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HomeMy WebLinkAboutB16-2889 042-180-013�; r'L• -`T BUTTE COUNTY 'f ♦VTF ter' '. DEPARTMENT OFDEVELOPMENTSERVICES BUILDING PERMIT APPLICATION' • • , - ° e Phone: (530) 538-7601 Fax (530) 538-7785 P EfMRM ri iN0' FORM NO DBP -1 BIN O: ° - ° A- Website: www,butteccunty.netldds I - e 1 • r- Payment of f Fees Required at Time of Application ' PLEASE PRINT CLEARLY PROPERTY OWNER INFORMATION Last Name— First e Mai ing A dress Z D G � • c� C�hI O C r States (v-�t Zip 7 �.Jt/ • �� � ' �'/ T � Phone 1� n^ Fax . ` l �9 (1 N6717 i, t' Cell �/) �.7`' ` �Q •�' / / t ARCHITECTIENGINEER CONTRACTOR Mailing Address k, Name r A `fA �t p , vCJ Mailing Address � l✓�3�0�� City w - . « State + Zip Phone Fax Email Cell License No. Class ARCHITECTIENGINEER Name kdjt• L t��j 11yL i y . Mailing Address k, Oily State lzip � l✓�3�0�� Fax es_ ..' t Era 1 P�DFAiw� &Ad �.go Cell CA State License No. `a;: + i APPLICANT Lqst ame�� R /^/rs ae /)Q W . I r �V� , y • 4. Mailing Address city S - Ziqi: Paradise, dick below for parcel information Fa 330, S E9d o ccdOte- o was Cell 5 -30. -fib ,W /3.: PROJECT LOCATION APN 0 19L2- Y i So.! all3 • v® Address 0 3 City r Location must not bo in the city limits of Chico, Gridley, Oroville or Paradise, dick below for parcel information httoJ/ tismaos.buttecounty.net/P4etkviewerlbcdataseambba u tttml WORKER'S COMPENSATION Policy Number i Canier. tf hiring other than a licensed contractor, a certificate of workers compensation must be shown at the time of permit issuance LENDING AGENCY Name Mailing Address City State . Tip DESCRIPTION OR SCOPE OF WORK D Mobile Home permits (other ftn installation, foundation, utilities & nonattached Z strictures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click below to see Manufactured Home Alterations and Permit Guidelines at: htWl (91 612554501 Is this a Manufacluns /Wobtle Home (circle one) Yes I No - ad til i + i o h AA&S&e-e �=� - �-ei1�►-®� JOB VALUATION: (Enter value of labor, tnc/uding 5 / OD noncontraeted, plus materials charge) { f Square Feet Detail Living Area: Open Area: • Covered Area: oStrutxure Built wltltout permits TOTAL SO: {� isi! 4'•• dtoposed Change of Occupancy/Use - Note previous/current use below: • - cno nccrr•c.uee nun v V Flood Zone: YES 0 . NPDES YES []YES WO Legal Lot < Type Construction Date: � - y , Imit i Date" I Print Name: (/ hen filed, this application and all supporting material becomes subleCt to the Califortea Public Records Ad. All public information related w this application is public inspection and will be posted on the Counmys website for electronic access oil �I K. ANEW _WEBSITE\Buildin.\Buildin Forrns'R Documents\2014\2014 Forms - Com. feted\DBP\DBP- 01 Building_Per mit -AP plication_ �ev'd_3:6.2014' AKM.rrf: t rr t i Page 1 of 1 W O O . 4 bject to f< - DEVELOPMENT SERVICES Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 PERMIT APPLICATION DATA SHEET Reference Number: B16-2889 Date: 12/28/2016 Location: 2803 GRAPE WAY By: CLG Parcel Number: 042-180-013 Sub Type: ROOM ADDN-FIRST STRY Owner Name: WALTERS ROBERT C & Phone: PAMELA K Description: ADDITION (781) REMODEL (338) NEW ROOF STRUCTURE (1119) The above permit application has the following Clearances required prior to permit issuance. Please contact each department indicated below regarding specific requirements pertaining to your permit application. YES ` - SEWER DISTRICTS ❑ Thermalito Irrigation District, 410 Grand Avenue, Oroville CA 95965 — 530.533.0740 ❑ LOAPUD, 1960 Elgin Street, Oroville CA 95966 — 530.533.2000 ❑ City of Chico, PO Box 3420, 411 Main Street, Chico CA 95927 — 530.879.6700 PARKS & RECREATION DISTRICTS (form will be available after plans have been reviewed by building department) ❑ Chico Area Recreation District, 545 Vallombrosa, Chico CA 95926 — 530.895.4711 ❑ Durham Park & Recreation District, 9447 Midway, Durham CA 95938 — 530.345.1921 ❑ Feather River Recreaction & Park District, 1875 Feather River Blvd, Oroville CA 95965 — 530.533.2011 ❑ Paradise Parks & Recreation, 6626 Skyway Road, Paradise CA 95969 — 530.872.6393 SCHOOL DISTRICTS (form will be available after plans have been reviewed by building . department) ❑ Biggs Unified School District, 300 B Street, Biggs CA 95917 — 530.868.1281 Chico Unified School District, 1163 East 7th Street, Chico CA 95926 — 530.891.3006 ❑ Durham Unified School District, 4920 Putney Drive, Durham CA 95938 — 530.895.4675 ❑ Gridley School District, 429 Magnolia, Gridley CA 95948 — 530.846.4723 ❑ Marysville School District, 1919 B Street, Marysville CA 95901 — 530.741.6000 ❑ Oroville Elementary School District, 2795 Yard Street, Oroville CA 95966 — 530.532.3000 ❑ Oroville Union High, 2211 Washington Ave, Oroville CA 95966 — 530.538.2300 Ext: 105 ❑ Paradise Unified School District, 6696 Clark Road, Paradise CA 95969 — 530.872.6400 OTHER ❑ Recorded copy of Agricultural Acknowledgment Statement - See Attached Instructions ❑ City of Biggs Planning Department, 3016 Sixth Street Biggs CA 95917 — 530.868.5447 ❑ FEMA Flood Elevation Certificate (required within 48 hours or permit will be placed on hold until received) ❑ Other: "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Signature of Applicant: Wt2� ����.`y Date: _12/28/2016_ Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 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 somethings 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 httD:Hmunicinalcodes.lexisnexis.com/codesibutteco/ -When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B16-2889 Date: 12/28/2016 Parcel' Number: 042-180-013 Location: 2803 GRAPE WAY, CHICO Phone: Owner Name: WALTERS ROBERT C & PAMELA K Description: ADDITION (781) REMODEL (338) NEW ROOF STRUCTURE (1119) Signature of Applicant: Date: 12/28/2016 - I , i t Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR I LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive s . Oroville, CA 95965 (530) 5387266 Telephone (530) 538 7171 Fax PUBLIC WORKS National Pollutant Discharge Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment jLESS THAN I. ACRE] Reference Number: B16-2889 Date: 12/28/2016 Location: 2803 GRAPE WAY By: CLG Parcel Number: 042-180-013 Sub Type: ROOM ADDN-FIRST STRY OWnef Name: WALTERS ROBERT C & PAMELA *one: Description: ADDITION (781) REMODEL (338) NEW ROOF STRUCTURE (1119) By signing below, I the project owner/owners' agent, certify that this project WILL NOT DISTURB 1 acre or more of land and that I therefore, do not need to apply for a Construction Storm Water Permit from the State of California Regional Water Quality Control Board. Phased projects that contain multiple site buildouts of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. Signed ��`-� Date 12/28/2016 Title ` t 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 WALTERS ROBERT C & PAMELA K RE:042-180-013 Permit No: B16-2889 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: Date: 12/28/2016 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director r v CoulnLy 1 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES Building Permit Checklist Name: WALTERS ROBERT C & PAMELA K Location: 2803 GRAPE WAY, CHICO Assessor's Parcel Number: 042-180-013 Permit Number: B16-2889 1. 3 copies site plan 2. 3 sets building plans 3. 1 set energy calcs (if applicable) 4. 1 set truss calcs (if applicable) 5. 1 set structural calcs (if applicable) 6. Intake Packet a. signed permit application b. owner builder (if applicable) c. notice to builders d. fee summary -e. fire handout f. NPDES form g. data sheet h. PW Notification for 26-12 i. Hazardous Material Form (commercial) �. Accessibility Worksheet (commercial) k. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. Completed by: Date: Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Numb :616-2889 Date: 12/28/2016 Location: 2803 GRAPEINAY By: CLG Parcel Number: 042-180-013 Sub Type: ROOM ADDN-FIRST STRY Owner Name: WALTERS ROBERT C & Phone: PAMELA K Description:. 2803/2801 GRAPE WAY' 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 D Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal _Bdtte-Coun y evelopment Services Building Divisio quest an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the informa ion 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 you at the construction site` have read and understand the above pre inspection requirements. Signature. Date: _12/28120116 y RESPONSE TO, PLAN CHECK Proiect: Walters Addition/Remodel 2803 Grape Way Chico, CA Plan Permit Number: B16-2889 Structural Plan Check Comments: 1) All.structural sheets have been stamped/signed in resubmittal set. 2) See revised truss calcs by others. 3) Summit Structural Design (Ryland Burdette or Andy Johnson) will"perform epoxy anchor observation -for this project. 4) By others. C EXP. CNS OF CALF 11 Lo I i1 ` } t 00 one. per ate anuary Thank you for submitting permits forayour building protect. The penrmt documents have been reviewed and comments are listed below..- Please iespJnd in writing .to each comment. Complete and clear responses will expedite the re -check and approval ofthis project. Please provide two revised plan sets with your response. STRUCTURAL O)�NTS. 1. Provide the Civil Engineers _(Ryland Bu.r`dette) sign and stamp on'all sheets containing his structural requirements: (i. e. sheets S1+�.1, S2:0)y 2: Please provide=trusses JO1, J03"- J06, W 1, W2, SJ_l, and SJ2. These trusses'are missing from the truss packages. Please�al o specify, hangers required at girder truss A01. 3. , Special Inspection is required in accordance with 2013 CBC for installation of the epoxy anchors in'hardened concrete (as noted on sheet -SN). Please provide the name of the special inspector that will be employed. :Special inspectors not already approved by the Butte County Building Division must submit a Statement of t Qualifications and verification of current}ICC (or equivalent) certification for the particular item they will be ' y . inspecting. .. 4 a 4. . A note will be placed on the plans indicating that a finished,,construction flood elevation certificate is required prior to final approval of the structure: (Butte County Code Chapter; 26, Ordinance # 4041) The Department of Development Services is currently open to the public from 8:00 am to 4:00 pm. If you wish to discuss these plan check cor tp% please call during our business hours or contact us by e-mail at the address tet:✓,'.` ♦ - - " � , + F rt ,, ' � ti f +;y ♦ Butte County Department of Development Services . : f ` TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive 4 ` O'roville, CA 95965 e, f 530.538.7601 Office • ' - 530.538.7785 Fax �}� �. - ., ` www.buttecounty.net 4, . • unLy .- www.buttegeneralalan.net - ` ' ' -' � ` DEVELOPMENT SERVICES A February21, 2017 ROBERT & PAMELA WALTERS`- ', ' < ,: ;; • .. '. ` . 2803 GRAPE WAY CHICO, CA 95926 r' a ✓ . • , • .. ••}!{�• - 4' 1 .. rat + • Assessor Parcel Number: 042-180-013 Building Permit Number: B16-2889 Plan Check #1• Description: •Residential Addition and Remodel' f Occupancy Classification: R-3 • ' , Construction Type: V -B ' = Stories: il, w ' �' I ' • - - f Fire Sprinklers:. No Building Total Area: R-3@ 781 sf - Covered Area: 167 sf Fl .47 - `'A�' F I R' M 06007C0485E d d J 6 2011 t 00 one. per ate anuary Thank you for submitting permits forayour building protect. The penrmt documents have been reviewed and comments are listed below..- Please iespJnd in writing .to each comment. Complete and clear responses will expedite the re -check and approval ofthis project. Please provide two revised plan sets with your response. STRUCTURAL O)�NTS. 1. Provide the Civil Engineers _(Ryland Bu.r`dette) sign and stamp on'all sheets containing his structural requirements: (i. e. sheets S1+�.1, S2:0)y 2: Please provide=trusses JO1, J03"- J06, W 1, W2, SJ_l, and SJ2. These trusses'are missing from the truss packages. Please�al o specify, hangers required at girder truss A01. 3. , Special Inspection is required in accordance with 2013 CBC for installation of the epoxy anchors in'hardened concrete (as noted on sheet -SN). Please provide the name of the special inspector that will be employed. :Special inspectors not already approved by the Butte County Building Division must submit a Statement of t Qualifications and verification of current}ICC (or equivalent) certification for the particular item they will be ' y . inspecting. .. 4 a 4. . A note will be placed on the plans indicating that a finished,,construction flood elevation certificate is required prior to final approval of the structure: (Butte County Code Chapter; 26, Ordinance # 4041) The Department of Development Services is currently open to the public from 8:00 am to 4:00 pm. If you wish to discuss these plan check cor tp% please call during our business hours or contact us by e-mail at the address Butte County Department of Development Services FORM NO PERMIT CENTER DBP -3 7 County Center Drive, Orovllle, CA 95965 Main Phone (530) 538-7601'Fax (530) 538-7785 " ` . www.buttecounty.neddds SITE PLAN,-- Assessor's Parcel. Number: - o a a - o a a --M Permit #: - 'i i i i i i i i i i ! I E j i 1 F i E I i � i j � i i E i i i i B j 8 j i i 8 H 1 i i 1 i i i i i i i i ` i i i i' i i 6 0 ......._.._....._...._......._......._......._......._.......�......_......._.._..._..... ... .... o� a� I '...._ __...., - (E)ALL WEATHER I '....._. .......I DRIVEWAY . :........ (E) PROPANE TANK DRAI'NA� - ••'••••i • t 570• TO WEST PROPERTY LINE _ - ` p _ •.••.� AllD1110N PROPERTY LINE, TYP. I_• - j a t 42.61 I A r t 564.5' TO WEST PROPERTY LINE .......i I i......... GALL WEATHER : DRIVEWAY BUM ------------- N'I' C _ .. .....� ! �. OUY *651 a s .._....� --- -------- ------------ • - . exisnHe � W � • (E)LEACH FIELD W/f----------- -a -DRAINAGE FLOW I PERMIT # DEC .2 8 2016 i (E)1,000 GALLON SEPTIC TANK O C7 BUT o I TE COUNTY DEVELOPMENT SERVICES s , j W ADDITION I REVIEWED FOR N1DEVEroPME ....... CODE COMPLIANCE i. RAINA�iEFLOW i . �- SERVICES ° (E)CA E P SETBACK LINEDATE y�l % BY �y/ ✓r� (D - 2Ca0� i , o I L. �......, j (H)SHED . " _...� (E) DECK - i 50.00• ...... \ PAULA yid �........ LIEBERUM en ;....... _ NO. C-25999 ,... _ I - ORCHARD DRAINAGE (E)DOMEST[C ' ry WELL I *' EX. Z -,,,Ll ......_.. O .....j I (�P�•� o i ..I N j......,.. H f Q,a 9 23.49 ACRES PLOT PLAN ;......._ / 1" — 50'- 0 ;...._.. .. _. .. .. .. .. ... ......... 1.. .,. .. .. .. .. i . ........ .;.. ..! . {.......... �. .! ........ .................. _............ .. ..! . ........ ! . ..! . . �. .! ... ..4 . . 3., ..! . . 3_ ..1. .!. s . �. ..f .!. ..E . i. ..f, j. ..i . . �.. 6 . ,!. ..6 . , i.. ..I. .l.. ..3 . ,.4 . ..3 . ..! . ..3 . ..o . Owner Name: Bob & Pam Walters Scale 1" = Per Plan UTtF Address / Phone: 2803 Grape Way - Chico, CA 95926 - ' 00 "& Site Location: 2803 Grape Way - Chico, CA 95926 Contact Name: Pam .Walters Phone: �oU14 K:\NEW_WEBSITE\Building\Building Forms & Documents\2014\2014 Forms - Completed\DBP\DBP-03_Site_ Plan _Paper _REV'D_8.13.14_AKM.doc Page 1 of 1 r Summit Structural .Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com December 22, 2016 RE: Walters Addition/Remodel, 2803 Grape Way, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 12-13-16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents dated 12-22-16, provided the following item is revised. 1.) Truss B05 should include a 1000# drag load. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, Ryland Burdette, P.E. 71x'Ct4088 ' EXP. Oft, �F�F CAL' BUTTE COUNTY DEC 2 8 2016 DEVELOPMENT SERVICES BUTTE COUNTY BUILDING DIVISION APPROVED 141 U.S. DEPARTMENT OF HOMELAND SECURITY ' Federal Emergency Management Agency National Flood Insurance Program OMB No. 1660-0008 Expiration POW11ovember 30, 2018 COUNTY ELEVATION CERTIFICATE Important: Follow the instructions on pages 1-9. DEC 2'8 2016 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/cdTM=yQ8i%t.(,n building owner. SECTION A — PROPERTY INFORMATION FOR IN815AAW69 COMPANY USE Al. Building Owner's Name Policy Number: Pamela and Robert Walters A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Company NAIC Number: Box No. 2803 Grape Way City State ZIP Code Chico California 95973 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) APN 042-180-013 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential Addition Only (2 Separate Additions) A5. Latitude/Longitude: Lat. 39.72403 Long. -121.90119 Horizontal Datum: ❑ NAD 1927 ❑x NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 8 A8. For a building with a crawlspace or enclosure(s): a) Square footage of crawlspace or enclosure(s) See Comments sq ft b) Number of permanent flood openings in the crawlspace or enclosure(s) within 1.0 foot above adjacent grade See Comments c) Total net area of flood openings in A8.b See Comments sq in PERMIT # rt. 14P— Z B $ 9 d) Engineered flood openings? ❑ Yes ❑x No BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR A9. For a building with an attached garage: �® E COMPLIANCE a) Square footage of attached garage N/A sq ft DATE i I BY b) Number of permanent flood openings in the attached garage within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A9.b N/A sq in d)' Engineered flood openings? ❑ Yes ❑x No 'j.us�''••t.�. SECTION B — FLOOD_ INSURANCE RATE MAP (FIRM) INFORMATION B1� NbP Community Name`& Community Number B2. County Name B3. State Butte County Unincorporated 060017 Butte California B4. Map/Panel.,:-t7, B5` Suffix B6. FIRM Index B7. FIRM Panel B8. Flood Zone(s) B9. Base Flood Elevation(s) Number '..- ' Date Effective/ (Zone AO, use Base Revised Date Flood Depth) 06007CO485 E 01-06-2011 01-06-2011 A 144.5 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered. in Item 69: ❑ FIS Profile ❑ FIRM ❑ Community Determined ❑x Other/Source: NorthStar Analysis - Hec Ras B11. Indicate elevation datum used for BFE in Item 139: ❑ NGVD 1929 ❑x NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ❑x No Designation Date: N/A ❑ CBRS ❑ OPA FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 1 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30. 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 2803 Grape Way City State ZIP Code Company NAIC Number Chico ' California 95973 SECTION C — BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) C1. Building elevations are based on: ❑x Construction Drawings* ❑ Building Under Construction` ❑ Finished Construction *A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations — Zones Al—A30, AE, AH, A (with BFE), VE, V1—V30, V (with BFE), AR, AR/A, AR/AE, AR/A1—A30, AR/AH, AR/AO. Complete Items C2.a—h below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. Benchmark Utilized: KS1119 Vertical Datum: NAVD88 Indicate elevation datum used for the elevations in items a) through h) below. ❑ NGVD 1929 x❑ NAVD 1988 ❑ Other/Source: Datum used for building elevations must be the same as that used for the BFE. Check the measurement used. a) Top of bottom floor (including basement, crawlspace, or enclosure floor) 152. 1 ❑x feet ❑ meters b) Top of the next higher floor 155.2 x❑ feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) N/A. ❑ feet ❑ meters d) Attached garage (top of slab) N/A , ❑ feet ❑ meters e) Lowest elevation of machinery or equipment servicing the building 144. 5x❑ feet ❑ meters (Describe type of equipment and location in Comments) f) Lowest adjacent (finished) grade next to building (LAG) 152. 1x❑ feet ❑ meters g) Highest adjacent (finished) grade next to building (HAG) 152. 