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B16-2887 039-210-099
' MWMPRROP.ERiTY OWNER INFORMA;TIOtV " First Last Name' Mailing Address ne Mailing Addregr, 5 City - State Zip Phone ; 5� a 7. Fax 552 Phone 530 67173"': 074 D . Fax Email Cell V C _NTR�ACTOR,� eName( Mailing Address 'r t r , City, t, Slate ' Zip Phone Fax - EmailCell ..a •` License No., } Class 1_hl 2 G/, �• :ARCHITECT/ENGINEER Policy Number, Name w,•. •. c.nN� VA V cTv-)L Yr�S� Mailing Address LENDING,AGENCY' t ' '� �; City c.- State City l _ State �+� l-. 4 Zip Phone ; 5� a 7. Fax Email' , • ( Cell WN T otlaborfncludl g (� $ CA State License No. t' C g) '7 0� 000 �►P.RLICANT Policy Number, Last Name ``�_ ( Firs1 e Mailing Address LENDING,AGENCY' t ' '� �; City c.- State ZipQ Phone O Fax E ailCell 1<62- aJ; 73 6 .� „ ,;wAPPLIC°AN TSI,GN 9UREANDUATE, \ Date �--�--�W tZ �•Z 45 • y.D1 • Print Name '_W_ - PROJECT' LOCAT.CON k$ �? APN Property Address _ City Location must not be in -the city limits of Chico, Gridley, Oroville or,Paradise, http://gismaps. buttecounty.net/flexviewer/bcdatasearch/index.htmi �, WORKER SCOMPENSATI„QN4���,���v��e;�,,”, _. Policy Number, Carrier. ; If hiring other than a licensed contractor, a certificate of worker's compensation must be -shown at the time of permit issuance structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click LENDING,AGENCY' t ' '� �; Name Mailing Address-� Y City State .. Zip W4MMWDMRIP,A'R0,NKO",C0P,E4OF 1fUORK* e iPe y Mobile Home permits (other than installation, foundation, utilities & non-attached _U structures) are issued by the State. Tell staff if this permit is for a Mobile Home. Click Z below to see Manufactured Home Alterations and Permit Guidelines at: htto://www.hcd.ca.gov/codes/mho/HCD Phone: (916) 255-2501 Is this a Manufactured/,Mobile Home, (circle one) YesNo 0081UALUATION (Enfe al a otlaborfncludl g (� $ nan conYracf p us rt atedals cha g) '7 0� 000 S care FeetiJetaii° • �y4# 5 . Living Area: ` Garage: 7V Open Area:. Covered Area, Structure Built without permdr ` TOTAL SQ: S iL ` (-1 � • - ` f- Proposed Change of Occupancy/Use - Note previous/current use below: FOR 0- "UNP -EW MM f" : - IZoning: e5. ' 0 Flood Zone: - SRA: YES NOJZ NPDES YES NO ❑ [Code Enf:. -YES Ll NO ❑ Legal Lot: YES ❑ - NO ❑ (Occupancy . Type Construction. - it Tech:` Date: Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 Building Permit Checklist Name: WILK DUANE R Location: 3578 CHICO ST, CHICO Assessor's Parcel Number: 039-210-099 Permit Number: B16-2887 1. 3 copies site plan -<9' 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 x' g., data sheet h. PW Notification for 26-12 i. Hazardous Material Form (commercial) j. Accessibility Worksheet (commercial) k. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. Completed r d b � Date. p Y .. � � ;� 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 WILK DUANE R RE: 039-210-099 Permit No: 1316-2887 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. . have read and understand the above requirements: Signature: ►1 Z ` Date: 12/28/2016 Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B16-2887 Date: 12/28/2016 Location: 3578 CHICO ST By: JMD Parcel Number: 039-210-099 Sub Type: SFD-CUSTOM/MODEL Owner Name: WILK DUANE R Phone: Description: 3578,CHICO ST To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal to Butte County Development Services Building Division To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. have read and understand the above pre inspection requirements. Signature: w `� Date: 12/28/2016 Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Stormwater Management Program 7 County Center Drive Oroville, CA 95965 . (530) 538 7266 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 [LESS THANI ACRE] Reference Number: B16-2887 Date: 12/28/2016 Location: 3578 CHICO ST By: JMD Parcel Number: 039-210-099 • Sub Type: SFD-CUSTOM/MODEL Owner Name: WILK DUANE R Phone: 5308930210 Description: 2ND DWELLING (1452) 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 Titleye— 0 Department of Development Services I Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecouniy.net/dds Oroville, California 95965 F: 530.538.7785 NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: - Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon' completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at htq2:Hmunicipalcodes.lexisnexis.com/codes/butteco/ '"When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit Number: B16-2887 Date: 12/28/2016 Parcel Number: 039-210-099 Location: 3578 CHICO ST, CHICO Phone: 5308930210 Owner Name: WILK DUANE R Description: 2ND DWELLING (1452) Signature of Applicant: 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 PERMIT APPLICATION DATA SHEET Reference Number: B16-2887 Date: 12/28/2016 Location: 3578 CHICO ST By: JMD Parcel Number: 039-210-099 Sub Type: SFD-CUSTOM/MODEL Owner Name: WILK DUANE R Phone: 5308930210 Description: 2ND DWELLING (1452) 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 applibation. 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 9' 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 9 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: Date: 12/28/2016_ s- Description: 2ND DWELLING (1452) Type: RESIDENTIAL Subtype: SFD-CUSTOM/MODEL Status: UNDER REVIEW Applied: 12/28/2016 JMD" _ Approved: Parcel No: 039-210-099 Site Address: 3578 CHICO ST CHICO,CA 95926.: Subdivision: Block: Lot: CLTD Issued: Lot Scl Ft: 0 ,;; �• Building Sq Ft: 0 �' Zoning:.. Finaled:. PAID DATE RECEIPT # CHECK # METHOD Valuation: $140,597.16 Occupancy Type: Construction Type: V -N Expired:' No. Buildings: 0 No. Stories: 0 _ w No.,Unites 1 Details: 2 BEDROOM .11 62 UA i W 1 CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY SF CRIMINAL JUSTICE 12- '. 0010-4402300-422000, 1 $6.00.". $0.00 - 2% ADMIN SF CRIMINAL JUSTICE 12 5205-52050000-462000 1 $294.00 $0.00 r SF FIRE 12 2% ADMIN 0010-4402300-422000 1 $13.60 $0.00- 0.00 SF FIRE 12 98% "` SF 5223-52230000-462000 1 .$666.40 $0.00' SF GNRL GOVT CW 120010-4402300-422000 1 F . $11.60 _ $0.00 ' 2% ADMIN SF GNRL GOVT CW 12 5201-52010000-462000 1, - $568.40 $0.00 • ' "" 98% SF GNRL GOVT UA 12 0010-4402300-422000 1 $10.80 $0.00 ' 2% ADMIN " SF GNRL GOVT UA 12 5206-52060000-462000 1 $529.20 $0.00 98%. - SF HEALTH & SS 12 2% 0010-4402300-422000 1 $2.20 $0.00 ADMIN SF HEALTH & SS 12 98% 5207-52070000-462000 1 $107.80 ., - $0.00 Printed: Wednesday, December 28, 2016 2:05:12 PM - - 1"of 4 `Jflff SrsTEMs Printed: Wednesday, December 28, 2016 2:05:12 PM 2 of 4 • 0?srsrEn�s T.. CL DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD .. ' PAID BY _ BY SF JAIL FACILITY 5202-52020000-462000 0 $455.89 $0.00. - -- - -' ,. SF LIBRARY 12 2% 0010-4402300-422000 1 $4.60' $0.00 ; ADMIN SF LIBRARY 12 98% 5212-52120000-462000 1 $225.40 $0.00 SF SHERIFF 12 2% 0010-4402300-422000 1 ' $20.00r $0.00 ADMIN' y; 'SF SHERIFF 12 98%.;' 5222-52220000-462000 ' 1 _ $980.00 ; $0.00 - SF TRNSPRTTN 12 2% 0010-4402300-422000 1$21.40 521.40 V $0.00 SF TRNSPRTTN 12 98% 5215-52150000-462000 1 $1,048.60 $0.00 ' r Total Paid for CFIFR SINGLE FAMILY 12: $4,965.89 $0.00. 