truss, 1x4 or 1x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1X bracing material, use IND 55 for T-Brace/I Brace .- aa. �'',....S:rr� '.ii5£., �%p.,ry%g�:: ;:,i]•;:.,.:_zGi'a�'.`..n`^-r:�.�... _,.•,� �Y^^a . �:.Y['lsxhk.n.-':a,.,_. d�. •!ater.?t;r; vrr[I:e =ar•., ry.:...yao�y ...: M:L,c?`.• df...........' 7_tn, ...y7 1....., a..':� ir. .. �S:.fFL:r: �'rf:;:.... , . >SP.rc...a raT�,aa: rlr, ,. Ce9gn-volia for use only wtin MiTe: connectors. This design is based only upon porometers shown, area k torch indnitludl ba]dirg ccmpone.^.I. Applicability of design paromenten and proper Incorporation of component Is responsibility or building designer • not rruss designer. Bracingshown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction h the responsibil6ty of the erector. Additional permanent bracing of the overall structure is the responsibility of trio budding designer. For general guidance regarding fobtication, quality conhol, storage, delivery, erection and bracing. consult ANSI/TPIT Quality Criteria. VSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 O'Onotrio 0&e. Madison. WI 53719. , 7777 Greenback Ln. Suhelt 109 Citrus Heights. Ca. 95610 JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE Mirek usA. Inc. Page 1 of 1 O 00 O DO ' MiTek USA, Inc. Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" D.C. 2x4, 6, or 8 16d 8" D.C. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) IWEB Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows -of Lateral Bracing Web Size 1 2 Nails 2x3 or 2x4 1x4 Section Detail <- L -Brace 2x6 1x6 Rows of Lateral Bracing Web Size 2x8 2x8 20 or 2x4 2x4 DIRECT SUBSTITUTION NOT APLICABLE. SPACING 2x6 k Ar k i L -BRACE, L -Brace must be same species grade (or better) as web member. L -Brace Size Section Detail <- L -Brace Web Rows of Lateral Bracing L -Brace must be same species grade (or better) as web member. I k t a`t PxR 12-3.1.,a; •r .,i' .i:4F,D.:al •q:a srt.E[•ia nrcr.•rua?_,. rat b.'$icJ:.. .... 3k+ 9:1815<;A:9 - Design vofid !a! use eMy A!h MITek cennec!ors. ins designis based en;y upon paromwen snow.^.. ono 3 !a, cM .1.C:M ;oi busimq _:r•.;paneni. � Applicability of design paromenters and proper incorporation of component Is responsibDity of building designer -not truss designer. e.•ocing shown Is for lateral support of individual web memhers only. AdtAllonal Temporary bracing to Insure stab!6ly during construction is'!he responsioilbty of the {• erector. Additional permanent brocing of, the overall structure is the resporwbillry of the bu7ding designer, for general guidance regarding - '-_reenba. ewrcck.,:r: e# 10B Ln. Sidl !obrication, quality conliol, storage, derwary. erectiomand bracing, consult ANSI/TPI9 Quality Criteria. DSB•B9 and BCS11 Building Component 7777 eG Sa feN Bdormatlon available from Truss Plate Instihrte, 583 D'Onofrfo Drive. Madison, w! 53719. Virus NBighta, Ce.. Suit L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 20 or 2x4 2x4 2x6 2x6 "" I 2x8 2x8 _ "--- -'DIRECT SUBSTtTUTION.NOT APLICABLE. I k t a`t PxR 12-3.1.,a; •r .,i' .i:4F,D.:al •q:a srt.E[•ia nrcr.•rua?_,. rat b.'$icJ:.. .... 3k+ 9:1815<;A:9 - Design vofid !a! use eMy A!h MITek cennec!ors. ins designis based en;y upon paromwen snow.^.. ono 3 !a, cM .1.C:M ;oi busimq _:r•.;paneni. � Applicability of design paromenters and proper incorporation of component Is responsibDity of building designer -not truss designer. e.•ocing shown Is for lateral support of individual web memhers only. AdtAllonal Temporary bracing to Insure stab!6ly during construction is'!he responsioilbty of the {• erector. Additional permanent brocing of, the overall structure is the resporwbillry of the bu7ding designer, for general guidance regarding - '-_reenba. ewrcck.,:r: e# 10B Ln. Sidl !obrication, quality conliol, storage, derwary. erectiomand bracing, consult ANSI/TPI9 Quality Criteria. DSB•B9 and BCS11 Building Component 7777 eG Sa feN Bdormatlon available from Truss Plate Instihrte, 583 D'Onofrfo Drive. Madison, w! 53719. Virus NBighta, Ce.. Suit JANUARY 1, 2009 SCAB -BRACE DETAIL' ST - SCAB -BRACE �0 ® MTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous �� V f—�0 lateral bracing at midpoint (or T -Brace) is impractical Scab must cover full length of web +/- 6", MiTek USA, Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. - APPLY 2x SCAB TO ONE FACE OF WEB WITH 2 ROWS OF 10d (3" X 0.131") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND SPECIES (OR BETTER) AS THE WEB. MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" .- SCAB BRACE 2x4 MINIMUM WEB SIZE MINIMUM WEB GRADE OF #3 Nails Section Detail Scab -Brace Web ticr`f!.; ( F'64..4) � Scab -Brace must be same species grade (or better) as web member. �' \ Sit ,.rt:v:;.,. .. _a rc:Fg:: :,xrume+,;.:?F,dA,ry':::Y(:1....,.,..,.,4c:.ri:r.r;•r`:..:':d;:::.!¢'ai".°RAfi}.1:!t]N;r.'y':r.;,r7::,.-c;xitn ;:YA'. .�-...�...... ,.-�.. 1 Design vofd !or use only with N%Iek connectors. this design is based only upon parameters shown. and b for on individual buldfrtg component. Applicability at design paromenten and proper incorporation of component is responsibi3'iy of building Designer- not truss designer. Bracing shown is for lateral support of indiAdual web members only. Additional temporary bracing to insure stability during conshuction is the responsibB4y of the erector. Addillonal permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardng -- - - fabrication, quality control, storage. delivery, erection and bracing. consul ANSUSPII Quality Criteria, OSS -89 and BCSII Building Component 7777 Greenback Ln. SuBeM 108 Safety hdormallon areenoa available from Truss Plate tnslhute, 583 D'Onofrfo1Xhre. Madison, wt 53719. I Citrus eenba Co. 95610 38-00-00 ROOF TRUSS LAYOUT SCALE: NTS MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1701-012 Fax 916/676-1909 ` CANNON The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R49903294 thru R49903327 - My license renewal date for the state of California is March 31, 2018. Q\kOFESS/p,� . TEOpO q��y C75 35 c m * EXP. 03/3112018 *. s'T9T C10. F � March 6,2017 Teodosescu, Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply CANNON AA -AB= -1460/1694, AB -AD= -1260/1473, AD -AE= -1096/1287, AE-AF=705/812, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 849903294 1701-012 A01D GABLE 1 2 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(CT)-0.02BD-BF >999 180 EXP. 03/31/2018 BCLL 0.0 Job Reference (optional) �YI l!b rico u!nluar w, wmerson, I'm tf.luu s ,Ian 9 zut / MI I eK Industries, Inc. Mon Mar 06 17:06:03 2017 Page 1 ID:zAyKUfWYZ4LRYzkDQVZalTzIaPZ-bQlcWjIHOgahOj5D-K27PulxgfDxB nBWM3RJ3zdaOY 5 9-8.0 12-9-3 14.4 1922 23.8-0 28-4-0 32-11-14 38-0-0 66-5 3-1-11 3-1-3 -0-1 4-8-0 48-0 4-8-0 4-7-14 5-0-2 tt • 8X8 7� ,:=M j w • r �u ,��as'l.� t�� 6■ BH BG BF BD BC BB BA AZ AY AX AW AV AU BI 4x8 II BE 3x4 = 4x8 = 2x8 II 4x8 II 3x6 = 4x8 II 4x8 II 7x8 = 4x8 V AH ,. 4x5 11 BT US 11 4x5 11 4X4 802 Scale c 1:83.5 AQ AO 2�0-0 I 9-1-11 9- -0 14-4-0 19-0-0 231-0 28-0-0 32-11-14 38-0-0 1 2-0-0 7-7-11 0 -5 4-8-0 4-8-0 4-8-0 'f- 4-7-14 5-0-2 Plate Offsets (X,Y)- [G:0-2-0,0-0-4], [L:0-1-14,0-0-0], [L:0-4-0,0-2-8], [Q:0-2-0,0-0-8], [W:0-1-9,Edge], [AC:0-1-13,Edge], [AH:0-2-0,0-0-8], [AN:0-6-0,0-3-0], [BD:04-0,0-1-12], ICE:0-1-12 0-0-01 AA -AB= -1460/1694, AB -AD= -1260/1473, AD -AE= -1096/1287, AE-AF=705/812, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 BD -BF >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.35 Vert(CT)-0.02BD-BF >999 180 EXP. 03/31/2018 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(CT) 0.01 AO n/a n/a AP -BT= -3621384, BR -BT= -376/398, BP -BR= -371/393, AN -BP= -383/406, V -BU= -1874/1737,• BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH CQ -CS= -730/729, N -CQ= -730/729, 1-80=-1147/1164, BH -BI= -961/924, B -BI= -964/935, Weight: 840 Ib FT = 20% LUMBER- March 6,2017 BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2X4 OF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Z -AO: 2X4 OF Stud/Std G JOINTS 1 Brace at Jt(s): BL, BR, BS, BW, BX, CB, CG, CK, CL, CN, CO, CR, WEBS 2X4 OF Stud/Std G *Except* CS, CT, CU V-AU,B-BD,N-AU: 2X4 OF No.1&Btr G OTHERS 2X4 OF Stud/Std G *Except* S-BJ,Q-BN: 2X4 OF No.t&Btr G REACTIONS. All bearings 26-4-0. (lb) - Max Horz 81-1=137(1_C 30) Max Uplift All uplift 100 Ib or less at joint(s) AT, AR, AS, 88, BA, AX, AW except 81-1=906(1_C 19), AO=-1636(LC 22), AV=-189(LC 22), AU=-482(LC 35), AP=-204(LC 30), AZ=-122(LC 28), BD=891(LC 27), AQ=740(1_C 22), BG=-336(LC 40), BF=180(1_C 27), BC=-136(LC 39), AY=389(LC 41) Max Grav All reactions 250 Ib or less at joint(s) AT, AZ, AR, AS, BC, B8, BA, AX, AW except BH=992(LC 36), AO=1846(LC 39), AO=902(LC 1), AV=278(LC 39), AU=378(LC 22), AP=499(LC 39), BD=1024(LC 40), AQ=614(LC 41), BG=260(LC 27), BF=438(LC 43), AY=421(LC 22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1207/1151, C -D=-928/908, D -E=716/740, E -G=-533/563, G -H=-306/358 I -J= -934/1012,J -L=-819/903, L -M=-596/697, M -N=-520/631, N -O=-983/1105, O -P=-781/924, P -Q=-568/730, Q -R=-413/573, R -S=-305/477, S -T=-239/412, T -U=-1281349, U -V=-310/432, V -X=-1970/2262, X -Y=1653/1913, Y -Z=-1347/1580, Z -AA= -1579/1821, AA -AB= -1460/1694, AB -AD= -1260/1473, AD -AE= -1096/1287, AE-AF=705/812, AF -AG= -551/641, AG -AH= -359/425 BOT CHORD BF -BG= -371/372, BD -BF= -1072/1073, BC -BD= -152/254, BB -BC= -275/386, BA -BB= -440/551, OQp,OFESS/CN �F2 AZ -BA= -563/675, AY -AZ= -366/477, AX -AY= -328/440, AW -AX= -220/307, AV -AW= -310/422, Q� TEODO AU -AV= -402/513, AT -AU= -1538/1521, AS -AT= -1446/1430, AR -AS= -1332/1315, Q� s1� � J N AQ -AR= -1167/1150, AP -AQ= -998/985, AO-AP=1069/1046, AN -AO= -1860/1712, Z o C 75435 m Z -AN= -801/774, AM -AN= -1286/1250, AL -AM= -927/886, AK -AL= -7571716, AJ -AK= -710/673, W C M AI -AJ= -568/547, AH -AI= -393/381 WEBS AV -BN= -262/198, AE -AK= -99/255, AN -B0=-537/228, BM -BO= -537/240, AE -BM= -551/240, EXP. 03/31/2018 AP -CN= -330/328, CM -CN= -330/328, V -CM= -331/328, AU -BK= -1650/1786, BJ-BK=985/1068, yr BJ -BX= -1716/1862, BW -BX= -1748/1894, BV -BW= -168311822, V -BV= -1222/1326, AP -BT= -3621384, BR -BT= -376/398, BP -BR= -371/393, AN -BP= -383/406, V -BU= -1874/1737,• BS -BU= -1850/1716, BQ-BS=-1833/1701, AN-BQ=-1487/1380, AZ -CS= -730/729, CQ -CS= -730/729, N -CQ= -730/729, 1-80=-1147/1164, BH -BI= -961/924, B -BI= -964/935, B -BY= -1108/1196, BY-BZ=1057/1147, BZ -CA= -1050/1139, CA -CB= -106211150, March 6,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or Word members only. Additional temporary and permanent bracing iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fy� fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI'I 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 his, CA 95610 Job Truss Type Qty Ply CANNON ]Truss 849903294 1701-012 A01D GABLE 1 Job Reference (optional) aysrcros nus LUMUU1 �U, rvruersvn, um - 5.1Uu s Jan 9 2017 MITek Industries, Inc. Mon Mar 06 17:06:04 2017 Page, 2 NOTES- (14) I D:zAyKUfWYZ4LRYzkDQVZaITziaPZ-3cs_j3mvnziYdsgPY2ZMx6H6a3ZAwR 1 KIOp_NzdaOX 1) 2 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member B -BD 2x4 - 1 row at 0-3-0 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 (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 10) A plate rating reduction of 20% has been applied for, the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) AT, AR, AS, BE, BA, AX, AW except (jt=1b) BH=906, AO=1636, AV=189, AU=482, AP=204, AZ=122, BD=891, AQ=740, BG=336, BF=180, BC=136, AY=389. 12) This truss has been designed for a total drag load of 4700 Ib: Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 38-0-0 for 123.7 plf. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1:5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING * Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10MV2015 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 WN, a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Witting design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire 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 ANSIITPII 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. c"am Ino Job Truss Truss Type Qty Ply CANNON CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R49903295 1701-012 A01DD GABLE 1 BC 0.29 Vert(CT)-0.02BD-BF >999 180 OTHERS BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) -0.01 AO n/a n/a Jab Reference (optional) �r�r�rrr� �� ruiueiaui4 i.ra ts.iuu s Jan v zui I MI IeK Inausines, Inc. Mon Mar ub 1 /:ub:19 zUl t Page 1 I D:zAyKUfWYZ4LRYzkDQVZalTziaPZ-7VGftBxJFabQwAKlwhKu2GPgT6hgxEBYCrxHt7zda01 i 6b-5 9-8-0 L2_9-3 14-4 19-0-0 23-8-0 28.4-0 32-11-14 38-0-0 11 -6-1 4-8-0 4$-0 4-8-0 4-7-14 5-0-2 3x4 I I 5x6 = 5.00 12 3x4 Q S c T BH BG BF BD BC BB BA AZ AY .4X AW AV AU BI 4x8 II BE 3x4 = 4x8 = 4x8 II 3x6 = 4x8 II 4x8 II 7x8 = U 4x8 I. . . ANBR AM AL AKAJ At 3x5 .. AO 04 11 BT' U6 11 4X4 11 4Y4 = 8x12 Scale = 1:83.5 -0-0 9-7-11 9-8-0 144-0 19-0-0 23-8-0 284-0 32-11-14 38-0-0 -7-11 0 -5 4-8-0 4-8-0 4.8A + 4$-0 4-7-14 5-0-2 Plate Offsets (X,Y)- [G:0-2-0,0-0-4], [L:0-1-14,0-0-0], [L:0-4-0,0-2-8], [Q:0-2-0,0-0-8], [W:0.1-9,Edge], [AC:0.1-13,Edge], [AH:0-2-0,0-0-8], [AN:D-6-0,0-3-0], [BD:0-4-0,0-1-12], [CE:0-1-12 0-0-4) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.01 BD -BF >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(CT)-0.02BD-BF >999 180 OTHERS BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(CT) -0.01 AO n/a n/a EXP. 03131/2018 BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH (lb) - Max Horz 1311-137(LC 30) Weight: 840 Ib FT = 20% LUMBER- BRACING - P -Q=-433/595, Q -R=-312/471, R -S=-228/400, S -T=180/352, T -U=-98/349, U -V=234/360, TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Z -AO: 2X4 OF Stud/Std G JOINTS 1 Brace at Jt(s): BL, BR, BS, BW, BX, CB, CG, CK, CL, CN, CO, CR, WEBS 2X4 OF Stud/Std G *Except* CS, CT, CU ��' Q iEOt) V-AU,B-BD,N-AU: 2X4 OF No.1 &Btr G 1 J OTHERS 2X4 OF Stud/Std G *Except* CM-CN=264/261, V-CM=264/262, AU -BK= -1277/1413, BJ -BK= -763/845, BJ-BX=1328/1474, W G M S-BJ,Q-BN: 2X4 DF No.t&Btr G EXP. 03131/2018 REACTIONS. All bearings 26-4-0. BQ-BS=-1465/1334, AN-BQ=-1188/1081, AZ -CS= -565/565, CQ -CS= -565/565, N -CQ= -565/565, (lb) - Max Horz 1311-137(LC 30) I -BD= -887/904, BH -BI= -749/712, B-81=748/719, B -BY= -8561944, BY-BZ=818/908, Max Uplift All uplift 100 Ib or less at joint(s) AT, AR, AS, BB, BA, AX, AW except FOFCAU� BD -CE= -745/845, I -CF= -846/867, CF -CG= -888/912, CG-CH=890/913, CH -CI= -856/880, BH=693(LC 19), AO=-1311(LC 22), AV=-147(LC 22), AU=-390(LC 35), AP=-152(LC AZ -CI= -885/908, N -CJ= -701/709, CJ -CK= -941/953, CK -CL= -921/932, BN -CL= -916/929, 30), AZ=-105(LC 28), BD=693(1_C 27), AQ=-592(LC 22), BG=277(LC 40), March 6,2017 BF=167(LC 27), BC=117(LC 39), AY=297(LC 41) Max Grav All reactions 250 Ib or less at joint(s) AV, AT, AZ, AR, AS, BG, BC, BB, BA, AX, AW except BH=780(LC 36), AO=1521(LC 39), AO=902(LC 1), AU=286(LC 22), AP=477(LC 3), BD=826(LC 40), AQ=465(LC 41), BF=438(LC 43), AY=329(LC 22) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-951/896, C -D=-727/708, D -E=-562/581, E -G=-431/448, G -H=-241!293, I -J=-726/795 J -L=-632/715, L -M=-456/557, M -N=-397/507, N-0=-758/880, O -P=-5991742, P -Q=-433/595, Q -R=-312/471, R -S=-228/400, S -T=180/352, T -U=-98/349, U -V=234/360, V -X=-1549/1841, X -Y=-1311/1571, Y -Z=-1073/1307, Z -AA= -1264/1505, AA -AB= -1176/1409, AB -AD= -1023/1237, AD -AE= -899/1090, AE -AF= -559/667, AF-AG=444/534, AG -AH= -300/366 BOT CHORD BF -BG= -316/317, BD -BF= -853/854, BB -BC= -225/337, BA -BB= -352/463, AZ -BA= -446/558, AY -AZ= -303/414, AX -AY= -274/386, AW -AX= -220/284, AV -AW= -261/372, AU -AV= -331/442, AT -AU= -1238/1221, AS -AT= -1168/1151, AR -AS= -1080/1063, AQ-AR=954/937, OQROFESS/pN 9lt�,y AP -AQ= -824/811, AO-AP=849/826, AN -A0=-1527/1379, Z -AN= -647/621, AM-AN=1025/988, ��' Q iEOt) AL -AM= -750/709, AK-AL=619/579, AJ-AK=581/544, AI-AJ=472/434, AWAI=338/320 1 J WEBS AE -AK= -97/255, AN -BO= -537/222, BM -B0=537/231, AE -BM= -551/232, AP -CN= -264/261, N y o n m C 75435 CM-CN=264/261, V-CM=264/262, AU -BK= -1277/1413, BJ -BK= -763/845, BJ-BX=1328/1474, W G M BW -BX= -1353/1499, BV -BW= -1303/1443, V-BV=945/1048, AP -BT= -308/330, BR -BT= -317/340, EXP. 03131/2018 BP -BR= -313/335, AWBP=323/345, V-BU=1497/1360, BS -BU= -1477/1342, yt BQ-BS=-1465/1334, AN-BQ=-1188/1081, AZ -CS= -565/565, CQ -CS= -565/565, N -CQ= -565/565, I -BD= -887/904, BH -BI= -749/712, B-81=748/719, B -BY= -8561944, BY-BZ=818/908, BZ -CA= -813/902, CA -CB= -821/909, CB -CC= -824/913, CC -CD= -822/914, CD -CE= -841/934, FOFCAU� BD -CE= -745/845, I -CF= -846/867, CF -CG= -888/912, CG-CH=890/913, CH -CI= -856/880, AZ -CI= -885/908, N -CJ= -701/709, CJ -CK= -941/953, CK -CL= -921/932, BN -CL= -916/929, AU -BN= -894/902, Y-BQ=-325/357, AQ -BV= -547/498, BF-CA=323/236, AY -CJ= -318/314 March 6,2017 WARNING • Varo design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. r Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall /1iT®k, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply CANNON 1701-012 A01DD GABLE 849903295 Job Reference (optional) Jyslems MUS LUn1Def Lo, Anaerson, GA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:20 2017 Page 2 ID:zAyKUf WYZ4LRYzkDQVZalTz1aPZ-bhq 14XyxOujHYKvUUPr7bUyrDW1 vghRhQVhrPazdaOH NOTES- (14) 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member B -BD 2x4 - 1 row at 0-3-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) AT, AR, AS, BB, BA, AX, AW except (jt=1b) BH=693, AO=1311, AV=147, AU=390, AP=152, AZ=105, BD=693, AQ=592, BG=277, BF=167, BC=117, AY=297. 12) This truss has been designed for a total drag load of 3600 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 38-0-0 for 94.7 plf. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. WARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE rA1I-7473 rev. 10/03/201 S 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 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 ANS1fTPt1 quality Criteria,DSB-09 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1.99. Job Truss Truss Type Qty Ply CANNON LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins. BOT CHORD 2X4 OF No.1&Btf G 'Except' BOT CHORD 849903296 1701-012 A02 ROOF SPECIAL 2 1 Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [bB __ REACTIONS. (Ib/size) Y=1327/0-10-0, 0=2019/0-10-0 Job Reference (optional) �Y- ... �� _� ��_�� i,n a. I VV s Jan tt zui / MI1 eK Industries, Inc. mon mar Ub 1 /:Ub:ZI ZUI / Nage 1 I D: zAyKU1 W YZ4 L RYzkD QVZarrzla PZ-4tN P I tzZn Cr7AUTh26 M M7 hUOdvN_P3 Pqf 900xOzd a OG 6-6-5 72 11.8-10 12-9- 16-6-0 1 19-0-0 21-6-0 25.6.0 25-7-2 32-0-0 34-2-0 38-0-0 6 6-5 0-7. 4 4E-7 0- 3-8-13 2E-0 ' 2$•0 0 0-i'-2 64-1 2-2-0 3-10 0 5x6 = 5.00 12 3x4 F 3x4 Z Y X W v— T _ O AR P O 2x4 I I 3x4 II 4x5 = 4x8 = 4x8 = 4x8 = 4x6 = 4x4 II 2x8 = 4x4 = 4x12 = Scale = 1:67.1 16 — LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.22 BC 0.30 WB 0.67 Matrix -MSH DEFL. in Vert(LL) -0.08 Vert(CT) -0.26 Horz(CT) 0.02 (loc) I/deft Ud T -W >999 240 T -W >999 180 O n/a n/a PLATES GRIP MT20 220/195 Weight: 269 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins. BOT CHORD 2X4 OF No.1&Btf G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. V-Y,O-V: 2X6 OF SS G, J-0: 2x12 DF No.2 JOINTS 1 Brace at Jt(s): AC, S WEBS 2X4 DF Stud/Std G 'Except' B -Y: 2x12 DF No.2, E-T,G-Q: 2X4 DF No.1&Btr G Tek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer [bB Installation guide. REACTIONS. (Ib/size) Y=1327/0-10-0, 0=2019/0-10-0 Max Horz Y=142(LC 12) Max Uplift Y=-108(LC 8), 0=-131(LC 5) Max Grav Y=1338(LC 2), 0=2030(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1357/78, C -D=-1525/76, D -E=-1307/21, E -F=-568/20, F -G=-594!31, G -H=-1133/30, H -J=644/18, J -K=-220/822, K -L=84/324 BOT CHORD W -X=-116/1208, T -W=37/1370, Q -T=0/1223, P -Q=0/608, O -P=-591/237, N -O=-1958/158, J -N=1754/116 WEBS Y -Z=1288/129, B -Z=-1267/141, U-AA=0/295, E-AA=0/295, AA -AC= -78/388, AB -AC= -438/81, H -P=-1064/23, J -P=0/1475, H -Q=0/857, K -N=502/188, D -T=-414/208, C -X=-423/64, B -X=0/1361, F -AC= -24/262, E -AC= -1002/135, Q -S=-390/5 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the top chord, 19-0-0 from left end, supported at two points, 4-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �,OFESS/O 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 COQ 'v9� will fit between the bottom chord and any other members, with BCDL = 10.0psf. (�,� O T EODO F,y 6) A plate rating reduction of 20% has been applied for the green lumber members. JQ� tSCCN Cy 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) O C 75435 m Y=108, 0=131. K W C 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. EXP. 03/31/2018 OF March 6,2017 •r WARNING • Verity doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111-7473 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 prcperly incorporate this design into the overall ■/ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ,. fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Oty Ply CANNON JOINTS U-X,N-U: 2X6 OF SS G, I -N: 2x12 OF No.2 �. _. SPACING- 2-0-0 849903297 1701-012 A03 ROOFSPECIALF.--- ,' 2 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) Job Reference optional �+T�`=•� �� _.e��=�> �...� ts.iuu s uan a zut I Ml I ex Inausines, Inc. noon Mar ub t r:Ub:22 2017 Page 1 ID:zAyKUfWYZ4LRYzkDOVZalTzIaPZ-Y4xnVD_CYVz ne2tbqubgvlBJJjk8WR_upAxUSzdaOF 6.6-5 72- 11-8-10 2-9- _164-0 X19-0-0 21b-0 25-6-0 -5• 32-00 35-0-0 38-0-0 6.6-5 0.7- 4 4-0-7 -0- 38-13 2{-0 2{-0 4-M -11- 5-6-14 3-0-0 3-0-0 �I d 5x6 -- 5.00 5.00 12 3x4 3x4 F AH Y X W V " S P "'' 0 N 2x4 I I 3x4 II 4x6 = 4x4 = .4x8 = 4x8 = 4x8 = 4x6 = _ 4x4 II 2x8 = 4x12 = Scale = 1:67.1 K a [a date corsets (yu)— [ts:o-3-12 0-2-Ot [D:0-3-0 0.3-0) [H:0-3-0 0-3-0) L0-3-120-1-121, [Y:0-2-4,0-1-01 BOT CHORD 2X4 OF No.1 &Btr G 'Except' JOINTS U-X,N-U: 2X6 OF SS G, I -N: 2x12 OF No.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.07 S -V >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.23 S -V >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.03 N n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -MSH Weight: 265 Ib FT = 20% LUMBER - TOP CHORD 2X4 OF No.1 &Btr G BOT CHORD 2X4 OF No.1 &Btr G 'Except' JOINTS U-X,N-U: 2X6 OF SS G, I -N: 2x12 OF No.2 WEBS 2X4 OF Stud/Std G *Except* B -X: 2x12 OF No.2, E-S,G-P: 2X4 OF No.t&Btr G REACTIONS. (Ib/size) X=1443/0-10.0, N=1903/0-10-0 Max Horz X=142(LC 12) Max Uplift X=-104(LC 8), N=-109(LC 9) Max Grav X=1454(LC 2), N=1918(LC 2) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): AB, R MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1515/72, C -D=-1723/69, D -E=-1554/13, E -F=-669115, F -G=-683127, G -H=-1445/18, H-1=10481`0, I -J=171/644 BOT CHORD V -W=-111/1354, S -V=30/1553, P -S=0/1472, O -P=01929, N -O=-417/175, M -N=-1844/142, I -M=1681/119 WEBS X -Y=1405/125, B -Y=1384/137, S -T=-12/266, T -Z=0/331, E -Z=0/330, Z-AB=84/305, AA -AB= -362/86, 1-1-0=820/26, 1-0=0/1538, H -P=0/574, J -M=-398/149, D -S=368/210, C -W=-470/62, B -W=0/1516, C -V=0/274, F-AB=22/335, E -AB= -1033/137, G -AB= -512/101, P -R=-338/9 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the top chord, 19-0-0 from left end, supported at two points, 4-0-0 apart. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) X=104, N=109. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. March 6,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rov. 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 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 ANSIITPII 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 Ina Job Truss pe pry Ply CANNONR49903298 LOADING (psf) TROOFTSPECIAL 2X4 DF Stud/Std G *Except* CSI. DEFL. 1701-012 A04 16 1 TCLL 20.0 Plate Grip DOL 1.15 Max Grav X=1454(LC 2), N=1918(LC 2) TC 0.22 Vert(LL) -0.07 Job Reference (optional) 6.tuu s ,tan B zu1 / Mn etc Inaustnes, Inc. Mon Mar 06 17:06:23 2017 Page 1 I D: zAyKUf WYZ4 L RYzk D Q VZalTzla PZ-OGVAjZ_q I p5rP nd39X Pq D6a M3j3ztzh77TV VOvzda 0 E 61-5 7 2- 111-10 12-9• 161-0 19-0.0 21-6-0 25.6-0 55- 32-0-0 35-0-0 38-0-O 61-5 0-7- 4 41-7 -0-9 3.8-13 21-0 21-0 I- 4-0-00 11- 51-14 ' 3-0-0 3-0 0 5x6 = 5.00 12 3x4 % F 3x4 AH Y W V S `P "' O N 2x4 II 3x4 II 4x8 = 4x4 II 4x6 = 4x4 = 4x8 = 4x8 = 4x6 = 2x8 = 4x12 = Scale = 1:67.1 \ K a I? Plate Offsets (X,Y)- [B:0-3-120-2-01 [D:0-3-0,0-3-01 [1-1:0-3-0,10-3-0], [1:0-3-120.1-121 [Y:0-2-4,0-1 -QL 2X4 DF No. t&Btr G BOT CHORD 2X4 DF No. 1 &Btr G 'Except* LOADING (psf) SPACING- 2-0-0 2X4 DF Stud/Std G *Except* CSI. DEFL. in floc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Max Grav X=1454(LC 2), N=1918(LC 2) TC 0.22 Vert(LL) -0.07 S -V >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.27 Vert(CT) -0.23 S -V >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.03 N n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 265 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No. t&Btr G BOT CHORD 2X4 DF No. 1 &Btr G 'Except* U-X,N-U: 2X6 DF SS G, I -N: 2x12 DF No.2 WEBS 2X4 DF Stud/Std G *Except* B -X: 2x12 DF No.2, E-S,G-P: 2X4 DF No.1&Btr G REACTIONS. (Ib/size) X=1443/0-10-0, N=1903/0-10-0 Max Horz X=142(LC 12) Max Uplift X=-104(LC 8), N=-109(LC 9) Max Grav X=1454(LC 2), N=1918(LC 2) BRACING. TOP CHORD Structural wood sheathing directly applied or 5-0-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s): AB, R MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1515/72, C -D=-1723/69, D -E=-1554/13, E -F=-669/15, F -G=-683/27, G -H=-1445/18, H-1=1048/0, I -J=-171/644 BOT CHORD V -W=-111/1354, S -V=-30/1553, P -S=0/1472, O -P=0/929, N -O=-417/175, M -N=-1844/142, I -M=-1681/119 WEBS X -Y=1405/125, B -Y=1384/137, S -T=-12/266, T -Z=0/331, E -Z=0/330, Z-AB=84/305, AA -AB= -362/86, 1-1-0=820/26, 1-0=0/1538, H -P=0/574, J -M=-398/149, D -S=368/210, C -W=-470/62, B -W=0/1516, C -V=0/274, F-AB=22/335, E -AB= -1033/137, G -AB= -512/101, P -R=-338/9 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 200.01b AC unit load placed on the top chord, 19-0-0 from left end, supported at two points, 4-0-0 apart. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6t=1b) X=104, N=109. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSII PII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. QROFESS/(}N iE0p0��FZ LUWPC 75435 �LP m X1 * EXP. 03131/2018 FCAI March 6,2017 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Oty Ply CANNON TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 DF SS except end verticals. R49903299 1701-012 A05D COMMON GIRDER. 1 3 Max Horz R=123(LC 21) Max Uplift R=-1511(LC 27), J=-1693(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Job Reference (optional) "7�"^� • �� _�•+. rv,�c,a , •+ a.IUU s Jan to zU l I Ml I eK Industries, Inc. MOD Mar Ub 1 f:Ub:zd zui I rage 1 I D:zAyKUfWYZ4LRYzkDQVZalTzIaPZ-yfdw7FO4gQLZe5nSHyRI IXfioXjYLplQan0b4nzdaOC 4-5-10 8-7-12 12-9-14 1 -11-1 17-0-0 21-2-13 25-5-11 30-0-0 4-5-10 4-2-2 4-2-2 -1-14 3-0-4 4-2-13 4-2-13 4.6-5 Scale = 1:57.0 5x6 11 4x7 F K Q P - N M L .. K- — J 4x8 II 44 = 4x5 = 6x6 = 4x5 =8x12 = 8x8 = ' 4x8 = 4x8 11 LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.15 BC0.33 WE,0.90 Matrix -MSH DEFL. in (loc) I/deft Ud Vert(LL) -0.08 L -M >999 240 Vert(CT) -0.24 L -M >999 180 Horz(CT) 0.03 J - n/a n/a PLATES GRIP MT20 220/195 Weight: 766 Ib FT = 20% LUMBER- BRACING- . TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 DF SS except end verticals. WEBS 2X4 DF Stud/Std G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: A-R,1-J,E-M: 2X6 DF SS G, F-M,F-L: 2X4 DF NoA&Btr G 6-0-0 oc bracing: Q-R,J-K. REACTIONS. (Ib/size) R=4279/0-10-0, J=6520/0-10-0 Max Horz R=123(LC 21) Max Uplift R=-1511(LC 27), J=-1693(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-5515/1964, B -C=-7020/2296, C -D=-7573/2278, O -E=-7767/2065, E -F=-7663/1981, F -G=-6847/1646, G -H=-6853/1701, H -I=-5454/1458, A -R=-4074/1474, I -J=-5939/.1622 BOT CHORD Q -R=-399/384, P -Q=-1599/5040, N -P=-1839/6439, M -N=-1751/6988, L -M=-1324/5669, K -L=1075/4985, J -K=-315/346 WEBS B -Q=-1950/785, B -P=-708/1803, C -P=1101/531, C -N=-539/974, D -N=-1180/359, D -M=-315/848, H -L=736/2024, H -K=-2345/853, A, -Q=-1811/5090, I -K=-1640/6112, E -M=-71/259, F -M=-1290/4289, F -L=-499/1494 NOTES- (11) 1) 3 -ply truss to be connected together with 1 Od (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9.0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) 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, with BCDL = 10.Opsf. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) R=1511,)=1693. 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 66.7 plf. Y WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 andfor chord members only. Addhional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. OQROFESS/pN IE ODOR F� LU LLLIII C 75435 �C= * /2018 9TFOFC Aty O March 6,2017 �e Welk' 7777 Greenback Lane Job Truss --1 Truss Type Qty Ply [CANNON 849903299 1701-012 A05D COMMON GIRDER 1 3 Job Reference (optional) d.iuu s Jan y zui / MI I eK Inaustnes, Inc. mon mar ub 1 f:ub2b tui f Nage 2 NOTES- (11) I D:zAyKUfWYZ4LRYzkDQVZalTzIaPZ-QfBI La 1 ibkTQGFMeggyXglCtYw3n4G?ZpR89dDzdaOB ' 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3198 Ib down and 930 Ib up at 13-11-11, 748 Ib down and 125 Ib up at 15-11-4, 748 Ib down and 125 Ib up at 17-11-4, 748 Ib down and 125 Ib up at 19-11-4, 748 Ib down and 125 Ib up at 21-11-4, 748 Ib down and 125 Ib up at 23-11-4, and 748 Ib down and 125 Ib up at 25-11-4, and 748 Ib down and 125 Ib up at 27-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1:15 Uniform Loads (plf) Vert: A -F=60, F-1=-60, J -R=-20 Concentrated Loads (lb) Vert: M=-3198(8) T=-748(8) U=-748(8) W= -748(B) X=748(6) Y= -748(B) Z= -748(B) AA= -748(8) AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MII-7477 rev. 10/0312015 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 t1 '�e l.R' is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of busses and truss systems, we ANSIfTPII 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 Job Truss Truss Type Oty Ply CANNON TCDL 10.0 Lumber DOL 1.15 BC 0.33 BCLL 0.0 Rep Stress Incr NO 849903300 1701-012 A06D COMMON GIRDER 1 3 TOP CHORD 2X4 DF NO.1 &Btr G Weight: 766 Ib BOT CHORD 2x8 OF SS BRACING - WEBS 2X4 DF Stud/Std G *Except* 1) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Job Reference (optional) Systems Plus Lumber co, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:28 2017 Page 1 ID:zAyKUf WYZ4LRYzkDQVZa1TzIaPZ-ND13mG2y7Lk8VZW 1 y4_?wAHDOkIFYATsGIdGh6zda09 4-5-10 8-7-12 12-9-14 1 -11.1 17-0-0 21-2-13 25-5-11 30-0-0 4-5-10 4-2-2 4-2-2 -1-14 3-0-0 4-2-13 4-2-13 4.65 4xl 545 II 4x8 II 4X = 4x5 = 6x8 = 4x5 =8x12 = 8x8 = 4xB = 4x8 II LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.15 TCDL 10.0 Lumber DOL 1.15 BC 0.33 BCLL 0.0 Rep Stress Incr NO WB 0.90 BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH LUMBER - D -M=-315/848, H -L=738/2032, H -K=-2353/856, A -Q=-1816/5107, I -K=-1644/6124, TOP CHORD 2X4 DF NO.1 &Btr G Weight: 766 Ib BOT CHORD 2x8 OF SS BRACING - WEBS 2X4 DF Stud/Std G *Except* 1) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: A-R,I-J,E-M: 2X6 DF SS G, F-M,F-L: 2X4 OF No.1 &Btr G REACTIONS. (Ib/size) R=4293/0 -10-0,J=6532/0-10-0 Scale = 1:57.0 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.08 L -M >999 240 MT20 220/195 Vert(CT) -0.24 L -M >999 180 BOT CHORD Q -R=-399/384, P -Q=-1604/5057, N -P=1846/6461, M -N=-1758/7014, L -M=-1329/5687, Horz(CT) 0.03 J n/a n/a WEBS B -Q=-1957/787, B -P=711/1811, C -P=1106/532, C -N=-540/978, D -N=-1182/360, D -M=-315/848, H -L=738/2032, H -K=-2353/856, A -Q=-1816/5107, I -K=-1644/6124, Weight: 766 Ib FT = 20% BRACING - 1) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. except end verticals. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 6-0-0 oc bracing: Q-R,J-K. 3) Unbalanced roof live loads have been considered for this design. Max Horz R=123(LC 21) Max Uplift R=-1515(LC 27), J=-1696(LC 30) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown.' TOP CHORD A -B=5533/1970, B -C=-7045/2303, C -D=-7601/2286, D -E=-7795/2073, E -F=7691/1988, F -G=6863/1651, G -H=-6869/1706, H -I=-5465/1461, A -R=-4088/1478, I -J=-5951/1625 BOT CHORD Q -R=-399/384, P -Q=-1604/5057, N -P=1846/6461, M -N=-1758/7014, L -M=-1329/5687, K -L=1078/4995, J -K=-315/346 WEBS B -Q=-1957/787, B -P=711/1811, C -P=1106/532, C -N=-540/978, D -N=-1182/360, D -M=-315/848, H -L=738/2032, H -K=-2353/856, A -Q=-1816/5107, I -K=-1644/6124, E -M=-72/259, F -M=-1297/4313, F -L=-497/1488 NOTES- (11) 1) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS Q�kpFESS/�� (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 �rQ�� TEOD�s�F2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' C 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 wideCo o C 75435 tinwill fit between the bottom chord and any other members, with BCDL = 10.0psf. w w C m 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=ib) EXP. 03131/2018 * yr R=1515, J=1696. 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 30-0-0 for 66.7 plf. OFCAUFO March 6,2017 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 for Welk'is always required 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 ANSUTPlt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane suite Ina Job - Truss Truss Type Qly Ply CANNON -- R4 9903300 1701-012 AO6D COMMON GIRDER 1 3 Job Reference (optional) ay—'— rrus Lumuei w, rnuersun, t,m 6.luu s Jan 9 2U17 Mi lek Industries, Inc. Mon Mar O6 17:06:28 2017 Page 2 NOTES. (11) ID:zAyKUfWYZ4LRYzkDQVZalTzIaPZ-ND13mG2y7Lk8VZWty4 ?wAHDOkIFYATsGIdGh6zdaO9 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3224 Ib down and 938 Ib up at 13-11-11, 748 Ib down and 125 lb up at 15-11-4, 748 Ib down and 125 Ib up at 17-11-4, 748 Ib down and 125 Ib up at 19-114, 748 Ib down and 125 Ib up at 21-11-4, 748 Ib down and 125 Ib up at 23-11-4, and 748 Ib down and 125 Ib up at 25-11-4, and .748 Ib down and 125 Ib up at 27-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber CO. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -F=-60, F-1=-60, J -R=-20 Concentrated Loads (lb) Vert: M= -3224(F) T= -748(F) U= -748(F) W= -748(F) X= -748(F) Y= -748(F) Z= -748(F) AA= -748(F) ® WARNING - Verify design paramelers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev -1 070 3/2 01 5 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 onh/. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPi1 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. S.H. Ing Job Truss Truss TypeCANNON Qry Ply LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2X4 DF No. 1&Btr G'Except' (Switched from sheeted: Spacing > 2-8-0). K-M,I-K: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 849903301 1701-012 B01 GABLE 1 2 REACTIONS. (Ib/size) M=1401/0-10-0, 1=1317/0-10-0 Max Horz M=139(LC 8) Max Uplift M=-212(LC 8), 1=-181(LC 9) Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:30 2017 Page 1 I D:zAyKUfWYZ4LRYzkDQVZalTzla PZ-JcQpBy4Dfz_slsgP3V1 T?bMZCYUDOAo9k36Mm?zdaO7 2-10-0 7-3.6 7- 12-0-0 16-8-10 17 22-M 24-0-0 2-10-0 4-5-0 0-1- 0 4-7-0 4-8-10 0-35 5-0-0 2-0-0 M d N 3.4 II 4x4 = Scale = 1:46.8 3x4 M 3x4 11 3 44 x'10 = 3x4 11 3x10 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 3-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC20151TPI2014 CSI. TC 0.17 BC 0.17 WB 0.53 Matrix -MSH DEFL. in floc) I/deft Ud Vert(LL) -0.08 K >999 240 Vert(CT) -0.23 K >999 180 Horz(CT) 0.21 1 n/a n/a PLATES GRIP MT20 220/195 Weight: 342 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2X4 DF No. 1&Btr G'Except' (Switched from sheeted: Spacing > 2-8-0). K-M,I-K: 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G 'Except' B-M,F-I: 2x10 DF No.1 G, D -K: 2X6 DF SS G OTHERS 2X4 DF Stud/Std G REACTIONS. (Ib/size) M=1401/0-10-0, 1=1317/0-10-0 Max Horz M=139(LC 8) Max Uplift M=-212(LC 8), 1=-181(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2768/453, C -D=-3539/389, D -E=3539/410, E -F=-2806/309 BOT CHORD K -L=505/2781, J -K=227/2818 WEBS M -N=-1353/311, B -N=-1350/331, H -I=-1298/235, F -H=-1288/253, D -K= -177i2286, C -L=-707/210, B -L=-253/2387, C -K=0/700, E -J=-694/161, F -J=110/2351, E -K=76/677 NOTES- (16) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4.