7 ❑x feet ❑ meters h) Lowest adjacent grade at' lowest elevation of deck or stairs, including N/A . ❑ feet ❑ meters structural support SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. l certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. Were latitude and longitude in Section A provided by a licensed land surveyor? ❑ Yes Z No ❑ Check here if attachments. Certifier's Name License Number Robin Kampmann RCE 73943 OQROFE10,1 Title Civil Engineer o�cPla z Company Name NorthStar 94 ere8/30/1 CIVIL Address 111 Mission Ranch Blvd, Suite 100 q�rQFpK�' I2- 1(0 City State ZIP Code1 Chico California 95926 Sign Date Telephone 12/7/2016 530-893-1600 Copy all pages of this Elevation Certificate and all attachments for (1) community official, (2) insurance agent/company, and (3) building owner. Comments (including type of equipment and location, per C2(e), if applicable) TBM: 1/2" rebar & cap 40' east of northeast most corner of ex. house. Elev=152.15 (NAVD 88). A8a) The master addition is 617sf, the kitchen addition is 117 sf. A8b&c) Assumes typ. vent size of 8"x14". The master addition requires 7 vents, totaling 705sgin. The kitchen addition requires 2 vents, totaling 202sgin. 69) BFE was calculated in HEC -RAS using field cross section data & the flow from the Flood Insurance Study for Big Chico Creek at the limit of the existing study. The study shows that the flows stay in channel. The BFE and benchmark are only good for this certificate. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 2 of 6 'ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30, 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 2803 Grape Way City State ZIP Code Company NAIC Number Chico California 95973 SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters- ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 1-2 of Instructions), the next higher floor (elevation C2.b in ' . , the diagrams) of the building is ' Elfeet ❑meters ❑above or ❑below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is E] feet ❑meters E] above or ❑below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 3 of 6 ELEVATION CERTIFICATE OMB No. 1660-0008 Expiration Date: November 30. 2018 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 2803 Grape Way City State ZIP Code Company NAIC Number Chico California 95973 SECTION G - COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2 ❑ A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction Substantial Improvement G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name Telephone Signature Date Comments (including type of equipment and location, per C2(e), if applicable) ❑ Check here if attachments. FEMA Form 086-0-33 (7/15) Replaces all previous editions. Form Page 4 of 6 Butte County Department of Development Services TIM SNELLINGS, DIRECTOR l PETE CALARCO, ASSISTANT DIRECTOR 7 County Center Drive Oroville, CA 959.65 (530) 538-7601 Office (530) 538-7785 Fax www.buttecounty.net www.buttegeneralplan.net INSTALLATION OF WATER -CONSERVING -PLUMBING FIXTURES SB 407 • California Civil Code -Section 1101.1.- 2013 Green Building Standards Code In. 2009; -the California State. Legislature passed. Senate Bill -SB 407 which requires the replacement of plumbing. fixtures that are not water conserving, effective. January 1, 2014. Similar provisions are found in both the California Civil Code and the 2013; California Green-Building.Standards Code. This informational bulletin has been issued by Butte'County to.clarify how these regulations shall be applied by this jurisdiction. Each one of these codes and reg u lati ons: m ake.-reference to the. requirements for replacement of non- compliant plumbing fixtures with water -conserving -plumbing fixtures when a property is undergoing alterations or improvements. The definition of an "alteration" in the California Building Standards.Code is "Any construction or renovation :to an existing structure• other than a repair or addition." Based on this definition,. any building. permit issued for the;repair or maintenance of an existing structure would not: be subject to the requirements of Senate Bill AB 407. With respect to "alterations", Section 301.1.1 of the California Green Building Standards Code.specifes therequirements shall apply only to the specific area of the addition or alteration.. (Please refer to the attached flowchart, and CALBO Legislative Analysis for further clarification) Solar Photovoltaic Systems have been aggressively promoted in the State of California with directives and recommendations from the Governor's Office and the .State Legislature, and to facilitate their installation and use. For example, Senate Bill SB 1222 was enacted to provide guidelines related to the reasonable cost of permit fees for the installation ofrooftop solar energy systems. The application of SB 407 when a solar photovoltaic system is installed on an existing building would incur additional costs and associated permit fees which would. be in .conflict with the .requirements and intent of SB . 1222. Based on this, and the provisions.of the California Green Building Standards Code related to the specific area of the alteration, Solar Photovoltaic Systems shall not be subject to the requirements of SB 407. Therefore, effective January 1, 2014, the following permits shall .not be subject to SB 4.07 in the County of Butte: • Electrical service change -outs • HVAC and other mechanical change -outs • Re -roofs • Sewer line replacement • Siding or stucco replacement • Site work: retaining walls, fences, walk ways, etc. • Water heater replacement • Window replacement • Residential solar systems • Swimming pools • Other minor repairs or maintenance as determined by the Building Official All other provisions of SB 407 shall be enforced such as additions or alterations. 01101120141SB 407 Interpretation handout GiLec�y SB 407, Padilla Property Transfers: plumbing fixtures replacement Effective January 1, 2014 Civil Code - Section 1101.1 2013 Green Building Code Section 301.1.1 — Additions & Alterations Project: submitted to AHJ Is "is.,project an ddition. or A. (teratic - Yes- it meets the definition of an Addition or Alteration as determined by the AHJ. ADDITION -AN EXTENSION _._OR INCREASE INf.LOOR. AREA OF AN EXISITNG BUILDING OR STRUCUTURE ALTERATION- ANY CONSTRUCTION OR RENOVATION TO AN EXISTING STRUCUTURE ADDITION Replace non-compliant plumbing fixtures Toilet > 1.6 GPF Urinal > 1.0 GPF Showerhead > 2.5 GPM Interior Faucet > 2.2 GPM NO- THIS'IS-A REPAIR What -is a repair? . REPAIR- THE RECONSTRUCTION. OR RENEWAL OF ANY PART OF AN EXISTING BUILDING FOR THE PURPOSE OF ITS MAINTENANCE. 2013 CBC RE -ROOF HVAC CHANGEOUT ELEC. SERVICE CHANGE -OUT WINDOW REPLACEMENT WATER HEATER REPLACEMENT, SIDING OTHER MINOR REPAIRS AS DETERMINED BY AHJ Butte County Building Department �SM S DEVELOFrAENT SERVICES California Green Building Standards Code Residential VOC Checklist VOC COMPLIANCE CERTIFICATION ADHESIVE (NONE 0) MANUFACTURER CALGreen LIMY' ACTUAL VOCs. SEALANT (NONE 0) MANUFACTURER CALGreen ACTUAL VOCs ARCHITECTURAL COATINGS (NONE O) 1 MANUFACTURER I CALGreen I ACTUAL VOCs FORMALDEHYDE COMPLIANCE CERTIFICATION PRODUCT (NONE 0) MANUFACTURER CURRENT LIMIT ACTUAL Hardwood plywood veneer core 0.05 Hardwood plywood composite core 0.08 Particleboard 0.09 Medium density fiberboard 0.11 Thin medium density fiberboard 0.21 All Carpet installed in the building interior meets the testing and product requirements of the following (check one) O Carpet and Rug Institute's Green Label 0 California Department of Public Health Standard Practice for the testing of VOCs 0 NSF/ANS1140 at the Gold Level O Scientific Certifications Systems Indoor AdvantageTm Gold 0 No carpet installed on this project I certify that the information provided on this form is accurate and that the materials used on this project comply with Section 4.504 (Residential) or 5.504 (Non -Residential) of the 2010 California Green Building Standards Code. Print name Signature Date See other side of page for VOC limits TABLE 4.504.3 VOC CONTENT LIMITS FOR ARCHITECTURAL COATINGS2 .1 Grams of VOC per Liter. of Coating. Less Water and -1 Pcs Ftremnt ('m—t Inde COATING CATEGORY EFFECTIVE 11112010 EFFECTIVE 11112012 Bat coatin s 50 ill Nvthbt coatings.n)0 . R R • br 7loor odl- c:.lv NonOat-hi¢Igloss coatings:. 150 SO SJ fltaltV Coadnas ' 65 VCT and asphalt the oolvishcs Dn'tvnlland ran."!adheaiv" Aluminum roofcoatings 400. J B ment& dal oottmR!' 400 Structural gkuin;t'gdhesiv RitumiMUSroofcoatin !. 50 2:0 Bituminous roof' ers J50 SPECIAITV APPUCAIIOf Bond 350 10 COilcretc cudog oornDounds 350 Pbstil.0-n: cn: weldio g Concrde/mnsonry sealers 100 Driveway sealer.; 50 Specij:Nwmeosatmr.sd5.ive Dry foo continlla ISO Faux f1su him coatings 350 SUBSTRATE smaRc Appuwiolsis Fire resistivecoori. ).50 3- Floorcontinn 100 Porous malerinl ie Piwoodl Fonn-rcicasc cornvounds 250 :n Gro bicwts <si njxunw Soo HIRh to lloetnure condn 420 lndu. 1ri31 mainleiUutceac.almllll 2SO Low solids o<xltimi ' 120 Magnesite 0.9)[J.'n] co11 430 Ma<ttic texu=Luings 100 Metallic Phmtentcd cootinRS 500 Muhioolorcoatinp 250 tan cnt WIIS!I DrYmets 420 Primel!i.sealers.andundcm:ootc:cs 100 Relldive penetrating sr4llmi JSO Recycled coatmgs P50 Roof000liggs 110 Rust prevenUttivo continJlll 400 2SO Shellll Clear Opaque 7.10 SSO Spcxcillhy primers,sealers and undeJCoaters 3.50 100 Srains 2SO St000 COUI>Q!dants 450 Swimming 1 ooa ' .0 Tmffic markins:coatinlli 100 TIJb Wdtile n:finishcontmss 420 Warezpnxumg memhdlncs 250 Woodcoalinas :175 Wo"d J fVIllh•l:s 350 .Zinc-ridipriiners 340 1. Gnun.o; t.»VOC per liter of coat4 including water and including exempt compounds. 2. The speci fled limil l l remain inctiect unles.revised limits an: liAledin subs. l - qucnt columns in the table. 3. Values in this tmble are derived from thoe tpecified by the Califumia Air RL'St\urces Board, Arehitecntml Coatings Suggcs.ted C.ontntl Measure, February I, 2008. More information is mmilobl" from the Air R"saun:c.."> Boord. DEVELOPMENT SERVICES TABLE 4.504.1 ADHESIVE VOC LIMJJU Leaa WAt— And T—Q.17vemnt 'Cmmnnundc i.. R.e."... •"-- T cc ARCKnECTURALAPPUCAnOHS CURRENTVOCUNJT IndoPr U1110 ndhesi\-es Camet ) Yl Juttinort'JE"'el ai ­T ill -.- Waewlnl . inJl a.l i,-.- 100 R R • br 7loor odl- c:.lv 6- Subtloor adh 1`Cs SO Cc:nuni" tile:..the:.ivc 65 VCT and asphalt the oolvishcs Dn'tvnlland ran."!adheaiv" I CtNe a adhesive• J Muldrm.'60lleco: £1NClionildh i ro 7iJ Structural gkuin;t'gdhesiv J60 Sil!t%lo Ih- nx.f r.Iembr.-nc o.d l l i•cm 2:0 Other ac t -:svot s.:a:O<:Ally h tel 5• SPECIAITV APPUCAIIOf PVC weldinJt 10 AHS wddillll In Pbstil.0-n: cn: weldio g 250 Adhcmi"ninwrf<ll'v-.ASt*c0 c. -:n tlld. 80 Specij:Nwmeosatmr.sd5.ive 2-0 Struewnl wood memberndlleslve TcP Md trim .tdhesvirc p SUBSTRATE smaRc Appuwiolsis Mttal to mellll 3- Pbstic foams 50 Porous malerinl ie Piwoodl 50 W-wd :n Mee o:l: >-s 80 1. If on ult-ive."'ti-t in l•oondCL.;.Vmibtr QRvitoallllt: tta,.mher, We ocil....:iv. IVilJttlu:hillhe$1 VOCWIIICInllballbetuluws:: 2. Fot udditiorsnl inf maatton r - ,F_— metho:ln to m VOC contmt sppcc::ifedin Lblslllble. seeSourl! Coast Air Qltdity Maruv<nt Di.str.Cl f2ulo 1168. TABLE 4.50:1.2 SEALANT VOCUMIT Lese W:ator and LGcv Exommt Cmmnounds in rmme nor r Tt. SEALANTS CURRENTVOC LIMIT AR:Iutecruml 2SO Marine deck Nnn.•. •...hnon.o IUO( 760 uAndmo 7iU S11111 ll'-nb:m >f r.lrmhr.11'tr 4\0 Olher .420 SEALANTPRNERS Archlb.'Cluml Nrnp-xr.ata POVun 2.0 IYS Modi£.,J bitwruaous IM.Crillf deck Soo U bcr J' BUTTE COUNTY DEPARTMENT -05-b E. VELOPIVIEI�T SERI/ICES:-8.U1LDtNG CONSTRUCTION .DEBRIS RECOVERY FINAL REPORT" Final inspection will not be schedui'etf-until t:orripleted report subh7ittad APN: O Builder tPeftit Submit completed'form in person or by mail to: 'Butte County Development Services - Building _ 7 County Center Drive Oroville; CA 95965 caner Name. Owner Phone: ( ) Jobsite Address: Project Typo::O Consbuct3ion.: O.p . etslalitton Jobsite Contacf: CornpaiK r: Jo4 t0h.on-4.1 (`_1 Reuse'.='Reaycte D MATERIALT CT Inert Material (concrete, asphalt) Lumber. Plarit/Tree Debris: Dry Wall. Metal Cardboard Other. Other. r _ Total tons of material. disposed: of -not. re pledorre'Wwd) Total tons of material. not disposed :(either recycled -of: reusecfj . Percent recycled/reused %. Please sign indicating that the above. information is true and correct io he=6.est o'f your:m6Wiedge: Applicant: (Owner or-Contracto-r): per; Circle which &W receipts, +pfe3ght receipts, gate tags, or outer vex'i ying information. for all materials that were reused, recycled or disposed. Final Report returned with cotiftdhts: (iriltiatj Dais.- Final abs;Final Report.approved:(BufldlrYg.liispector�:: .per; K.\BUILDING\201.1 \Approved. form s. Green Bldg. forms\Waste Diversion=Recycling forrris:doc -2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may apply. Review the respective code section for more information. Building Envelope Measures: §I10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: Fenestration products (except field -fabricated windows) have a label listing the certified U -Factor, certified Solar Heat Gain Coefficient SHGC , and infiltration that meets the requirements of § 10-111 (a). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110.8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CFIR. § 110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFIR. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § 150.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § 150.0(c): Minimum R -I3 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § 150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. §150.0(g)l: In Climate Zones 14 and 16 a Class II vapor retarder shall 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(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class II vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of §150.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 50.0 d . 150.0(d)* § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is 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 meets the requirements of § 110.8 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e) lA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)1B: Masonry or factory -built fireplaces 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 -fitting damper or a combustion -air control device. §150.0(e)IC: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(e)2: 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: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 110.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. §150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in §150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § I50.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). §150.00)IA: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150.00)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system §150.00)2A: 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 must be insulated according to the requirements of TABLE 120.3- A. § I50.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary §150.00)2C: Pipe for cooling system lines shall be insulated as specified in § I50.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. §150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For §150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 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 §150.0(n)l: space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed 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 serving multiple dwelling units shall meet the requirements of § 110.3(c)5. § I50.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed §150.0(m)1: 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 '/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § 150.0(m)2: and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. §150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and. other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § 150.0(m)7: 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 ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. §150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)11: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. 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, shall be provided with air filter devices that meet the requirements of §150.0(m)12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The §150.0(m)13: 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 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, §150.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of < 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(0): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §150.0(o)IA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 110.4(a): 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 shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary § 110.4(b)1: Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: Outdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or pro- grammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. §150.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §150.0(k)1B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of § 150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § 150.0(k)1C: § 130.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k)1D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no §150.0(k)IE: 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)IF: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I50.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § I50.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (FMCS) may be used to comply with dimmer requirements if. it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in §150.0(k)2. An Energy Management Control System (FMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)2I: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. §150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § 150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. §150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing §150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § I50.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § I50.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with §110.9; meets the Installation Certification requirements in §130.4; meets the requirements for an EMCS in § 130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § I50.0(k)9B: following requirements: i. Shall comply with § I50.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, §130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § I50.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. §150.0(k)10: Internally illuminated address signs shall comply with § 140.8; or shall consume no more than 5 watts of power as determined according to §130.0(c). §I50.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in 110.9,130.0, 130.1, 130.4, 140.6, and 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of §150.0(k)12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. 