4 DB CA 561473 100 DBCP ' 0010-4402400-422000 0 $6.00 - , $6.00 r 12/28/16' 8018037 56 ' CHECK • DUANE R WILK RED WALNUTS OF CH JMD Total Paid for DB CA SB1473 100 DBCP:$6.00 •' $6.00 DB CA SMIP RES 100 0010-4402300 422000 4 0 r - $18.28 $18.28 12/28/16 6018037 56 CHECK DUANE R WILK RED JMD DBCP WALNUTS OF CH Total Paid for DB CA SMIP RES 100 DBCP: • $18.28 $18.28 DBF R3 DWLNG ^. DUANE R WILK RED OSTM/MDL INSP FEE DB 0010-4402400-422000 1452 $1,812.60 $1,812.60 12/28/16 • B018037 56 . CHECK WALNUTS OF CH JMD CPINSP + ` DBF R3 DWLNG .' r DUANE R WILK RED CSTM/MDL PLAN CHK ~ 0010-4402100-422000 1452 $1,208.40 $1,208.40 12/28/16 B018037 • 56 CHECK WALNUTS OF CH JMD FEE DB CPPCK Total Paid for DB R3 DWELLING -CUSTOM, MODEL 09: $3,021.00 $3,021.00 DBMSC TECH INVST FEE0010 4403000-422000 0} $30.21. $30.21 ' 12/28/16 B018037 56 CHECK DUANE R WILK RED JMD R OCC 09 D CPAA WALNUTS OF CH Total Paid for DB TECHNOLOGY INVESTMENT FEE: $30.21 $30.21 Printed: Wednesday, December 28, 2016 2:05:12 PM 2 of 4 • 0?srsrEn�s T.. Permit Fee Details PERMIT NUMBER Burne coU„ry, Butte County 616-2887 I Printed: Wednesday, December 28, 2016 2:05:12 PM 3 of 4 - JffewsrsrEMs CL DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # - METHOD PAID BY . BY DBEH BUILDING _ 0021-5400000-461199 0 $105.00 $105.00 12/28/16 130180 7 56 CHECK DUANE R WILK RED - JMD, REVIEW FEE PH EH WALNUTS OF CH Total Paid for DBEH BUILDING REVIEW FEE PH EH: $105.00 $105.00 DBFIRE FIRE FINAL .. INSPECTION RES 09 F" 0010-1401000-461901 0 $0.00 $0:00 REGSVCSDIV _ Total Paid for DBFIRE FIRE FINAL INSPECTION RES 09 F - $0.00' $0.00 REGSVCSDIV: ..DBFIRE FIRE PRE fr >'• ' `. ,. `DUANE R WILK RED PLNCK/INSP•RES F 0010-1401000-461901 0 $228.00 $228.00 _ 12/28/16 .B018037 56 CHECK, WALNUTS OF CH JMD REGSVCSDIV Total Paid for DBFIRE FIRE PRE PLNCK/INSP RES F 5 $228.00 $228.00 - r REGSVCSDIV: ' - r DBMSC DEED' - - : � ' ' ' i DUANE R WILK RED RESTRICTION 09 DB 0010-4402300-422000 1 ' $127.00 $127.00 • 12/28/16 6018037. 56 CHECK WALNUTS OF CH JMD _ CPPC"' .. Total Paid for DBMSC DEED RESTRICTION 09 DB CPPC: $127.00 $127.00 `r ' DBMSC GEN'L PLAN r f DUANE R WILK RED MAINT FEE R OCC 09 0010-4401200-461901 0 $135.95 $135.95 12/28/16 B018037 56 CHECK WALNUTS OF CH. JMD r 'DPADV - r _ a Total Paid for DBMSC GEN'L'PLAN MAINT FEE R OCC 09 $135.95 - $135.95 - DPADV: , DBMSC SCANNING FEE 0010-4402300-422000 0 1 $64.00. • -' $64.00 - - 12/28/16 8018037 56 - CHECK DUANE R WILK RED JMD 09 DB CPPC WALNUTS OF CH Total Paid for DBMSC SCANNING FEE 09 DB CPPC: $64.00 ' $64.00 - DP PLANNING DUANE R WILK RED CLEARANCE FOR 0010-4401300-461901 0 $81.50 $81.50 12/28/16 8018037- '_ 56 CHECK WALNUTS OF CH JMD PERMITS 09 DPCUR Total Paid for DP PLANNING CLEARANCE FOR PERMITS 09 $81.50 $81.50. " DPCUR: Printed: Wednesday, December 28, 2016 2:05:12 PM 3 of 4 - JffewsrsrEMs .. � -,. .mow-. _ _ �- •'S.•r- -S-'. • - ,. .x�•-.• .- r �..� J ., _ . � � • , ' � `t � V •` s +� } 7 DetailsPermit Fee NUMBERPERMIT 0 0 • County �.. �� •CALIFORNIA • - TOTALS: $8,782.83 •, - At the time of permit application; 1 -was advised the above fees are required prior to issuance of the permit.•These fees may change during.the.- - :- t . plan checking process. - t' Signature: w R Date: 12/28/2016 . ry a• , " Pursuant to Government code Section 66020, you are hereby notified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostiodof the above referenced items during which you may request a protest. The requirments for a protest are specified in Government Code Section 66020(a). t; - �r ... t � -ter.. w -..r•- ''�� -. .