- 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x10 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.0ps1; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry OQRpfESS/put �E�Op �tty Gable End Details as applicable, or consult qualified building designer as per ANS11TPI 1. C J 6) All plates are 2x4 MT20 unless otherwise indicated. (P 2 w C 75435 = 7) Gable studs spaced at 1-4-0 oc. m 8) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide EXP. A 03/3112018 will fit between the bottom chord and, any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Bearing at joint(s) M, I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify OF 1F� Capacity of bearing surface. CA1 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) M=212,1=181. March 6,2017 WARNING - Verity de5lgnparameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE NII.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 trusildis system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall A bung design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek• -is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fy f fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss TrussType Qry CANNON ' 849903301 1701-012 601 GABLE 1 2 Job Reference o tional Job Truss Tnuss�ype oty [lySysPlus Lumber Co, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:30 2017 Page 2NOTES- (16)ID:zAyKUf WYZ4LRYzkDQVZalTzIaPZ-JcQpBy4Dfz_slsgP3V1T?bMZCYUDOAo9k36Mm?zdaO7 14) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 15) Studding applied to ply: 1(Front) 16) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e - a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek building required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Hei h15 CA 95610 Job SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015(rP12014 Truss Type Oty (loc) Udefl Ud K >999 240 K >999 180 1 n/a n/a CANNON ]Truss BRACING - TOP CHORD 2X4 OF No.1 &Btr G JPly_ R49903302 1701-012 B02 ROOF SPECIAL 4 1 MiTek recommends that Stabilizers and required cross bracing WEBS 2X4 DF Stud/Std G 'Except' be installed during truss erection, in accordance with Stabilizer B-M,F-I: 2x10 DF No.1 G, D -K: 2X6 OF SSG Job Reference (optional) "lam••-^� �� _� •+� o. iuu s Jan y LU I r ml I ex Inausines, Inc. mon Mar UO 1 /:Ub:31 ZU1 / rage 1 I D: zAyKUf W YZ4L RYzkDQ VZa ITzla PZ -n o_BO15rQ G6j N OEcd DYiXovkmxpb IcQJyjrwl Rzda 06 2-10-0 7-3-0 7- 12-0-0 16-8-10 17 22-0-0 24-0-0 2-10-0 4-5.6 0-1- 0 4-7-0 4-8-10 0-3 5_" 2-0-0 3 Scale = 1:40.6 4x4 = D 3x10 = M 3x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015(rP12014 CSI. TC 0.18 BC 0.16 WB 0.63 Matrix -MSH DEFL. in Vert(LL) -0.07 Vert(CT) -0.22 Horz(CT) 0.20 (loc) Udefl Ud K >999 240 K >999 180 1 n/a n/a PLATES GRIP MT20 220/195 Weight: 132 Ib FT =20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. K -M.1 -K: 2X6 DF SSG MiTek recommends that Stabilizers and required cross bracing WEBS 2X4 DF Stud/Std G 'Except' be installed during truss erection, in accordance with Stabilizer B-M,F-I: 2x10 DF No.1 G, D -K: 2X6 OF SSG Installation guide. REACTIONS. (Ib/size) M=960/0.10-0, 1=960/0-10-0 Max Horz M=94(LC 8) Max Uplift M=-146(LC 8), 1=-146(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1542/263, C -D=-1953/218, D -E=1953/233, E -F=1542/164 BOT CHORD K -L=273/1493, J -K=87/1493 WEBS M -N=-883/200, B -N=864/212, H -I=-883/163, F -H=864/175, D -K=-82/1198, C -L=-458/135, B -L=157/1430, C -K=0/404, E -J=458/102, F -J=-69/1431, E -K=42/410 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) M, I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Q�pFE M=146, 1=146. Q 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LU C 75435 * EXr� 112018 OF March 6,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Witatruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fy f iTek• building required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Type Qty Ply CANNON ]Truss - R49903303 1701-012 B03 ROOF SPECIAL 1 1 Job Reference (optional) aysrcnrs nus wnmer 1,o, mnuerson, Lm 8.luu s Jan 9 2017 Mi I ek industries, Inc. Mon Mar 06 17:06:32 2017 Page 1 ID:zAyKUf WYZ4LRYzkDQVZalTzIaPZ-F?YZbe5TBaEa_ApoBw3x40RuyLBHU96SBMbTgtzdaO5 2-10-0 7-3-6 7- 0 12-0-0 16-8-10 17 0 22-0-0 24-0-0 2-10-0 4-5b 0-1- 0 4-7-0 4�-10 0-3 5-0-0 2-0-0 4x4 = Scale= 1:38.3 C 5.00 12 3x4 O 3x4 C B D H 4x12 % 5x10 4x12 = A E ' m G A q 3x4 % 3x4 4 N N 5.00 F12 3x4 11 J F 3x4 I I 2-0-0 -10-0 7-3-0 12-M 16-8-10 21-2-0 2-0-0 24-0-0 2-0-0 O-0 4 -Sb 4-8-10 4_8-10 4-5.6 -10-0 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(CT) 0.00 H n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -MSH Weight: 121 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G 'Except' MiTek recommends that Stabilizers and required cross bracing A-J,E-F: 2x10 DF No.1 G, C -H: 2X6 OF SS G be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 20-0-0. Installatiouide (lb)- Max Horz J=-71 (LC 9) Max Uplift All uplift 100 Ib or less at joints) H except J=-217(LC 29), F=214(LC 30), 1=-160(LC 27), G=-152(LC 30) Max Grav All reactions 250 Ib or less at joint(s) except J=259(LC 40), H=339(LC 1), F=259(LC 39), 1=448(LC 43), G=448(LC 44) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=469/455, B -C=-527/544, C -D=-527/537, D -E=458/441 BOT CHORD I -J=-592/629, H -I=-565/630, G -H=532/586, F -G=-515/552 WEBS 13-1=339/394, A -I=-461/499, B -H=514/569, D -G=-339/391, E -G=-454:486, D -H=514/576 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCOL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H except Qt=1b) OQROFESSI(},v J=217, F=214, 1=160, G=152. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) H, I, G. 1 E0r7Os 9) This truss has been designed for a total drag load of 2000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist P drag loads along bottom chord from 0-0-0 to 20-0-0 for 100.0 plf. w w C 75435 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.of *`�D3112018 l* OF March 6,2017 AWARNING •Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 WOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iVliT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 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 Qry 20.0 CANNON 1.15 TCDL 10.0 Lumber DOL 1.15 849903304 1701-012 B04 ROOF SPECIAL 2 [ly� 1 Code IBC2015frPI2014 Weight: 121 Ib FT = 20% BRACING - Job Reference (optional) Systems Plus Lumber uo, Anderson. GA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:33 2017 Page 1 ID:zAyKUfWYZ4LRYzkDQVZalTzIaPZ-jB6yp_65yuMQcKO_leaAdD_3nlMDVQbQOK1 NKzda04 2-10-0 7-3.6 7- 12-M 16.8-10 17 22-" 24-0-0 2-10-0 4-5-6 0- - 0 4-7-0 4-8-10 0-3 5-" 2-0-0 2 16 44 = Scale = 1:37.7 LOADING (psf) SPACING- 2-0-0 TOLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC2015frPI2014 LUMBER - DEFL. in TOP CHORD 2X4 DF No.18Btr G BOT CHORD 2X6 DF SS G WEBS 2X4 DF Stud/Std G 'Except' BC 0.17 A-J,E-F: 2x10 OF No.1 G, C -H: 2X6 OF SS G REACTIONS. (Ib/size) J=768/0-10-0, F=768/0-10-0 Max Horz J=-71 (LC 9) Max Uplift J=-105(LC 8), F=105(LC 9) 3X4 11 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.21 Vert(LL) -0.08 H >999 240 MT20 220/195 BC 0.17 Vert(CT) -0.24 H >972 180 WB 0.66 Horz(CT) 0.22 F n/a n/a Matrix -MSH Weight: 121 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1661/279, B -C=2075/253, C -D=2075/267, D -E=1661/201 BOT CHORD H-1=319/1634, G -H=166/1634 WEBS A -J=715/153, E -F=-715/124, C -H=-113/1306, B-1=487/157, A -I=-213/1501, B -H=0/408, D -G=-487/130, E -G=-141/1501, D -H=-62/408 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) J, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) J=105, F=105. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. /Q�OFEiEOp0� F2 W WP C 75435 t *� EXP. 03/31/2018 J* March 6,2017 ® WARNING- Varlrydesign parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 1., 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 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 ANSITfPIt Quality Criteria, OSB -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply CANNON LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Btr G TOP CHORD 849903305 1701-012 B05 ROOF SPECIAL 1 1 MiTek recommends that Stabilizers and required cross bracing A-J,E-F: 2x10 OF No.1 G, C -H: 2X6 OF SS G be installed during truss erection, in accordance with Stabilizer Job Reference (optional) z,yslems rens Lumoer to, Anuerson, UA 6.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:33 2017 Page 1 ID:zAyKUfWYZ4LRYzkDQVZalTzIaPZ-jB6yp 65yuMQcKO_leaAdD_3nIVIDVQbQOK1NKzdaO4 2-10-0 7-3-0 7• 12-M 16-8-10 17-0 0 22-0-0 24-0-0 2-10-0 4-5-6 0- -10 4-7-0 - 4-8-10 0-3 5-M 2-0-0 Scale a 1:37.7 441 = 4 N W C J 3x4 11 F 3x4 II LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. - TC 0.21 BC 0.17 WB 0.66 Matrix -MSH DEFL. in Vert(LL) -0.08 Vert(CT) -0.24 Horz(CT) 0.22 (loc) Well Ud H -999 240 H >972 180 F n/a n/a PLATES GRIP MT20 220/195 'Weight: 121 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G 'Except' MiTek recommends that Stabilizers and required cross bracing A-J,E-F: 2x10 OF No.1 G, C -H: 2X6 OF SS G be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) J=768/0-10-0, F=768/0.10-0 Max Horz J=-71 (LC 9) Max Uplift J=-105(LC 8), F=105(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=1661/279, B -C=2075/253, C -D=2075/267, D -E=1661/201 BOT CHORD H-1=319/1634, G -H=166/1634 WEBS A -J=715/153, E -F=-715/124, C -H=-113/1306, B -I=487/157, A -I=-21311501, B -H=0/408, O -G=-487/130, E -G=-141/1501, D -H=-62/408 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) J, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) J=105, F=105. QR0FESS/17N 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t�0 9� 'TE Op�� Fac � F w C 75435 c y * EXP. 03/31/2018 March 6,2017 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a Muss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � I1 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiT®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 ANSM11 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 pry Pty CANNON LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD 849903306 1701-012 806 ROOF SPECIAL 7 1 MiTek recommends that Stabilizers and required cross bracing A-J,E-F: 2x10 DF No.1 G, C -H: 2X6 OF SS G be installed during truss erection, in accordance with Stabilizer Job Reference (optional) z,ysiems VIUS LUmoer co, Anoerson. GA l"UU s Jan 9 ZU17 MI I ek Industries, Inc. Mon Mar 06 17:06:34 2017 Page 1 ID:zAyKUfWYZ4LRYzkDQVZalTziaPZ-BNgKOK7j BUHEUzAIL5P9RXEW9r6yxgleg4avmzdaO3 2-10-0 7-3-6 7- 12-M 16-8-10 17 22-M 24-0-0 2-10-0 4-5b 0-1- 0 4-7-0 -4$-10 0-3 5-0-0 2-0-0 Scale = 1:37.5 04 = C 4x4 % F J 04 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.21 BC 0.17 WB 0.66 Matrix -MSH DEFL. in Vert(LL) -0.08 Vert(CT) -0.24 Horz(CT) 0.22 (loc) Well Ud H >999 240 H >972 180 F n/a n/a PLATES GRIP MT20 220/195 Weight: 121 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-1 oc purlins. BOT CHORD 2X6 OF SS G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G 'Except' MiTek recommends that Stabilizers and required cross bracing A-J,E-F: 2x10 DF No.1 G, C -H: 2X6 OF SS G be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. (Ib/size) J=768/Mechanical, F=768/Mechanical Max Horz J=-71 (LC 9) Max Uplift J=-105(LC 8), F=105(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=1661/279, B -C=2075/253, C -D=2075/267, D -E=1661/201 BOT CHORD 1-1-1=319/1634, G -H=166/1634 WEBS A -J=-715/153, E -F=-715/124, C -H=-113/1306, B-1=-487/157, A -I=-213/1501, B -H=0/408, D -G=-487/130, E -G=-141/1501, D -H=-62/408 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 0=1b) J=105, F=105. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , ((rEXP. iEOp0�LU 75435 `Ca 03/3112OC 018 March 6,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 Welk' 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 ANSUTP11 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 --1 Truss Type Qty Ply CANNON PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 849903307 1701-012 B07 COMMON GIRDER 1 3 BC 0.14 Vert(CT) -0.08 G -H >999 180 BCLL 0.0 Rep Stress Incr Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:35 2017 Page 1 ID:zAyKUf WYZ4LRYzkDQVZalTzla PZ-faEiEf8LUVc8rdYNs3ceie3OYZBphRZutKp7RCzdaO2 5-1-12 10-M 14-10420-M 5-1-12 4-10-4 4-10.4 5-1-12 3x: 4x4 = J K L I M N H O P G Q R F 3x5 II 4x5 = 4x8 = 4x5 = 3x5 II Scale = 1:37.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.03 H >999, 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.08 G -H >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(CT) 0.01 F n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix -MSH Weight: 400 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x8 DF SS except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) J=3217/Mechanical, F=3244/Mechanical Max Horz J=-51 (LC 4) Max Uplift J=-910(LC 8), F=918(1_C 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=3698/1043, B -C=-3181/930, C -D=-3181/930, D -E=-3698/1042, A -J=-2570/739, E -F=2571 /739 BOT CHORD 1-1-1=953/3361, G-1-1=934/3361 WEBS C -H=-612/2122, D -H=-657/260, D -G=-188/358, B -H=-657/260, B -I=-188/358, A-1=909/3353, E -G=-910/3354 NOTES- (11) 1) 3 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu8=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) J=910, F=918. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 489 Ib down and 168 Ib up at 1-0-12, 488 Ib down and 169 Ib up at 3-0-12, 488 Ib down and 169 Ib up at 5-0-12, 488 Ib down and 169 Ib up at 7-0-12, 488 Ib down and 169 Ib up at 9-0-12, 488 Ib down and 169 Ib up at 11-0-12, 488 Ib down and 169 Ib up at 13-0-12, 488 Ib down and 169 Ib up at 15-0-12, and 488 Ib down and 169 Ib up at 17-0-12, and 490 Ib down and 167 Ib up at 19-D-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard / 'T ESS iEOp�� F� � F w G 75435 c m 03/31/2018 OF March 6,2017 ® WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 117II-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 verify the applicability of design parameters and property incorporate this design into the overall Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiTe 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, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts. CA 95610 Systems Plus Lumber Co, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:35 2017 Page 2 ID:zAyKUf WYZ4LRYzkDOVZalTzIaPZ-faEiEfBLUVc8rdYNs3ceie3OYZBphRZutKp7RCzdaO2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=60, C -E=-60, F -J=-20 Concentrated Loads (lb) Vert: G=-488(6) 1=-488(8) K=-489(8) L=-488(8) M= -488(B) N=-488(8) 0=-488(B) P=-488(8) 0=-488(8) R=490(8) Job Truss Truss Type Qty ]P� NNON 849903307 1701-012 807COMMON GIRDER 1 Reference (optional) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/01/2015 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 AiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH 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 Systems Plus Lumber Co, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:35 2017 Page 2 ID:zAyKUf WYZ4LRYzkDOVZalTzIaPZ-faEiEfBLUVc8rdYNs3ceie3OYZBphRZutKp7RCzdaO2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=60, C -E=-60, F -J=-20 Concentrated Loads (lb) Vert: G=-488(6) 1=-488(8) K=-489(8) L=-488(8) M= -488(B) N=-488(8) 0=-488(B) P=-488(8) 0=-488(8) R=490(8) Job Truss Truss Type Qty ]P� NNON 849903307 1701-012 807COMMON GIRDER 1 Reference (optional) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/01/2015 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 AiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH 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 Dry Ply CANNON CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 R49903308 1701-012 C01 GABLE 1 1 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:36 2017 Page 1 I D:zAyKUfWYZ4LRYzkDQVZalTzIaPZ-8mn4R?8_Fpk?Tn7ZQm8tEscdyzzQ?C26_Zhzezda0l 1 5-1-4 7-9-0 + 10-4-12 13-6-0 15.6-0 5-1-0 2-7-12 2-7-12 3-113 2-0-0 4x4 = 3x4 II Y X W V U T S R Q P O 3x6 = 3.4 I I 3x4 11 3x6 = Scale = 1:34.8 Plate Offsets (X,Y)— (B:1-6-14 0-2-01 fL:1-6-14,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 M n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. t&Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. L-0: 2X6 DF SS G MiTek recommends that Stabilizers and required cross bracing WEBS 2X6 DF SS G *Except* G -T: 2X4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer OTHERS 2X4 DF Stud/Std G Installation guide. REACTIONS. All bearings 15-6-0 (lb) - Max Hoa A=54(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) A, Y, N, P, Q, R. S, X. W, V, U Max Grav All reactions 250 Ib or less at joint(s) A, M. Y. O, N, P, Q, R, S, X, W, V, U. T FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Bearing at joint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A. Y. N. P, Q, R. S, X, W, V. U. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, M. 13) No notches allowed in overhang and 0 from left end and 0 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 lie plates required at 2-0-0 D.C. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/ONS T E 0p�� Fy LU WPC 75435 cm Q:ZI EXP. 03131/2018 . OF March 6,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.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 wt 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 1y1 is aWays required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 1�►A/�iT®k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type I Qly PlyCANNON Plate Grip DOL 1.15 TC 0.09 TCDL 10.0 Lumber DOL 1.15 R49903309 1701-012 CO2 ROOF SPECIAL 4 1 Code IBC2015rrP12014 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No. 1&Btr G Job Reference (optional) Systems Plus Lumoer Co, Anaerson, UA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:37 2017 Page 1 I D:zAyKUfWYZ4LRYzkDQVZalTziaPZ-cyLSfL9c?6ss5xil_Tf6n39ncMu W9Q_BLelEW5zda00 5-1-4 7-9-0 104-12 13&-0 15-6-0 5-14 2-7-12 2-7-12 3-14 2-0-0 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 TCDL 10.0 Lumber DOL 1.15 BC 0.06 BCLL 0.0 Rep Stress Incr YES WB 0.18 BCDL 10.0 Code IBC2015rrP12014 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No. 1&Btr G BOT CHORD 2X4 OF No.1 &Btr G *Except* F -I: 2X6 DF SS G WEBS 2X4 OF Stud/Std G *Except* B -M: 2X6 OF SS G REACTIONS. (Ib/size) M=620/0-5-8, 1=620/0-5-8 Max Horz M=63(LC 8) Max Uplift M=-97(LC 8), 1=-97(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-321/69, C -D=-310/88, D -E=310/88, E -F=-320/68 BOT CHORD K -L=52/263, J -K=-12/262, H -I=-591/113, F -H=-549/117 WEBS M -N=-596/110, B -N=569/117, B -L=-15/405, F -J=-19/394 axq — DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 K >999 240 MT20 220/195 Vert(CT) -0.01 K >999 180 Horz(CT) 0.00 1 n/a n/a Scale = 1:31.1 Weight: 81 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing, Except: 10-0-0 oc bracing: K-L,J-K. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) M, I. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�yOFESS/ON SEOD F,y C 75435 Fc m M *` EXP. 03131/2018 / OFCAUI March 6,2017 WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' iTek• 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 guidance regarding the ty' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH 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 hts CA 95610 Job Truss Truss Type Qty Ply CANNON TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 �10 G -H >999 240 849903310 1701-012 M01 JACK -CLOSED Vert(CT) -0.05 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 F n/a n/a Job Reference (optional) systems VIUS Lumoer t,o, Anderson, LA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:38 2017 Page 1 I D:zAyKUfWYZ4LRYzkDQVZalTziaPZ-49vrshAEmQJi5HyXBALKHhwAmCPupgKZ12n2Xzda0? r 2-0.0 7-1-15 12-3-15 15-9-0 ' 2-0-0 ' 5-1-15 5-1-15 3-5-7 cs E 3x4 = 144 II H G . F 3x4 = 3x4 = 3x5 = R Scale = 1:44.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 G -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.14 Vert(CT) -0.05 G -H >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 F n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -MSH Weight: 98 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G 'Except' except end verticals. B-1: 2x12 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G 'Except* MiTek recommends that Stabilizers and required cross bracing E -F: 2X4 DF No. 1&Btr G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) F=508/Mechanical, 1=743/0-10-0 Max Horz 1=309(LC 7) Max Uplift F=-149(LC 8), 1=114(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-503/89, C -D=-344/76 BOT CHORD I -J=-699/138, B -J=-657/143, H -I=-326/2, G -H=177/415 WEBS D -G=-37/288, D -F=476/174, B -H=-6/508 NOTES- (7) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=1b) F=149,1=114. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. iE0006 03 F wC 15435 M * EXP. 031�31/2018 March 6,2017 ,& WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK 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 ��• e truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPl1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314'. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type City Ply CANNON R49903311 1701-012 P01 BLOCKING 16 1 Job Reference (optional) Jystem5 VIUS Lumber Go, • Anaerson, GA 8.1 W s Jan 9 2U17 MI I eK Industries, Inc. Mon Mar O6 17:06:38 2017 Page 1 I D:zAyKUfWYZ4LRYzkDOVZalTzIaPZ-49vrshAEmOJiSHyXBALKHhv2mD_usfKZ12n2Xzda07 1-10.8 1-10.8 A 3x4 = B Scale = 1:18.0 D C 3x6 11 6x6 = LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.00 C , n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix -P Weight: 15 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF Stud/Std G TOP CHORD 2-0-0 oc purlins: A -B, except end verticals. BOT CHORD 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) D=63/1-10-8, C=63/1-10-8 Max Horz D=102(LC 5) Max Uplift D=-499(LC 19), C=-499(LC 22) Max Grav D=494(LC 26), C=494(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -D=-479/509, A -B=-252/242 BOT CHORD C -D=-303/293 WEBS A -C=-565/565 NOTES- (10) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) D=499, C=499. 8) This truss has been designed for a total drag load of 150 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag QOFESS/QN loads along bottom chord from 0-0-0 to 1-10-8 for 150.0 plf. t�0 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EODO� F� 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. JP t� G) w C 75435 M of * EXP. 03131/2018 OFC 0 March 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mi rek® 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 Welk' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire 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 ANSITTPl1 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 Ms, CA 95610 Jab Truss Truss Type Qty PlyCANNON Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 R49903312 1701-012 P02 BLOCKING 2 1 Code IBC2015rTP12014 in floc) I/deft Ud PLATES GRIP TC 0.08 Vert(LL) Job Reference (optional) systems VIUS LUmoer co, ' Anderson, l.A LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 'Rep Stress Incr YES y BCOL 10.0 Code IBC2015rTP12014 LUMBER - TOP CHORD 2X4 OF Stud/Std G BOT CHORD 2X4 OF Stud/Std G WEBS 2X4 OF Stud/Std G d.I UU s Jan 9 ZU1 / MI I ek Industries, Inc. Mon Mar Ub 17:Ub:39 ZU17 Page 1 ID:zAyKUtWYZ4LRYzkDQVZalTzIaPZ-YLTD31 BsXk6aKFs85uhasUE7FA7bdLZUoynLazzdaO_ 1-8-15 1 A_15 Scale = 1:9.3 D C 3x4 II 3x4 = 1-8-15 1-8-15 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TC 0.08 Vert(LL) n/a - n/a 999 MT20 220/195 BC 0.08 Vert(CT) n/a n/a 999 WB 0.11 Horz(CT) -0.00 C n/a n/a Matrix -P Weight: 8 Ib FT = 20% BRACING- „ TOP CHORD 2-0-0 oc purlins: A -B, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. RCMV IIVIw J. tIUI JIGCf U-JOI I -O -IJ, V -,OI I -O -IJ Max Horz D=-38(LC 4) Max Uplift D=-175(LC 19), C=-175(LC 22) - Max Grav D=179(LC 40), C=179(LC 39) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS A -C=-288/288 NOTES- (10) 1) Wind: ASCE 7-10; Vuit= 115mph (3 -second gust) Vasd=9lTin ph; TC0L=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 0=175,C=175. 8) This truss has been designed for a total drag load of 150 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-8-15 for 150.0 plf. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. QROFESS/pN 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. t�0 • iEOp�s Fy G wPC 75435 �`��rn LU M cc .01 * EXP. 03/31/2018 March 6,2017 ,&WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use ontywith MiTek® connectors. This design is based only upon parameters shown, and is tor an individual building component, not �• - a truss system. Before use, the building designer must verify the applicability of design parameters and propely incorporate this design Into the overall A building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - 1y��T®K• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Chins Heights, CA 95610 Job Truss Truss Type Qty Ply CANNON TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a999 849903313 1701-012 P03 BLOCKING 42 1 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 C n/a n/a Job Reference (optional) oybiems Pius Lumber Co, Anderson, GA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:40 2017 Page 1 ID:zAyKUf WYZ4LRYzkDQVZalTzIaPZ-OX 1 bH NCUl1 ERyPQ KfcCpPinitaviMojd 1 cxu5QzdaNz 1-10-8 1-10-8 3x4 II 3x4 = Scale = 1:9.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) n/a n/a999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF Stud/Std G TOP CHORD 2-0-0 oc purlins: A -B, except end verticals. BOT CHORD 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) D=63/1-10-8, C=63/1-10-8 Max Hoa D=-38(LC 4) Max Uplift D=-175(LC 19), C=-175(LC 22) Max.Grav 0=182(LC 40), C=182(LC 39) FORCES. (lb) -Max. Comp./Max. Tena- All forces 250 (lb) or less except when shown. WEBS A -C=-303/303 NOTES- (10) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in al 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 0=175, C=175. 8) This truss has been designed for a total drag load of 150 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10.8 for 150.0 plf. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. TEOpOw9��2 w�C 75435 * EXP. 03/31/2018 I rFOFCP&IF March 6,2017 WARNING • Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 m, 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 MiTek* building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iBracings always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPit 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 , PlyCANNON (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL T TC 0.08 R49903314 1701-012 PO4 BLOCKING 1 BC 0.04 Vert(CT) n/a n/a 999 SCLL 0.0 Rep Stress Incr Job Reference (optional) aysrems nus'mnuer uu, rarueniun, UA t1.1Uu S Jan 9 ZU17 Mi fek Industries, Inc. Mon Mar 06 17:06:40 2017 Page 1 ID:zAyKUfWYZ4LRYzkDOVZalTzIaPZ-0X1 bHNCUI I ERyPQKfcCpPinl6awYMoEd 1 cxu5QzdaNz 1-" D C 3x4 = 3x4 I I r Scale = 1:9.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 SCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 6 Ib FT = 20% LUMBER- BRACING- TOP CHORD 2X4 DF Stud/Std G TOP CHORD 2-0-0 oc purlins: A -B, except end verticals. BOT CHORD 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing , be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) D=28/1-0-0, C=28/1-0-0 Max Horz D=-38(LC 20) Max Uplift D=-183(LC 19), C=-183(LC 22) Max Grav D=181(LC 26), C=181(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (it=lb) D=183, C=183.'• 8) This truss has been designed for a total drag load of 150 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-0-0 for 150.0 plf. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus. Lumber Co. �OQROFE$$/ON EOp0� F2c w� C 75435 (P /2018 * /2018 q'f OFCAUI March 6,2017 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Ml1-7477 rev. 10/07/2015 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 MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Isbricalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPl1 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 TrussTruss Type Qry Ply CANNON (Roof Snow=4 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a fila 999 849903315 1701-012 P05 BLOCKING 1 1 TIM n/a 999 BCLL0.0 Rep Stress Incr YES WB 0.07 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:412017 Page 1 I D:zAyKUfWYZ4LRYzkDQVZalTziaPZ-UkbzUjC63LMIZY?XDJj2xvJSBzGW5FknFGGSeszdaNy 1-9-0 3x4 11 3x4 = Scale = 1:9.3 LOADING (psf) TCLL 40.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP (Roof Snow=4 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a fila 999 MT20 220/195 TCDL 10)0.0 1 LbDOL 1.15 BC 0.05 VertCT Vert(CT) TIM n/a 999 BCLL0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF Stud/Std G TOP CHORD 2-0-0 oc purlins: A -B, except end verticals. BOT CHORD 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation cluide, REACTIONS. (Ib/size) D=88/1-9-0, C=88/1-9-0 Max Horz D=-38(LC 4) Max Uplift D=-111(LC 22), C=-111(LC 25) Max Grav D=137(LC 21), C=137(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (11) 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); Category II; Exp C; Partially Exp.; Ct= 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 20.0psf 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. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) D=111, C=111. 9) This truss has been designed for a total drag load of 150 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-0 for 85.7 plf. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. FE S1 T EOpp� F wP C 15435 gal March 6,2017 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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 nAA building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord memters 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 IYI fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI11 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 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 220/195 [lyCANNON , 849903316 1701-012 P06 BLOCKING SUPPORTED 6 1 WB 0.09 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Job Reference (optional) Systems Plus Lumber Co, Anderson, GA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:42 2017 Page 1 ID:zAyKUfWYZ4LRYzkDQVZalTzIaPZ-yw9Li3DkgfU98iajml EHU7sdBNGgicwUwO?AlzdaNx 1 1-10-8 1 1-10.8 3x4 11 3x4 = Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 C n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -P Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD BOT CHORD 2X4 DF No.18Btr G BOT CHORD WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) D=63/1-10-8, C=63/1-10-8 Max Horz D=-65(LC 4) Max Uplift D=-185(LC 19), C=-185(LC 22) Max Grav D=181(LC 26), C=181(LC 23) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 2-0-0 oc purlins: A -B, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required Cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord it all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) D=185, C=185. 11) This truss has been designed for a total drag load of 150 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-8 for 80.0 plf. 12) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. March 6,2017 WARNING -Vert/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ry� labricalion, 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 MS CA 95610 Job Truss Truss Type pry PlyCANNON TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 R49903317 1701-012 P07 BLOCKING SUPPORTED 2 1 WB 0.09 Horz(CT) -0.00 C n/a n/a BCDL ' .10.0 Code IBC2015rTP12014 Matrix -P Job Reference (optional) Systems Plus Lumber Go, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:42 2017 Page 1 ID:zAyKUfWYZ4LRYzkDOVZalTzIaPZ-yw9Li3DkgfU9Biajm1 EHU7sd7NclgiZwUwO?AlzdaNx 19-0 19-0 3x4 11 3x4 = Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 C n/a n/a BCDL ' .10.0 Code IBC2015rTP12014 Matrix -P Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD' 2X4 DF No.1&Btr G BOT CHORD WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) D=58/1-9-0, C=58/1-9-0 Max Horz D=-65(LC 4) Max Uplift D=-197(LC 19), C=-197(LC 22) Max Grav D=193(LC 26), C=193(LC 23) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2-0-0 oc purlins: A -B, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide NOTES- (13) 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANS11TPI 1. 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 0=197, C=197. 11) This truss has been designed for a total drag load of 150 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-9-0 for 85.7 plf. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�pFESS/p� of U Iw C 75435 d .&-J-WynzryzI :P /.Ui11Pm�� - OF March 6,2017 ® 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSS -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 [lyICANNON849903318 Vert(LL) n/a 1701-012 Vol VALLEY Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr Job Reference (optional) aybrarnb rrub Lumoer UO. rvluerson, L,H I"uu s Jan 9 2u1 / MI I ek industries, Inc. Mon Mar O6 17:06:43 2017 Page 1 ID:zAyKLIfVWZ4LRYzkDQVZalTzIaPZ-Q6ijvPENbydOps9vKkmW1 KPjLnxPZ9X4jalYikzdaNw 5-1.6 9-1-6 15-10-1217-15 4.0-0 6-9-6 + 1-21 10 4x4 - Scale = 1:39.8 3x6 E F 3x4 K JL 2x4 II 2x4 II I H G 2x4 II 3x4 = 3x4 II LOADING (psf) SPACING- 2-0-0 CSI.. - DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 84 Ib FT = 20% - LUMBER- BRACING - TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2X4 DF No.18Btr G I except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD ' Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 OF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-1-6. (lb) - Max Horz A=256(LC 5) Max Uplift All uplift 100 Ib or less atjoint(s) G, I, J except K=115(1_C 8) Max Grav All reactions 250 Ib or less at joint(s) A, G. H except 1=378(LC 21), J=309(LC 21), K=384(LC 1)' FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -K=-274/156 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, I, J except (jt=1b) K=115. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. R=M t *� A-sara�t2oia /* OF March 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MI1-7473 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 ,Y'iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt 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 Job Truss Truss Type Qty Ply CANNON Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 R49903319 1701-012 V02 VALLEY � 1 1 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 Job Reference (optional) aysrems rens Lumuer t,o, r nuersun, t,rr d.1uv s Jan v zUl f MI I eK 1nausmeS, Inc. Mon Mar Ub 11:1.16:44 2U1 f rage 1 I D:zAyKUfWYZ4LRYzkDQVZalTziaPZ-vIG67kF?MGItQOk5uRHIZYxwpBHCIcKDyEV6EBzdaNv 13-10-13 13-10.13 1-2-11 4x4 = Scale = 1:35.0 3x5 E F 3x4 % K J L 1 2x4 I I 2.0 I I 2x4 11 13-10-13 H G 3x4 = 3x4 II 15-1-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 Installation guide. BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 73 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 OF No.1 &Btr G except end verticals. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2X4 OF Stud/Std G 6-0-0 oc bracing: G -H. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-1-7. (lb) - Max Horz A=219(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) G, J, I, K Max Grav All reactions 250 Ib or less at joint(s) A, G, H except J=283(LC 19), 1=320(LC 21), K=306(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, J, I, K. 7) Non Standard bearing condition. Review required. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QVOFESSIONq� i EODO Fac 07 Q c�` , LU w C 75435 NC m EXP. 03/31/2018 OF March 6,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473re, 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 andlor chord members on y. Additional temporary and permanent bracing 1y�iT®k• s akvays 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 ANSIITPIt 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 CANNON 1-2-10 LOADING (psf) SPACING- 2-0-0 CSI. R49903320 1701-012 V03 VALLEY 1 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a Job Reference (optional) oymenu rws r -um u. uu, ruwerson, L'A 6.100 s Jan 9 2Ul / Mi I eK Inaustnes, Inc. Mon Mar Ob 17:06:44 2017 Page 1 I D:zAyKUfWYZ4LRYzkDQVZalTzIaPZ-,AG67kF?MGItQOk5uRHIZYxuCBHLIdIDyEV6EBzdaNv 11-10-13 13-1-7 11-10-13 1-2-10 4x4 = Scale = 1:29.9 3x4 E F 3x4 K J I L H G 2x4 II 2x4 II 2x4 II 3x4 = 3x4 II i i -i n_i z LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 OF No. 1&Btr G WEBS 2X4 OF Stud/Std G BOT CHORD OTHERS 2X4 OF Stud/Std G REACTIONS. All bearings 13-1-7. (Ib) - Max Horz A=183(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) G, J, I,.K Max Grav All reactions 250 Ib or less at joint(s) A, G, J, I, H except K=278(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, J, I, K. 7) Non Standard bearing condition. Review required. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Qt?,OFESS/ON S E OD Fie L wQ C 75435 � M * EXP. 03/3112018 OF March 6,2017 WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 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 'r building design. Bradng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI11 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 11-10-13 1-2-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 62 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 OF No. 1&Btr G WEBS 2X4 OF Stud/Std G BOT CHORD OTHERS 2X4 OF Stud/Std G REACTIONS. All bearings 13-1-7. (Ib) - Max Horz A=183(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) G, J, I,.K Max Grav All reactions 250 Ib or less at joint(s) A, G, J, I, H except K=278(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, J, I, K. 7) Non Standard bearing condition. Review required. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Qt?,OFESS/ON S E OD Fie L wQ C 75435 � M * EXP. 03/3112018 OF March 6,2017 WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 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 'r building design. Bradng indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI11 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 Jab Truss Truss Type Ply CANNON 1-2-11 LOADING (psf) SPACING- 2-0-0 �Qty_ DEFL. 849903321 1701-012 VO4 VALLEY 1 1 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 Job Reference (optional) oyawn,a r,w wnwm w, avium awn, i.r� o. luu s Jan 'dLU1 / ml1 eK Inausmes, mC. mon mar uo 1 I:Ub:4o LU11 Nage 1 I D:zAyKUfWYZ4LRYzkDQVZalTzla PZ-NVgUK4Fd7atk2AJIS90_61U85bdV142MAuEfndzdaNu 9-10-13 11-2-11 4x4 = Scale = 1:26.4 D 3x4 3x4 % 1 H G F3x4 II 2x4 II 2x4 II 3x4 = LUMBER- BRACING - TOP CHORD 2X4 OF No. t&Btr G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 11-1-7. (lb) - Max Horz A=146(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) F, H, I Max Grav All reactions 250 Ib or less at joint(s) A, F. H, G except 1=292(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: F -G. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H, I. 7) Non Standard bearing condition. Review required. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 6��v Q' F .- W w C 75435 sC m X * EXP. 03/31/2018 OF March 6,2017 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is hr 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 - A'Tel�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII OuMity, 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 9-10-13 1-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 F n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 49 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. t&Btr G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 11-1-7. (lb) - Max Horz A=146(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) F, H, I Max Grav All reactions 250 Ib or less at joint(s) A, F. H, G except 1=292(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: F -G. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H, I. 7) Non Standard bearing condition. Review required. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 6��v Q' F .- W w C 75435 sC m X * EXP. 03/31/2018 OF March 6,2017 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is hr 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 - A'Tel�' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOW IC fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII OuMity, 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 CANNON 1.2-10 LOADING (psf) SPACING- 2-0-0 CSI. 849903322 1701-012 V05 VALLEY 1 1 TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:46 2017 Page 1 I D:zAyKUfWYZ4LRYzkDQVZalTziaPZ-rhOsXQGFut?agKuU?sJDezl lg_yBmX7 WPY_DJ3zdaNt 7-10-12 i 9-1-6 7-10-12 10 Scale = 1:22.0 4x4 = G F E 3x4 2x4 II 3x4 = 3x4 II LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G WEBS 2X4 OF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 9-1-6. (lb) - Max Horz A=110(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, E except G=-112(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, E, F except G=373(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -G=-262/147 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E except (jt=lb) G=112. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QRpFESSlpv _ 9 7> 9! w C 75435 `.'c r * EXP. 0313112018 March 6,2017 WARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system.. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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 Hal hts CA 95610 7-10-1 7-10-12 1.2-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 E n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix -SH Weight: 37 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G WEBS 2X4 OF Stud/Std G BOT CHORD OTHERS 2X4 DF Stud/Std G REACTIONS. All bearings 9-1-6. (lb) - Max Horz A=110(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) A, E except G=-112(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, E, F except G=373(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS B -G=-262/147 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E except (jt=lb) G=112. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QRpFESSlpv _ 9 7> 9! w C 75435 `.'c r * EXP. 0313112018 March 6,2017 WARNING • Veri/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �• a truss system.. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 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 Hal hts CA 95610 Job Truss Truss Type Qty Ply CANNON DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 849903323 1701-012 V06 VALLEY ? 1 BC 0.07 Vert(CT) n/a n/a 999 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES Job Reference (optional) Systems Plus Lumber Uo, Anderson, CA 8.100 s Jan 9 2017 MiTek Industries, Inc. Mon Mar 06 17:06:46 2017 Page 1 ID:zAyKUfWYZ4LRYzkDQVZalTz1aPZ-rhOsXQGFut?agKuU?sJDezlJwyQmXBWPY DJ3zdaNt 1 8-0-4 99 8-0-4 1-2-10 Scale = 1:22.2 04 = C I- G F E 3x4 % 2X4 -II 3x4 = 3x4 II C B-04 1-2-10 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 E n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix -SH Weight: 37 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.1 &Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer - Installation ouide. REACTIONS. All bearings 9-2-14. (lb) - Max Horz A=112(LC 5) Max Uplift All uplift 100 Ib or less at joints) A, E except G=-108(LC8) Max Grav All reactions 250 Ib or less at joint(s) A, E, F except G=355(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS B -G=-256/146 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=S.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, E except Qt=1b) G=108. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q�OFESS/pN T EODOLn F2 W w� C 75435 0 m C rn S * EXP. 0313112018 March 6,2017 ®WARNING - Verity 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 verity the applicability of design parameters and property incorporate this design into the overall building building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M MiTek' required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 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 Hai his. CA 95610 Job Truss Truss Type pry Ply CANNON 1-2-10: LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 849903324 1701-012 V07 VALLEY 1 1 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 Job Reference (optional) �ya.cn„ ^ua conium w, rvruarsun, r. 6.iuu s Jan V ZU1 f MI I eK Industries, Inc. Mon Mar Ub 17:136:47 2U17 Page 1 ID:zAyKUfWYZ4LRYzkDOVZalTzIaPZ-JtyElmHtfB7RHTTgZagSBAZUWOJxV XfeCjmrWzdaNs 10-0-4 11.2-14 10-0-4 1-2-10 4x4 = D 3x4 3x4 % I H G F 2x4 II 2x4 II 3x4 = 3x4 II Scale = 1:26.6 LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 OF Stud/Std G REACTIONS. All bearings 11-2-14. (lb) - Max Horz A=149(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) F, H. I Max Grav All reactions 250 Ib or less at joint(s) A, F, H, G except 1=297(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: F -G. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss.has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H, I. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQROFESS/ON 1 E 00 p� Fac W w C 75435 LIPC m M t *- EXP. 03131/2018 / OF March 6,2017 ® 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 atruss 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 iVii Wit 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 ANSITTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 10-04 1-2-10: LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Verl(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 F n/a n/a BCDL 10.0 Code IBC20151TP12014 Matrix -SH Weight: 49 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No.1 &Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Stud/Std G BOT CHORD OTHERS 2X4 OF Stud/Std G REACTIONS. All bearings 11-2-14. (lb) - Max Horz A=149(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) F, H. I Max Grav All reactions 250 Ib or less at joint(s) A, F, H, G except 1=297(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: F -G. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss.has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, H, I. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQROFESS/ON 1 E 00 p� Fac W w C 75435 LIPC m M t *- EXP. 03131/2018 / OF March 6,2017 ® 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 atruss 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 iVii Wit 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 ANSITTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type OryPly in (loc) CANNON Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) R49903325 1701-012 V08 VALLEY 1 1 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) oymm ua rma wuwci w, wmersun. �.r� ts.iuu s Jan v zui I MI I eK InaUSInes, Inc. mon mar Ub 1 I:Ub:41 ZU11 Page 1 ID:zAyKUfWYZ4LRYzkDOVZalTzIaPZ-JtyElmHtfB7RHTTgZagSBAZSMOJIV TfeCjmrWzdaNs i 12-0-4 13-2-14 12-0-4 1-2-10 4x4 = Scale = 1:30.2 3x4 E F '3x4 % K J I L- H G 2x4 II 2x4 II 2x4 II 3x4 - 3x4 Il. i 12-" 11.1-9-1d . LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix -SH LUMBER- BRACING - PLATES GRIP MT20 220/195 Weight: 62 Ib FT = 20% TOP CHORD 2X4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2X4 DF No.1 &Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0.0 cc bracing. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-2-14. (lb) - Max Horz A=185(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) G, J. I, K Max Grav All reactions 250 Ib or less at joint(s) A, G. J, I, H except K=279(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.' NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=115mph (3 -second gust) Vasd=91mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, J. 1, K. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. IE �F\ CO F c w W C 75435 c m cc EXP. 03/3112018 March 6,2017 AQIWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Wit 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 Sy f iTek• is akvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply CANNON 14.0.415-2-14 i 14-0-4 1-2-10 LOADING (psf) 849903326 1701-012 V09 VALLEY 1 1 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Job Reference (optional) oy,rauu rico r uu.bun, 1,A ro.iuU s Jan u ZU1 / MI I eK Inaustnes, Inc. Mon Mar U6 1 /:Ub:46 2U17 Page 1 I D:zAyKUfWYZ4LRYzkDQVZalTzia PZ -n4 Wcy61VQVFlvd2t7HLhkO6chof6EOHpssTJNyzdaNr 14-0-4 15-2-14 14-0-4 1-210 4x4 = 3x5 E F Scale = 1:35.3 3x4 K J - L I H G 2x4 II 2x4 II 2x4 II 3x4 = 3x4 II 14.0.415-2-14 i 14-0-4 1-2-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Code IBC2015rrP12014 Matrix -SH Weight: 73 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except end verticals. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2X4 DF Stud/Std G 6-0-0 oc bracing: G -H. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. All bearings 15-2-14. (lb)- Max Horz A=221 (LC 5) Max Uplift All uplift 100 Ib or less at joint(s) G, J, I, K Max Grav All reactions 250 Ib or less at joint(s) A, G. H except J=289(LC 19), 1=325(LC 21), K=308(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 = 10.0psf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, J. I, K. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q,p,OFESS/pit T E 0p0� Fac ,Q90 wP C 75435�Nc n M * _EXE Q313112018 OF March 6,2017 WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M10•7473 rev. f 0/03/2015 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 WOW building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Oty Ply CANNON BOT CHORD H G 3x4 = 3x4 II 17-2-14 except end verticals. _ 2X4 DF Stud/Std G BOT CHORD 849903327 1701-012 V10 VALLEY 1 1 SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Job Reference (optional) a.wu s dan 9 zur1 mi I ex Inoustnes, mc. mon mar Ub 1 CUUAa zu1 I rage 1 ID:zAyKUf WYZ4LRYzkDQVZalTziaPZ-FG4?AS17BoN9Xnc3h?twGbfliC_gzt9y5WCtwOzdaNq 16-0-4 17-2-14 16-04 - 1-2-10 4x4 = Scale= 1:40.1 3x6 E F LUMBER- 3x4 K 2x4 II J L 2x4 11 16-0.4 2X4 DF No.t&Btr G TOP CHORD I 2x4 II BOT CHORD H G 3x4 = 3x4 II 17-2-14 except end verticals. _ 2X4 DF Stud/Std G BOT CHORD 16-0-4 OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing + 1-2-2 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) n/a n/a 999 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 G n/a n/a BCDL 10.0 Code IBC20151TPI2014 Matrix -SH Weight: 84 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.t&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2X4 DF No.t&Btr G except end verticals. WEBS 2X4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-2-14. (lb) - Max Horz A=258(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) G, I except J=-118(LC 8), K=116(LC 8) Max Grav All reactions 250 Ib or less at joint(s) A, G, H except 1=354(LC 21), J=393(LC 19), K=389(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS C -J=295/177, B -K=-288/170 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) Vasd=91 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, I except (jt=1b) J=118, K=116. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/�N T EOD - Fac P c� W C 75435 * EXP. 03/31/2018 March 6,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.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 property incorporate this design into the overall AiTek building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center late on joint unless x, 1 /4 offsets are indicated. y 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. TOP CHORDS diagonal or X -bracing, is always required. See SCSI. �� 0'16 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For T WEBS Q 4 O m �y, w O = u tf O wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. U p� = 3. Never exceed the design loading shown and never CL U stack materials on inadequately braced trusses. 01-- p 4. Provide copies of this truss design to the building c7-8 csa c5-6 l— 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 ANSIfTPI 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 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 /� X width measured perpendicular ESR -1311, ESR -1352, ESR1988 ' responsibility of truss fabricator. General practice is to T 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 spacing, BEARING established by others. r or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint 17. Install and load vertically unless indicated otherwise. number where bearings occur. Min size shown is for crushing only. � 18. Use of g y pose unacceptable green or treated lumber may environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. 9 is not sufficient. SCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 f 17 OYR I PERMIT # BUTTE COUNTY REV1EWED FOR SERVICES CODE COMPLIANCE DATE < .