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 shall: §150.0(k)12B: 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 shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a § 110.10(a)l : tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 1 10.10 b through 110.10(e). § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 110.10(b) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall 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 shall 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 § 110.10(b)l: buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall 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 shall 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: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. § 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the 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 plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): 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); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e)l: The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". 383 Rio Lindo Ave, Chico, CA 9592`6 p. (530) 592-4407 www-,summitchic.o.com Structural Calculations For: Client:, Paul Lieberum, Architect Project: Walters Addition/Remodel Address 2803 Grape Way, Chico, CA BUTTE - - COUNTY QROFEssio, DEC 2'8 2016 • y��O,�l1NEDyeG��c DEVELOPMENT COX c 88 A SERVICES PERMIT # EXP. M BUTTE cb09TY DE `LOPMENT SERVICES �q CIVIL �,� LREVIEWED FOR �_FC Al.1F�R I1•IL, I I� COQE C MPLIAIVC %7 DATE 2 I BY Note: Summit Structural Design (SSD) is not responsible for on=site inspection to assure. compliance with the standards,•sizes, materials, or workmanship specified herein. SSD is not responsible for any structural element or system not specifically noted in this set of specifications/calculations unless authorized in writing by SSD. Workmanship shall be of the highest quality and in all cases shall follow accepted construction practice, the Latest .edition of the California Building .Code, and local.buiidin,g.department.standards. Summit Structural Design PROJECTMalters STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 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 ENGINEER WILL ASSUME NO RESPONSIBILITY FOR ANY ELEMENT OR SYSTEM OF THE STRUCTURE. C) THE DRAWINGS AND CALCULATIONS REPRESENT THE FINISHED 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 WATER PROOFING AND FLASHING (ROOFS, FOUNDATIONS, GARAGE FLOORS, ETC...) IS THE RESPONSIBILITY OF THE CONTRACTOR OR OWNER, G) SPECIAL INSPECTION: SPECIAL INSPECTION PER SECTION 1701 OF THE CBC SHALL BE PROVIDED FOR THE FOLLOWING TYPES OF CONSTRUCTION: WELDING OF STRUCTURAL OR REINFORCING STEEL (IF REQUIRED) EPDXY/MECHANICAL CONCRETE ANCHORS THE -SPECIAL INSPECTOR SHALL BE ACCEPTABLE TO THE STRUCTURAL ENGINEER AND BUILDING DEPARTMENT, SHALL BE ICBO QUALIFIED, AND THEIR EXPERIENCE SHALL BE COMMENSURATE WITH THIS TYPE OF PROJECT, 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1,500 PSF PER CBC TABLE 1804.2. B) BUILDING SITE IS ASSUMED TO BE DRAINED AND FREE OF CLAY OR EXPANSIVE SOIL. ENGINEER HAS NOT MADE A GEOTECHNICAL REVIEW OF SITE, ANY OTHER CONDITIONS ENCOUNTERED MUST BE BROUGHT TO THE ATTENTION OF THE ENGINEER, C) THESE CALCULATIONS ASSUME STABLE, UNDISTURBED SOILS AND LEVEL OR STEPPED FOOTINGS. ANY OTHER CONDITIONS SHOULD BE 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 FROSTUNE. 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 ADIACENTTO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808:7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOkANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. K) WHERE LOADING TO EXISTING FOUNDATIONS IS NOT SUBSTANTIALLY INCREASED OR MODIFIED, NO DESIGN RECOMMENDATIONS HAVE BEEN MADE FOR THE SUITABILITY OF THE EXISTING. FOUNDATIONS. ONLY -THOSE FOUNDATIONS WHERE LOADS HAVE BEEN ADDED BY A SECOND STORY HAVE BEEN INCLUDED IN THE DESIGN. THE OWNER SHALL BE ADVISED THAT EXISTING FOUNDATIONS MAY NOT BE STRUCTURALLY ADEQUATE AND SETTLEMENT, CRACKING, AND OTHER PROBLEMS ASSOCIATED WITH EXISTING FOUNDATIONS ARE BEYOND THE SCOPE OF THIS DESIGN. IF REVIEW OF THE EXISTING FOUNDATIONS IS REQUIRED., A GEOTECHNICAL ENGINEER I Summit Structural Design PROJECTMalters SHOULD BE CONTACTED TO DETERMINE THE EXTENT AND ADEQUACY OF THE EXISTING, UN -MODIFIED PORTIONS OF THE FOUNDATIONS AND UNDERLYING SOILS. 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 #3 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. G) SAW -CUT TOP %" OF SLAB. FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED. 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOTTO EXCEED 7'4" WHERE SLAB IS UN -REINFORCED. I) 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 A" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" 4 REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAP TOP 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 PERPENDICULAR TO FRAMING, STAGGER PANELS AND NAIL WITH 8d AT 6" O.C. EDGE, 12" O.C. FIELD U.N.O. PROVIDE 1/8" GAP AT ALL PANEL EDGES U.N.O. BY PANEL MANUFACTURER. .2, FLOOR SHEATHING: YV 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 RATED 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 CB -C 2303.1.3, AITC A190.1 AND ASTM D 3737. BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO 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: PSUS (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 UNO 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. Summit Structural Design PROJECTMalters 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 (4X.6 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 ASTMA-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). 6-2 GENERAL FRAMING A.) MINIMUM NAILING: MINIMUM NAILING SHALL BE PER 2013 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 GREATER THAN 10'-0" 6-4 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 UNO PER PLANS AND DETAILS. Summit Structural Design PROJECTMalters 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. 7. STEEL ` 7.1 STRUCTURAL STEEL A.) STRUCTURAL STEEL: ROLLED STEEL SHARES, PLATES, AND BARS SHALL CONFORM TO ASTM A-36: WIDEFLANGESHAPES SHALL CONFORM TO ASTM A-992. B.) STRUCTURAL TUBES: STRUCTURAL TUBES SHALL CONFORM TO ASTM A-500 GRADE B. C.) ALL WELDING SHALL BE ELECTRIC ARC WELDING, AND' SHALL BE PERFORMED ONLY BY EXPERIENCED, QUALIFIED WELDERS. ELECTRODES SHALL BE E60 XX FOR METAL DECK AND E70 XX OTHERWISE, UNLESS SPECIFICALLY NOTED OTHERWISE. WELDING SHALL CONFORM TO AWS D1.1. D..) UNSPECIFIED WELDS: WELDS NOT SPECIFIED SHALL BE CONTINUOUS FILLET WELDS. WELD SIZE SHALL BE PER AISC SPECIFICATIONS FOR THE THICKER PART OF THE JOINT. E.) ALL STEEL SHALL BE SHOP PAINTED, UNLESS ENCASED IN CONCRETE, GROUTED MASONRY, OR SPRAYED FIREPROOFING, UNLESS SPECIFICALLY NOTED ON THE DRAWINGS. F.) BOLTS AND LAG SCREWS: BOLTS AND LAGSCREWS.SHALL BE ASTM A-307 U.N.Q. AND PROVIDED NEW AND. WITHOUT EXCESSIVE RUST. 8-2 CUT AND STACKED ROOF FRAMING. A.) 'CUT AND STACKED ROOF SYSTEMS SHALL BE BUILT TO THE CONVENTIONAL FRAMING REQUIREMENTS OF THE CALIFORNIA BUILDING CODE (CBC 2308.10). PURLINS, BRACES, INTERMEDIATE SUPPORTS, AND CONNECTIONS SHALL BE PROVIDED BY THE CONTRACTOR THAT ARE CAPABLE OF TRANSMITTING ALL GRAVITY AND WIND LOADS TO THE FOUNDATION. . B.) IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO PROVIDE THE:CONVENTIONALLY FRAMED ROOF SYSTEM WITH TIES AND SUPPORTS.BRACING ALL ELEMENTS TO THE FOUNDATION. THE ENGINEER HAS MADE A CURSORY REVIEW OF THE FRAMING SIZES AND SUPPORT LOCATIONS, AND. HAS PROVIDED.GENERAL CONNECTION DETAILS TO COVER THE MAJORITY OF CONDITIONS, BUT HAS NOT PROVIDED ENGINEERING DETAIL REQUIREMENTS FOR ALL CONNECTIONS NECESSARY FOR THE. ROOF TO PERFORM IN ACCORDANCE WITH THE LOADING CRITERIA. IF ANY SPECIFIC ELEMENT OF THE ROOF FRAMING SYSTEM IS NOT SHOWN AND DETAILED CONNECTION CRITERIA IS REQUIRED, PLEASE CONTACT THE ENGINEER FOR ADDITIONAL INFORMATION. 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC -CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF C) SEISMIC ZONE: D D) WIND SPEED: 110. MPH EXP C Summit Structural Design Project: Walters r 'Engineer: RKB Design of: Gravity Loads Roof Slope= 4 to 12 Roof Dead Load Ply 2.6 psf Roofing 3.4 psf Framing 5.0 psf Gyp 2.2 psf Insul 1.0 psf Misc. 3.0 psf Total (sloped) 16.6 psf Total (horiz) 17.0. psf Roof Live Load Roof Live Load 20.0 psf Wall Dead Load Siding 9.5 psf (exterior) 3/8 Ply. r 1.8 psf 2x Framing 2.2 psf Gyp 2.2 psf Insul.. 1.3 psf Total 17.0 psf Wall Dead, Load 2x4 Framing @ 16" o.c. 1.6 psf (interior) Gyp. 2 sides 4.4 psf Total 6.0 psf Floor Dead Load Framing @ 16" o.c. 5.5 psf " 3/.4" ply 2.25 psf Gy.p• - 2.2 psf . Flooring 2 psf Misc. 3 psf Total '15.0 psf .Floor Live Load Residential ' 40.0 psf t , V7 SCCrM . IZJV NVI'l [(XM SHJIIN;Ak I-qVd CINV HOU inv& i i:i�iriiri i MOOMM aNV,NOI.UCGV ZMNSCIJ3! c swwot *;!vvrm-xx toz 5 _ Summit Structural Design Project: Walters Engineer; RKB Design of: Se.ismic Mass and Seismic Load Development Area (ftZ) Weight (Ibs) Roof 3810 64874 .Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight (Ibs) Walls(ext) 8.5 350 25288 Walls(int) 8.5 200 5100 Tota! 95262 Roof Area (ft) Floor Area (ft) Ultimate Working Stress 3810 0 7895 5639 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line Area (ftZ) Working -Stress' rho Total 1 480 � 710 1.00 710: 2 440 651- 1.00 651 3 125 185 1.00 185 4 335 496 1.00 496 5 250 370 1.00 370 A 550 814 r-1.00 814 B 565 836 1:00 836 c 250 370 1.00 370 D 250 370 , 1.00 370 E 170 252 1.00 252 4 ,mow cv.,v '. - • -.: ;.' U2_slgn Maps Jin Umafy Kep°ft•. _. 4 Desig z Maps Su fimany Report i, x .0 ser, $pecifie-d Inpuir `, Building'Gode Refer..ence ®.oc'umentL'2012 International Building Code, t , (which utilize .USGS hazard data avail ble in 2008) s i Site. Coordinates 39 72°N,. 121.9°W Site Soil Classification Site Class LJ.:-' "S,tiff Soil" ' ,. Risk Category: j/II/III USGS-.Provided Output r _ , - �s 6:1.91gSMS = 0 808 ,g Sos 0.53"9 g �: 278 g SMS _ 0.512',8 �,' Soy �` 0 341"8... For *&r'rnation'on how the'SS,and .S1 values above have been calculated. froImrohabilistic {risk=targeted) and, deterministic ground motions, in. the direction of,maxlmu.m horizontal response, please return to. the application and select the"`2009; NEHRP,' building ,code reference document N f MCER Res pa.'nse Spectrum ,' F 'Design Response Spectrum oao 081 i x:454 - It I 0.42 ""o sa. u 3c 0 45 . 0 30 j N 23r,.. , ` , Vl• 024 027 �� r 018 ,�• 0.0G 0.,00% Ci oO 0 20 '9'.'40 OtGO 0:80 .1.00 1.20 1:40 1,0 1:8o 2.00'.~ 0 00, 0.10 0;40 0; GO 0.80 1:00 1.,20 1 40 1•G0 1-.80; ',2.0.0 Period, 7 (Sec) T;., Period, T (sec) Althou h -this InformaGort.is a � � y'- --� •- `- -� �^ - + g pi•oducl of.the U.S.,Geological Survey, we .piovldc no warranty, explessed;ol implied, as•to the accuracy,of thedata contained thereln.!This tooLis nota'substi.tute for technical subject-matter-knowle-dg.e. , http://ehp2-earthquake:wr.usgs':gov/designmaps/us/summaf"y:php?teinplate=minimal&latitude 39.72&longitude=-121.9&Sifeclass=38�iskcategory=0&edit'ion=i.:. 1/1 Level Story Ht. (ft) hi (ft)kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) Diaph. (kips) ROOF 8.5 8.5 95 810 1.00 7.9 8 10 95.3 810 Su m m' t Structural Design Project: •. Walters Engineer:_ RKB Design of :.Seismic Load Development:(ASCE'7-10) Seismic Design Category D Ss 0.619 Mapped 0.2 sec spectral response Occupancy 2 S1 0.278. Mapped 1 sec spectral response I 1 Site Class D. In accordance:with Ch 20. TL 16 SMS- 0.81 Max Considered. EQ. SM 1. 0.5.1 Max C6nsidered.EQ, SDS 0.539 Design Spectral Response (0.2 Sec) ` .S D1 0.341 Design Spectral Response (1.0 Sec) System Light Framed Shear Walls 7 R 6.5 Omega 3 Cd 4• Ht Limit 65 Cs. 0.08 12.8-2 Max Cs 0.53 Min Cs 0.02 (.01.outside of SJ) Ct 0:02 x 0.75 Ta. 0.10 Cu 1:4 Max T 0.14 No limit for drift Use T 0.10 Alt Ss 0.619 V= 0.083 *W Height to Roof (hn) = 8,5 ft V= 1.9 k Vert Dist Exp..(k) 1 Level Story Ht. (ft) hi (ft)kips) (wi*hi) (kip -ft) Cvx Veq (kips) S VEQ (kips) Diaph. (kips) ROOF 8.5 8.5 95 810 1.00 7.9 8 10 95.3 810 IN Summit Structural Design Project: Walters Engineer: RKB Design of: MWIFRS-Envelope Procedure (ASCE 7-10; Section 28.6) ' Conditions: �� ^.., D 1. Simple Diaphragm ASE 13: OF 2. Low-rise 3. Enclosed 4. Regular Shaped I \i 5. Not Flexible /'. GQ ,J 6. Not Subject to: CASE A CF) a) across wind loading 41" b) vortex shedding 1 •-..._-_ c) instability (gallup/flutter) '•/ d) channeling effect e) buffeting (upwind obstructions) i 7. Approx. Symetrical Cross Section With Flat, Gable, or Hip Roof15 45° 8. Exempt From Torsional Load Cases �� Indicated in Note 5 of Fig. 28.4-1, or �) /� ` A "ASE A (�o the Torsional Load Cases do not. Control the Design: CASE .01� (1) story and h:530 ft. or {l1SE0 1 �. (2) story max and light framed or (2) story max_and flex. diaphragm L= 88 Long. Bldg. Dim. (ft) -> 2ac= 9:6 ft. T= 70 Transv. Bldg. Dim. (ft) 2aT= 9.6 ft. V= 110 Basic Wind -Speed (110 or 115 mph) LCF= 0.60 Load Combination Factor X= 1.21 Adjustment Factor Kit= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 12 Mean Roof Height (ft)' Exposure,.a 0= 20 Closest.Roof Angle Mean Roof Exposure (50,100,15°,20°,25'',or. 30°) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*X*Kzt*ps30 15 1.00 1.21 1.4.7 Location ps, 0=0 p.s, 0=20 Min. Net Cvhg. 20 1.00 1.29 1.55 A-110 13.9 19.3 9.6 25 1.00 1.35 1.61 B-110 0.0 4.8 30 1,00 1.40 1.66 C-110 9.2 12.9 9.6 35 1.05 1.45 1.70 -110 0.0 4.8 40 1.09 1.49 1.74 -110 -16.8 -16.8 -23.4 45 -1.12 1.53 1.78 FF -110 -9.5 -11.6 50 1.16 1.561:81 -11,6 -1-110 1.6 -1 ,4 55 1.19 1.59 1.84 -110 73 -8:9 60 1.22 1.62 1.87 11 Summit Structural Design Project: Walters Engineer: RKB Design of. C+C-Envelope Procedure (ASCE 7-10, Section 30.5 Vii,` C7� CD 4). %CID/. o\ a o �o J `/ HIP ROOF (7'< D 5:25') HIP ROOF (25'< 0 5:27) k (111 �.ti `^�� � (D (D:,C5) (24D (4) C4) 4 FLAT ROOF and GABLE ROOF (7'< 0 <011 GABLE ROOF (0<7.1 L= 88 Long. Bldg. Dim. (ft) T= 70 Transv. Bldg. Dim. (ft) a (ft) = 4.8 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= 12 Mean Roof Height (ft) RAN= 2 Roof Angle Number (1=0°-7° 2=8°-270 3=28--450) 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 5 450, or Hip Roofs 270 Adjustment Factor for Bldg Height and Exposure:, A can Roof Ht. ft Exposure B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.5.5 25 1.00 1.35 1 1.61 30 1.00 1.40 1 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 1.59 1.84 60 1.22 1.62 1 1.87 C+C Wind Loads (psf), Pnet=LCF*A*Kzt*Pnet30 Loc. Zone EWA pnet Ovhg. ft2 + _ _ Loc. EWA Zone(ft) pnet + _ 0 0Y 10 11.6 -4.4 cz 4 10 15.8_ -7.1 20 .6 - 1 4 0 15.1 16: 1 50 11.6 -13.5 _ 4 50 14.2 -15.5 1 100 11.6 -13.1 4 100 13.4 1 -14.8 2 10 11.6 -25.2 -29.5 4 500 11.8 -13.1 2 20 6 -23.2 -29.5 5 0 5:8 -21.1 2 50 11 .6----2-0-.-5--29.5 5 20 .7 6 - 8.5 -29.5 5 50 14.2 77. 3 10 11.6 -37.2' -49.6 5 100 13.4 1 -16.4 3 20 11.6 -34.8 -44.7 5 500 1 11.8 1 -13.1 0 1 11.6 -31.6 .3 3 1 100 1 11.6 -29.2 -33.5 4 SummitStr.uctural Design i Project: Walters Engineer: RKB Design of: Wind Loads A B C p 'End Zone End Zone Int. Zone Int. Zone Line Min. Net Wall Line Wall Area Roof Area WaII Area Roof Area Shear Obs) Shear (Ibs) Contrc 1. 43 20 18 16. 1062 758 1062 2 105 22 1349 1114 .1349 3 42 40 5.40 595 595 4 57 5, 732 571 732 5 39 5 501 398- 501. . .t ti A 41 41 31 .29 1190 1027 1190 B, 60 64 771 883 883 C. 43 0 206. 206 D 24 28 i 15 463 437 463 'E 40. 5 772 408 772 S f _ ` - Summit Structural Design Project: Walkers Engineer; RKB Design of : Lateral Force Summary Wind Seismic Wall Line' Shear (Ibs) Shear (Ibs) Control 1 1062 - 710 Wind 2 1349 651 Wind 3 595 185 Wind 4 732 496 Wind 5 501 370 Wind A 1190 814 Wind B 883 836 Wind C 206 370 Seismic D 463 370 Wind' E 772 252 Wind Project: Walters: Engineer: RKB Design of: Shear Walls Panel Thickness Fastener # Panel Orientation Length (in) Nail Type (in) Anchor Bold Diam. 0.135 Stud Spacing 3.5 Spec Grav Of Framing 2.00 Frid Sill Plate Grade AB in 2X Sill 2.50 AB in 3X Sill 0:192 Sill Plate/Rim.Anchorage Index # Nail 1 12d 2 16d 3 20d 4 30d S. 1/4" SDS 6: A35 7 A34. Shear Wall 1 Edge. Nail (in) Load (Ib) 6 260 4* 350 4, Note 1 380 3, Note 1 490 2, Note 1 640 44, Note 1 760 33, Note 1 980 22, Note 1 1280 ' Summit Structural Design _._..-......--- 3/8 ice. Short.Dimension Across Studs _ isiu[,T: (8d;: 16 in o.c. 0.5 DF_.._....... _......._-.._.__ -L 620 lbs 730 lbs Nail Fastener # Embed Length (in) Diam: (in) (in) 3.25 0.135 1.75 3.5 0:148 2.00 4 0.177 2.50 4.5 0:192 3.00 3.5 0.25 2.00 SW Plate Fastening 6 Fastener # Spacing 6 1 7:6 inches 1 5.7 Inches - 1 5.2 inches 1 4.0 inches 1 3.1 inches 3 4.1 inches 3 3.2 inches 3 2.4 inches 1. Use 3X framing at adjacent panel edges and stagger nailing Cd load (I 1.6 165 1.6 189 1.6 261 1.6 272 1.6 544 1.6 695 1.6. 515 SW Rim Fastening (No'Ply E.N.) Fastener # Spacing 6 32.1 inches 6 23.8 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 Spacing (ft) 2X Sill 3X Sill 3.82 4.49 2,83 3:34 1.31 3.07 1.01 2.38 NG 1.83 NG 1:54 NG 1.19 NG 0.91 )s i - Summit Structural Design Project: Walters _ Engineer: RKB Design of :'Shear Wall Framing Total Resistive Segment. Segment Lateral Wall Overall Resistive Aspect Gravity OT OT Righting Net Wali Load Length.' Load Edge Nail Length. Length Ratio Load Height Moment Moment M/D Line (lbs)' (ft) ±. (pif) (in) (ft) (ft) Factor (Ib/ft) (ft) (ft -Lb) ft -Ib) (1 6) 1-w 1062 8.00 1 1' 133 6" ✓ 8.00 8.00 1.00 150 8 8494 4800 702 1 -eq 710 8A0 ! •89 6" /8.00 8:00 1.00 150 8 5683 4800 350 2-w 1349 4.00/ 337 4"' �/ 4.0o 4.00 1.00 150 8 10794 1200 2519 2,eq 651 4.00i 63 6" 4.00 4.00 1.00 150 8 5210 1200 1122 / 3-w 595 2.00, •/ 298 4"" ✓ 2.00 2.00 1.00 1507 4166 300 1993 3 -eq ' 385 2. 0 93 6" 2.00 2.00 1.00 150 1295 300 558 4-w 732, 4.60 ( 183 6" / 4:00 4.00 1.00 150 ���9 6592 1200 1468 j r 4 -eq 496 4.00 1� 124 6" 4.00 4.00 0.89 ISO 9 4462 1200 93.6 5-w 501 ( 125 6" ✓ 5:00 4..00 1,00 150 9 4510 1875 677 5 -eq 370 .4.00 to 93 6" 5.00 4.00 1.00 150 9 3330 1875 441 A -w 1190 ,LS 8.50 140 6" V1 2.50 2.50 1.00 150 8 2800 469 1008 A -eq 814 8.50i 96 6" 2.50 2.50 0.63 150 8 1915 469 654 B -w 883 8.00✓ 110 6" '8.00 8.00 1.00 150 8 7066 4800 S23 B•eq 836 8 105 6" / 8.00 8.00 1.00 150 8 6690 4800 476 C•w _ 20.6 2.754�75 6" ./ 2.75 , 2.75 1.00 150 9 1858 567 552 C -eq 370 2.7 35 6" 2.75 2.75' 0.61 150 9 7 /I�•� 3330 56 1087 D -w 463 5 ' 1�s185 6" ✓ 12:50 2.50 1.00 156 9 4171 11719 -229 ` D -eq 370 2.50 .1.48 6" / 12.50 2.50 0.63 156 9 3330 11719 -296 E -w 772 0, 14,257 - 6" / 7.75 3.00 1.00 ISO 8' 6180 4505 .449 E -eq 252 i' 3.00 j7 84 6 :7.75 3.00 0.85 150 8 2013 4505 -89 t f t q Summit Structural Design Project: Walters Engineer; RKB Design of: Force Transfer Around Opening in. Shear Wall Location: wall Line. b Wall Shear 463 # Wall Dead Load 150 plf Wall Length 12.5 ft OT force -229 # Wall Height 9 ft Window Length 10 ft A B C Window Height 4 ft D E Window X dim 1.25 ft F G H Window Y dim 3.50 ft Element Dimensions Element Alf t) Hft V horiz (pljf P horiz # V vert If P vert U# A 1:2:5 i 1.50 37 I 46 -25 -38 6 10 1.50 37 --.!._ 371 _I_.._._..._._ .46:...__...1---69 C 1.25 1.50 3'7 '' 46 -- -- - - -- -.— --_ _ ... _. .........,._..---......_.___..-.._..-_._....__........_.......-2 5...._......_...- - ........-....-3.8._...._.. D 1.2.5 1 4.00 i 185 232 -25 -102 E 1.25 4.00 18'5 232 25 - -102 ._......_.....:...__.�.......... ........ _... _ _— _ _..._.._._ .......... . F 1.25 3.50 i 37 46 -25 i -89 ----- — — - __ _.....x-............... .... ,..................... _...--_.._...__-:........ _.._..._.......... _._.................-..........................................................-..- .._......._._._.__.._.. - G . 1Q ! 3.50 37 371 -46 I -160 H 1.25 3.50. 1 37 46 -25 1 -89 Max 185 plf -25 plf Static Tie Forces Tie force into -D 185 # Upper Left Tie force into 185 # Upper Right Tie force from F 185 # Lower Left Tie force from M 185 # Lower Right Element Equilibrium Tie force at top of window into D -229 # Up.per Left Ti'e force at top of wiridow into. E -229 #` Upper Right Tie force at butt of window into F -80 # Lower Left Tie force at top of window into H -80 # Lower Right Max 185 l# L 1 Summit Structural Design Project: Walters - -,,Engineer: RKB Design of: Laterad Drags ' Lateral Overall Shear per Length to Drag Drag Wall Load Length Foot be dragged Load Type Line (lbs). (ft) (plf) (ft) (Ibs) if applicable 1-w 1062 32:0 33.224.0 796 A 1 -eq 1154 32.0 36.1 .24'.0 866 A 2-w 1343 32.0 42.2 28.0 1181 A 2 -eq 1053 32,0 33.1 28.0 926 A 3-w 595 10.0 59.5 8.0 476 A 3 -eq 301 10..0 30.1. 8.0 241 A 4-w 732 31.0 23.6 27.0 638 A 4 -eq 806 31.0 26.0 27.0 702 A 5-w 501 31.0 16.2. 27.0 436 A 5 -eq 601 31.0 19.4 27.0 524 A A -w 1190 28.0 42.5. • 13.0 553 A A -eq 1323 28.0 47.2 13.0 614 A B -w 883 32.0 27.6 24.0 662 A 9 -eq 1359 32:0" 42.5 24.0 1019 A - C -W 206 12.8 16.2 10.0 162 A C ,eq 601 12.8 47.2 10.0 472 A D -w 463 12.8 36.4 9.5 345 A D -eq 601 12.8 47.2. 9.5 448 A E -w 772 15.0 51.5 8.0 412 A ` E -eq 409 15.0 27.3 8.0 218 A R Summit Structural Design Project: Waiters Engineer: RKB Design of: Foundations Allowable Soil Rearing:. 1500 psf Concrete Compressive Strength: 2500 psi Concrete Stem Wall (Non -Retaining):' 6" wide with (1).#4 continuous at top and bottom of wall and #4 at 18" o.c. full height. Provide #4 at 18" o.c..vertical developed by hook into footing, U.N.O. Continuousfootings: Width (in) Think. (in) Cap (plf) Reinforcing 12 12 1500 (1) #4 cont. 15 12 1875 (2) #4 cont. 18 ,12 2250 (3;) #4 cont. 24 12 3.000 (3).#4 cont. 30 12 3750 (4) #4 cont. Spread Footings: Reinforcing Cap. Label Size Thick. (in) Each Way Kips F1 1'-0." Sq. 12 (1) #4 1.5 F1.5 1'-6".Sq. 12 (2) #4 3.375 F2 21=0" Sq. 12 (3) #4 6 F2.5 .2'-6" Sq. 12 (4) #4 9375 F3 3'-0" Sq. 12 (4) #.4 13.5 F3.5 3'4" Sq. 12 (5) #4 18.375 F4 4'-0" Sq. 12 (5) #4 24 F4.5 4'-6" Sq. 12 (6) #4. 30.375 F5 5-0" Sq. 12 (7) #4 37.5 F5.5 5-6" Sq. 12 (5) #5 45.375 F6 6'-0" Sq.18 (8) #5 54 F6.5 6'-6" Sq. 18 (9) #5 63..375 Note: Bottom of each footing shall be at least 12" below finished grade or asper local requirerrients 1� Summit Structural Design Project: Walters Engineer: RKB. Design of: 4x Timber Column Design Values. (N.DS 3.7.) 4X-DF-L(N) #1 Fc r E d KCE c CD 1400. 1600000 3.5 0.3. 0.3 1.25 Stability Reduction Column Capacity (lbs) le (ft) C Fc' (psi) 4X4* 4X6. 4X8 4X10 4X12 5 0.64 901 11041 17350 236160 29969 3.6278' 6 0.55 '767 :9397 14766 20136 25.505 30875 7 0.46 649 7951 12494 17037 21580 26123 8 0.39 549 6729 10574 14418 18263 22108 9 0.33 467- 5718 8985 12252 15519 18786 '10 0.29 399 4888 7682 10475 13268 16062 11 0.25 344 4209 6614 9020. 11425 13830 12' 0.21 298 3651 5737 7823 9910 11996 '13 0.19 260 3.190 5012• 6835 8658 10480 14 0.16 229 2806 4409 6013 7616 9219 15 0.14 203 2484 3904 5324 6743 8163 16 0.13 181 2213 3477 4742 .6007 7271 17 0.12 162 1982 3115 4248 5380 6513 18 0.10 146 1785 2805 3824 4844 5864 19 .0.09 132 1615 2537 3460 4382 5305 •20 0.09 120 1467 2305 3144 3982 4820 4 Summit Structural Design Project: Walters Engineer: RKB Design of: 6X Timb.er Column Design Values (NDS 3..7) 6X6 DF-L(N) #1 Fc E d KcE c Co 1000 1600000 5.5 0.3 0.3 1.25 Stability Reduction Column Capacity (lbs) le (ft) CpW (psi) 6X6 6X8 6X10 6X12 5 0.87 872 26386 35981 45576 55171 '6 0.82 8.23 24895 33948 43000 52053 7 0.77 770 23288 31756 40224 48692 8 0.71 115 21625 29488 37351 45215 9 0.66 660 19961 27220 34479 41737 10 0.61 606 18344 25014 31685 38355 11 0,56 556 16806 22917 29028 35139 12 0.51 50&. 15368 '20957 26.545 32133. 13 0:46 464 14043 19,150 24256 29363 14 0.42 424 1283,3 17500 22167 26834 15 0.39 388 11737 16005 20273 24541 16 0.36 355 10748 14656 18564 22472 17 0.33 326 9857 13442 17027 20611 18 0.30 299 9058 12352 15645 18939 19 0.28 276 8340 11372 14405 17437 20 0.25 254 7694 10492 13290. 16088 11 COMPANY PROJECT © Jan. 26, 2016 16:48SummitSrucuralDeigv Typical Stud Design Check Calculation Sheet WoodWorks.Sizer 10.1 Loads: Load Type. - Distribution • Pat- tern Locdtion (ft) .Start End Magnitude Start End Unit LoaU_1 Dead Ax I a T UDL .Bend ing(f.) (Ecc.. =X0.00") 00 Pif Load2 Roof constr. Axial UDL fc - 78 (Etc. 040111 80 plf Load3 Wind CaC Axial UDL Pc-: - (ECO. 0.0011) 80 plf Load4 WindC&C N11 Area. 701 fcp/Fcp = 32,. 80 112.0)' psf Self -weight Dead Axial UDL Eq.3.9-3 = -.0.45 12 if a .,Ly ,uacn unl Lateral Reactions (lbs): 9'-7.5" CD t o o 0' 9-7.5" Unfactored• Anal sis Value Design Value Analysis/Design Dead fv = 27 Fv' - 288 Wind '158 .Bend ing(f.) 158 Roof Live 2484' f6/F5' - 0.36 Factored': fc - 78 Fc' - 421 L ->R .. 95 _ 95 Lumber Stud, D.Fir-L, No.2, 2z4 (1-1/2"x3.1/2") Support: Lumber Stud Bottom plate, D.Fir-L No.2; Bearing length = stud thickness Spaced at 12.0" cic; Total length: 9'-7.5'; Pinned base; Load face = width(b); Ke x Lb: 1.0 x-0.0 = 0.0 (fl); Ke x Ld: 1.0 x 9.63 = 9:63 (ft); Lateral support: lop = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis .vs. Allowable Stress (psi). and Deflection (in) using NDS 2012: Criterion Anal sis Value Design Value Analysis/Design Shear fv = 27 Fv' - 288 fv Fv' -_ .Bend ing(f.) fb = 893 Fb' - 2484' f6/F5' - 0.36 Axial, fc - 78 Fc' - 421 fc/I'd ' _ - 0.18 Ax'ia1 Bearing fc - 78 Pc-: - 2484 fc/F.c` _. 0.03 Support Bear'i.nq fcp - ?0 Fcp - 701 fcp/Fcp = 0:10 Combined (ar.ia compression + sde load bending) Eq.3.9-3 = -.0.45 Dead Defl'n negligible Live Defl'n 0.31-= L/372 0.32 = L/360 I Rotal Defl'n 0.71 = L/372 0.48 L'/2�0 0..69 Additional Data: FACTORS: F/E(psi)CD CM,, Ct. CL/CP CF efu- Cr Cfrt Ci LCII ' Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Flo' + 900 1.60 1.00 1.00 1.000 1.500 1.00 1.15 1.00 1.00 4 Fc' 1350 1.60 1.00 1.00 0.169 1.150 - - 1.00 1.00 3 Fc'comb .1350. 1.60 - 0.169 - - - - - 5 E.1.6 million 1.00 1.00 - - - - 1.00 1.00 4 Emin• 0.58 million. 1.60 1.00 - - - - 1.00 1.00 4 Fc" 1350 1.60 1.00 1.00 - 1.150 - 1.00 1.00 3 62 Fcp sup 5. - 1.00 1..00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : LC 04 - .6D+;6W, V - 95, V design = 95 lbs . Bending(+1: LC .144 - .6D+.641, M - 220 'lbs -ft Deflection: LC 44 - .6D+.42w (live) ' LC N4 = ..6D+,42W (total) Axial LC 113 = D4. S(Lr+.614), P 406 lbs Combined LC 05 - D+.6wi. (1 - fc/Fc E) = 0.84 Support LC 43 - Di.75(Lr+.6t91;. R = 400 lbs, Cap 41.01, Lb 1.50", Cb - 1.25 D�dead L=live S=enow W=wind 1' =impact Lr=roof .Live Lc=concentrated E -earthquake ' Ali LC's are listed in the Analysis output Load combinations: ASCE 7-10 / 18C 2012 CALCULATIONS: Deflection: £I = 9e06 lb-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis'and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are.approprials for your application. 3. FIRE RATING: Joists, wall studs, and multiply members are not rated for fire., endurance. .L--(, COMPANY PROJECT Summit Structural Design Wood\ J� o r f _ � (fi) Jan. 26, 201616:50 snvrlveREFOR WOOD MIGM Typical Stud, 8' Wall Design Check Calculation Sheet Woodworks Sizer 10.1 Loads: Load - Type Distribution Pat:- tern Location I -ft] Start '.End Magnitude Start. .End Unit Loadl Dea Axia-0DL Bending (+) (Ecc.. = D.00" 0 p. Load2Roof, constr.. Axial UDL 'fc m 33'1 (Ecc. = 0.00") ,600 Of Load3 Wind C&C Axial UDL Fc' = (Ecc. = 6.66") '660 •plf Load4 Wind C&C Full Area 781 fcp/Fcp = 32.80 (16.'0)+.psf Combined (axia Self -weight .Dead Axial VDL Eq..3.9-3 = 0:70 7 plf -Tributary wigEn tin) Lateral Reactions (lbs): Co W N M ly T-7.5" T -TS O O Un'factored: Mal sis Value Design Value Anal sfs/Design Dead v = 29 Fv' 28,6 Wind, 167 Bending (+) 167 Roof dive. 2464 EV/Fb' = 0.30 Factored: 'fc m 33'1 Fc.' - 651 L ->R 100 Axial Oearirtgc 100 Lumber Stud, D.Fir-L, No.2, 2x4 (1-112"x3-112") Support: Lumber Stud Bottom plate; D.Fir-L No.2; Bearing length = stud thickness Spaced at 16.0" dc; Total length: T-7.5' Pinned base; Load face = widlh(b); Ke x Lb: 1.0 x 0.0 = 0.0 (fll: Ke x Ld: 1.0 x 7.63 = 7.63 (ft); Lateral supponi top = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs, Allowable. Stress (psi) and Deflection (in) using NDS 1012: Criterion Mal sis Value Design Value Anal sfs/Design Shear v = 29 Fv' 28,6 v Fy' _ 0.1 Bending (+) fb - 747 Fb' = 2464 EV/Fb' = 0.30 Nxial 'fc m 33'1 Fc.' - 651 fc/Fc' - .0. 52 Axial Oearirtgc - 337 Fc' = 2484 fc/Fc• - 0..14 Support Bearin fcp - 337 Fcp - 781 fcp/Fcp = 0.43 Combined (axia compression + sale loadbending) Eq..3.9-3 = 0:70 Dead DeflIn negligible Live Defl'n 0.1 .6 = d/5 0.25 = L/360 0:64 Total Defi'n 0.16 L/SG161 0.38 - L/240. 0.43 Additional Data: FACTORS: F/E(psitCD CM C CL/CP CF Cfu Cr Cfrt Ci LCII Fv180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb1+ 900' 1.60 1,.00 1.00 .1.000 1.500 1.00 1.15 1.00 1.00 4 F.c' 1350 l.tio' 1.00 1.00 0.262 1.150 - - 1.00 1.00 3 1.6 million 1.00 .1.00 - - - - 1.00 1.00 4 Emin' • 0.58 million. 1.00 1.00 - - - - 1.00 1.00 4 Fc; 1350 1.60 1.00 1.00 - 1.150 - - 1..00 .1.00 3 Fc p sup 625' - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : 'LC Ifo - .6D+.6W, V = 100, V design 100 lbs: Bending(-): LC 94 - .6D+. 6W, ?1 - 191. lbs -ft Deflection: LC .ti4 .6D+.4214 (live) LG 114 =..613+.4219 (total) Axial LC 63 = D+.75(Lr+.614), P - 1770 lbs Combined LC 63 - D+.751Lr+.614): 0. - fc/FcE) = 0.52 Support LC 113' - D+.751Lr+.6Wj; R = 1770 lbs, Cap - 4101i Lb = 1.50", Cb. = 1.25 D+dead L -live S=snow W=wind 1=impact Lr=roof live Lc=concentrated F.=earthquake All LC's are listed in the Analysis output - Load combinations:- ASCE 7-10 / IBC 2012 CALCULATIONS: Defd'ection: F,I = 9006 lb -int "Live" deflection - Deflection .from .all non -dead loads (live; wind, snow.:.) Total Deflection = 1.56(Dead Load Deflection) + Live Load. Deflection. Design Notes: 1. Wood Works analysis and design are in ac(wrdence with the ICC: International Building Code (IBC 2012), the National Design Specification (NOS 2012), and NDS Design Supplement. 2. Pleaseyerify that the default deflection' limits are appropriate for your application. 3. FIRE RATING Joists, wall studs, and multi -ply members are not rated for fire endurance. TA COMPANYPROJECT Summit Strdclural Design QW-oodWork' sQ Jan. 26,201616:54 mrcA' King -Trimmer for 10' Opening Design Check Calculation Sheet Wood Works Sizer 10.1 ILoads Load Type: Distribution Pat- tern location Ift) Start End Magnitude Start End Unit Loadl - Dead Ax1a (Ecc. = .0 00 lbs toad2 Roof constr. Axial (Ecc. - 0..00") 1100 lbs Load3 Wind Cat Axial. (Ecc,: = 0..00") 1100 lbs Load4 Wind dkC. Full Area Axial Bearing. 32.80 (15.00)+ psf Self-wei ht Dead Axial 0.05 42 lbs Lateral Reactions (lbs): 8%6" 0, Unfactoree:: sis:Value Design Value Analsis/Desi n Dead v 0' Fv' 2, 8. .find. 697 Banding(-) 697 Roof Live. 24.64' fb/Fb' - 0.35 Factoreda� :Cc - 112 Fc' - 532 L ->R ..418 Axial Bearing. 418 Lumber n -ply, D.Fir-L, No.2, 2x4, 4 -ply (6"0.112") Support: Non -woad; Bearing length = column width Total length: 8'-6.0": Pinned base; Load face = Mdlh(b): Builhup fastener: nails; Ke z Lb: 1.0 x 0.0 = 0.0If1): Ke x Ld: 1.0 x 8.5 = 8.5 (fl): Lateral support; lop = Lb, bottom = Lb; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress fosil and Deflection fins ­;" mns.gn,q Criterion .Anal sis:Value Design Value Analsis/Desi n Shear v 0' Fv' 2, 8. fv Fv' -0l - 1.00 Banding(-) 'fb a 871 Fb' - 24.64' fb/Fb' - 0.35 Axial :Cc - 112 Fc' - 532 fc/Fc' - 0.21 Axial Bearing. fc.- 112 Fc' - 2484 fc/Fc' = 0.05 Combined (axis .compression + sale load, bending) Eq.3.9-3 m 0.43 Dead - befl'n negligible CRITICAL LOAD COMBINATIONS: Live 'Befa'n 0..24 = L/432 0:28 - 1./360 BendingI-): LC 04 = .6D"+.6W, M = 809 lbs -ft 0:83 Total.Defl'n 0.24 = L/432 0.42 = L/240 '0..55 Additional Data: FACTORS: M(psi)CD, 'CM Ct CL/CP- CF Cfu Cr Cfrt Ci -LCB V.160 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fb'+ 900 1.60 1.00 1..00 1.006 1.500. 1.00 .1.15 1..03 1.00 4 Fc' 135q. 1,60 1.60 .1.60 0.214 1.150 - - 1.00 1.00 3 £c'comb 1350' 1'.60 - - 0.21'4 - - - -. - 5 "` 1.6 million 1.00 1,'00 - - - - 1.00 1...00 4 Em'in' 0, 58, mi11ion 1.00 1.00, - - - - 1:00 1.00 4 - Fc` 1356 1.60 1.00 1.00 - 1.150 - - 1.,00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear : L@'04 - .0+.6o-., V - •418, v design 41.8 lbs BendingI-): LC 04 = .6D"+.6W, M = 809 lbs -ft , Deflection: LC 94 - .6D+.42w (live). LC 1114 - .6D+.42W (total) _ Axial. LC 0.3 - D+.75(Li+..6W), P - 2362 lbs Kf - 1.00 Combined LC - 05. _ D-. 6W'; (1 - fc/FcE) = 0.;86 0=dead L=live S=snow w=wind I -impact. Lr=roof live Lc -concentrated E=earthquake All LC's are listed in the Analysis output toad combinations: ASCE 7-10 / ICC 201.2' _ CALCULATIONS:- Deflection: E1 9e06 lb-int/ply "Live." deflection - Deflection from all non -dead loads (live, wind, snow...) .Total Deflection= 1;50(Dead Load Deflection) + Live load Deflection. Design Notes: 1.'We'odWorks 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. BUILT-UP COLUMNS: nailed or -bolted built-up columns shall conform to the provisions of NDS. Clause 15.3. 4. FIRE RATING' Joisls, wall studs; and multi qtly members are not rated for We endurance. Summit Structural Design Project: Waiters Engineer: RKB Design of: Roof Frarriing (Conventional) + TtkQZ Roof Loads DL 17 psf LL= 20 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 at gable ends, drags strap lines, blocking,,and•all supported .edges. Trusses: Spacing =•24" o.c. Loads: T.C. Live Load = 20 psf T.C. Dead Load = 9 psf B.C.Dead Load = 8 psf Total Load =• 37 psf Roof framing:• Cut -and -stacked roof systems shall be built to the.conventional framing requirements of the.2013 CBC (CBC 2308.10). Purlins, braces, intermetiate supports, and connections.shall be provided by the contractor which are capable of transmitting all gravity and wind loads to the foundation. The following additional limitations shall apply: 1. Rafter Maximum Spans a. 2X4 DF -L#2: 61-01' b. 2X6 DF -L #2: 12'-0" c. 2X8 DF -L#2: 13'-0" d. 2X10 DF -'L #2; 16'-9" 2. Minimum Brace -Size = 2X6 3. Max Brace Spacing= 4'-0" o.c. Typical Headers (U.N.O.) Use 4X8 DF#2 a a f ;s 11 1� COMPANY PROJECT Summit SlructuraLDesign 0W04,dWbrks' Jan 26, 201616:26 • SOF7IVAREFOR WOOD OE ICN - B1 Design Check Calculation Sheet Wood Works Sizer 10.1 Load Type - Distribution Pat- tern Location ('ft) Start End Magnitude start End Un'ih Loa 1 Dea th_1 Area .517 -117. 00 (1-0. 00) ` psf Load2 Roof constr. Fu'1 Area 1.00, 20.00(10.00)` ps-f Load3ootid. 0.11 �Fu::l Area 0;05 <L/999 17.00 (3.001' psf Load4 wind'CaC Fu:l Area 20.00(30.001' psf Self-wei' ht -. Dead Full UDL 6.0 PH Maximum' Reactions(lbs) and Bearing Lengths (in) 5'-2" UnIactored• - Dead 506 586 Ilind 517 51'1 Roof Live Factored: .517 517 Total Bepring: • 1206 1206 Length 1.00, .1.00• Min re 'd. 1.00' 0.11 Lumber -soft, D.Fir-L, No.2, 4x8 (3.1/2'W-1/4") :Supports: All - Timber -soft Beam, D:Fir-L N6.2 - Total length: 5'-2:0'; Lateral support: lop= at supports, bottom= at supports; Analvsis Vs. Allowable Stress fasil and Deflection Brit ­,.,,, tin[ In,v. Criterion Anal sis- Value De 4n Value Anal sis/Desibn- Shear v = 40 F.v' 225 fv Fv' n U. 1 Be nding1t) - fb - 540 Fb' - 1450 fb/Fb' 0.37 Dead Defl'n 0.02 =.<I,/999 1, Lve Defl'n 0.02 - <L/999 0..17 - 1,/360 0.11 'fetal Defl'n 0;05 <L/999 X0.25 = L/240 C. Ye Additional Data: FACTORS: F/E(psi)CD CM ct CL CF Cfu Cr Cfrt Ci Cn LC 11 Fv' 180 1.25 1:00 1.00 - - - 1.00 1.00 1.00 2 Fie - 900 1-.25 1.00 1:00 0.993 .1.300 1.00 1.00 .1.00 1.00 - 2 F'cp' 625 - 1.00 1..00 - - - - 4.00 1.00 - - E' 1.6 million. 1.00 1.00 - _ - - 1.00 1.'00- - 3 Emin' 0.58 million 1.60 1.06 - - - - '1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear :'CC'82 - D+Lr, V. - 1085, V. design 810 lbs Sending(+): LC U2 - D4 -Lr, H 1379 lbs -ft Deflection: LC .113 - D#.751Lr+,42W) Ilive) LC 113 - D•.75(Lr+.4219) (total) D-dead'L=live S=snow t9mwind I -impact Lr=roof live Lc=concentrated E=earthquake A1.1 LC's are listed in the Analysis output - Lead combinations: ASCE 7-16 /.IBC`2012 - CALCULATIONS: De€lection: El 170e06 lb-in.2 . "Live"deflection = Deflection from all non -dead loads fl.i.ve, wind, snow...I ' Total Deflection '1.50(Dead Load Deflection) I Live Load Deflection. Design Notes: 1. Wood Works 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 defleUion limits are appropriate for your application. 3. Salm lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4:1. COMPANY PROJECT Summit Slruclural Design oc) d \ /, o r _ (g) Jan. 26, 2016 16;29 SOfrWARf FOR WOOD DIS1Ch- S1 Design Check Calculation Sheet Woodworks Sizer 10.1 Load .Type Distribution Pat- Location.(:ftl Magnitude Unit 1997 Roof Live Factored: 1997 - tern Start End .Stant End. 441,9 Load! - Dea Ful -Area t4in re 'd 1.33 17.00 (6:501' psf. Load2- Hoof constr. Full Aroa L/602 -1..02 20.00 (6:50)• psf L0ad4 wind C6C Full Area 1.. 53 0240 20.00 06.50) pst Self-wei ht Dead Full.-UDL '2 l..'2 plf Maximum R@actiOns'(IbS) and Bearing Lengths (in) Unfacti'red: Analysis Value Dead Q022. 7.622 wind 1997 1997 Roof Live Factored: 1997 - - 1997 Total Bearing:, 4419 ... 441,9 Length 1.33 1.33 t4in re 'd 1.33 1•33 Glularri•Unbal., West Specles', 24F -V4 DF, 5.118"08" 12 laminations, 5.1/8" maximum width, Supports: At - Timber -soft Beam, D.Fir-L No.2. Total length: 30'-8.7"; Lateral support top= full, bottom= at supports; Analysis vs. Allowable Stress.(psi) and Deflection (in) „slrio.Nos '2012: criterion Analysis Value Desi n Value Anal sis/Desi n Shear - fv = 9 Fv'•= !1 fv Fv' - 0.1.8. Sendinglr') fb - 1329 Fb' 2774 fbl F6• = 0.48 Dead. Defl'n 0.58 = L/632. Live Defl'n 0.61 = L/602 -1..02 L/360 0.60 Total. Defl'n .1.48 a. L/2'48 1.. 53 0240 0.97 Additional Data: FACTORS: F/E(psi)CD CH Ct CL CV 'Cfu Cr Cfat Notes Cn•Cvr LCII Fv' 265 1.25 1.00 1.00- - - - - 1.00 1.00 1.00 2 Pb'+ 2400 1.25 1.00 1.00 1.000 0.925 1.00 1.00 1.00 .1..00 - 2 Fcp' 650 - 1.00 1.00 - - - - 1.00 - - - E' 1.8 million 1.00 1. 01) - - - - 1.00 - - 3 Eminy' 0,95 million 1.00 1.00 - - - - - 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear' Lc 02 D+Lr, V = 4006, V design 3599 lbs Bending (+.); LC, 8.2 D+Lr, M = 30656 lbs -ft - Deflection: LC 03 D+.75(Lr+.425J) (Live) LC 83 = D+.75(1r+.42:1) (total) D=dead L=;Sive S=snow W=wird I=impact Lr -roof live. Lc-concentrated-E=earthqua%e All CC's are listed in the -Analysis output. Load combinations: .ASCE. 7-10 / I13C 2012 CALCULATIONS.- ec Defltion: EI = 4483606. lb--in2 "Live" deflection = Deflection from all nor. -dead loads -(live, wind,. snow-.) - Total Deflection 1'.50 -(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design areIn accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), andNDS'Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Glulam design values are for materials conforming to ANSI 117.2010 and manufactured in accordance with ANSI A190.1-2007 4: GLULAM: bid= act'uat breadth'x actual.depth- - ' S. Glulam Beams shall be laterally supported according to the provisions of NDS Clause, 3.3.3. 6. GLULAM: bearing lengih based. on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT Summil'Struclural Design WouidWorks'Jan. 26, 201616:35 SOFnVARFFOR V41000 DESIGN S2 Design Check Calculation Sheet WoodWorks Sizer 10.1 ILoads:. Load Type Diatr.lbution Pat= Location fft) tern Start - End- magnitude Start. End Unit- LoaU_1 Dea Fu:I Area Roof.Live Factored: 17.00 15.501• psf Load2 Roof. constr. FU -1 Area Length '20.00 (5,.50)• psf Load3 Dead Full Area 0.51 17..00 (3.00)t psf Load4 t4ind. CaC Full Area 1.14 20.00 15.5011! psi Loads Dead Point. 