�-I — I T ` BY 383: Rio Lincloo Aye, Chico,. CA .95926 P. (530) 592-4407 www.su.mmitchico.com a RECEIVED MAR 2 9 2017 TRB AND ASSOCIATES Structural Calculations For: Client: Marilyn Cannon Project: Cannon Residence Address: 13:467 Helltow-n Road, Helltown, CA REVIEWED FOR CODE COMPLIANCE APR 1 1 2017 TRB AND ASSOCIATES { 0 1.31.1-U49] 017-00-0411 f:? AR Q7 444NSFD (20-9) CGS.' (200) C M * EXP. �q CMI ��P �OF CAL1F 1'' I �� Note: Summit Structural Design (SSD) is not responsible for on-site inspection to assure compliance with the. standards, sizes, materials, or workmanship specified herein. SISD. is ;not 'responsib.le for any structural element or system not specifically noted in this set of'specifications/calculatiO.ns unless authorized in writing by SSD. Workmanship shall ,be of the highest quality and in allcases shall follow accepted: construction practice, the - .latest edition. of the California Building Code, and' local' building dopa rtment.standards. etc - C©/' --0x' (I i Summit Structural Design PROJECT: Cannon Residence STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL.CONFORM TO THE 2016 CBC AND ALL APPLICABLE LOCAL.CODES. B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) IS RESPONSIBLE FOR THE STRUCTURAL ITEMS IN THE PLANS ONLY. THE GENERAL CONTRACTOR SHALL VERIFY THAT ALL CONSTRUCTION IS IN FULL AGREEMENT WITH THE LATEST, BUILDING DEPARTMENT APPROVED, STRUCTURAL DRAWINGS. SHOULD ANY CHANGES BE MADE FROM THE DESIGN AS SPECIFIED IN THESE CALCULATIONS WITHOUT THE WRITTEN APPROVAL FROM THE ENGINEER, THEN THE ENGdNEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS. REPRESENT THE FINISH ED, STRUCTURE,.AND,. UNLESS SPECIFICALLY NOTED OTHERWISE, DO NOT SHOW THE METHOD OF CONSTRUCTION. THE.CONTRACTOR IS RESPONSIBLE FOR THE METHOD OF CONSTRUCTION, AND SHALL PROVIDE'ALL MEASURES NECESSARY TO PROTECT THE PUBLIC, CONSTRUCTION WORKERS, AND THE STRUCTURE DURING CONSTRUCTION. SUCH.MEASURES SHALL INCLUDE FORMING, SHORING, BRACING, SCAFFOLDING, ETC, D) IF A PARTICULAR FEATURE OF CONSTRUCTION IS NOT FULLY SHOWN ON THE DRAWINGS OR. IN THE CALCULATIONS, THEN IT SHALL BE CONSTRUCTED IN THE SAME CHARACTER AS SIMILAR CONDITIONS THAT ARE SHOWN ON THE DESIGN DOCUMENTS. E) ANY CONDITIONS NOTED AS EXISTING MUST BE FIELD VERIFIED BY THE CONTRACTOR, AND ANY DISCREPANCIES MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER WITHOUT PROCEEDING WITH CONSTRUCTION PRIOR TO THE REVIEW OF THE ENGINEER. F) ALL WATERPROOFING AND FLASHING (ROOFS, FOUNDATIONS,. GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2, B) BUILDING.SITE ISASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL, ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER. C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE BROUGHT TO THE ATTENTION OF THE ENGINEER PRIOR TO THE CONSTRUCTION OF THE FOUNDATIONS. D) ALL FOOTINGS INCLUDING RETAINING WALL FOOTINGS, SPREAD FOOTINGS, WALL FOOTINGS, AND GRADE BEAMS SHALL BEAR ON UNDISTURBED SOIL WITH A FOOTING DEPTH BELOW FR.OSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2016 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2016 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N,O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR -TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE, SLABS, USE 4" THICK S.O.G. WITH ##3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #t3 AT 15" E.W. ABOVE MID-DEPTH'OF SLAB, OR 6X6. WWF ABOVE MID -DEPTH OF SLAB WITH SAME SUB -SLAB BUILDUP AT ALL OTHER AREAS. -L Summit Structural Design . PROJECT: Cannon Residence G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB. IS UN -REINFORCED. 1) REINFORCEMENT COVER SHALL BE AS FOLLOWS: CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO SOIL: 3" CONCRETE WITH SOIL OR WEATHER EXPOSURE: #5 BARS AND SMALLER: 1'/:" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: 1) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS. U.N.O. AND LAPTOP BARS, PLACED ABOVE 12 OF CONCRETE OR MORE, 80 BAR DIAMETERS U,.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. 6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: A" APA RATED 32/16 EXPOSURE 1,.STRUCTURAL SHEATHING WITH FACE GRAIN PERP.ENDICULAR.TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 2. FLOOR SHEATHING: Y4" APA RATED 48/24 WITH FACE GRAIN PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 10d AT 6" O.C. EDGE 10" O.0 FIELD, GLUE AND NAIL TO ALL SUPPORTS. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. 3. WALL SHEATHING: SEE PLANS 4. ANY SHEATHING WITH EXTERIOR EXPOSURE SHALL BE OF EXTERIOR TYPE. B.) GLUE -LAMS: GLUE -LAMS. SHALL BE 24F -V4 U.N.O. WITH A CAMBER OF R=1600'U.N.O. GLUE -LAMS EXPOSED TO WEATHER MUST BE FOR EXTERIOR USE BY THE MANUFACTURER. FLASHING AND WATERPROOFING OF EXPOSED ENDS SHALL BE PROVIDED BY THE CONTRACTOR TO. PREVENT DECAY. GLUED LAMINATED FABRICATION SHALL BE PERFORMED IN AN APPROVED FABRICATOR'S SHOP IN ACCORDANCE WITH CBC2303:1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIORTO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1704.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV = 285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE. FB = 2900 PSI & FV = 290. PSI MIN., AND SHALL BE MANUFACTURED, APPROVED. AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C. MAX. WITH ONE BOLT LOCATED 1'-0" MAXIMUM FROM EACH END OF EACH PIECE. AT SHEAR WALL LOCATIONS, SILLS SHALL BE 3X MATERIAL LINO PER PLANS.AND DETAILS. E.) FRAMING LUMBER: ALL FRAMING LUMBER SHALL BE DOUGLAS FIR LARCH AS GRADED BY THE W.W.P.A. OR W,C.L.I.B. AND SHALL HAVE A MOISTURE CONTENT LESS THAN 19%, U.N.O. 1. STUDS SHALL BE STUD GRADE OR BETTER. 2. ALL POSTS SHALL BE DF -L #1 U.N.O. 3. 2X AND 3X RAFTERS SHALL BE DF -L'#2 U.N.O. 4. 2X JOISTS SHALL BE DF -L #2 U.N.O. 5. CONCEALED BEAMS SHALL BE DF -L #2 6. EXPOSED BEAMS SHALL BE DF -L #1 APPEARANCE GRADE FREE OF HEART CENTERS (4X6 AND LARGER) F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G.) BOLTS AND LAG.SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A.307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED. H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -TIE CO.,. OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT APPLIED TO WOOD. J.) MANUFACTURED "I" JOISTS: MANUFACTURED I JOISTS. (SUCH AS TRUSS JOISTS) SHALL BE INSTALLED PER THE MANUFACTURES RECOMMENDATIONS USING A DEFLECTION LIMIT OF L/480 U.N.O. USE A MANUFACTURED 1-1/4" RIM BOARD (SUCH AS TIMBER STRAND) WITH ALL "I" JOISTS. USE A DOUBLE RIM OR 1 '/< LVL RIM AT ALL LOCATIONS WHERE LEDGERS ARE USED (SUCH AS DECK LEDGERS). Summit Structural Design PROJECT: Cannon Residence 6.2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2016 CBC TABLE 2304.9.1.. B.) LARGER MEMBERS: ALL FRAMING MEMBERS SPECIFIED IN THESE CALCULATIONS ARE MINIMUMS; LARGER MEMBERS MAY BE SUBSTITUTED AT CONTRACTOR'S OPTION. C.) SHRINKAGE: CARE SHALL BE TAKEN TO ALLOW FOR EFFECTS OF SHRINKAGE, WHICH COULD, CAUSE SETTLEMENT OF ROOF AND OR FLOORS AND COULD LEAD TO FAILURE OF ASSOCIATED FRAMING MEMBERS. THE CONTRACTOR SHALL TAKE ALL MEASURES NECESSARY TO PROTECT FRAMING FROM THE EFFECTS OF SHRINKAGE. 6-3 BEAM FRAMING A.) BUILT UP BEAMS: ALL BUILT UP, LAMINATED DOUBLE OR MULTIPLE 2X JOISTS AND BEAMS SHALL BE NAILED TOGETHER.WITH 16d NAILS'AT 6" O.C., T&B U.N.O. B..) DOUBLE JOISTS: PROVIDE DOUBLE FLOOR JOISTS UNDER PARTITION WALLS RUNNING PARALLEL TO JOIST SPAN AND UNDER ALL LOCATIONS WHERE TUBS MAY BE LOCATED. ADEQUATE SUPPORT SHALL BE PROVIDED FOR ALL OTHER EQUIPMENT OR FURNISHINGS WHICH MAY NOT BE SHOWN ON THE STRUCTURAL DRAWINGS INCLUDING BUT NOT LIMITED TO: HOT WATER HEATER, STOVE, REFRIGERATOR; OVEN, FIRE PLACE ENCLOSURES, WOOD BURNING STOVE, ETC.... C.) BLOCKING: PROVIDE SOLID BLOCKING IN.JOIST FRAMING ABOVE ALL SUPPORTS AND MIDSPAN OF JOISTS SPANNING GREATERTHAN 10'-0" 674 POSTS/TRIMMERS A.) SUPPORT: 'SUPPORT ALL UPPER LEVEL POSTS AND TRIMMERS IN LOWER LEVELS WITH EQUIVALENT FRAMING AND BLOCK OR OTHERWISE FRAME POSTS THROUGH FLOOR SYSTEMS. B.) WHERE POSTS WITH COLUMN CAPS OR BEARING PLATES ARE SPECIFIED, THE LOAD IS TO BE TRANSFERRED TO THE FOUNDATION BY VERTICAL GRAIN ONLY, U.N.O. 6.5 WALL FRAMING A.) DOUBLE TOP�PLATE SPLICES: SPLICES AND JOINTS IN DOUBLE TOP PLATE OF STUD. BEARING WALL SHALL OCCUR AT THE CENTER LINE OF SUPPORTING STUD. TOP PLATE SPLICES OF STUD WALLS SHALL BE 48" LONG WITH (12) 16d SINKERS EACH SIDE OF EACH SPLICE U.N.O. WHERE SPLICE IS INTERRUPTED, USE ST6224 STRAP, U.N.O. B.) FIRE BLOCKS: FIRE BLOCK STUD WALLS AT MID -HEIGHT WHERE STUD LENGTH EXCEEDS 10'-0". C.) MIS -PLACED ANCHOR BOLTS: WHERE ANCHOR BOLTS HAVE BEEN INCORRECTLY PLACED, USE HILTI QWIK-BOLT II OF SAME DIAMETER WITH EMBEDMENT IN CONCRETE.AND INSTALLATION PER.MANUFACTURERS RECOMMENDATIONS AND CURRENT ICC: REPORT. D.) NOTCHED OR CUT STUDS: NOTCHED AND/OR CUT STUDS:TO CLEAR ANCHOR BOLTS ARE NOT ALLOWED, STUDS SHALL HAVE FULL BEARING TO THE FOUNDATION PLATE. E.) LET -IN BRACES: LET IN BRACES SHALL NOT BE USED FOR TEMPORARY BRACING ON ANY WALL FRAME. STEEL STRAPS WHICH DO NOT REQUIRE THE CUTTING OF STUDS ARE AN ACCEPTABLE ALTERNATIVE. F.) SEE NOTE 6-1 D. FOR. SILL AND ANCHOR BOLT SPECIFICATIONS. G.) WALL FRAMING RECEIVING NAILING AT 3" O.C. OR LESS SHALL BE 3X NOMINAL LINO PER PLANS AND DETAILS, 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE DRILLED 1/16" OVERSIZE. B.) ALL BOLTS, NUTS, AND LAG.SCREWS SHALL BE PROVIDED WITH FLAT OR MALLEABLE WASHERS WHERE BEARING AGAINST WOOD:. C.) ALL BOLTS AND LAG'SCREWS`SHALL BE TIGHTENED UPON INSTALLATION AND RE -TIGHTENED BEFORE CLOSING IN OR AT COMPLETION OF JOB. D.) LAG SCREWS SHALL BE SCREWED, NOT DRIVEN, INTO PLACE. E.) FASTENERS IN PRESERVATIVE OR FIRE RETARDANT TREATED WOOD SHALL BE HOT DIPPED GALVANIZED. 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES:: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE.ARCHITECTURAL AND STRUCTURAL.DRAWINGS AND CBC 2303.4. B) COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS,.STAMPED AND SIGNED BYAN.ENGINEER LICENSED IN THE. STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR'TO SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. Summit Structural Design PROJECT: Cannon Residence C) TRUSS DESIGN.LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE' TOP CHORD DEAD LOAD '10 PSF 60TTOM CHORD DEAD LOAD 8 PSF TOTAL LOAD 38 PSF UPLIFT LOAD A S. REQUIRED BY THE 2016.CBC D) TRUSS.BRIDGING SHALL BE AS REQUIRED A'ND SPECIFIED BY THE TRUSS FABRICATOR. E) TRUSS. MANUFACTURER SHALL OBTAIN ALL NECESSARY;APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION. F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER DESIGN LOADS: LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION .= L/240. .9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16,.DIVISIONS 1, 11, III, AND IV U:N.O: Bj ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC ZONE: D. D) WIND SPEED: 110 MPFI EXP C ' Summit Structural Design Project: Cannon. Residence Engineer: R.KB Design -of ; Gravity Loads - oads-Roof;S.lope= Roof 5.1.opg= 5 to 12 Roof Dead. Load, Ply 1.5 psf Roofing 3:4 psf Framing. 5.0 psf Gyp 2.8 psf Insul 1.0 psf r Mise. 3.9 psf Total (sloped) 17.4 psf Total (horiz) .18.0 psf Roof. Live Load Roof Live Load 20.0 psf Wall Dead;Load Siding 8.5 "psf (.exterior) 3/8 Ply. 1.8 psf 2x Framing 2.2 psf GYP• 2:2.psf Ihsul.. 1:3 psf Total 16:0 psf Wall.Dead:.Load 2x4 Framing @ 16" ox, 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf Floor Dead Load Framing @ 16" ox. 5.5 psf' 3/4" ply 2.25 psf - Gyp .2.2 :psf Flooring 2 psf Misc. 3 psf Total 15.0 .psf Floor Live.Load Residential 40.0 psf 540, - 090 - L 1 0 -63.eNnN ITNVJ S-60SS255Y VjNVO:!j_jyj,Mtdo_tj_j3H'aYOZ:l NML).L-1'1:3fi L 9V 9 C NONNVD NAII-d-tfW :J,0419�N914=199112!1 N00*240,99 9321H:4 Y S. I.D lop 4P ........ ........... ef S. ef s Summit Structural Design Project: Cannon Residence Engineer: RK6 Design of: Seismic Mass and Seismic Load Development } Area (ft') Weight (Ibs) Roof 2920 ' 52609 Roof Snow (2.0%) 0 0 Height (ft.) Length (ft) Weight (Ibs) Walls(ext) 9 212 15264 -Walls(int) 9 320; 8:640 Total 76513 Roof Area(#f2) Tim Area (ftZ} Ultimate Working,5tress ' 292.0 0 6435 4596 Roof Trio Line.Shear (I:bs) Shear (Ibs) Wall Line Area (ft) Working Stress rho Total 1 1520 2393 1.30 3110. ' 2 1400 2204 130 2865 A r 1165 1834: 1.30 2384 B 17.55 2163 1.30 3591 s : US � � .esi.gin Ma:p� Slummary Report t: User—Specified Input: Building�.Code Reference Document, :2012/2O151nternationai Bulldin'g'Code ` (which utilizes USGS*,hazard data.ayailable In 2008) Site Coordinates 1,39,89'N, 121, 660W Site SoiC<Classi,facation Slte"Class D-= "Stiff; Soil" :Risk Category I/II/III + '� m , 3� v� �+ n VI } °} f " L5b IJ,/a T ai9n SLc•i }! �1.✓•�t� k S 3 rt x rA'r w x J. d�t r ii� qI .. s S V ,. �p r, ( .�' }''t�7i'r;i4"ai»1F} `'}n prt�`'*ry,,.�, ..�i ,:rt`, ..;' , rkii �S ai., {, "3 > �i x.. ��, +. 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Nvlha USGS-P.novi:ded; :0utp,ltxt � � S5 0.634:9 SMs,-. 0.820.9; Sps; :0:546.9„ S.1 0 267 g: ; Si4i — 0::498 g. Sol = .0,3321.g, Fo"r'information on how the SS and S;1 values above have been: calculated from probabilistic (risk=tar;.geted)' and deterministic :ground motions in the direction of maximum horizontal response, please return to the application and selec.t'the 1009 NEHW building code reference docu7n'ent. I P/iOS� iZ�t! .uurl S !&C ti KJ•�n.' • , 4 _ V '• < , S s� ace 1 t .,i is "i.` R0, 'y j , v. r' . - k'' • ry' ' s { :i 3! 'J• 7 G Z . f+:1,!J I . '1gu 1.10 r b r fl? P Uzi Q7 Y _ k F'e7ru�.1 t -a, r ' P nog f (sec;). _ __r___.�__ _ . r , A1thou9hahis mformatian is a product of:Che 6 S. Veblogicaii'Survey;-we prtwida no warranty ;;"expressed or"ininlitd, a§ o Che. ` C accbr.6 8f the data contained therein, This tool is not a snlistltutP for technical sijbiect-matter knowledge. • fV Summit Structural Design Project: Cannon Residence' Engineer: RKB Design d :: Seismic Load Development. (AS:CE 7-10) Seismic Design Category D Ss 0.634 ;Mapped.0:2-sec.spectral response Occupancy 2 51 0.267 Mapped 1.sec spectral response I 1' Site Class pIn accordance:with Ch*20. TL 16 SMs 0.820 Max Considered EQ. SM1 0:498 Max Considered EQ SDS 0.547 Design Spectral Response (0:2 Sec): SD'1 0.332 Design Spectral Response (1:0 Sec) System Light Framed Shear Walls .�.r R 6.5 Omega 3 Cd 4 Ht Limit 65 Cs 0.08. 12.8-2 Max Cs 6.49 Min Cs 0.02 (:01 outside�of SJ) Ct 0.02 x 0.75 Ta 0,10 Cu 1.4 Max'T 0.15 No limit for drift Use.T 0.10 Alt Ss. 0:634 V= 0:084 *W Height to Roof (hn) = 9 ft V= 5.4 k Vert Dist- Exp:.(k) 1 Lewey 5fory Ht,,(ff) hi (ft) wi (kips)' (wi hi) (kip=ft) Cvx Ve. ,(kips) S VEQ.(kips) Diaph, (k.ips ROOF 9 9 77 689 1.00 6.4 6 8 76.5 689 Summit Structural Design Project: Cannon Residence Engineer: RKB Design of: MWFRS-Envelope Procedure (ASCE 7-10, Section 28.6) -� Conditions: (IHD / 1 1 -Simple Diaphragm CASE 8 1 fLJSF nO'}. �' = 2. Low=rise 3. Enclosed 4. Regular Shaped `,✓ ` i CH 5. Not.Fl.exible 6. Not Subject to: ,� -•� '" J�� 'CASE A. �\`�� •>` �Ei.�.••• �ri• a) across wind loading ��.. b) vortex shedding c) instability (gallup/flutter) l d) channeling effect I ; r; e) buffeting (upwind obstructions) 7. Approx.,S metrical Cross Section With Flat, Gable, or Hip Roof 5 95° �`••� 8. Exempt From Torsional Load Cases �`� �- � � ate' �; i ��/!- Indicated in Note 5 of Fig. 28.4-1, or (A the Torsional Load Cases do not Control the Design' CASED �' �, p Q / / (1) story and h530 ft. or , {uSE ( =0.) `�»`" q (2) story max and light framed or (2) story max and flex. diaphragm L= 70 Long. Bldg. Dim. (ft) 2aL= 7.2 ft. T= 36 Transv. Bldg. Dim. (ft) 4 2aT= 7.2. ft.. V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor X= 1.21 Adjustment Factor KZt= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 15 Mean Roof Height (ft) Exposure, X 0= 25 Closest Roof Angle Mean Roof Exposure (5°,10°,15°,20°,25°,or 3.0') Hf. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*X*Kzt*ps30 15 1,00 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1.00 1.29 1.55 A-110 13.9 17.5 9.61 25 1 1:00 1.35 1.61 9-110 2.8 4.8 30 1.00 1.40 1.66-- C-1.10 9.2 12.6 9.6 35 1.05 1.45 1.70 D-110 2,9 4.8 40 1.09 1.49 1.74 E-110 -16.8 2.8 -.14..4 45 1;12 1.53 1.78 F-110 -9.5 -`10:6 50 1.16 1.56 1.81 G-110 -11.6 - -12.3 55. 1.19 1.59 1.84 H-110 -7.3 -8.5 60 1,22 +-T.-62, 1.87 11, Summit Structural Design Project: Cannon Residence Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5) 0 ANI C?}\ (2) Q- (D C� -0 C)' (� 0) C`�j ° HIP ROOF (7'<'e c25') HIP ROOF (25'< 0 X27'.) ` C3 2 C5) (i, (5) (%I) �'r o o,, o FLAT ROOF and GABLE ROOF (7'< 0 .<45') GABLE ROOF (0<7') L= 70 Long. Bldg. Dim, (ft) T= 36 Transv. Bldg. Dim. (ft). a (ft) = 3.6 V= 110 Basic Wind Speed (110 or 115 mph) LCF= 0:6 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1 Topographic Factor h= 15 Mean Roof Height (ft) RAN= 2 Roof Angle Number 0=0°-7° 2=8°-27° 3=28°-45° Conditions: 1. Mean Roof Heights 60 ft. 2. Enclosed 3. Regular Shaped 4.. Not Subject to: a) across wind loading b) vortex shedding c) instability (gallup/flutter) d) channeling effect e) buffeting (upwind obstructions) 5. Flat Roof or Gable Roof 5 45 Or Hip Roof <_ 270 Adjustment Factor for Bldg Height and Exposure, A can EXposure Roof Ht. ft B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16: 1.56 1.81 55 1.19 1 1.59 1.84 60 i 1.22' 1 1.62 1.87 C+C Wind Loads (psf), Pnet=LCF*A*Kzt*pnet30 Loc. Zone EWA Pnet Ovhg. ft2 + _ _ Loc. EWA pnet Zone ft2 + _ 0 .13� 0. - 1 4.4 0 5.8_ --17.1 20 - 4 20 15.1 -16.4 1 50 11.6 -13.5 4 50 14.2 -15.5 1 100 11.6 -13.1 4 100 13.4 -14.8 2 10 11.6 -25.2 -29.5 4 500 11.8 -13.1 2 20 11.6 22-1-2- -29.5 5 0 15.8 -2-1.1 2 .50 11 .6 - 0..5 -29.5 5 5. __-T9 .7 2 TO0 11.6 -18.5 -29. 50 1 __-T7 9 3 10 11.6 -37.2 -49.6 5 100 13.4 -16.4 3 20 11.6 -34.8 -44.7 5 50011.8 -13.1 3 50 .6 1 -3 -38.3 3 100 11.6 1 -29.2 1 -33:5 Surnmit St:ructura I Design Project: Cannon Residence :Engineer: RKB Design ,of : Wind Loads A 8 C D End Zone End Zone Int. Zone; Int. Zone Line. Min.,Net Wall Lina Wall Area Roof Area Wall Area Roof Area Shear (Ibs) Shear (lbs) Control 1 44 35 211 223 4182 3686 4182 2 44 76 168 160. 3,572 3168 3572 A 6Q 89 1657 1430 1657 8 16 46 214 52' 3265 2678 3265 i Summit :Structural Design Project:.Cannan< R:eside.n,ce Engineer,: RKB Design of : Late:raI Force Summary Wind Seismic WaII Line Shear (Ibs) Sh.ear`(jbs) Confro.l 14182 3110:- Wind ,2 3572 2865. Wind A 1657 2384 Seismic B 3265 3591 Seismic Summit Structural Design Project: Canhoh Residence Engineer: RkB .Design of: Shear Walls: Panel'Thickness Load (lbs). 1.316 1.6. 165 Panel -Orientatloii 1.6. Short bimensiomAcrossStuds, Vail Type 1.6 8T 7-M, -r 1.6 Anchor Bold Dia'm. r7= -7 - j 1/2: 1, 544 Stud -Spacing 695 16 in,o;c. 515 Spec Grav;Of Framing SW Rini Fastenlng.'(No PlyZN.) 0.5 Fastener # Spacing Fnd.§ 10 III late Grade DF -L F 32J inches AB in 2X Sill 218 inches 620 lbs 21.9 AB.in.3X--Sih 6 17.0 730 lbs 6 SilITI-it /Ri im An 'chorage inches 6. 11;0 Inches 6 Nail inches, Embed Index'#. T Nail Length (in) DIam-.,*,(Ifi)" (in) 1 12d 3.25 0.135 1.75 16cl 3.5 0.148 2.00 3 20d 4 0.177 -2.50 4 30d 4.5 0.192 100 5 1/4" SDS 3.5 0.25 2-.00 .6 A3S 7 A.34 Shear Wall SW Plate Fastening Edge Nail (in) Load (lbs) Fa.sten,er.# Spacing 6 2:66 1 7:6 inches 4* 35.0 1 5.7 inches: 4, Note 1. 380 .1 5-..2 inches. '3, Note i 490 .1 4;0 Inches. 2,. NbteA 640 1 3.1 inches� 44; -Note 1 760 3 4.1 inches 3.3, Note ' 1 90, 3 Z inches 22, Note 1 1280 3 2.4 inches 1, Use'3X framing,at adjacent,panel edges and stagger palling 'Cd Load (lbs). 1.6. 165 1.6. 189 1.6 261 1.6 272 1.6 544 1.6 695 1.0, 515 SW Rini Fastenlng.'(No PlyZN.) Fastener # Spacing 32J inches 6 218 inches 6 21.9 inches 6 17.0 inches 6 13.0 inches 6. 11;0 Inches 6 8'.5 inches, 6 6.5 inches. AB Spacihg.