6.00 187 lbs Loid6 Roof constr.. eoint 6,.00 220 lbs Load? Wind CaC Po:.rit .6.00 220 lbs Load8 Dead Po:.nt 16.00 153 Abs I,oad9 Roof constr. Po:,nt 16.00. 180 lbs Loa d10 wind. CLC Pont 16,00 180 lbs Self -weight dead Fu::l UDL 12.1 plf Maximum Reactions (lbs) and Learing Lengths (in) - 23'3.3,. 9a'.1 7,. Unf.actored: • S scar Do ad 2008 ,197.5 Wind 1500 1.460 Roof.Live Factored: 1500 1460 Total Bearing: 38be 372-1 Length 1.67 ,. . 164 14A re 'd •1 .67 - 1 .64 Glulam-Unbal., We4t Species, 24F -V4 DF,.3-1/2':x15" 10 laminations, 3-1/2'' maximum width, Supports: All Beam, D.Fir-L No.2 Total length: 23'-3.3"; Lateral support: top= 24 bottom= at supports; (in] Analysis vs. Allowable Stress (psi) and Deflection (in) usinn NrA ani7, Criterion [Analysis Value Desi n Value An sis/Desitin S scar - V Fv '1 fv/Fv' = 0.27 eending(4) fb = 1.651 Fb' - 2968 fb/Fb' - 0.62 Dead Defl'n 0.63 = L/437 'Live 'Defl'n 0.51 1;/547 0.77 - L/360 - 0,G6 Total Defl'n. 1.14 L/243 .1.1.6 - 'L/240 -0.99 Additional Data: FACTORS: F/E(psi)CD 01 Cr Cl, .CV Cfu Cr. Cfrt Notes Cn'Cvr LCII Fv' 265 1.'l5 1.00: 1.. OU - - - 1.00 1.00 1.00 2, F014 2400 1.25 1.00 1.06 0.989 '1.000' 1.00 1.00 1.00 1.00 - 2 Fcp' 650 1.00 1.0.0 - - - - L.CO - - '1.8 million 1 .00 1.00 - - - - 1..00 - 3 -Eminy' 0.85 million 1.00 1.00 - - - 1:00 - - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 92 - D+Lr, v 3491, V design' - 3139 _lbs Bending( -t): LC ill = D+Lr, k = 20247 165 -ft ' Deflection: it 113 D-.751Lr+-.42W) (live) LC 83 - D+.75(Lr4.42W) (total) D=dead L=live 'S=snow w=wind. I=impact Lr=roof live Lc=concentratcd E=earthquake - All LC's are listed in the Analyuis output Load 'combinations:'ASCE 7-10 / 111C 2012 _ - CALCULATIONS: Deflection! EI - 1772eO6,lb-in2 "Live" deflection'= Deflection from all non -dead loads,(live, wind, snow...) Total Deflection = 1.00(Dead Load Deflection) + Live Load Deflection. Design Notes; 1. WoOdWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012); the National Design Specification (Nos N12), and NDS. Design Supplement. 2. Please verify that the.default deflection limits are appropriate for your application. 3..Glulam design values are for malerials.00nforming'lo ANSI 117.2010 and manufactured imaccordance with ANSI A190.1-2007 4. GLULAW bxd = actual breadth'x'actual depth.. 5. Glulam Beams shall be laterally supported according to tfie,proyisions of NDS Clause,3:3.3. 6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). COMPANY PROJECT Summit Structural Design a-'WoodWorks' Jan. 26, 2016.16:31 sprnVdREFOR 1%000oasfcn• S3 Design Check Calculation Sheet Wood Works Sizer 10.1 Load Type Distribution. Pat- tern Location lit) Start End Magnitude . Start End Unit. Loa 1 3e - _Pu Ai- rea 422 422 o .S )! ps Load2 Roof coristr. .Frill Area 1.00• MFn to 'd 20..00 (5.50)1 psf Loa43 Dead' Nil Area Live Defl'n 0.05 - 1.7,00 (3.001" pst Loa64 :wind CBC Full Area 0.14 - L/634 20.00 (5.50)' psf Self -weight Dead .Full UDL 6.0 PH Maximum Reactions (lbs) and Bearing Lengths (in) : Unfactored: - Value Dead 577 577 Wind 422 - 422 Roof Live Factored: 422 422 Total Bearing: 1003 1003 Length 1.00• 1.00• MFn to 'd 1..00° <L/999 Lumber -soft, D.Fir-L, No:2, 4x8 (3-1/2"x7-1/4") Supports: All - Timber -soft. Beam. D_.Fir-L No.2 Tdlal.lenglh: T -BZ: Lateral support: top= at supports, bottom= at supports; I Analvsis vs. Allowable Stress fosil and Deflection fin(„ar.,,, mne.an;i. criterion Anal sis Value Desi. h Value. Anal 'sis/DesA Shear fv = 48 FU = 2. v Fv' = 0.,22 Bending(+) fb = 733 Fb' .1443 fb/Fo,! _ -0.51 Dead. Defl'n 0.06 = <L/999 - Live Defl'n 0.05 - <L/999 0.25 = .L/360 0.19 Total Defl'n 0.14 - L/634 0.38 L/240 0.38 Additional Data: FACTORSi F/E(psi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC Fv' 180 1.25 1.00 1.00 - - - 1.00 1:00 1..00 2 Fb'+ 900 1.:25 1.00 i.. 00 0.987 1.300 1.00 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00. - - 1.6 million 1.001.00 - - -- 1.00 1.00 - 3 Emirs' 0.58 inill.ion 1..011 1..00 - - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 112 D+Lr, V - '900, V design •820 lbs _ Bending(+): LC 92 = D+Lr, M = 1873 lbs -ft. Deflection.: LC 83 D+:75(Lr+..42k) (live) LC 113 D+,75tLr+,4261) '(total) D=dead L=live 5=snow w=wind I=impact Lr -roof li.ve.l.c=concentrated E=earthquake All LC's are listed In the.Analysls output Loan com`binatimis: ASCE, 7-10 / I8C 2012 CALCULATIONS: Deflection: EI = 178e06 lb -int 'Live" deflection = Deflection.from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load. Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS'2012), and NDS.Oesign Supplement. 2. Please verify that the defaultdefle.ction limits are appropriate for your application. 3. Sawn lumtiecbending members.shall be laterally: supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT Summit Structural Design Jan. 27, 2016 11:13 WoodWorks sonwAcecoxtvoo00F91cM' - S4 Design Check Calculation Sheet Wood Works Sizer 10:1 Loads: Load Type Distribution Pat- Location fftl Magnitude Unit Shear 371 tern Start End- Start End 980 Loa 1 - Dead Ful -Area. ' 420 17.00 '(9:00)-• ps.f. Load2. .Roof constr. Full Area Length 1.00• 20.00 (9.00)• psf Load4 Wind. CSC Full. Aires20.00 = <L/999 1.00•' (9..00)! psf Self-wei'hi Dead Full.UDL = <L/999 0.23 = 6.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) 4'-B" Unfactored`. Analysis Value Des ipn Dead, 371 Shear 371 Wind 420 .22 980 Roof Live Factored: 420 ' 420 Total Bearing: 875 • 875 Length 1.00• Hin'r., 'd 1.00• = <L/999 1.00•' Lumber -soft, D.Fir-L, No.2; 08 (3-1l2'W-114") ` Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 4'-8.0"; Lateral support: top= at supports, bottom= at supports; Analysis vs: Allowable Stress (osil and Deflection (in) Nns.znla Criterion Analysis Value Des ipn Value Anal si-/Desi n Shear v = 33 Fv' _ .22 fv " = 0.1 $ending(+) fb - 348 Fb' - 1451 fb/Fb' - 0.24 DeadDefl'n 0.01 = <L/999 Live Defl'n 0.01 = <L/999 0..15 - L/360 0.07 Total Defl'n 0.02 = <L/999 0.23 = L/249. 0.10 Additional Data: FACTQRS: F/E(psi)CD CM Ct CL CF 'Cfu Cr ,Cfit Ci Cn LC It Fv' 180 1.,25 .1. bo 1.o0 - - - 1.00 1.00 1.,00 2 Fo'+ 900 125 1:00. 1.00 Q.992 1.300 1.00 1.00 1.00 1.00 - 2 Fc P.' 625 - '1..00 1.00 - - - 1..00 1.00 - - E' 1.6 .million i..00' 1.00 - - _ - - 1.00 i.'00 - 3 - Emin0x,58 mialion 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear - LC 112' = D+Lr, v - .777, -V 'design .558 lbs Bending(+): LC 02 = D+Lr, M = '89.0 lbs -ft Deflection: LC (13 = D+.75(Lr4.42W) (live) LC, 113 - D+.75(Lr+.42W) (total) D=dead L=live S=snow t•1=wind.l=impact Lr=roof live Lc=concentratedE=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS: Deflection: Ei. 178,06 lb -1n2 ' "Live" deflection - Deflection from all non -dead loads. (live, wind', snow...) Total .Deflection=.1.50(Dead Load Dcflectlon) 4. Live Load Deflection. Design Notes: 1. WOodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. U ` - Typo Dlo[ributiori COMPANY Summit structural Design PROJECT FM 9n1tud¢ WoodWo Ila 76 Jan. 26, 2076:39 Roof Livo cern rk- S Start End fb S5 Dead COFnVARE MR WOOD 17651GN' fb/Fh' •• 0.20 Ben ting: 1,0 • Design Check Calculation Sheet Wood Works Sizer 10.1 Loads: Load Typo Dlo[ributiori pat -Location 12'7 FM 9n1tud¢ Unit Ila 121 Roof Livo cern Start End' Start End fb 17.7r- Dead Fu Area fb/Fh' •• 0.20 Ben ting: 1,0 • ps Loa02 Roof const.. III Area Min r." 'd 1. OD • 20.00 (24.0)•. ps[ IneA4 WS nd Cbt Put! Arca 0.05 • cL/999 .20.00 (24:0)• pat, 5e1 [-w¢1 ht Dead FL11 UDL 2. .6 if Maximum Reactions (lbs) and Beating Lengths (in) Un[d Ctored: Malala Valu¢ D¢ad 12'7 Mal cfn/Dont n Wind Ila 121 Roof Livo 118 118 Factocodr fb 1181 Total 263 fb/Fh' •• 0.20 Ben ting: 0.02 263 �Lcingth 1..004 Min r." 'd 1. OD • 1.00• 'Minimum bea le 1 selling used: V for end su "rts 1_.00• Lumber -soft; D;Fir-L, ND.2;.W (1 -112'N.7 -114'i) Supports: All • Timber -soft Beam, O.Fir•L No.2 Roof joist spaced at 24,0' c/e; "Total length: 6'•11:0•; Pilch: 6/12; Lateral support: top= full, bottom= at Supporls; Repetitive' factor. opplled where permitted (refer to online help); Analysis vs. Al Iowa ble.Stress (psi) and Deflection (In) using NDS 2012: Criterion Malala Valu¢ Duston Value Mal cfn/Dont n S ear v - F'v' 0 22 v Fv' • 0.1 Bend:rg(iI fb • 314 Fb' • 1552 fb/Fh' •• 0.20 Dead Dufl'n 0.02 • W.99 LiveDefl'n 0.02 - 4WB99. 0.22 '• 1./360 0.09 Total D¢fl'n 0.05 • cL/999 0.33 • L/240 Additional Data: FACTORS. F/E(psi1CD cm. Ce -CL Cr Cfu Cr Cfrt, Cl Cn Lco rv' 100 1.25 1.00 1.00 - - - 1.00 '1.00 .I. DO 2 Fb'a 800 1.25 1,00 1.00 1.000 3.200 1.Oo 1.15 1.00 1.00 - 2 Fcp' 625 1.00. '.1.00 - - - - 1.00 1.00 - - P.' 1.6 million 1.00 1.00 - - - - 1.00 '1.00 - 3 ' E;rxin' - 0.58 million 1.00 1.00 - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Sheer : LC k2 • D+Lr, 'V' 211, V tldsSgn a 169 1ba Bending(+): LC 02 D4Lr, N • 344 Lba=[t 'Deflection: LC 03 D4.75(L11.42141 (livol LC 43 • D..75(Lr4.42.w) (total) D}dend L-livo $-now w•wind .1 -impact LV,roof live Le -Concentrated E=carthquako A11 LC'a ore listed in the -Analysis output Lead combinations: ASCE 7-10'/ 18C 2012 CALCULATIONS: De fledvo"tton:. E[ • 76cO6 1b-fn2 "Lideflection Ds fl'ectfon from. all non-dood. loads (live, wind, snow-.) Total Dc[lectlon 1.50(0ead Load Deflection) * Live Load Deflection. Be'ring: Allowable bearing at tin angle F'choca' calculated fox oach'-pport ' as por NDS 3.10.3 Design Notes: 1. WoOdWorks analysis and design are in accordance with the ICC Inlemational Building Code (IBC 2012), the National Design Specification (Nos 2012). and NDs Design Supplement. 2. Please verify that the delault.dadecilon limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the pmvlslons;of NDs Clause 4.4.1. 4. SLOPED.BEAMS: love[ Deering is required for all sloped beams. ' 5. FIRE RATING: Joists, wall studs, and mul(I•py members are not rated for -fire endurance. COMPANY PROJECT Summit Structural Design WoodWork © Jan. 26_20`16 15:45 s' SOR WARE FON 1VOOO DESICA'. S6 Design Check Calculation Sheet woodworks sizer 10.1 Loads: Load Tyne Distribution Pat- tern Location (..ftl Start End, Magnitude Start End Unit "LoaQT Dead 71111 Area 1151 1 .0 U ps Load2 Dead Point 2.00 _ 1870 lbs Load3- Roof constr. Point 2.00 2200 165 Load;. Plind C&C Point 2.00 2200 -lbs .Self -weight Dead Full UDL 0.11 7.7 P I f, Maximum Reactions (lbs) and Bearing Lengths (in) 4.2.2" Unfaetoied: Value . Desion Value Dead 1172 fv"- Wind 1151 .1085 1049 Roof Live 'Factored: 1151 - 1049 Total Bearing: 2554 2343 Length 1.17 .1.07 Min re 'd 1.17 i.0-, Lumber -soft, D.Fir-L, No.2, 4x10 (3.1/2"x9.1/4) Supports: All - Timber -soft Beam, D.Fir-L No.2 Total lerigth: W-12": Lateral support: top= at supports, bottom= at supports; Analysis vs. Allowable Stress (bsil and Deflection finl a it uns 7n,q. CriterionAnalysis Value . Desion Value Anal pis/Desi n S ear fv"- 104 Fv 225, fv.Fv .4'0 1e6ndinq(+) fb ="1046 'Fb' - 1338 fb/Fb' - 0.78 Dead Defl"'n 0.01 - <L/999 "LiveDefl'n• 0:02 - <L/999 0.14 = L/360 0.11 Total Defl'n d.04 = <L/999 0.2o.= L/240' 0.18 Additional Data: FACTORS: F/E(psi)CD CM Ct CL CF Cfu Cr •Cftt. Ck Cn. LCi) Fv'- 18,o 1.25 1.00 1.00 - - - - 1.00. 1:00 1.00 2 Fb!+ 900 :1..25 1..00 1.00 0.991 1.200 1.00 1.,00 1.00 1.00 - 2 Fcp' 625 - 1..00' 1.43 - - - 1.00 .1.00 - - E' 1.5 million. 1.00. ,1.00 - - - 1.00 1.00 - 3' Emi.n' 0.58 'million 1.00 1..00 - - - - 1.60 1.00 - 3 - CRITICAL LOAD COMBINATIONS: Shear : LC 92. - D+Lr„ V - 2320, V design = 2244 lbs Bondinq-(+): LC 112 - D+Lr, M - 4350 lbs -ft " Deflection! 1,C 83 - D+r.7511,r+.4251) (live) f:C. 83 = D4,75(.Lr4..42W) (totall Dmdead L=Live 'S=snow W=wind I=impact Lr -roof live Lc=concentrated•E-earthquake All LC, s are listed in the Analysis output Load combinations: ASCE 7-10 / IBC 2012 CALCULATIONS:' Deflection:• EI = .369eO6 lb-in2 "Li'.ve" defl-ection -.Deflection from. all non -dead loads (live, wind, snow...) Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. � - Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building. -Code (18C 2012), the National Design Specification (NDS 2012), and'NDs,Design Supplement. 2. Please verify that the default defl.ecl(on'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. COMPANY PROJECT Summit Structural Design Y Jan. 26, 2016 16:42 61 Wood Works' SOFTWARE FOR WOOD DESIGN S7 Design Check Calculation Sheet Wood Works Sizer 10.1 I Loads: Load Type.. Distribution pat- tern Location (ft). Start End Magnitude Start End Unit Loa 1. Dead Full Area Total 763. 17.00 0.00)•-psf 763 Load2 Roof constr. Full Area 1.00• 1.00' ha -i 'Minimum a 20.'00 (7.00)• psE Load3 .Load4 Dead Full Area Live Defl'n 0..01 17.00 (2:00)• 'psf L/360 Wind CCC Full Area .0.02 = <L/999 20.00 (7.00).'. osf Self -weight Dead Full UDL 6.0 if Maximum Reactions (lbs) and Bearing Lengths (in) 4'=B" Unfactore& Analysis Dead 371 Wind 327 37' Roof Live 327 327 Factored: 327 Total 763. Dearing: 763 'Length 1.00• re 1.00• 1.00' ha -i 'Minimum a -Min nn1-1k�en;.....�..ed.. ��� r... ..s. ....___-._ !.Do, I Lumber -soft, D.Fir-L,.No.2, 4x8'(3 -1/2"x7=1/4") .Supports: All - Timber-soR Beam, D.Fir-L No.2 Total length: 4'-6.0": 'Lateral support: top= at supports, bottom=:al supports; Analysis vs. Allowable Stress fosh and Deflectinn fins ..e:.... Ku e ­­ Criterion Analysis Value Desi n Valuo Anal sisYDesi n n Shear v -7.5 -Fv' = 27.5 f:v Fv' _ Sending.(.) fb 307 Fb' - 1451 fb/Po-' - 0.21 Dead Defl'n 0.01 = <L/999 Live Defl'n 0..01 = <L/999 0.15 = L/360 0.05 Total Dofl'n .0.02 = <L/999 0.23 - !,/7.40 0.09 Additional Data: FACTORS-: F/F(ps i) CD C14 'Ct CL Cr CPU CrCfrt Ci Cn 6X0 Fv' 18o 1.25 1.00' 1.00 - - - - 1.00 1.00 1.00 '2 'b'. 906 1:.25 1.00 1.00 0..992 1.300 1..Do 1.00 1.00 1.00 - 2 Fcp' 625 - 1.00 1.06 - - - - 1.00 1..00 - - E:' 1.6 million 1.00 1..00 - - - - 1.00 1.00 - 3 Emin' 0,58 million 1.00 1.00 - - - 1.00. 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear : LC 02 - D+Lr, V - 685, V design 492 lbs Bending.(+): LC 02 = D+Lr, M = 78.5 lbs -ft Deflection: LC 113 = D+.75(Lr.+.4211) (live) LC 11.3 - D+. 751LrF.4211) (total) D=dead L -live S=snow 'r+=wind 1 -impact Lr=roof. live Lc=concentrated F.=earthquake All LC's are listed in the Analysis output Load combinations: ASCE 7-10 / .IBC 2012 CALCULATIONS: Deflection: E.I = 178e06 lb-.in2 ':Live deflection - Deflection from all non -dead loads (live, wind, .snow_:) Total Deflection 1.50(DeadLoad Deflection) Live Load Deflection. Design Notes: 1. Wood Works 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 deOecUon limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported:according to the provisions of NDS Clause AAA. COMPANY PROJECT Summit Structural Design Jen: 28, 2018 16:61 Q)WOOdWorlsse sB Wt Design Check Calculation Sheet WoodWOrks Sitar 10.1 Loads:. Wad Type Distribution Pat- [oration (Ltl Mtignitud0 Unlc .� Wind torn Start End Star[ F.rd Roo 1. Live .t_.. Loa Dea :ti Aren Total. 328 1117 I... Roof conatr. 11111 Ar! i2F 20.00"124.01• paf Wad4 wind CCC P.11 Are. 1.00• 30.00 124.01' 'Minimum bee n Reactions (lbs) and Bearing Lengths (in) Unfa eta cad: Analvela Valu.. Oend 90 '190 .� Wind tv e 198 Roo 1. Live .t_.. 198 19e Total. 328 1117 ab rl ng: 1682 i2F Length 1.00' eL/999 Min rcq'd 1.00• 1.00' 'Minimum bee Ion It selling, use j for end supports 1.00• Lumber -soil, D:Fir-L, No.2, 2x6 (1.112"x6.1/2") Supports: All -,Timber-soft Beam, D.FIr-L No.2 Rooi lolsl spaced at 24:0' Cie; Total length: 10.1.0-; Pitch: 2/12; Lateral support: -lop= full, bottom -.it supports: Repetitive factor. applied where permitted (relor lo.onlino help): Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012; criterion Analvela Valu.. Rosi n V.I.. Anal'sla/De a.l n S ear tv e 4 E'v v Fv 1 Sandi ng(1) fb 1117 Pb" - 1682 fb/Fb'� O.Bd Dead Defl'n 0.12 eL/999 ' Live Dori 0.28 L/428. 0.33 1/360 0.84 Total Detl'n 0.40 m L/300 0:50 a L/240 0.80 Additional Data: FACTORS: F/E(pai)CD CH Ct CL CF Cfu C[ Cfrt Ci Cn LCif Vv ' 180 1.25 1..00 1.00 - - _ - - 1.00 1.00 1.00 2 2•+ 900: .1.25 1.Oe 1.00 1.000 1.300 140 1.15 1.00 1.00 - 2 E'cp' 625 -. 1.00 1.00 - - - - 1.00 1.00 - - 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 3 Ervin' 0.55 MI 11 ion 1.00 1.00 - - - - 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: She-' LC 02 D+Lr, v e 282, .V .design 254 lbs acndiag(+): LC.42 D4Lc, M - 704 ]ba -Lt Def lectlei: LC 43 D+.751Lcs.421t1 (I i v.)' LC.e3 17,+,751Lr+..42141 (total) 0-doad L=li•io •8pandw k=wind I'laipacc L -roof live 'I -concentrated E=earthquake- All LC ',a e e .1 isfed'I'n the Analysis output , .Load co bi nntiona: ASCE 7-10 -/ IBC 2012 CALCULATIONS: Oeflocc ion: I. 33cO6 lb-in2 deflection n Dofloecion •from all non -dead loads (live,, wind, snow...) Total Defloecion m L,OO(Deed Load 'Deflection) + Live Wad Deflection. Bearing: Allowable bearing at an angle F'theca calculated for each support as per IIDSr3.10.3 Design Notes: 1. Wood Works analysis and design ere In accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012). and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application: _ 3. Sawn lumber bonding members shall be laterally supported according to the provisions of NDs Clause 4.4.1. d.. SLOPED BEAMS: level bearing is required for all sloped beams. ' 5. FIRE RATING: Joists. wall studs, and multi -ply members ore not rated for flre endurance. GARDEN WALL o HOT TUB ' o00 — t \ 1650 FX DECK (3) 1616 FX (Sec Elev.) c z SHOWER N 2040 DH P - 3 \ Y.:LY.Y•Y.a'1C�::.aA'�Xz%XX7(XXx)6p:?OL`W.TAOG, - Y,. Arkv4Vix.+flGTi ie+J47vVVCi'vS o a L z O . a �.. C z < z �� .=— ✓ -------- S� TUB 4 CD 72x36 o N T Tube r 5. I %Light %(14" ), TYP. �� CLOSET #2 Y � )i1�TH.,; 20 hti Ec 4 203. ` x N v z 3 ------ 3o6s 1 + r z 30.: �• it OPENING t— ) / ! 0 3 < ^! ZL t < o • , ` L Lay.N ' •� - O 30x18 O xr. < •''-- � � v, c7 (N) Brick Wal I, Top. TOILET 204 3068 OPENING x . 1 Above Landing @ 4" — j -r MM Y_ 3068 PKT 4068 OPENING NICHE, x s (I 6x6 DF h l o — (LT. HALL U UP 202 / o Q ((N) LANDING I I &STAIRS - 2840 FDC x 3068 — — 4068 OPENING — — — OPENING '; z EXISTING CLOSET #1 BEDROOM 41 p 201 11 5 I i -T-1 l" CLG z-1 20"0 WALNUT i 2040 DH Y Rmk 6NpN— ^ it �pb COMPANY' PROJECT summit Structural Design Jan. 27, 2016 09:20 W60dworks' SOF91V4REfOR WOOD DESIGN F1 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type Distribution Pat- . Location (ttl Magnitude Unit Value Anal. sis/Desi n tern 'Start End Start End Loadl Dead Full Area. 180 1670-0-71-6-77- P s f Doad2 Live. Full Area - 466 I 40.00 (16.0)'• psi Self -weight Dead. Full UDI, Dead De.fl'n 2.0 Olt Maximum Reactions (lbs) and bearing Lengths (in) : Unfactored: Dead 62 62. Live 151. 151 Factored: Total 213 213 Bearing: Length 1.00' 1.. 00• Min re "d 1.00•' 1.00•' Lumber -soft, D.Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soil Beam. D.Fir-L No.2 Floor joist spared at. 16.0" c/c; Total length: 5'-8.01'; Lateral support: top-- full, bottom= at supports; Repetitive tactor: applied where permitted (refer to online help); Analysis vs. Allowable Stress h3sil and Deflection (inl ­t„o tans gni? Criterion Analysis Value Design Value Anal. sis/Desi n Shear tv - 33 Fv• n 180 v.Fv' = C•1.17 Bending '1+1 fb, - 466 I Fbi' = 1345 fb/6b' C.35 Dead De.fl'n 0..01 - <11/999 Live Defl'n' 0.64 - <L/999 0.19 - L/360 0.19 Total Defl'.n 6.06 =�<L/999 b..28 - L/240 0.7.0 Additional Data: FACTORS:. F/E(psi)CD CD. Ct CL .CF Cfu Cr Cfrt CS Cn -LCff Fv' 1.90 , 1.-.00 1.00 1.00 - - - - 1.00. 1.00 1.00 2 Fb'+ 900 .1.00 1.00 1.00 1.000 1.300 1.00' 1.15 1.00 1.00 - 2 Fcp' 625• - 1.00 1.00 - - - - 1.00 1.00 - E'1.'6 million. 1.00 1,00. - - - - 1.00 1.00 - 2 Emin' 0:58 million 1.:00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shea. : GC 92' = D+L, V - 210, V design .= 173 lbs .Bending(+):: LC 9.2 = p+L, M = 293 lbs-ft Deflection: LC 0 = D+L (live) LC 02 - D+.L (total) D=dead L=live S -snow Wind I=imoact'Lr=roof live Lc -concentrated E=earthquake All Lt's are listed in the Analysis output Load combinations: ASCE 7-10 / TBC 2012 CALCULATIONS: Deflection: EI 33e06.lb-int "Live" deflection Deflection from all non -dead loads (live, wind, 'snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Defle_Lion. .Design Notes: 1. Wood Works 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 that1he defaulldefiection limits are appropriate for your application. 1'Savm lumber banding members shall be laterally: supported according to the provisions of NOS Clause 4,4.1, 4. FIRE RATING: Joists; wail studs, and multi -ply members are not rated for fire endurance. COMPANY PROJECT Summit Structural Design © Jan. 27, 2016 10:02 WOOdWo" rks sornvnaeroa w000 WI % F2 Design Check Calculation Sheet WoodWorks Sizer 10.1 Loads: Load Type DLytribution.Pa.t- '291 Location (ftl Magnitude Unit 740 Total Bearing:. 1031 tern Start End- start End. 1.00• Loadl D e a Fu Area', 0.04 <L/999 1.:.. .. 0)+ psi Load2 Live. F011 Area! L/766 0.20 - 40.00 (6.00)' psf Self-wei hC Dead Full UOL 0.30 =" L/240 4.6 plf Maximum Reactions (lbs) and Bearing Lengths (in) 6'-2" Unfac torod: - Dead - '291 291 Live740 Factored: G 740 Total Bearing:. 1031 1031 Length 1.00• 1.00• Min ro 'd 1.00• 1.00' Lumber -soft, D.Fir-L, No,2, 4x6 (3 -112"x5 -1I2") Sbpporls: All - Timber -soft Beam. D.Fir-L No.2 Total, length: 6-2.0'; Lateral support: top= 1..6 bottom= at supports; (in) Analysis vs. Allowable Stress (�sil and Deflection (in) ns Criterion Anal sis value. Design Value Analysis/Design Shea v= G Fv' 0 - vE'v'_ 1.37 Bending('*.) fb 1,053 Fb' - 1170 fb/Fb' _ 0.90 - Dead Defl'n 0.04 <L/999 Live Defl'n 0.10 =. L/766 0.20 - L/366 0.47' Total.Def1'n 0.18 - L/401 0.30 =" L/240 0.50. Additional Data: FACTORS: F/E(psi)CD- CM Ct CL CF Cfu Cr Cfrt Ci Cn 1,C0 FV'. 180 1.00 1.00 1.00- - - - 1.00 1.00 .1.00 2 Fb . 900 1.00 1.00 1.00 1. -000 L. 1.00 "1.00 1.00 1.00 2 +. Fcp625 - 1.00 1.00 - 1.00 1.00. 1..6 million 1.00 1.. CO - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear : LC, 112 = D+L, V = 1018, V design 8,50. lbs " Sending(+): LC 07 =. D+L, I1 - 1548 lbs -ft Def1ection: LC 112 = D*.L (live) - Lc 112 D+L (.total) D=dead L=live S=snow W='wind I-ie.pect Lr -roof 1'iv.e Lc -concentrated E=earthquake All LC's'arc liste'd.ini 011 Aiia'l,ys.ts output - Load combinations: ASCE. 1-10 / .SBC 2D12 CALCULATIONS: .Deflection: EI 78e06 lb-in2 '+Live" deflection = Deflection from all non -dead loads (live, wind, snoui...) Total Deflection 1.50(Dead load Deflection) + Live Load. Deflection. Design Notes: 1..WoodWorks analysts and design are in accordance with the ICC International Building" Code (IBC 2012), the National Design Specification (NDS 2012), and NOS Design Supplement. 2. Please. verify Ihalilhe default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions, of NOS Clause 4.4.1. COMPANY PROJECT Summit Structural Design O iD d Wo r k s" Jen. 27,2016 10:04 SOFTWARE FOR WOOD DESlG,V , F3 Design Check Calculation Sheet woodworks sizer 10.1 Loads: Load Type Distribution Pat- Location fftl Hagnituds" Unit - 204 Total 269 ter» Start End. Start 'End 1.00' Loadl Dead FU .Area lannlh sown „1=n- 9^ f... -A .l .00' Dead Defl'"n 15.00 (16.0)* psf Lo6d2 Live Full Area. Live Def1'n 0,14 - 40.,00 (16:0j psf Self_L421 ht .Dead Rill UDL 0:25'= L/357 2.0 plf Maximum Reactions (lbs) and Bearing Lengths (in) Unfactored: Anal sis.Value De ad* 84 Live 8, 209 4 Factored.: - 204 Total 269 Bea r i n;g : 20 Length 1.00' Nin. re 'd 1.00• 1.00• 'Minimum haarinn lannlh sown „1=n- 9^ f... -A .l .00' Lumber -soft, D,Fir-L, No.2, 2x6 (1-1/2"x5-1/2") Supports: All - Timber -soft Beam, D.Fir-L No.2 Floor joist spaced at 16.0" dc; Total length: 7'-8.0'; Service: wet; Lateral support: lop= full; bottom= at supports; Repetitive factor: applied where permitted (refer to online help); Analysis vs. Allowable Stress (usil and DPfiPrrinn (in%..-,- Criterion Anal sis.Value Deai n. Value Analysis/Desi n Shear fv 9 Fv' _ 340 fv Fv' - 0.32 Bending(+) fb'= 059 Pb' 915 fb/Fb' - 0.9.4 Dead Defl'"n "0.06 " Live Def1'n 0,14 - L/l652. 0.25 - L/360 ' '0.55 Total. Defl'n 0:25'= L/357 0.30 - L/240 D.67 Additional Data: FACTORS: F/Efpsi)CD CM Cr CL CF Cfu \ Cr Cfrt Ci Ch LC II Fv' 180 1.,00 0.97 1.00 - - - - 1.00 0:80 1.00 d _ Eb'+ . 900 '1.00 0.85 1.00 1.000 1.300 1.60 '1.15 i.00 •0:80 - 2- Fcp' 625 - 0.67 .1:00 • - - - - 1.00 1,00 - - E,' 1.6 million 0:90 1.00 - - - . - 1.00 0.95 - 2 Emin' 0.56 million' 0.90 .1.00 - - - - 1:00 0.95 - 2 CRITICAL LOAD COMBINATIONS: Shear ".LC. 0 = D+L, V - 285, V design = 2:48 lbs Bending(+.): LC 112 =-D+G, `M = 541 lbs -ft Deflection: LC 02 = D+L (live) 'EC 02 = D+L (total) D=dead L=live S=snow W=w1•ndl=iiggact Lrmroof live.Lc"concentrated E=earthquake All LC's-are listed !n the Analysis output " Load combinations: ASCE 7-10 / 13C 2012 CALCULATIONS: Deflection:. E1 =33e06 lb -int "Live" deflection P Deflection from all non -dead_ loads (live, wind, snow.,), Total Deflect -ion = 2.00(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works 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.defauit deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 4. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. IF COMPANY PROJECT Summit Structural Design W00d. Wo r k s �' Jan. 27, 2016 10:04 sorrwARr roa w000 W11Cn• F4 ' Design Check Calculation Sheet Woodworks Sizer 10A Loads: Load' Type Pistr'ibution Fst- Location [.ft'1 Magnitude Unit' Anal sis/Design Live cern Start F.nd. Start Ertd Factored: Loadl Dtmd Ful! Area X15.00 (,.0_)+ pst Loa02 Live Full. Area Full 40.00 (5.,00,)' ps f' Se'_E-wei hl Dead UDL 6_0. plf Maximum Reactions (lbS) and Bearing Lengths (in) 6'-2" Unfactored•, lAnalvsis Value Dead 250 Anal sis/Design Live 617 2 51) Factored: 140 - 617 'Total 866 - Bearing: 794 8G6 Length 1.00: Nin re 'd: 1.00- 1.O0: 'Minimum bearing lonoth sellinh -A& 1" inr end !.00 Lumber -soft, D.Fir-L, No.2, 4x8 (3'-112"x7.1/4") SupportsrAll -Timber-soft Beam, D.Fir-L No.2 Total length: 6-2.0 Service: wet; Lateral support: top= 16 bottom= -al supports (in) Analvsis vs. Allowable Stress fnsil nrlrl npslprtln„ Criterion lAnalvsis Value Desi nValue Anal sis/Design Shear :fq 40 Fy' = 140 v Fv,' - 0..28 Bending(+.) fb 509 Fb' - 794 fb/Fb' _ 0.6 Dead Defl'n 0.02=-<L/999 LiveDe81'n 0.04 = <L/.999 0.20 = L/360 0.20 Total Defl+n 0.07 = L/994 0.30 - L/2-40 .0.24 Additional Data: FACTORS: F/Elps!)CD C14 Ct CL CF Cfu Cr Cfrt Ci Cn LC8 .Fv' 180 1.00' 0.97 1.00 - - - - 1.00 0.00 1.00 2 Fb'+ - 900 1.00 0.05 1.00 0.998 1.300 1.00 1.00. 1.00 0.80 - 2 Fcp' 025 - 0.67 1.A0 - - - . - 1;00 1.00- - E' 1.6.mlllion 0..90 1.00 - - - - 1.00 0.95 - 2 Emin' 0.58 million 0.90 .1 .00 - - - - 1.00 0.95 - 2 CRITICAL LOAD COMBINATIONS: -Shear : LC 02 = D+L, V = 855, V design = 673 lbs Bending'(+): 'LC 02 - D+L, M 1300 .lbs -ft Deflection:. LC 92 - D+L (live) - LC 112 = D•+L (total D=dead L=.live 5 -snow tlmwind I=impact Lr -roof live Le -concentrated E-earthqua):e All LC's are listed in the Analysis output Load combinations: ASCE_ 7-10 / 13C 2612 CALCULATIONS: Deflection: £l: - 17SeOG lb -i:,2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow.:.) Total Deflection = 2.00.(Dead Load Deflection.) + Live Load Deflection. Design Notes:. 1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDSrDesign Supplement. 2. Please verify thatlhe default deflection limits are appropriate for your application. 3. Sawn lumber bending members:sholfbe'laterally supported according to the provisions of NDS Clause 4.4.1. Systems Plus Lumber 1800 S. Barney Rd Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`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. * co. ICC ES Report ESR -131 I& ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 TBC/IRC 2012 SECTIONS (2303.4/R802.I Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B 1 A Gable End 110 Wind C 1 B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 Oen Face Jacks 5 _ ✓ Toe nail 6 ✓ Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data I I ✓ Purlin Gable 12 BCSI at www.sbcindustrv.com BCSI-B I SummarySheet at_www.sbcindustrv.com Systems Plus Job Number 1612-010 Date 12/13/2016 Revision(s)~ Customer Bob & Pam Walters r = '`('-"13 Project Walters Roof +r--:�Y_�iy_,t%); + _ Location Chico _ 5 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 W U Cr UJ z W M a O >J W 0 z 0 �Uu F m IrUJ a ti F� Lc C.1=>1'1( 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 & MIUSAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS TO BE PROVIDED BY THE BUILDING DESIGNER OR ENGINEER. -READ AND APPLY THE RECOMMENDATIONS FOR TEMPORARY AND PERMANENT BRACING OF WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-B 1 SUMMARY SHEET). -BOTTOM CHORD BRACING SHALL BE INSTALLED PER THE TRUSS ENGINEERING DRAWING BUT IS NEVER TO EXCEED 10'-0" O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE baa o Imo 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 Of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 4$"O.C. 72" O.C. ` BRACING MATERIAL TYPEBRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A I B I C I D I C I D .Bay size shall be measured in between the centers of pairs of diagonals. 33143 I 3143 I 4715 BRACING MATERIALS 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 P021 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 20'-0" 805 943 943 1414 .Bay size shall be measured in between the centers of pairs of diagonals. 33143 I 3143 I 4715 BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE L ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. ' 2358 2358 3536 A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE .) MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1886 1886 2829 .Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' rci icc wceroun wcrer r ennu r unc eun oonrn irr cocnmirennu TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX.45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.131')¢.5') FOR 1x4 BRACES, 2-10d (0.131'x 3') FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131'13') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES, 2.10d (0.131'x3') NAILS FOR 24 and 2x4 LATERAL BRACES, AND 3-10d (0.131'.3') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. —.sbcindustry.com and—Ipinsl.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK -STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' rci icc wceroun wcrer r ennu r unc eun oonrn irr cocnmirennu TRUSS WEB MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) March 4, 2013 T -BRACE / I -BRACE DETAIL ST - T -BRACE �aaa 0 00 — � 00 a MiTek USA, Inc. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1 x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) Note: T -Bracing / I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. WE Nails Nails rrcu 4 Nails \ Web I -Brace Nails/ - - MiTek USA, Inc. Page 1 of 1 T=Brace / 1 -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/I Brace, Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 (') T -Brace 1 x4 (') I -Brace 2x6 1x6 (') T -Brace 2x6 I -Brace 2x8 2x8 T -Brace MI -Brace 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 2x61 -Brace 2x8 2x8 T -Brace . MI -Brace T=Brace / 1 -Brace must be same species and grade (or better) as web member. (') NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SP truss lumber grades up to #2 with 1 X_ bracing material, use IND 45 for T-Brace/1-Brace For SP truss lumber grades up to #1 with 1 X bracing material, use IND 55 for T-Brace/I Brace, JANUARY 1, 2009 OD_® =00 O 00 O 00 a MiTek USA, Inc. L -BRACE DETAIL ST - L -BRACE MiTek USA, Inc. Page 1 of 1 Nailing Pattern L -Brace size Nail Size Nail Spacing 1x4 or 6 10d 8" o.c. 2x4, 6, or 8 16d 8" o.c. Note: Nail along entire length of L -Brace (On Two -Ply's Nail to Both Plies) WE iMP Note: L -Bracing to be used when continuous lateral bracing is impractical. L -brace must cover 90% of web length. L -Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 ' 2x6 1x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Web L -Brace must be same species grade (or better) as web member. L -Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 — 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE JANUARY 1, 2009 SCAB -BRACE DETAIL ST -SCAB-BRACE O0 ® MiTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous 0 00 o lateral bracing at midpoint (or T -Brace) is E=R R impractical. , Scab must cover full length of web +1- 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 5-F-1 Od (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 \ ® E Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -40PSF 3/30/2004 PAGE 1 MAXLUAUINU (psi) Jrmtlilm10 s BRACING MITeK Industries, Inc. 0 TCLL 40.0 Plates Increase 1.15 TCDL 14.0Lumber Increase 1.15 TOP CHORD Sheathed. Western Division BCLL 0.0 Rep Stress Incr YES BOT CHORD Rigid celling directly applied. BCDL 10 'o MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF 145OF 1.3E LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF 1450F 1.3E AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS B-0-0 \� i NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. / \ SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 led COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS CONN. W'/216d COMMON WIRE (0162"DIA. X 3.5" LGT) TOE NAILS 8-0.0 8.0.0 EXT. 2-0.0 ►'il 4-0-0 �--2 0 0 - EXT. op EXT. 2-0-0 EXT. 2-0-0 2.0-0 CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LOT) TOE NAILS BOTTOM CHORD LENGTH MAY BE 2'-0 CM." \ \/ 3X4 = OR A BEARING BLOCK.CONN. W1216d COMMON WIRE(0.162"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2.0.0 PRESSURE BLOCKING INFO. 6-0.0 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ON N0. C76428 EXP. 12-31-16 C10- OF e S E P 0 1 2015 ® WARMNO • Derift design parameters and READ NOTES ON7MS AND LNCLUDED MITER: REFERENCE PAGE MU -7473 DEFORS USE. 7777 Greenback Lane y �mlSD Design valid foruse only with MlTek conneclors. This design Is basad only upon parameters shown, and Is for on IndMdual buBding component. Sulle 109 Appilcobfily of design poromenlers and proper incorporation of component B responslbi0ly of building designer - nol Truss designer. Braeing shown CIWs Nelghls, CA, 9581 Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsiblilly of the building designer. For general guidance regarding fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSS -89 and BCSII Building Component �� W® Safety Information ovalloble fromlruss Plate Institute. S83 D'Onoldo t1 Drive, Madison. WI 53719. tl May 14, 2015 Systems Plus Lumber Co. 1.800 S. Barney Rd. Anderson, CA 96007 MiTek USA, Inc. 7777 Greenback Lane, Suite 109 Citrus Heights, CA 95610 Telephone 916-676-1900 Fax 916-676-1909 Dear Customer; The connection of the top chord of the open end jacks from the California hip system to the flat top chord section of the hip truss with two 16d toenails can be regarded as effective lateral bracing for the flat section of the top chord of the hip truss. Nails may be installed from the end jack to the hip truss or from the hip truss to the end jack or a combination of the two. If you have any questions, please contact me at 1-800-772-5351. Sincerely, 4RC ON, 6`` 5 IHANGER LEGEND LO- IUS w INS �I WiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 1612-010 Fax 916/676-1909 Walters Roof 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: R49840062 thru R49840082 My license renewal date for the state of California is March 31, 2018. OQROFESS/pN� Z EOp�s P F w C 75435 c Acc EXP. 03/31/2018 February 28,2017 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 Walters Roof GRIP 220/195 220/195 FT = 20% LUMBER- BRACING - R49840062 1612-010 A01 California Girder 1 2 2X6 DF SS G except WEBS 2X4 DF Stud/Std G Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:16 2017 Page 1 ID:ynKHwujQNCrfxoYCHv_VJgy90ww-hvFN2NYOBdS 1 THJX6vIxkyWvrz31SQ5ZCZEZu5zgwFr -J -6-0 5-5-0 5- 1- 10-1-0 i -9-0 19-5-0 23 G-5 2 -1 29 6-0 1-0-0 5-5-0 0 -11 4-1-5 4-8-0 4-8-0 4-1-5 0-0-11 5-5-0 16-0 4.00 12 6xB = 2x4 II 3x8 = 2x4 II 6x8 = Scale = 1:53.8 AB AC Q AD AE N M AF L AG AH K At AJ J AK AL 4x6 4x6 % 2x4 II 4x12 M18SHS = 2x4 II 402 = 20 11 4x12 = 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 NO Code IBC2012rrPI2007 CSL TC 0.52 BC 0.55 WB 0.68 Matrix -MSH DEFL. in Vert(LL) -0.35 Vert(TL) -1.08 Horz(TL) 0.14 (loc) Well Vd L >999 240 L >329 180 H n/a n/a PLATES MT20 M18SHS Weight: 286 Ib GRIP 220/195 220/195 FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-15 oc purlins, BOT CHORD 2X6 DF SS G except WEBS 2X4 DF Stud/Std G 2-0-0 oc purlins (4-3-12 max.): C -G. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) B=2267/0-5-8, H=2266/0-5-8 Max Horz B=35(LC 31) Max Uplift B=-376(LC 4), H=-377(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-6630/979, C -D=-9086/1358, D -E=-9086/1358, E -F=-9083/1358, F -G=-9083/1358, G -H=-6628/979 BOT CHORD B-0=-911/6332, N -O=-910/6286, L -N=-1 522/10375, K -L=-1522/10375, J -K=-875/6284, H -J=-876/6330 WEBS C -O=-11/523, C -N=480/3061, D -N=494/230, E -N=-1388/249, E -L=0/449, E -K=-1391/247, F -K=-494/230, G -K=481/3060, G -J=-11/523 NOTES- (13) 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreilt 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) B=376, H=377. 11) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 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 BCS] Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. v � N l� O QROFESS/ON 1EOpO-le F� wP C 75435 0 Of E 03/3112018 TgTFOFCAk-\ 0 February 28,2017 MiTek° 7777 Greenback Lane Job Truss Truss Type City Ply Walters Roof 849840062 1612-010 A01 California Girder 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MI I ek Industries, Inc. mon I-eD z r 13:40:10 Zvi / rage z ID:ynKHwujONCrfxoYCHv_VJgy9Oww-hvFN2NYOBdS1 THJX6vlxkyWvrz31SO5ZCZEZu5zgwFr NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 83 Ib down and 82 Ib up at 5-11-12, 95 Ib down and 111 Ib up at 8-0-12, 95 Ib down and 114 Ib up at 10-0-12, 95 Ib down and 114 Ib up at 12-0-12, 95 Ib down and 114 Ib up at 14-0.12, 95 Ib down and 114 Ib up at 15-5-4, 95 Ib down and 114 Ib up at 17-5-4, 95 Ib down and 114 Ib up at 19-54, and 95 Ib down and 111 Ib up at 21-54, and 83 Ib down and 82 Ib up of 23-64 on top chord, and 49 Ib down at 2-0-12, 259 Ib down and 97 Ib up at 4-0-12, 67 Ib down at 6-0-12, 69 Ib down at 8-0-12, 69 Ib down at 10-0-12, 69 Ib down at 12-0-12, 69 Ib down at 14-0-12, 69 Ib down at 15-5-4, 69 Ib down at 17-54, 69 Ib down at 19-5-4, 69 Ib down at 21-54, 67 Ib down at 23-5-4, and 259 Ib down and 97 Ib up at 25-5-4, and 49 Ib down at 27-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) 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 -C=-60, C -G=-60, G-1=-60, B -H=-20 Concentrated Loads (lb) Vert: M= -58(F) N= -58(F) D=-95 F=-95 K= -58(F) T=-30 U=-95 V=-95 W=-95 X=-95 Y=-95 Z=-95 AA= -30 AB= -43(F) AC= -259(F) AD= -55(F) AE= -58(F) AF= -58(F) AG= -58(F) AH= -58(F) AI= -58(F) AJ= -55(F) AK= -259(F) AL= -43(F) ®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 MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not J a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R (Ter'I ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p � fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSUTPII 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 job I Truss Truss Type Qty Ply Walters Roof TCLL 20.