(fi) M'Sill 3X Sill -182 4.49 2.83 3.3.4 L31 3.07 1.01 .2.38 NG 1.83, NG 1.54 NG 1.19 NG 0.91 is Summit Structural Design Project: Cannon.Residence Engineer: RKB Design of :.;Shear Wall Framing Total Res lstive Segment Segment Lateral Wall overall Resl'stive Aspect Gravity OT Of Righting. •Net Wall Load Length Load Edge Nail Length Length Ratio Load Height Moment. Moment M/D Line (Ibs) (ft) (If) (In) (ft) (ft) Factor Ib/ft) (ft) (ft -Lb) (ft -lb) (lb) 1-w 4182. 14.00 299 4•" 7.00 7.00 1.00 150 9 18819 3675 2373 1 -eq 3110 14.00 222 6" 7.00 7:00, 1:00 150' 9 13997 367.5 1685 -2'w 3572' 9.75 366 4" 5.50 5.50 1.00 150 9 18134 2269 3050 2 -eq 2865' 9.75 294 0" 5.50 5.50 1.00 jsoi 9 14545 2,269 2397 A,w 1657 8.00 107 6" 8.00. 8.00 1.00 300 9 14913 9600 1144 A -eq 2384. 8.00 298 4!" 8,00. 8.00, 1.00 30o 9 21456 9600_ 1962. B -w 3.265 16.75 195; 6P 2.75 2.75 i.0o 350' 9 4824 1323 1465 &eq 3591 16.75 214 4" 2.75 2.75- 0:61 350 9 5307' 1323 1641 Summit Structural Design Project:' Cannon Residence Engineer: RKB Design of : Lateral. Drags Lateral Overall Shear per Le.rtgth to Drag Drag Wall load Length foot be dragged Load Type Line (Ibs)(ft) (plf) (f.0 (lbs) if applicable 1-w 4182 30.0 139.4 10.0 1394 A 1-eq 3110 30.0 103.7 10.0 1037 A 2-w 3572 30.0 119.1 14..0 1667 A 2-eq 2865 30.0 95.5 14.0 1337 A A-w 1657 '62:0 26.7 40;0 1069 A ,A-eq' 2384 62:0 38.5 40.0 1538 A &-w 3265 .62.0 52.7 11.0 579 A B-eq 3.59.1 62.0 57.9 11:0 637 A 1% summit structural Design Project: Cannon Residence Engineer: RKB Design of: Foundations Allowable:Soil Bearing: 1500 psf Concrete Cornpriesshve Strength: 250.0 psi Concrete,.Stem.Wall (Non -Retaining).: 6" wide with (1),#4continuous. attop-and bottom of :wall and 44 at 18" ox. full height. Provi,do1#4at 18" clx-,,vertical cl,eVeloped-by.,hook into footing, U.N.O. Continuous -footings; Widthntinu9us-footings; Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500 (1) #4 cont. 15 12 1875- (2) #4 cont.. 18 12 2250 (3) #4 cont. 24 12 3000 (3), #4 cont. 30 12 3750 (4) #4 tont, Spread Footings: Note: Bottom of each footing shall be at least 12" below finished grade or as -per I oc'a I Reinforcing Cap. Label. Size Thick. (in) Each Way, Kips F1 it -oil Sq. 12 (1) #4 1.5 F1.5 1'76!' Sq. 12 (2'),#4 .31375 F2 .2'r0ll Sq. 12 (3) #4 6 F-2.5 .21-611 Sq. .12, (4) #4 9.375 F3 3'-01'Sq. 1,2 #4 13.5 F3.5 31-611 Sq. 1.2 (5.) #4 18.375 F4 4'-0" Sq. 12 (5) #4 24 F4.5 41-611 Sq. 12 (6) #4 30.375 F5 5'-0" Sq. 12 (7) #4 37.5 F5.5 51-;6" Sq. 12 (5) #5 45.375 F6 61-011 Sq. 18 (8) #5 54 F6.5 Sq. 18 (9) #5 63,875 Note: Bottom of each footing shall be at least 12" below finished grade or as -per I oc'a I iy COMPANY PROJECT Summit Structural Design Feb. 28„2017 08:58 Woodworks SOF7,tvAREFOR WOOO'DFS/GA Typical Stud Design Check Calculation Sheet WobdWorks'Sizer 10.1 Loads ,Load Type Distribution Pat- torn 'Location• (Pt) start End Magnitude Unit start End Loadl Dead Axia. UDL - (ECC.'= 0.00") 500. P11 Load2 Wind C&C; Axial UDL 956 (Fcc, :_ 0...00",) 460 017£' Load9 Roof constr. Axial UDL 113. (EC6. = 0.60") 466 pit, 'Lo ad4 Wind C&C Full Area Axial'Bearing fc = 32.00 (16:0)• psf. Self -weight Dead Axial UDL 0.11 Support Bearin B if Tributary Width (in) Lateral Reactions (lbs): 8'-7.5" - O .o 0. Unfiiczored: s15 Valuc Do si n Dead Mural sis/D¢si n Shear v =" Wind 189 :� 88 189 Roof Live Bending)-) fb 956 Fb' - 2464 ib'/Fb' _ •0-.38. .Factored: L ->R 113. 269 li3 Lurnber Stud, D.Fir-Ly No.2, 3x4 (11-1/2'.W-1/2") I Support: Lumber Stud Boltbm plate, D,Fir-L No:2; Bearing length =stud thickness Spaced at 16:0'• c/c; Toial length: 6•7.5'^, Pinned base; Load face = width(b); Ke x Lb: 1.0.x 0.0 = 0.0111); Ke'x Ld: 1.Qx;8,63 = 8.331ftl;.Lelerel support: top = Lb, bottom = Lb; Repetitive factor..applied where permitted (refer to online helpy Analysis vs..Allowable Stress.(psl) and Deflection (in). using NDS 3012: Criterion' 'Anal' s15 Valuc Do si n Value Mural sis/D¢si n Shear v =" 2 V- :� 88 fv Fv'= 0..11 Bending)-) fb 956 Fb' - 2464 ib'/Fb' _ •0-.38. Axial f - 269 FC'' '- 518 fc/Fc'.= 0:52 Axial'Bearing fc = 269 Fc' - J..48'4 fc/Fc! 0.11 Support Bearin fcp 269 Fcp - 781 •fcp/Fcp 0.34 Combined (aria, compression + a de load bending) Eq.3.9-3 = 0.64 Dead Defl'n negligible Live Defl'n 0:27 = L/308 0.29 = L13G0 0.93 Tota'- Defl'n 0.27 = L/300 -0.43 1:/240 1 0.62 Additional Data: FACTORS: F/E-lpsi ICD CM Ct COCP CF Ofu Cr Cfrt Ci LCU Fv' 180 1.60 1.00 1.00 - - - - .1.00 1.00: 4 Fb'+ 900 1.60 1.00 1.00 1.000 1.500 1.00 1.15 9.90 1..00 4 Fc'' 1350 ,1.60 1:00 1.00 :0..209 1.150' - - 1.00 1.00 3 E' '1.6 minion.1.00 1.00 - - - - 1'.00 1.00, 4 Emin' 0.58 mill -'ion 1.00 1.00 - - - 1..00 1.00 4 Fc' '1350 1.60 1-.00 1..:00 - 1..150 - 1.06 1.00' 1 Fcp sup "625 - 1.00 1.00 - - - - 1:00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear * : LC %114 - ..6Dc..6W, V 313, V. design a 113 lbs Bending(+): LC 11'4 - .,GDt.GW, , A: 244 lbs-f.t Defloerion: LC 0.4, - ..6D+..4214 (lige) LC 44� " :'6D+.42W Gtotal) Axial LC 113 - D+:751Lr+,6W)', P 1413 lbs Combined LC 113. - Dr,JS(Lr+. 6W); (.1 - fc/FcE) - 0.51 Suppe r.t. .°;LC 83 D+.75(Lr+,6w).; .R -•14,13 lbs, Cap = 4101, Lb - 1.50", Cb -� 1.25- D=dead -L=li"ve Sasnowty=wind I�impadG Lr=roof live Lc=concentrated E=earthquai;e All "d.C's are Fisted in the Analysis output - Load combinations: ASCE.-?716 / IBC 2012 CALCVLAT16NS: Deflection: El - 9e06-1b-ih2 "Live" deflection - Deflection from all lion -dead .loads (live, wind; snow...) Total Deflection - 1.50(Dead:Load Deflection) + LiveLoad Deflection. Design Notes: L WoodWorks analysis.and design are In accordance with the ICC International Building Code (IBC 2012), the, National DesignSpocificallon (NDS 2012), and NDS Design Supplement,. 2. Please verify that the default deflection limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members arenot rated for fire endurance., 1) COMPANY PROJECT Summit Structural Design o d Wo r.k s° Feb 26, 2017 09:02 ,SOF7tvARE FOR WOOD DFsrcn' King -Trimmer for 10'. Opening Design Check Calculation Sheet WoodWorks Sizer 10.1 I Loads: 'Load Type Distribution Pat- tern Location [ft.] start End 'Magnitude. Start End Unit 'lbs,, Loadl Dead. Axial lEcc. - 0-.00"9 ..3000 Factored: Load 2 Wind Axial (Ecc. _ 0.00111. 2760 lbs Load3' Roof constr. hklal (Ecc. _. 0.00") 2760 lbs Load4' Wind Full Area compression s. de -load 29.00 (5.67)? psf Selfrwei ht Dead Axial 43 ibs ou.ary .ra k", Lateral Reactions (lbs); e'a•s^ _ 1� m - a N � 0' 8'•7:5" Unfaccored: Analysis value Desion Dead Analysis/Design. Shear bind 709 709 RoofLive 0.11 Bending( ) Factored: -Fb' _ 2484 L ->R 425 42.5 Lumber n ply, D.Flr L, No.2 2x4 4 -ply (V0-11/2") Support Non -wood Bearing length = column width Total length: 6 7 5 Pinned base; Load face.= widlh(b); Built,up fastener.•nails; Ke: x M-1.0 x,0:0 = 0.0 (ft); Ke x Ld'1 :O x 8.63 = 8.63 (ft); Lateral, support: top = Lb, bottom = Lb; Repetitive factor: applied where permlied (refer to online help); Analysis vs. ,Allowab(e Stress (psl) and Deflection (in) uslno Nos 2012: "Criterion Analysis value Desion Value Analysis/Design. Shear ft = 30Fv' _ .288 fv Fv' 0.11 Bending( ) 'tb 6 8:99 -Fb' _ 2484 fb/Fb' - 0:36 Axial. Cc.- 303 Fc' _ 51& fc%Fct. 0.58 Axial. Bearing Cc = 39 3 Fc' m 2484 fe/Fc' = 0.12. (axis compression s. de -load betiding) Eq..3.9-.3 - 0..95. _Combined Dead Defi'n -negligible Bonding(+): LC fl = .6D+, 6W, M 9,17 lbs -ft Live Defl'n 0.36 = 1,/.288 0.43 = L/240. '0.83. Total'Def'1!n 0.36 F L/,288 0.57. �= h,60' Axial 6C"91 = D+. 75(1, r+. 6W)., P - .6355 lbs" 0.62< Additional Data: FACTORS: F/E fps I)CD cm Ct CL/CP CF Cfu Cr Cfrt Ci ,LCII Fv' 186 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ ,900 1.60 1.00 1.00 1.000, '1.500 .1.00 1..15 1.09 1.00 4 Fc.' 1356 1.60 1.60 1.00 0,209 1.150 - - 1_0'J 1..00 3 E. 1.-6 million 1.00 1:00 - - - - 1.00 1.00 4 Emin' 0.58 mla lion 1.. 00 1.o0 - - - - 1:00 1.00 4' Fc' 1350 1.60 1.00 1.00 - 1..150 - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 11.4 . -6Dy.6W, V 425, V design 47.5"lbs - Bonding(+): LC fl = .6D+, 6W, M 9,17 lbs -ft - - Deflection: LC 84' _ .6D+.'6W Hive) LC 04 = .6D+.. Gil (total) Axial 6C"91 = D+. 75(1, r+. 6W)., P - .6355 lbs" Kf - '1.00' .Combined LC, .93 = D+„7.5.(Lr+,6W); (1 - fe/FeE) = _ 0.44 D=dead L=live S=snow W=ainil.T=impact Lr -roof live Lc-concentrates t=earthquake All LC's are: listed in the Analysis output Load comv'inations.:'.ASCE. 7-10: / IBC 201213' - CALCULATIONS: be Election: EI = 9e06 Lb-in2/ply "Live" deflection = Deflection from'all ,:hon -dead Loads (live, wind, snow.-) �Lide: Total Deflection.= 1.50(Deid`.load'Deflecti'o'n), 4. Load Doflection. Design Notes: 1. WoodWorks:analysis and design are in accordance vdthlhe ICC' International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NOS Design Supplement. 2: Please verify that the default deflection limits are appropriate for your application. 3: BUILT-UP COLUMNS; nailed or bolted built-up columns shall conform to the provisionE of NOS Clause 15.3: .4: FIRE RATING, Joists, wall studs. and multi -ply mombers.are not rated for tiro endurance. Summit Structural Design Project: Cannon Residence Engineer: RKB Design of: 4x Timber Colqrnh Design. Values (N DS 3..7)' 4X DFaL(N) #1 Fc E 'd. KCE c CD 1400 1600000: 3.5 0:3 0.3 1.25 Stability , `Oedudion. Column tapacIty (Ibs) le (ft) �Cp Fc' (psi) 4X4 4X6.- 4X8 4X10 4X1.2 5 0.64 .001 '11041 .1 . 735D 23660 29969 36278 6 0.5.5 767 9357 147-66 20136. 25505 3.0875 7 0.46 649 .7951 12494 1.7037 21580. 26].23 -123 8 0.39 549. 6729 10574 14418 18263 22108, 9 0.33 467 5718 8985 12252 15519* 18786 10 0.29 '399 4888 76a2 10475 132618 16062 62 11 0.25 344 4209 6.614 9020 11425- 1383Q `12 0.21 298 365,1 5737 78.23 9910 111996 13 0.19 -260 3,190 501.2 6835 8658. 10480. 14 0.16 '229' .28O6 44,09 6013 7616 9219 15 0.14 203 2484 304 5324, 6743 8163 16 '0.13 181, 2213 3477 4742 6007- 7271 17 0.,12 16;2: 1982 3115 4248 5880 6518. .18 .0410 146 .1785 2805 1824 4844 5.864 19 OM '132 1615 2537 '3460 4382 5305 20 0.0.9 120 1467 2305 3.144 3982. 4820 Summit Structural Design Project: Cannon Residence Engineer: RKB Design of: Roof Framing Roof Loads DL=. 18 psf LL= 2Q psf Roof plywood; 1/2" APA rated Exterior plywood or OSB. Apply face,grain perpendicular, to framing, stagger.panels and nail with 8d at 6" o.c:'edges and 12" o.c, field. Edge nail ,atgable ends, drags strap lines, blocking, and all supported edges. Trusses: Spacing _= 24:." o.c. Loads: T. C. Live Load = 2.0 psf T.C.°Dead, Load = 10 psf B:C. Dead'Load = 8 psf Total Load = 38 psf Typical Headers (U.N.O.) Use 4X8 DF#2, use (2) trimmers min. at all openings larger than 4'=0 N6NNV),NAl-fUVW VIN LqvSL L t Ci N:mH N :J04 2VNi&*4321-k0021C329 MMSHI Y COMPANY -PROJECT Summit Structural Design oo dWo r k (9) Feb. 28, 2017 09:03 sornvARr. FOR WOOD DESIGN Bt Design Check Calculation Sheet woodworks sizer 10.1 Loads Load Type -Di'stribut'ion; 'Value Pat- Location (.ft) Ha -finitude- Unit 962 Wind 1049 tern Start .End 'SL'art 'End Roof Live Factored: Loadl Dead Full Area. 18.00(17.00)* ps Loid2 Wind C60 fullArea 20.00(.17.001'psf' 1.02 Load3 Roof'coristr. .Full Area_ 20:00(17..90)' psf Self -weight Dead Full UDL .G.O if Tributary Width, ('ftl Maximum Reactions (lbs) and Bearing Lengths (in) : Untactoied: Analysis 'Value Dead 962 962 Wind 1049 1049 Roof Live Factored: 1049 1049 Total Bearing! 2221 2.221 Length 1.02 1,02 .Min re 'd 1.02 1,02 Lurriber•soft, D.Flr-L, N0:2, 428 (371/2"x7-1/4") Supports; All - Timber -soft Beam; D.Fir-L No.2 Total I englh: 6'-2.0"( Lateral support: top= ai'supports,.boltom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS°2012 : Criterion Analysis 'Value Design ,Value. Anal s1 iqn Shear fv - 92 Fv 2225 fv.Fv!. 0: 1 Bend ing(;l 'fb = 11'81 Fb' = 1447 fb/Pb',_m '0.02 Dead De'f-.l'n 0.05 = <L/999 - - 1.00 1.00 - 3 Live Def3'n 0.06 -.<1:/999 0.20 = 1./360 '0.31 Total Defi'n 6.14 - L/507 0...30 = L/240 0..47 Additional Data: !'ACTORS: F/E(psi)CD 'CM Ct. CL Cr Cru Cr Cfrl' Ci Cn LC(1 Pv, iso 1.25 1::0o 1.00 - - - 1.00 1..00 1..00 2 l:o"< 900 1.25 1.00 1.'00 0;990 1.300 1.00 1..00 1..00 1.00 -l. FcP' 525 - .1.00 1..00 -- - - 1.00 1..00 - - E' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Bittin" 0..58 million 1..00 i.:00 - - -. - 1..00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear' - : LC 92 = D+Lr, V' = 1984., V design 1562.-16s Bending.(+): LC 82 - D+Lr, M'= 3018 lbs -ft Deflection: LC 03 = D+.75(Lr+.42W) (live) LC 113 = D+.75(Lr+,42W) (L•ofo1) D=dead L=live S -snow, 11 -wind 1 -impact Lr -roof live Lc=concentrated E=earthquake A1.1'LC's a;e listed in the Analysis output .Load combinations: ASCE 7-10'/ -IBC 2012 CALCULATIONS: Deflection: 'El 178e06 lb -int "Live" deflection = Deflection from all non -dead loads (live, wind, Snow...) Total Deflection _ 1.50(DoadlLoad Deflection) + Live.Load Deflection. Design Notes: A. Wood Works analysis and design are imaccordance.ivith"the ICC International' Building Code.(IBC2012), the National Design. Specification (Nos 2012), and NDS Design Supplement. 2. Please.veiify that the'defaull;deflection limits are appropriate for your'application. 3. Savin lumber bending' members•shall.be laterally'suppoited according (oche provisions of NOS Clause 4.4:1. I's COMPANY PROJECT Summit Structural Design Feb Q8, 2017 09{04 Wo o �1 o r k s SOMWARl.fOR WOQQ QfS/GA' B2 Design Check Calculation' Sheet WoodWorks'Sixer 10.1 I Loads: Load Type Distribution -Pat- Location (fti Magnitude Unit, 1433 1433 Roof 'Li ve tern Start End Start End fb - Loa 1 DeadFull Area _ 3033 Length 10.00(23.00;: ps Loar.2 Ilind CCC Full Area Ll,ve Oefl.'n 0..04 _ 20.00(23.00)' ,psf Load3 Roof constr. Full Area 0:10: - L/767 ?0.00(23.00)' psf Self-wei ht Dead Full UDL 7.7 if -JrIDULdry WILICn. ILL): Maximum Reactions (lbs) and Bearing Lengths (ih) r 4„ Unfactored: AnalY sis-Value Dead 131'3 i.3 i 3 Wlnd 1433 1433 Roof 'Li ve 1433 143.) Factored; fb - 991. Total. Bearina: 3037 _ 3033 Length 1.39 1.39 Mi::. re ''d 1.39 1.39 Lumber -soft, D.Fir-L, No:2, 4x10 (3-112"x9-114") Supports: All - Timbor-sof( Beam, O.Fir-L No.2 Total length: 6'-2:8' Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (In) usino NDS 2012: Criterion AnalY sis-Value Desicin Value Anal'sis/Desl n Shear v .1 Fv' 2 UT 0.4 Bending (+) fb - 991. Fb' = 1332 fb/Fo' - 0.74 Dead Defl'n - 0.04 - <6/999 - Ll,ve Oefl.'n 0..04 _ <L/999 0.20 - L/360. 0.20 Total DeflSn 0:10: - L/767 0.31 .- L/24'6 0.31 Additional Data: FACTORS: F/E(ps0 CD CM Ct CL CP Cfu Cr CL'rt Ci Cn -LCB Fv' 180 1.25 1.00 1:00 - - - - 1.Do 1.00 1.00 2' Fb'+' 900 1..25. 1.00 1:00; 0. 980 1..200, .1.00 '1.00 1,. 00 1.00. - 2 Fcp'- 625 - 1.00 1,O0 - - - 1..00 .1..00 - E' :2:6 ml:' --lion: 1..00 2.00: - - - - 1.90 1.00 - 3 Emin' 0.`58 million 1.60 1.00' - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 42 - D+;Lr', V-= 2696, V design = 1965 lbs Bending (+I: LC 172 a D -Lr,, M 4122 -lbs -ft Deflection: LC 03 D+,75(Lr+.,12W) (live) LC 113 = D+..751Lr+.4ZW) Itotat) D=dead L-,lve S^snow W=wind ';-impact Lr-taof live Lc=corcentra Led. E -earthquake Ali LC's are listed in the Analysis output Load comb'natlonsa ASCE 1-10 / TBC 20,12 CALCULATIONS: Deflection:EI - 369eO6 Lb-in.2 "Live" deClect'lon m .Deflection from all non-uead loads (live,, wind, s10�1...1 Total Deflection = 1.50(Dead 4:oad Deflection) + Live Load Deflection. - Design .Notes: 1. Wood Works analysis and design are in eccordancewwith the -ICC ln(emational Building Code (IBC 2012),.Ihe Nationals Design Specification (NDS,2012), and No's basignSupplement. 2. Please veWy that the dofault'de8ection 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. I t COMPANY PROJECT SummltStructural Design o o d Wo r k;s Feb. 26, 2017 09;05 SOMWARr FOR wOOO MS/CA' B3 Design, Check-Calculation,Sheet WoodWorks'Sizer 10:1 Loads: Load '-Typo Distributfon spat- Location (ft) tolagni.tud'e Unit - 2380 2380 Roof :Live Factored: fern Start End, Start End 5045 l.oa. 1 Dead. FulI Area 2.08 Min.re 'd 181.00(23.00)' par Loa02 wind: Cl:C Full Aiea Live Defl'n0.26 = J736 lbs 20': Do (2.3. o0)' P toad3 Roof constr.. Full Area - 6/256 20_.00(23-00)x' psf Self-wei ht Dead Full.UDL All LC's are listed in the Analys'i's Output ;9.3 if •Tri. utaty wi tt f .ti Maximum Reactions (lbs) and Bearing Lengths (in) : 10'•4:2" Unf'actored: Dead '2199 2.109 wind 2380 2380 Roof :Live Factored: 2380 Eti" '.Dendingt+) Total, Bearing: 5045 50.15 Length 2.08 2.08 Min.re 'd 2.08'" 2,09•• -.Minimum bearing lengthgoverned by the required width of the supporting, member. LVL n -ply, 2.OE, 310OFb, 1 -3/4"x9 -114",:2 -ply (3.1/2"x9-1/4") Supporls:'AII - Timber -soft Beam, O,Fir•L No.2 Total. l ength: 10'-4:2"; Lateral support lop= at supports, bottom= at.supporls; Analysis -vs. Allowable Stress (psi) and Deflection (in) using NDS 2012: Criterionjnalgs.4-2altie Design Value. 'Anal sis/Dos(sShear F'v' 285' 1.25- i.00 - - - - 1.:00 - 1.00 1'3Fv"mv F6. + 3:00 1:.25 - 1.00 0.948 1.04 - 1..00 1.00 .- Eti" '.Dendingt+) Fcp' 750 - 1.00 - - fb'= 2748 Fb' 3805 fb/Fb' _ 0.'72 Dead Def"n0.22 - - 1.00 = L/552 CRITICAL LOAD COMBINATIONS: Live Defl'n0.26 = J736 lbs - L/477 0.34 L/360 0.75 Total Defl'n0.48 - 6/256 0.51 L/240 0.91, Additional Data: FACTORS: IF/ E(psi ICD Ct4 Ct CL Cv Cfu Cr Cfrt Ci Cn LCII F'v' 285' 1.25- i.00 - - - - 1.:00 - 1.00 2 , F6. + 3:00 1:.25 - 1.00 0.948 1.04 - 1..00 1.00 .- - Fcp' 750 - 1.00 - - - - 1.00 - - - - E.' 2.0 million - 1.00. - - - 10o - - 3 " Eminy' 1.04 million - 1.00, - - - - 1.00 CRITICAL LOAD COMBINATIONS: Shear LC d2'_ D+Lr,; V - 4493, V design = J736 lbs Send ing(+): LC 62 = D+Lr., M - .1142.9 ibsrft Def)eetion: LC 113 D-.75(Lr+.42w) (live) LC 113 = D+.7.5(Ur+.4247) (total) D=dead L=live S=snow w=wind 11=impact Lr -roof live Lc=concentrated E -earthquake All LC's are listed in the Analys'i's Output _ Load combinations: ASCE 7-10V IBC_ 2012 _ CALCULATIONS: Deflection: El = 233e06 lb-in2'/ply "Live" deflection = Deflection from all non -dead loads (live, wind, ,snow...) Total..Deflectlon+� 1.00(.Dend Load Def 1'eeti.on) + L_ive Load Deflection. Design Notes: 1.: WoodWorks analysis and design are In:accordance with the ICC InternationalBuilding.Code (IBC 2012.), the National Design Specification (NDS 2012); -end NDS. Design'Supplement. 2: Please Jerify ihatthe defaultdeflection limits are appropriate for.your application. 