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) 0.24 1 >999 240 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 849840063 1612-010 A02 California 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.14 F n/a n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:17 2017 Page 1 I D:ynKHwujQ NCrfxoYCHv_VJgy9Oww-A5plFjZOyxau5RujgdGAG92zLNQyBwKirD_6QXzgwFq -0 7-5-0 7-11- 1 14-9-0 1-6-5 2- 9-6-0 31-C 0 15-0 7-5-0 0 -11 6-95 6-9-5 0-6-11 7-5-0 1-6-0 6x8 = 4.00 12 2x4 II 6x8 = Scale = 1:53.8 . 3x8 % 2x4 11 4x8 = 4x8 = 2x4 II 3x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) 0.24 1 >999 240 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.49 Vert(TL) -0.73 I -K >486 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.14 F n/a n/a BCDL 10.0 Code IBC2012frPI2007 Matrix -MSH Weight: 116 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, BOT CHORD 2X4 DF No. 1&Btr G except WEBS 2X4 DF Stud/Std G 2-0-0 oc purlins (2-2-0 max.): C -E. BOT CHORD Rigid ceiling directly applied or 9-5-12 oc bracing. REACTIONS. (Ib/size) B=1270/0-5-8, F=1270/0-5-8 Max Horz B=46(LC 27) Max Uplift B=-278(LC 4), F=-278(LC 5) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2823/549, C -D=-3567!758, D -E=-3567/758, E -F=-2823/550 BOT CHORD B-0-491/2632, 1-0-496/2624, H-1=-451/2624, F -H=446/2632 WEBS C -K=0/274, C -I=-289/1100, D-1=492/250, E -I=-289/1100, E -H=0/274 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 (jt=1b) B=278, F=278. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 53 Ib down and 84 Ib up at QROFESS/pN 7-11-12, 37 Ib down and 59 Ib up at 10-0-12, 38 Ib down and 61 Ib up at 12-0-12, 38 Ib down and 61 Ib up at 14-0-12, 38 Ib down p q I E01) `F2 and 61 Ib up at 15-54, 38 Ib down and 61 Ib up at 17-5-4, and 37 Ib down and 59 Ib up at 19-5-4, and 53 Ib down and 84 Ib up at ��� Q sF l 21-6-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. Q� 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. w C 75435 LU C m LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 * EXP. 03/3112018 Uniform Loads (plo Vert: A -C=-60, C -E=-60, E -G=-60, L -O=-20 S OFCAIIW' O February 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use on with MiTek® connectors. This design is based on upon parameters shown, and is for an individual building component, not �I a truss system. Before use, the building designer must verity 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 ANSI1TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty PlyWalters Roof I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R49840064 1612-010 A03 California 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.49 Job Reference o lional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:19 2017 Page 1 ID:ynKHwujONCrfxoYC Hv_VJgy90ww-6UwWgOaGUYgcK126n2JeLa8Uu B5gfry?JXTDVQzgwFo J b-0 5 9-5-0 9- 1- 14-9-0 19�-5 2 - 0 4�-11 29-6-0 31-0-0 1 6-0 4-11-5 4-5-11 0 -1 4-9-5 4-9-5 0 6-11 4-5-11 4-11-5 1 6-0 4x5 Ann 3x8 = 4x5 Scale = 1:53.8 3x8 % 3x8 = 4x8 = 2x4 II 3x8 = 3x8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.17 K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.49 K >717 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 HOrz(TL) 0.14 H n/a . n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 127 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Stud/Std G BOTCHORD REACTIONS. (Ib/size) B=1270/0-5-8, H=1270/0-5-8 Max Horz B=59(LC 31) Max Uplift B=-260(LC 4), H=-260(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2812/575, C -D=-2465/457, D -E=-2303/454, E -F=-2303/455, F -G=-2465/458, G -H=-2812/576 BOT CHORD B -M=-526/2623, K -M=-467/2753, J -K=-467/2753, H -J=-476/2623 WEBS C -M=-353/223, D -M=-19/513, E -M=-622/185, E -J=-622/184, F -J=-19/513, G -J=-353/225 Structural wood sheathing directly applied or 3-10-4 oc purlins, except 2-0-0 oc purlins (4-2-10 max.): D -F. Rigid ceiling directly applied or 9-1-12 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 ft=1b) B=260, H=260. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 45 Ib down and 72 Ib up at 9-11-12, 32 Ib down and 52 Ib up at 12-0-12, 32 Ib down and 52 Ib up at 14-0-12, 32 Ib down and 52 Ib up at 15-5-4, and 32 Ib down and 52 Ib up at 17-54, and 45 Ib down and 72 Ib up at 19-6-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) 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 -D=-60, D -F=-60, F-1=-60, N -Q=-20 eRpf ESS/O/V T EOD P F UJ wC 75435 rn /2018 /* OFCAUF" February 28,2017 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 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 p is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p �iT® ke 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 Heights, CA 95610 Job Truss Truss Type Qty Ply Wailers Roof LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except BOT CHORD 2X4 OF No. 1&Btr G 2-0-0 oc purlins (4-2-3 max.): C -E. R49840065 1612-010 A04 California 1 1 Max Uplift A=-230(LC 4), G=-230(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3091/590, B -C=-2603/519, C -D=-2429/512, D -E=-2429/512, E -F=-2603/519, Job Reference o lional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:20 2017 Page 1 ID:ynKHwujQNCrfxoYCHv_VJgy9Oww-agUuukbuFsyTyvdlLlgluogeybRUOK09XBCml szgwFn 5-7-5 10-9-0 11&341 14-9-0 18-2-5 18-9-0 23-10.11 29-6-0 5-75 5-1-11 06-11 3 -SS 3-5-5 0�-11 5-1-11 5-7-5 NI 0 4x5 A nnri—i– 4x5 3x4 = Scale = 1:49.7 3x8 2x4 11 3x8 = 4x8 = 3x8 = 2x4 11 3x8 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 IBC2012rrPI2007 CSI. TC 0.32 BC 0.50 WB 0.27 Matrix -MSH DEFL. in (loc) I/deft Ud Vert(LL) -0.16 K >999 240 Vert(TL) -0.58 I -K >606 180 Horz(TL) 0.15 G n/a n/a PLATES GRIP MT20 220/195. Weight: 124 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. 1&Btf G TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins, except BOT CHORD 2X4 OF No. 1&Btr G 2-0-0 oc purlins (4-2-3 max.): C -E. WEBS 2X4 OF Stud/Std G BOT CHORD Rigid ceiling directly applied or 8-11-10 oc bracing. REACTIONS. (Ib/size) A=1265/0-5-8, G=1265/0-5-8 Max Horz A=58(LC 27) Max Uplift A=-230(LC 4), G=-230(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-3091/590, B -C=-2603/519, C -D=-2429/512, D -E=-2429/512, E -F=-2603/519, F -G=-3091 /591 BOT CHORD A -L=-553/2885, K -L=-553/2885, I -K=-501/2673, H -I=-512/2885, G -H=-512/2885 WEBS B -K=-506/193, C -K=-41/546, D -K=-436/176, D-1=-436/176, E-1=-40/546, F -I=-506/194 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 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 Ot=1b) A=230, G=230. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 Ib down and 89 Ib up at Ib down Ib Q�OFESS/O� p q 1E01) (Ceti 11-3-12, 40 and 30 up at 12-0-12, 39 Ib down and 62 Ib up at 14-0-12, 39 Ib down and 62 Ib up at 15-5-4, and 40 Ib �Q� down and 30 Ib up at 17-5-4, and 58 Ib down and 89 Ib up at 18-2-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. o C 75435 n m 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. � Lu C rn LOAD CASE(S) Standard * EXP. 03/31/2018 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A -C=-60, C -E=-60, E -G=-60, M -P=-20 p 0 Concentrated Loads (lb) cpooFO Vert: S=-30 T=40 U=-15 V=-15 W=-40 X=-30 February 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSI1TPII 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 Type Qty Ply Walters Roof I,Truss ' (loc) I/dell L/d R49840066 1612-010 601 GABLE 1 1 0.01 M n/r 120 TCDL 10.0 Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon I-eD zt 13:4b:L1 ZU1 t rage 1 ID:ynKHwujONCrfxoYCHv_VJgy9Oww-2s2G54cW7A4Ka3CUvTL6R7Dsp lW7rwlmryJaJzgwFm -1-6-0 5-11-0 15-11-0 17-5-0 1_6-0 5-11.0 10-0-0 1-6-0 A nn 3x6 G H Scale = 1:30.8 V U T I 2.00F1_2 3x4 = 7-11-8 7-11-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d TCLL 20A Plate Grip DOL 1.15 TC 0.19 _ . Vert(LL) 0.01 M n/r 120 TCDL 10.0 Lumber DOL 1.15 BC 0.13 Vert(TL) 0.03 M n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 L n/a n/a BCDL 10.0 Code IBC2012/TPI2007 Matrix -SH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No:1 &Btr G WEBS 2X4 DF Stud/Std G OTHERS 2X4 DF Stud/Std G PLATES GRIP MT20 220/195 Weight: 67 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 15-11-0. (lb) - Max Horz V=-64(LC 9) " Max Uplift All uplift 100 Ib or less at joint(s) P, N. U. T, S except V=-110(LC 4), L=-100(LC 5), 0=-116(LC 20) Max Grav , All reactions 250 Ib or less at joint(s) V, P, R, Q, 0, U, T, S except L=277(LC 20), N=473(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS K -N=-329!149 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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) Truss designed for wind toads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) P, N. U, T. S except Qt=lb) V=110, L=100, 0=116. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) P, R, Q, N, 0, U, T. S. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQROF ESS/pN9 IEOpOs' 6 wPCID C 75435 Fc�M *� EXP. 03/31/2018 J* 9 6 February 28,2017 ® 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, notJ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall g �� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ryr fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSI1TPl1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply Walters Roof Plate Grip DOL 1.15 TC 0.45 TCDL 10.0 849840067 1612-010 B02 Scissor 1 1 YES WB 0.41 BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Job Reference a lional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:21 2017 Page 1 ID:ynKHwujONCrfxoYCHv_VJgy9Oww-2s2G54cW?A4Ka3CUvTL6R?Dol ov7lRlmryJaJzgwFm -1�-0 5-11-0 - 10-3-14 I 15-11-01 17_5-0 _I 1.6-0 5-11-0 4-0-14 5-7-2 6x8 = 4 on 117 Scale = 1:30.8 I 2.00 12 3x6 = 3x4 11 LOADING (psf)SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.45 TCDL 10.0 Lumber DOL 1.15 SC 0.42 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH DEFL. in (loo) I/def! Ud Vert(LL) -0.08 G -L >999 240 Vert(TL) -0.31 G -L >611 180 Horz(TL) 0.10 E n/a n/a LUMBER- BRACING - TOP CHORD 2X4 OF No.I &Btr G TOP CHORD BOT CHORD 2X4 OF No.1 &Btr G WEBS 2X4 OF Stud/Std G BOT CHORD REACTIONS. (Ib/size) 1=726/0-5-8, E=725/0-5-8 Max Horz 1=65(1_C 13) Max Uplift 1=130(LC 4), E=147(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-1059/103, C -D=-1730/126, D -E=-2251/313, B -I=-683/162 BOT CHORD G -H=0/961, E -G=-233/2137 WEBS C -G=-44/939, D -G=-546/245, B -H=-29/859 PLATES GRIP MT20 220/195 Weight: 68 Ib FT = 20% Structural wood sheathing directly applied or 4-3-11 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) I, E 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=1b) 1=130, E=147. 8) WARNING: Engineering.is void unless truss is fabricated by Systems Plus Lumber Co. 0ROFESS/0/v T EO,D CO P F w C 75435 c- rn *� EXP. 03/31/2018 4 n 0 February 28,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual buildingcomponent, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall HV I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing !t '�el.' 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 buss systems, see ANSVTPH 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 job Truss Truss Type Qty Ply Walters Roof _ LOADING (psf) SPACING- R49840068 1612-010 B03 Scissor 6 1 L/d PLATES GRIP TCLL ' 20.0 Plate Grip DOL 1.15 TC 0.45 Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:22 2017 Page 1 I D:ynKHwujQNCrfxoYCHv_VJgy90ww-W3ceJQd8mTC BBCngSAsLzDmyUOBusC US?Vht6lzgwFl 5-11-0 10-3-14 15-11-0 r 16-0 5-11-0 4-4-14 5-7-2 Scale = 1:28.4 6x8 = H 2.00 12 3x6 = 3x4 11 l� I� 0 LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) H=730/0-5-8, E=631/0-5-8 Max Horz H=-49(LC 13) Max Uplift H=-130(LC 4), E=-88(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=1067/118, C -D=-1758/165, D -E=-2288/361, B -H=-687/164 BOT CHORD F -G=14/970, E -F=-305/2183 WEBS C -F=74/965, D -F=-566/250, B -G=-43/867 Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) H, E considers parallel to grain value using ANSIfrPI 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) E except (jt=1b) H=130. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O9?,OFESS/pN9 IE `F2 CO w C 75435 � rn of February 28,2017 ® WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall mv 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 ANSII PII 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 5-11-0 2-0-8 7-11-8 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 0.45 Vert(LL) -0.08 F -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.32 F -K >594 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.10 E n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 66 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) H=730/0-5-8, E=631/0-5-8 Max Horz H=-49(LC 13) Max Uplift H=-130(LC 4), E=-88(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=1067/118, C -D=-1758/165, D -E=-2288/361, B -H=-687/164 BOT CHORD F -G=14/970, E -F=-305/2183 WEBS C -F=74/965, D -F=-566/250, B -G=-43/867 Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing atjoint(s) H, E considers parallel to grain value using ANSIfrPI 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) E except (jt=1b) H=130. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O9?,OFESS/pN9 IE `F2 CO w C 75435 � rn of February 28,2017 ® WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall mv 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 ANSII PII 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 Walters Roof - CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 R49840069 1612-010 804 Roof Special 4 1 BC 0.29 Vert(TL) -0.22 H -O >627 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:23 2017 rage 1 ID:ynKHwujONCrfxoYCHv_VJgy9Oww-_FA1 WmdnXnK2pMMtOtNaWQIBgoWQbi9bE9RQeBzgwFk 4-8-2 8-" 10-0 -0 14-0-14 20-0-0 1 6-0 4-8-2 3-10b 1-5 8 4-4-14 5-7-2 Scale = 1:35.6 4x4 = 3x4 =- J 2.00112 3x5 = 2x4 II 3x5 = io 4 4.8-2 3-4-14 -5 3-" 7-11-8 Plate Offsets (X Y)— [G:0-3-3.0-0-91,[1:0-2-8.0-1-121 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 0.23 Vert(LL) -0.06 H -O >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.22 H -O >627 180 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 G n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH Weight: 84 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No.18Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 5-6-4 oc bracing. D -J: 2X4 DF Stud/Std G WEBS 2X4 DF Stud/Std G REACTIONS. (Ib/size) B=267/0-5-8, J=1080/0-5-8, G=342/0-5-8 Max Horz 8=70(LC 12) Max Uplift B=-99(LC 4), J=-104(LC 5), G=-57(LC 9) Max Grav B=343(LC 19), J=1080(LC 1), G=351 (LC 20) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD C -D=-79/699, D -E=-63/692, F -G=-818/196 BOT CHORD I -J=-1052/125, H -I=-253/120, G -H=-148/786 WEBS C -I=-611/109, E -I=-783/112, E -H=0/476, F -H=-663/261 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; 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) Bearing at joint(s) G considers parallel to grain value using ANSIIrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, G except (jt --lb) J=104. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. �OQROFESS/ONS Q I EODOs FGO2 �� FLU wPC 75435 c m EXP. 03/31/2018 OF February 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall pp pp� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tyr iTe 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 o1 trusses and truss systems, see ANSVTP11 Quality Criteria, DS849 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 Walters Roof (loc) I/defi Ud TCLL 20.0 Plate Grip DOL R49840070 1612-010 BOS Monopilch Structural Gable 1 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) Job Reference a lional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 Mt l ek Industries, Inc. mon I-eo z / 1J:4b:z4 zui / rage i ID:ynKHwujONCrfxoYCHv—VJgy90ww-SRkPj6eP15SvRWx3abvp2er01Cv5K9YkSpA AdzgwFj 1 6-0 4-" 8-" 1 �-0 4." 4-0-2 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP ..._ NO PLATE NOTCHIN Scale = 1:21.8 30 % 4-1-0 8.6-8 4-1-0 — 4-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 Q >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 Q >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) -0.00 F n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH 3x4 = E PLATES GRIP MT20 220/195 Weight: 51 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.1SBtr 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 REACTIONS. All bearings 4-5-8 except Qt=length) B=0-5-8. (lb) - Max Horz B=147(LC 26) Max Uplift All uplift 100 Ib or less at joints) except B=-255(LC 19), E=-179(LC 28), G=-370(LC 27) Max Grav All reactions 250 Ib or less at joint(s) E, F except B=281(LC 40), G=435(LC 40), G=331(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD B -C=4101312, C -D=-579/512 BOT CHORD B -G=4881478, F -G=-488/478, E -F=-445/434 WEBS C -E=-5171520, C -G=-398/410 NOTES- (10) 1) Wind: ASCE 7-10; VuIt= 110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.0psf; 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) 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) All plates are 2x4 MT20 unless otherwise indicated. 4) Gable studs spaced at 14-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. Q?,OFESS/O� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 255 Ib uplift at joint B, 179 Ib uplift at joint E and 370 Ib uplift at joint G. Q� Q�0 1E00 9) This truss has been designed for a total drag load of 1000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 4-1-0 to 8-6-8 for 224.3 plf. of C n m 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. � 75435 w C EXP. 03/31/2018 February 28,2017 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 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 ff a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTe 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 buss systems, seeANSVTPII 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 PlyWailers Rooi Plate Grip DOL 1.15 TC 0.41 TCDL 10.0 849840071 1612-010 H01 Diagonal Hip Girder 2 1 NO WB 0.00 BCDL 10.0 Code IBC2012rrP12007 Matrix -SH Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:25 2017 Page 1 ID:ynKHwujQNCrfxoYC Hv_VJgy9Oww-xeH nxSf 13Oam2gVF81Q2brOUMcD?3fuuhTwXj4zgwFi -2-2-3 1-1� 20-9-9 2-2 3 1-1. 19-8-2 C B A 0 3x4 = 3x LOADING (PSI SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.41 TCDL 10.0 Lumber DOL 1.15 BC 0.22 BCLL 0.0 Rep Stress Incr NO WB 0.00 BCDL 10.0 Code IBC2012rrP12007 Matrix -SH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G Scale = 1:45.9 2.83 fi2 J K 3x4 I M H G DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.06 C >999 240 MT20 220/195 Vert(TL) -0.09 C >771 180 Horz(TL) -0.01 J n/a n/a Weight: 34 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except (jt=length) B=0-7-6, E=0-4-5, J=0-3-8. (lb) - Max Horz B=196(LC 4) Max Uplift All uplift 100 Ib or less at joints) E, F. H. I, J except B=-127(LC 4), D=-132(LC 8) Max Grav All reactions 250 Ib or less at joint(s) E, F. H, I, J except B=321 (LC 1), D=252(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D, F. H, I. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, F. H, I, J except Qt=lb) B=127, D=132. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D, E, F, H, I, J. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 115 Ib down and 101 Ib up at 2-9-8, 61 Ib down and 58 Ib up at 2-9-8, 25 Ib down and 39 Ib up at 5-7-7, 79 Ib down at 8-5-6, 17 Ib down and 28 Ib up at 11-3-5, 18 Ib down and 29 Ib up at 14-1-4, and 5 Ib down and 8 Ib up at 16-11-3, and 22 Ib down and 37 Ib up at 19-9-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 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 -B=-60, C -K=-60, B -C=-20 Concentrated Loads (lb) Vert: E= -30(F) J= -2(F) L= -58(F=-115, B=58) �Y 0 OQ?,pFESS/ON9 -TE000s�F� � c w w C 75435 Ncrn * EXP. 03; 31/2018 /* OF February 28,2017 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 rov. 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 rC;`3u a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing p is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p �iTe k• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI/ 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 Walters Roof floc) I/deft Ud TCLL 20.0 Plate Grip DOL R49840072 1612-010 JO1 Jack -Open Girder 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:26 2017 Page 1 I D:ynKHwujQNCrfxoYCHv_VJgy9Oww-Pgr98ogfgiicgq4ShOxH83wik9Z7o681 w7f4F WzgwFh 1 �-0 1-11-11 6-0-0 1 6-0 1-11-11 4-0-5 4.00 F12 B 3x5 = C 1-10-15 1-11 11 1-10-15 0 - 2 4-0-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.02 D -G >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.06 D -G >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 C n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD BOT CHORD 2X4 DF No.1&Btr G BOT CHORD REACTIONS. (Ib/size) C=103/Mechanical, B=200/0-5-8, D=63/Mechanical Max Horz B=49(LC 19) Max Uplift B=-88(LC 19) Max Grav C=128(LC 3), B=200(LC 1), D=89(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Sca e = 1:14.1 lop 0 PLATES GRIP MT20 220/195 Weight: 13 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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) 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 1 Ib up at 2-0-12, and 44 Ib down and 35 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 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 -C=-60, D -E=-20 Concentrated Loads (lb) Vert: H=1(F) 1=-44(F) OQ9,OFESS/pN9 T E 0p�s <<c2 P F CO w C 75435Ln rn of OF February 28,2017 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 verify the applicability of design parameters and property incorporate this design into the overall truss building design. Bracing indicated is to prevent buckling of individual ss web and/or chord members only. Additional temporary and permanent bracing �y� iTe 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 ANSITfP11 Quality Criteria, DSB49 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 City Ply Walters Roof - I/deft Ud TCLL 20.0 Plate Grip DOL R49840073 1612-010 J02 Jack -Closed 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:45:27 2017 Nage 1 ID:ynKHwujONCrfxoYCHv_VJgy9Oww-tOPXM7gHbOgTI_feF)S WgGTuePwSXYzBBn PenyzgwFg -16-0 3-5-0 3-11-11 6-0-0 _ 1 F-0 .3.5-0 2-0-5 6x6 = Scale = 1:14.5 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.01 F-1 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.02 F -I >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 E n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD BOT CHORD 2X4 DF No. 1&Btr G WEBS 2X4 DF Stud/Std G BOT CHORD REACTIONS. (Ib/size) B=362/0-5-8, E=279/Mechanical Max Horz B=53(LC 7) Max Uplift B=-121(LC 4), E=-77(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-425/111 BOT CHORD B -F=-100/387, E -F=-105/377 WEBS C -E=-416/122 PLATES GRIP MT20 220/195 Weight: 25 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: C -D. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E except (jt=1b) B=121. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 159 Ib up at 3-11-12 on top 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 -C=-60, C -D=-60, E -G=-20 Concentrated Loads (lb) Vert: J=-83 ® WARNING - Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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 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 ANSIrrPlt Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. February 28,2017 MiTek' 7777 Greenback Lane job Truss Truss Type Qty Ply Walters Roof 1.15 TCDL 10.0 Lumber DOL 1 849840074 1612-010 J03 Jack -Open 2 10.0 Code IBC2012fTP12007 WB 0.00 Horz(TL) 0.00 B n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:27 2017 Page 1 I D:ynKHwujQ NCrfxoYCHv_VJgy90ww-tOPXM7gHbOgTI_feFjS WgGTrVPu IXZ088nPenyzgwFg 1 6 0 5-11-11 6-r 1-0-0 5-11-11 O-lY-S Scale = 1:14.3 3x4 = 5-11-11 6-(Jr0 5-11-11 0-0-5 Plate Offsets (X Y)— (B:0-1-2 Edge) LOADING (psf)SPACING- DEFL. 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 BCDL 10.0 Code IBC2012fTP12007 LUMBER - TOP CHORD 2X4 DF No.t&Btr G BOT CHORD 2X4 DF No.1 &Btr G CSI. DEFL. in (loc) I/deft Ud TC 0.30 Vert(LL) -0.04 D -G >999 240 BC 0.23 Vert(TL) -0.15 D -G >491 180 WB 0.00 Horz(TL) 0.00 B n/a n/a Matrix -MSH REACTIONS. (Ib/size) C=151/Mechanical, B=338/0-5-8, D=75/Mechanical Max Horz B=98(LC 4) Max Uplift C=-64(LC 8), B=-91 (LC 4) Max Grav C=151(LC 1), B=338(LC 1), D=107(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load 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. 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) C, B. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 9�kOFESS/01 1 E 0006 �co2 C 75435 �c m X *` EXP. 03/31/2018 /* I� 0 OF CAOF February 28,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w A `�e 1.° is always required for stability and to prevent collapse'with possible personal injury and property damage. For general guidance regarding the 1Yr K fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlrrPlt 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 40b Truss Truss Type Qty Ply Walters Roof CSI. DEFL. in floc) I/deft Ud PLATES GRIP 849840075 1612-010 J04 Jack -Open 2 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.15 Job Reference o lional Systems Plus Lumber Co, Anderson, CA 6.u1u s Apr zu zu1 b ml I etc Inausmes, Inc. Mon reD a 1 J:40:cd ZU I f rage t ID:ynKHwujQNCrfxoYCHv—VJgy90ww-LDzwZThvMJyKv7EgpRzIDTO?wpEFGOdKNR8BJPzgwFf -1-0-0 6-0-0 7-11-11 6-0-0 1-11-11 3x4 = 6-0-0 6-0-0 Scale = 1:18.3 Plate Offsets (X,Y)— [B:0-1-6,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.05 E -H >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.15 E -H >462 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 B n/a n/a BCDL 10.0 Code IBC2012/TP12007 Matrix -MSH Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) B=0-5-8, C=0-3-1. (lb) - Max Horz B=123(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s) D, B, C Max Grav All reactions 250 Ib or less at joint(s) D, E, C except B=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load 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. 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) D, B. C. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQROF ESS/pN9 1E00 V LIJ wC 75435 c rn 401, EXP. 03/31/2018 February 28,2017 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V t is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p piTe k* fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 job Truss Truss Type Qty Ply Walters Roof Plate Grip DOL 1.15 TC 0.32 TCDL 10.0 849840076 1612-010 J05 Jack -Open 2 ' 1 YES WB 0.00 BCDL 10.0 Code IBC2012frPI2007 Matrix -MSH Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:28 2017 Page 1 ID:ynKHwujQNCrfxoYCHv_VJgy9Oww-LDzwZThvMJyKv7EgpRzIDTO?wpEFGOdKNRBBJPzgwFf -6-0 6-M 3-11-11 3x4 = 6-0-0 6-0-0 LOADING (psf)SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 TCDL 10.0 Lumber DOL 1.15 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012frPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.1&Btr G DEFL. in floc) I/deft Ud PLATES GRIP Vert(LL) 0.05 F -I >999 240 MT20 220/195 Vert(TL) -0.15 F -I >462 180 Horz(TL) 0.00 B n/a . n/a Scale = 1:22.2 0 Weight: 25 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 13=0-5-8, C=0-3-1, D=0-1-8. (lb) - Max Horz B=148(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) E, B, C, D Max Grav All reactions 250 Ib or less at joint(s) E, F, C. D except B=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load honconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) E, B. C, D. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QROFESS/0N T E 0006 �F2 4wPLLI C 75435 EXP. 03/31/2018 t nt ,t OF C ALtFv, February 28,2017 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE 11,111.7473 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 properly incorporate this design Into the overall V building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing w y' e k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the H Ai { fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-09 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 job Truss Truss Type Qty Ply Walters Roof TCDL 10.0 Lumber DOL 1.15 BC 0.25 BCLL 0.0 Rep Stress Incr YES 849840077 1612-010 J06 Jack -Open 2 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:29 2017 Page 1 ID:ynKHwujONCrfxoYCHv_VJgy9Oww-pPXlnpiX7d4BXHp1 NBU_IhYAgDaU7SlTc5ulsrzgwFe 1 6-0 6-0-0 11-11-11 1:6.0:2 6-0 6-M 5-11-11 Scale = 1:26.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 TCDL 10.0 Lumber DOL 1.15 BC 0.25 BCLL 0.0 Rep Stress Incr YES WB" 0.00 BCDL 10.0 Code IBC2012ITPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.t&Btr G DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) 0.05 H -K >999 240 MT20 220/195 Vert(TL) -0.15 H -K >462 180 Horz(TL) 0.00 B n/a n/a Weight: 27 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except Qt=length) G=Mechanical, B=0-5-8, H=Mechanical, C=0-3-1. (lb) - Max Horz B=173(LC 4) Max Uplift All uplift"100 Ib or less at joint(s) G, B, C, D, E, F Max Grav All reactions 250 Ib or less atjoint(s) G, H. C. D, E, F except B=344(LC 1) FORCES. (lb) -Max. Comp.fMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load 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. 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 at joint(s) D, E, F. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, B, C. D. E, F. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. E, F. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. • OQROFESS/pN�\ TEOpOSC�2c wP C 75435 �c rn * EXE_ P MW2018 OF February 28,2017 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 verify the applicability of design parameters and properly incorporate this design into the overall �Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A A'1�e1.' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r V IC 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 Job Truss Truss Type Qty Ply Walters Roof floc) I/deft Ud TCLL 20.0 Plate Grip DOL R49840078 1612-010 J07 Jack -Open 2 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:29 2017 Page 1 ID:ynKHwujQNCrfxoYCHv_VJgy9Oww-pPXlnpiX7d4BXHp1 N8U_IhYAgDaU?StTc5ulsrzgwFe 1 �-0 6-0-013-11-11 1-6-0 6-0-0 -- 7-11-11 I 0 3x4 = 6-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.05 H -K >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.15 H -K >462 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 G n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No.t&Btr G PLATES GRIP MT20 220/195 Scale = 1:29.9 r? to t Weight: 30 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) G=Mechanical, B=0-5-8, H=Mechanical, C=0-3-1. (lb) - Max Horz B=198(LC 4) Max Uplift All uplift 100 Ib or less at joints) G, B, C, D, E, F Max Grav All reactions 250 Ib or less at joint(s) G, H, C, D, E. F except B=344(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load 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. 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 at joint(s) D, E. F. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) G, B, C. D. E, F. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) C, D. E, F. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Q?,OFESS/o IE00C, �F2 wP C 75435 �c rn EXP. 03/31/2018 F CAkYr! February 28,2017 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-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 trussiq a ss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall p A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing f V iTe k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply, Walters Roof y TC 0.09 TCDL 10.0 Lumber DOL 1.15 R49840079 1612-010 Sit Jack -Open 2 1 Code IBC2012/TPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G Job Reference o tional Systems Plus Lumber Co, Anderson, CA 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Feb 27 13:46:30 2017 Page 1 ID:ynKHwujQNCrfxoYC Hv_VJgy9Oww-Hb5g_9jAuxC29RODws?Dlu5P2dzQkv7drkdl OHzgwFd -1.g-0 1- 1-11 2 1-6-0 1-11-11 --0-6-5 3x4 = 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 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2012/TPI2007 Matrix -MSH LUMBER - TOP CHORD 2X4 DF No.1&Btr G BOT CHORD 2X4 DF No. 1&Btr G REACTIONS. (Ib/size) B=203/0-5-8, D=12/Mechanical, C=32/Mechanical Max Horz B=49(LC 4) Max Uplift B=-90(LC 4), C=-12(LC 8) Max Grav B=203(LC 1), D=28(LC 3), C=32(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 G >999 240 MT20 220/195 Vert(TL) -0.00 G >999 180 Horz(TL) 0.00 D n/a n/a Scale = 1:7.7 Weight: 8 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) 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. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, C. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. OQROFESS/ONS 1E0,D0 �Fti LlJ wC 75435 � rn EXP. 03/31/2018 OF February 28,2017 ® WARNING - VaHly 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 verity the applicability of design parameters and property incorporate this design into the overall Mi iTe 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 A 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 4I0b Truss Truss Type Qty Ply Walters Roof TOP CHORD 2X4 OF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=78/Mechanical, B=223/0-5-8, D=64/Mechanical 849840080 1612-010 SJ2 Jack -Open 2 1 NOTES- (7) ` 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate Job Reference o tional Systems Plus Lumber Co, Anderson, GA o.uiu s mpr zu LU t o Nu i eK inuubtnes, mc. rwon rev c r w.�u.ov cu r rays r I D:yn KHwuj O N C rfxoYC Hv_VJgy9 Cww-H b5g_9jAuxC29 R O Dws? D Iu 5P2dy M kv7 d rkd l OHzgwFd -1-6-0 2-0-0 3-11-11 1-" 2-0-0 1-11-11' A 2x4 = 0 Scale = 1:11.2 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 IBC2012rrPI2007 CSI. TC 0.09 BC 0.08 WB 0.00 Matrix -MSH DEFL. in (loc) I/deft L/d Vert(LL) -0.00 G >999 240 Vert(TL) -0.00 G >999 180 Horz(TL) -0.00 C n/a n/a PLATES ' GRIP MT20 220/195 Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 OF No. t&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2X4 OF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) C=78/Mechanical, B=223/0-5-8, D=64/Mechanical Max Hoa B=74(LC 4) Max Uplift C=-38(LC 8), B=-89(LC 4), D=-15(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) ` 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load 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. 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) C, B, D. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. I QROFESS/pN I E ODOs �F2 O wC 75435 �: M EXP. 03/31/2018 al February 28,2017 A WARNING -Verify design parameters and READ NOTES ON T741S AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not L a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall l y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the AiTe k" 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 Job Truss Truss Type Qty Ply Walters Roof s L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 R49840081 1612-010 W1 Rafter 2 1 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 Job Reference o tional systems YIDS LURIDef uo, Anaerson, GA 6 A av,. , uy.. ID:ynKHwujONCrfxoYCHv_VJgy9Oww-lof2BVjofELvmbzPUZXSBebuOJrTMNm30NrwjzgwFc 1-6-7 4.00 12 B Scale = 1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 A >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012frP12007 Matrix -MSH Weight: 2 Ib FT = 20% LUMBER - TOP CHORD 2X4 DF No.1&Btr G BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=44/0-3-8, B=44/0-3-8 Max Horz A=18(LC 4) Max Uplift A=-16(LC 4), B=-22(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) ' This truss has been designed for a 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. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. February 28,2017 ® WARNING - Verlry doslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing fl is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p /tiTe k" fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Walters Roof LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in R49840082 1612-010 W2 Rafter 2 1 Vert(LL) -0.00 A >999 240 TCDL 10.0 Lumber DOL 1.15 Job Reference o tional Systems Plus Lumber Go, AnOefson, GA A o.utu s Apr to cu i o rvr i ex mausureb, mc. rvion reu 41 i -o r — If rayo 1 ID:ynKHwujQNCrfxoYCHv_VJgygOww-Iof2BVjofELvmbzPUZXSr6ebuOJrTM N m3ONrwjzgwFc 1.6-7 1-6-7 Scale = 1:6.9 4.00 12 B REACTIONS. (Ib/size) A=44/0-3-8, B=44/0-3-8 Max Hoa A=18(LC 4) Max Uplift A=-16(LC 4), B=-22(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O9ROFESS/0N� Z E ODCs C�20 La wPC 75435 c rn EXP. 03/31/2018 FCAUr� February 28,2017 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Heights, CA 95610 1-6-0 0 -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 0.02 Vert(LL) -0.00 A >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.00 Vert(TL) -0.00 A >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 B n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH Weight: 2 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) A=44/0-3-8, B=44/0-3-8 Max Hoa A=18(LC 4) Max Uplift A=-16(LC 4), B=-22(LC 4) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) A, B. 5) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A, B. 6) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. O9ROFESS/0N� Z E ODCs C�20 La wPC 75435 c rn EXP. 03/31/2018 FCAUr� February 28,2017 ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 Heights, CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3" Center late on joint unless x, 1 /4 y offsets are indicated. 6 4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth, TOP CHORDS diagonal or X-bracing, is always required. See BCSI. �, cr•2 cz-3 2. Truss bracing must be designed by an engineer. For 0-1 le, WEBS truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I m O bracing should be considereU �i �� 5 f1'Y�O A04wide 3. Never exceed the design loading shown and never 0 stack materials on inadequately braced trusses. op 4. Provide copies of this truss design to the building c�-a cb7 1-- For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- 'lid' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted, moisture content lumber .of t exceed shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 x 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 72. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss Unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING established by others. or less, if no ceiling is installed, unless otherwise noted. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only.. 1a 16. Use of green or treated lumber may y pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: lei ANSIfTPI1: 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. e is not sufficient BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015