3: SCGBEAMS'(Structural Composite Lumber):.lhe'altaohed SCL selection 'is for. preliminary design only. For final member designcontactryour local SCL manufacturer. 4: Size fectors.very, from one.manufaclurer.1wanother forSCLmaterials. They can be changed in database editor. 5. BUILT-UP SCL-BEAMS: comae) manufacturer for connection details when loads are not applied' equally to allplys. 6; FIRE RATING: Joists, vall'sluds and m6lli•ply members are not rated for. fire endurance. 11 COMPANY PROJECT Summit Structural Design od \ J� o r l< e Feb. 27, 2047 09:56 W 50r71v4Wr FOR wo0n wfrc,v 84. Design Check Calculation Sheet WoodWorks Sizer WA Loads: Load Type Distribution. Pal:- Location (ft) .Magnitude unit 1160 1160 Roo f. Live Factored: tern Start End StartEnd '24'.94 Loa 1 Dee Full Area 1,p0• Min rc 'd .10.00(12,00)' ps Load2 bind CGC Full Area Live 06f0 'ji 0_10 .m 20•.00(12.00)• psf Loai11 Roof constr. .Full Area 0..24. = I[J'68 210.00112.00)• psf $elf-wei ht Dead{ Ful '1 UDL ' 12.1 olt Maximum Reactions.(lbs) and Bearing Lengths (in) 9'- Unfactored: Anal.ysis Value Dead 1102- ! ! 02 wird 1160 1160 Roo f. Live Factored: 1.166 .1160 Total. Bearing: '24'.94 2,194 Length 1.00° 1,p0• Min rc 'd 1.00! 1.,00• ... 1-y,vIV o .."-v u. , , .guppmhs Timber -soft, b.Fir:L, No.2, 6x10 (5.112" x9-114") Supports: All - Timbor-soft Boom, D.Fif-L No.2 Total length: 9'-8.0': Lateral support.' top= at supports, bottom= at supports: Analvsis vs. Allowable Stress (DSI) and Deflection (in) .,.;n„ uns.inrq- :Criterion Anal.ysis Value Design Value 'Anal sis/Desi n Shear- Ev 170 ' 1.25 1;00 1.00 - - Fo' 212 v Fv,' Bending;(''+) fb 822. 'Fh'. 1;094 fb/P6' Dead De,f>I'n 0.09 2L'/:999 - -. i.00 1.,00 - ' Live 06f0 'ji 0_10 .m <L/999 0.32 =. :L/360. - '0.,32 ,cal Defl;n 0..24. = I[J'68 OAS ®. '.L/24.0 0.50 AdditionalData: FACTORS: _F/E(Psi)CD CM C,t cl. CF Cf'u Cr Cfrt Ci .Cn 'LC 170 ' 1.25 1;00 1.00 - - - -. 1.00 '1.00 '1.00 2 Fb'+ 87,5 1..25. 1.00 1.00 '1.000. i.. 000 1.00 .1 .00 1.00 1. 00 - 2 Fcp' '625 - 1.00 1.00 - - - - 1.00 100 - - E' 1.1 million. 1..00 1.00' - - - -. i.00 1.,00 - 3 CRITICAL LOAD COMBINATIONS: Shear i LC 112 - D -Lr, V - 2243, v design = 1863 lbs Sending(,): LC 112 - D --Lr, M.= 5374 •lbs -ft Deflections LC ,h3 = Di.75114r-i.,42W) (live) ' LC 03. - D-.75.11,r:.42W) (Local) D=dead L -live $=.snow W=wind I=impact Lr -roof !ive. Lc -concentrated E=earthquake All LC's are listen in the Analysis outpuX ' Load coiabinat.ions.: ASCE 7710'/ LBC 2012 CALCULATIONS: Def.lectio is El - 472e06 lb-i'n2 ^Live"deflection - Deflection from all non -dead. loads (live, wind, snow.-) Total Deflection m 1:.50(Dead Load' Deflection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis and design are in accordance viilh the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.. ;2, Please verlfy.thal the default deflection;limits aro appropriate for your application. 3. Sawn lurntiei bending members shall :be, laterally. support6d according to the provisions of NDS Clause 4;4:1. I 1 130 - ea A THkr=E BEpRo O,M �eVV.ENC!E f or: MARILYN CANNON y/ I D e. T wROAD. HELLTOVIN, <.ALIFORNIA A5S(!3S0R5P,%F.r_rLNvmarf--t oi-v - 090 - 045 IL) _ COMPANY P.t20JECT Suminil Structural Dosign Q Feb. 27; 2017 09:59 Woodworks 506r1%'ARF f6R WOOD DESIC.N. F 1 Design Check Calculation Sheet WoodWorks Sizer 10A Loads: Load Type Distribution Pat- :Location (ft) iyaanitude Unit, 50` Live, -Factored: '3518 tern Start End' Start End 6.65 Lo—ad I Dead. Flu ,,1._Area 1.00'. _ ' ,15..00 .psi Load2 Live Fu 11 iirea` Live Defl'n 0.:25 - 40.00 psf I. a65 Dead .Full IIDL. 0:4] _, L/37.3 '0..6"? 'f` Self -weight Dead, Fuld �UDL I 1 P 1'f Maximum. Reactions.(Jbs): 1 mnunmm ueanny ronyul-semng useu: r cur enu-supports I -Joist, APA PRI, PRI -20; 1=112"x11.718" Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16" cfc; Total length: i3'-5.0'; Analysis vs. Allowable Stress (psi) and Deflection (in) usino NDS 2012: Criterion Analysis Value DC'si r. :Dedd -;507. Shear 50` Live, -Factored: '3518 MIT :i!S� Total Beoring: 6.65 2065, 1165 Lencth 1.00'. _ ' e.00' Min .ro 'd 1.00! ..'3 OF mnunmm ueanny ronyul-semng useu: r cur enu-supports I -Joist, APA PRI, PRI -20; 1=112"x11.718" Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16" cfc; Total length: i3'-5.0'; Analysis vs. Allowable Stress (psi) and Deflection (in) usino NDS 2012: Criterion Analysis Value DC'si r. Value Anal sisYDesY n Shear V = 0 Vr - MIT 9 Vr 0. Bending(.) 'M o. 2065, Mr ' 3265 -i4LMr - 0.es Dcad De(l'n L/450 Live Defl'n 0.:25 - L/638 6.73 ^ L/180 O,r7i 'To 11 DLI!I'.n 0:4] _, L/37.3 '0..6"? 1/240: 0.64 Additional Data: FACTORS': F/E CDCM' ;ct CL C Cfu Cr Cfrl• Ci. Cn LCII vi• 1420 1:00 - - - - - '1.00 - - 2 NC. 3265 1:00 - - - - , .1:00. 1. Qq - - 2 El, 225-..0 mi Ilion - - - - :1.00 - - 2 CRITICAL LOAD COMBINATIONS: Shear : 1C *q2 - Df L, V 860: lbs Bend'ingo.) LC B-2 F D+.L, M' - 2865. lbs -'ft Deflection.: LC 112 - Dr 1, '('live) LC 02 - D+.L -.total) Dddead L -live S-snow.w -rind I -impact Lr -roof 'live LC -concentrated E-carthquake, A11 LC°s are, Tis tiedin the Analysis:.output Load Combinatons: ASCE 7-'1'0 / TBC 2012, CALCULATIONS: Deflection: EI 225e06 lb -int K- I...'39e06.lbs; "Live" .def7eccion m Deflection from all. -non -dead .loads (Mve-,_wind, snow...) Total Deflection = 0.,50(Dead Load. Deflection) + Live Load Deflection. ,Design Notes: T. 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'. Waod4Vorks Sizer provides preliminary estimates for I•joisl design. Each wood I•(oist producer develops its own proprietary design values: Please, wnlactwthe.manufacturer _for a custom I -joist version cf Sizer or other. I -joist design software. 4. FIRE RATING: Joists; wall studs, and multi -ply members are not rated for fire endurance. T COMPANY PROJECT © Summit Structural Design Feb. 27, 20.1710:00 , oodWo r ks soFrivnurrou tvonn.nes•rr,,v F2 Deslgn.Check Calculation Sheet WoodWorks Sizer 10.1 Loads.: Load Type Di'sti•ibulion Pat- Locaticn Ift] Magnitude Unit 418 41.8 Factored: te'rr. Start End Start End 1.010 Loadl Dead Fu 11 Area M/Mr - 0.94; Length 15.00 psf Load2 Live Full Area Live Defl'n 0.37 40.00 psf Load3 Dead Full UDL 0.64 = 1:/293 54.0 plf Self-wei ht Dead Full UDL CALCULATIONS; 1;6 olf Maximum Reactions (lbs): 15.4, — ---� 15'-7" Unfactored: Analysis Value Dead 592 59L .Live 418 41.8 Factored: 14.20 V:7i Total 1.010 1010 Searing' 4170 M/Mr - 0.94; Length 1.00' 1.0o, Mtn re 'd 1..00'- 1.00, Minimum bearing length setting used: 1" forend, supports I -Joist; APA PRI, PRI.30, 1-112".01-7/8" Supports: All - Tirriber=soft Beam, D..Fir-L No!2 Floor joist spaced at 16" c/c; Total length: 15'-8.0"; Analysis'vs. Allowable Stress (psi) and Deflection (in) using NDS 20121: Criterion Analysis Value Design Value Anal sis/Desi n Shear V = 1005 V.r - 14.20 V:7i Bending (+) M 3914 Mr - 4170 M/Mr - 0.94; Dead De.fl'n 0.53 a L/353 Bending 10 : LC 82. D+L, 1,1 - 3.914 'lbs -f Live Defl'n 0.37 L/501 0.39 - L/480 0.96 Total De,fl'n 0.64 = 1:/293 0.78 - L/2'40 0.8'2 Additional Data: FACTORS: F/E CD Co Ct. CL CE Cfu Cr Cfrt Ci Cn LCB Vr 1420 1.00 - - - - - - 1.00 , - 2 Mr.+ 4170 1.,00 - - - - - 1.00 1.,00 - - 2 ET 2-7 1. 0 -mil I ion- - - - - - .1.00 - - 2 CRITICAL LOAD COMBINATIONS'. .Shear LC 112; = D+L, V = 1005 lbs, Bending 10 : LC 82. D+L, 1,1 - 3.914 'lbs -f l bb,fl•ect.ion: LC 112 D+ L' (Live.) LC. 4:2 = D+L (total! D=dead >L=•live S=snow'W=wind i=impact Lr -roof give Lc=concentrated E -earthquake All LC'$,are listed in the Analysis outpuC, Load combinations.: ASCE 7-10 / IBC 2012 CALCULATIONS; Deflection: EI. - 271e06 lb-in2 K= 1.39eD6 lbs "Live" deflection = Deflection. from all non -dead loads (live, wind, snow...) ,notal Deflection - 0.50(Dead•I.oad Deflection) + Live Load Deflection, Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. .2. Please verity that the default deflection limits are appropriate for your application. 3. WoodWorks.Sizer provides preliminary,estimates for I-joistdesign. Each wood. I.joist producer develops its own proprietary design values. Please contact the manufacturer for a custom I -joist version of Sizer or other I-joistdesign software. 4. FIRE RATING: Joists, wall studs• and multi -ply members are not rated for fire endurance. COMPANY PROJECT `n / Y Summit Structural Design Wood O 1 kso Feb, 27;2017 10:03 SOFTIV,1Rf fOR-n'000 OFSrCn' F3 Design Check Calculation Sheet WocdWorks Sizer 10:1 Loads: Load Type Distribution P. at- Location Ift.l Magnitude Unit 1550 1550 etl: Total. 3cariiiq: tern Start End Start End - Loadi Dead Full Area 1.00' 0.03'= 1 .0 (1..00)• psf Loa42 Live Full Area 0.03 = <L/999 40..00(15.00)-• psf Loid3- Dead Point L/818 2.58 920 1'b6 Self -weight .Dead. 'Full UDL 9.5 1'f rributary Witlth (ft) Maximum Reactions (lbs) and Bearing Lengths.(ih) 5'-2" 5'- Unfactored: Analysis Value Design Dead 1065 1065 Live Factor 1550 1550 etl: Total. 3cariiiq: 2615 26;5 .Length _ _ 1.0011.00• Fb' - .'Min reo'd 1.00. 1.00' minimum Dearing Length sewng,used: 1 for and supports Timber -soft, D.Fir-L, No. 1, 6x6 (§A/2'W-1/4") 'Supports: All - Timber -soil Beam, D.Fir-L No.2 Notal length: 5'-2.0'; Lateral support: -top= at supports, bottom= at supports Analysis vs. Allowable Stress (psi)•and Deflection (fn):using NDs,2012: Criterion Analysis Value Design Value Anal sis/Den S herev •= 1.0 11 F'v. = 1.1U fv Fv' __si ,.4 •vending('+) fb = 962 Fb' - 1200 fb/Fb' - 0.80 - Dead Defl.'n 0.03'= <L/999 E. 1.6 million 1..00' 1 A0 - -. - - 1.00 1.00 - Live Deft 'n 0.03 = <L/999 0.17 =. L/360 0.19 Total Def l.'n 0.01 = L/818 0.25 = L/240 0.29 'Additional Data; FACTORS: F/E(psi)CD CM Ct CL CF Cf.0 Cr Cfrt Ci-, Cn 1.0 11 Fv' 170 1.00 1.00 1. 00 - - - - 1.00 1.00 1.00 2 Fb'+ 1200 1.0.0 1.00 1.00 1,000 1.000 1.00 1.0o 1.6o 1.00 - 2 Fcp' 625 -. 1.00 .1..00 - - - - 1.00 1.00 E. 1.6 million 1..00' 1 A0 - -. - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC. 82 D+L, V 2581, V. design R 2042 lbs sending (+J: LC 112 = D+ L, M a 3865 lbs -ft Deflection: LC 112 = DtL (live) LC 82 = Ott, (total) D=dead I live S -snow %•.-+incl !-61mpact Lr -roof. li.ve�Lc=,concent.rat6d E=eartbquake h11 L . s are listed: in tlie.Analysis output, Wad combinations- ASCa 7-10 / IBC 2'012- 012CALCULATIONS: CALCULATIONS: Deflection: EI m 279e06•ib-,in2 "Live deflection - De iriction from: all noir-dead loads. (liv,e, wfnd,. snow.::) Total Deflection - .1..50(Dead Load Deflection) + Live Load. Deflection. Design Notes:, 1, Wood Works analysis and 'design are in accordance with Ihe.ICC International Building Code (IBC -2012), the National Design Specirication (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 lalerallysupponed according to the. provisions of NDS Clause 4:4:1, COMPANY PROJECT r Summit Structural Design ®od_ W --.o ksa Fob..27,20t710:04 ,- SOTTIVARFFOR W600 OESlC.A•, F4 Design Check Calculation Sheet Woodworks Sizer 10:1 I Loads: Load - Type Distribution Pat- Location 'IEC). Magnitude Unic Ci ve. Factored: 1131 cern Start End .Start End 156.1 Loa l Dead Ful I Area 1..00• Min' re '. d •15.00(17.. 0)• psf Load2 Live Full Area cLL999ve 40,00(11.00)` psf Self -weight Dead Full UD!, <L/899 0.17 9.5 -'l f, IrlDucar`y nlgtn trr! Maximum Reactions (lbs) and Bearing Lengths (in) 5%2! . . Unfactored: Analysis -Value . Oead 450 45.0 Ci ve. Factored: 1131 1!;;7 Total Bearing: 1587 156.1 Length i..00' 1..00• Min' re '. d 1.00.*. 1.00• wnu,n ueanny tunyin sumny useO: t for unq supports Timber -soft, D.Fir-L, No:2, 6x8 (5.1/2'W-114") Supports: All - Timber -soft Beam, O.Fir•L No.2 Total length: 5-2 OP*: Lateral support top= st suppor(s, bottom= at supports: Analysis vs. Allowable Stress (psi) and Deflection.finf uslno NDS 2012: riterion Analysis -Value . Design Value Anal sis9besi n ear v.- 44 F7v'1 v Fv'. _' 46 rBending(+), tb-- 494 Fb' 750 fb/Eb' - 0.6.6 ed OePl'n A..O1"= cLL999ve Def1.!n0.03r <L/899 0.17 "C%3G0O,S1.7tal befl'n. 0:05 = <L/999 0.•25 �LL240 0.. X18 Additional Data: ' FACTORS: F/E'ips L)CD CM Ct CL CF' Cfu- Cr Cfrt Cl. Cn LC11 Fv.' 176 1.00 1.00 1.00- - - - - -1.00 1.00 L.00 2' Fb, 750, '1.0,0 1:00 1.00 1.000 1.000 1.00 1-.00 1.00 1.06 - 3 Fcp' 625 - 1.00. 1.00 - - - -- 1.00 1:00 - - F.' - 1..3:�il lion 1:00' 1.00 - - - - 1.00 1.00 - 2 .CRITICAL LOAD COMBINATIONS: Shear i LC rig D -L, V 1562, b design 1165 lbs Bending LC 112 = D,!:, N, = 1985 ibs-ft Deflection: LC ii2 - D -L Ii!ve) - - LC ii2 = D4L (total). 0 -dead L -live s=snow it -wind 1=impact Lr -roof live Lc -concentrated E-eurthcuakc All LC's.are listed -in tl)A, Analysis: output Load. combinations: ASCE 7.-.10 / IOC 2017. CALCULATIONS: - Deflection: El 227co6 lb-in2 ` "Live"'geileci:ion Deflection fromiall non -dead loads (live, wind',. snow...); Total Deflections 1.50(bead. Load Defiection) + Live Load Deflection. Design Notes: 1. WoodWorks analysis anddesignare in accordance with the ICC International Building Code (IBC 2012), the National Design. Specification (Nos 2012), and NDS Design Supplement. 2, Piea$e verify that the de(aull'deflection liniits,are appropriate for your applicetioh.• 13: Sawn lumberbending members shall be lateral ly,supported according to theproJisions of NDS Clauso 4.4.1, - - 11 t COPAPANY PROJECT summit Struclural Dosign o'o d Works � Fab..27,-201•7 ,!):DS inmrnesi081V0oQD11S1 n' FS Design Check Calculation Sheet Woodworks Sizer 10.1 ILoads Load Type Distribution Pat- Location (-ft1 Magnitude unit 1.31 13). - .Total Bearing: tern start . .End S=art End. '1:00' Ica 1 Dead Fula Area 1.Or Dead. Defl'n 10.00 :(1,6.0)- pst Load2 Live Full 'Area Live Defl'n 0..02 .40,00, f56.0,)' psf Sea.f-weiht Dead Full UDL 0.04 <L/999 2:0 plf .tiro dry ' 1?r!r Maximum Reactions (lbs) and' Bearing'Lengths•(in) Q,. Uhfactoredi Analysis Value Daae 36 - 38 L. a Factored: 1.31 13). - .Total Bearing: .. .. 10. 169 Length '1:00' = 31.6 Mir. re 'd 1.00•. 1.Or rvununum veanng wrigrn sarong uses: r ror enu supports Lumber -soft; D.Fir-L, No.2, 2x6 (1.112"xS-112") Supports: All.- Timber -soft Beam; D.Fir-L No:2 Floor Joist spaced 6116.0" cic; Total length: 4'-1'1.0'; Servicer wet; Lateral support: top= full, bbtlom= al supports; Repetitive lactor...applied whom permitted (refer to online help): Analvsis vs. Allowable. Stress (Dsil and Deflection (inl.'nstnn Mns 7ni2 , Criterion Analysis Value Dos ion Value Anal is/Design Shear €v 24 W _ 140 fv FW' = 0.17 Bending(-), Pb = 31.6 Fb,' = 9.1,5 fb/F6,1 _ 0.35 Dead. Defl'n 0.01.= 'L/9S9 Live Defl'n 0..02 <U/.999 0.16 = L/360 0.14 Total Def1'n 0.04 <L/999 0.24 = 1,/240 0.15 Additional Data: 'FrACTORS: F/E(P90 CD CM Ct CL CF Cfu Cr ,Cfrt :C i, Cn LCII, �Fv' 180 1:00 oi9.7 1..00 - - - -• 1.09. 0:80 1..00' •2 F'b't 900 1..00 0.05 1;.00 1.:000 1..700 1.00 1,15 1.00 0.80 - '2 Fcp' 625 - 0.,6,.1. 1:.00 - 1ood 1.00 E. 1.'6. million 0:.9'0. -1.00 - - - 1:00 b,95 - °2' ' Eioin' . 01.56 mi.1.1 ion 0.90 1.00 - - - 5,60 0.,95 - 'CRITICAL LOAD,COMBINATIONS: Shear r LC 0.2 = 'DtL, -V = '166, V design = 132 `lbs Bendi-r:gt+) : LC i12 n :D+L, M 200 lbs=ft Deflection: LC 42 - D*L il;i.ve) LC 02 _ D.L (total,) Dz�dcad L-livo'S=show Y)=.wind i=UnpacC Lr=roof live Lc -concentrated e-earthqua);e A11 LC's are listed in the Analysis output - Load combinations: ASCE 7-.10 / IBC 20.12 , CALCULATIONS: Deflection: EF m 33606 1 -b -L:2 - "Live" daflectfon Deflection from all non -goad loads (live, winc, snow...) .Total Deflection n 2.00(Dead Load. Deflact ion) { Live Load. Deflection. Design Notes: 1. Woodworks analysis and design are in accordance with the ICC International Building Code (IBC 2012), !he National Design Specification (NDS 2012), and NDS Design Supplement, 2. Please verity [hat the default deflecilon limits are appropriate for your application. i Sawn lumber bendingmembers 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 66.'endurance. N �S� COMPANY PROJECT Summit Structural Design WoodWo.rks' Feb. 27, 2017 10:06 soriryAARE gos i000 ocsrcn - F6 Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load. Type Distribution. Pat- Location (f.t) Magnitude. Unit 134. Live. Factored. tern Start End Start End Total aeariiig; Loa 1 Dead ( f5- Area Length- i . 0 0 )"'t , - ps i Lo Load2 Live Full Area Dead Defl'n 40.00 (5.001' psf- Self-weight. Dead FL'14 UDI. ' 4.6 if Tributary width (rt) Maximum Reactions (lbs) and Bearing Lengths (in) : '4'-11" 1 •4'•10•. Unfactored: Analysis Value Design Dead 134 134. Live. Factored. 492. 492 Total aeariiig; 62.6 626 Length- 1.00.'- 1.001 re 'ii. fb/-Fb' - 0.64 Dead Defl'n . s.. --'Q '=,lye. "u..0 w. Gnu auppvr,n, Lumber-soft,;D.Fir-L, N012; 4x6 (3-1/2"x5.1/2") Suppons; �'A.II - Timber-soft'Beam, A.Fir-L No!2 Total length: 4'-11.0'; Service: wet; Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS, 2012: Criterial Analysis Value Design Value Anai sis/Desi n Sheer Pv = 30 Fv' 140 fv Fv' = 0.2'i Bending i+l f = 506 Fb' - 796 fb/-Fb' - 0.64 Dead Defl'n 0.01 = <L/999 E' 1;6 million 0.90 .1.00 - - - - 1.'00 ' Live Defl'n 6.04 - <L/999 0.16 d. L/360- 0..23 Total Defl'n 0.06 - <L/999 0.24. - L/240 0,24 Additional, Data: FACTORS: F/E(ps 11 CD.. Cti C.t, CL CF C f'u Cr Cfrt 'Ci Cn LCO Fv' 100 1.00 0.97 1.00 - - - - 1..00. 0.80 1.00 'e2 - Fb'+ 900. 1..00 0.05 :1.00 1.0,00 1.:300 1..00 1..00 1.00. -0.00 - 2 F'cp' 625 - 0.67 i. Do - -. - - 1.00 1.00 - E' 1;6 million 0.90 .1.00 - - - - 1.'00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear i LC 82. D+L, V = -615, V design = 488 lbs Behdiny-(+) :. LC 02 D4 -L, M - 743 'llis-ft Def:lec.tlofr: LC #2. _ D+L (live) LC 112 D,L (total) .D=dead L-live'S=.snow tt=wind 1 -impact Lr -roof .Live Lc -concentrated E -earthquake All LC's are listed in Che:Analysis output Load combinations: ASCE 7-10'/ IRC 2012 CALCULATIONS: Debleccion: SET = 78e06.1b-in2. "Live "deflect.ion � Deflection, fro. a11' non-dead.:loads .(live, wind, �snoet.:): Total Deflection = 2.0'O(Deaa Load'Doflee.tion) + Live Load!Defledt'ion:. Design Notes: 1. WoodWorks'analysis and design are in accordance' with the ICC Internalional Building. Code (IBC201,2), the National Design Specification (NDS'20i2). and NOS Design Supplement. 2. Please verily that the default delleclion limits. are appropriate, for your application 1 3. Sawn (umber bending members shall be lalerally'supportid according to (he provisions of NOS Clause 4.4.1. i