-*• ,, Printed: Wednesday, December 28, 2016 2:05:12 PM 4 of 4 CNsrsrenns I mwurwxi uNia� Butte County Department of Development Services PERMIT CENTER-,- 7 ENTER.-7 County Center Drive, Oroville, CA 95965 Main Phone 530.538.7601 Fax 530.538.7785 t Nvww.buttecounty.net/dds FORM NO I DBP -06 r tN_ 4' PLAN-tCHANGE, RECHECK, OR RETURN Owner's Name: 1 /�l Contact Person Name: 11r` Contact email: l' �. Contact Phone Number: 53o �q 02il7 - Date Submitted: Permit Number: Y2 lb- 2b5*1 Assessor's Parcel Number: n"2q ? f(7 vT ❑ COMPLETE SET OF PLANS -----i------J ❑ PARTIAL SET OR PAGES OF PLANS (LIST PAGES BELOW)-'. Prise check any that apply: Er Response to Plan Check Letter? ❑ Response to Building Inspection Correction Notice? O,Is there additional square footage? Rr 11 Is unfinished area being in -filled or completed? ❑Other: LIST OF ITEMS SUBMITTED l.� torr-eJiv� ft — r 2. t2et� s. 3. Z SS C C 4. 5. couwy DVELOPMEN" swncEs Minimum 1 hour plan change fee to be collected at time of submission. Plans Examiner will determine if additional plan checking fees are required: ®' Minimum $127.00 paid ® Additional Fee Amount Due:' Revised 7.20.2015 Page 1 of 1 LYNN SMITH RESIDENTIAL DRAFTING 199 Sycamore Valley Road Chico, California 95973 2/7/2017 BUTTE COUNTY DEPARTMENT OF DEVELOPMENT SERVICES 7 County Center Drive Oroville, CA 95965 RE: Plan Check Duane Wilk Second Dwelling 3578 Chico Street, Chico, California 95928 Permit App: B16-2887 In response to your letter dated February 1, 2017, we are submitting the following GENERAL COMMENTS 1 — By owner NON-SRUCTURAL COMMENTS 2 — Left. my note that states the same on lower right hand corner of foundation plan. 3 — Placed safety glazing note on Floor Plan and Rear Elevation. 4 — Place note on ramp at Floor Plan. 5 - Placed note on lower right hand corner of Electrical Plan. 6 - Placed weather proof GFCI near HVAC Condensing Unit on Electrical Plan. 7 — Placed additional electrical outlets in Master Bedroom on Electrical Plan. 8 — Placed a note on Electrical Plan above Electrical Plan title box. 9 — Place comment inside Section A-3. 10 — The truss company has revised their trusses to match. See attached truss page. 11 — The Laundry Room still has a note that states "SEE NOTES: LAUNDRY" that applies. 12 — Fireplace specifications supplied by owner. Floor Plan still has note that states "SEE NOTE: FIREPLACES" and that note states the same verbiage. /�n— Owner will provide a Construction Waste Management form that he will obtain from the `-B"uilding Department. STRUCTURAL COMMENTS No comments required. Included with this re -submittal are two copies of the plans. My changes have also been highlighted on the attached 8 '/z" x 11" copies of the plan. Sincerely, LYNN SMITH BUTTE COUNTY DEPARTMENT OF Di=VELOPIIAENT SERVI.CES:-BUILDING .CONSTRUCTION DEBRIS RECOVERY FINAL REPORT Final inspection will not be schedtile2y tintil`coirrpleted t;0Pbit subh4itfed APN: BuifditV Permft#_ t311 Z SS .7 Submit completed 'torn! in person.or by mail to: 'Butte County Development Services-. Building 7 County Center Drive Oroville, CA 95965 caner Name. Owner Phone: f5>Q) � Y Jobsite Address: _ i ( J d + P: ojact TYpe)Xonsbvcgoa, p:peAbnlitFon Jobsite Contact: dd" MATERIAL Reuse Recyde'` : Ton--n--.-e.7.. 7.o . .. .�7ori :.. ACT!!AL FA. iLiCE.:e1l1DF. USED. .:.. 'Inert Material (concrete, asphalt) Lumber. Plant/Tree.-Debris. DryWall.. { Metal.....,.. ,... _. ....:....... ...... Cardboard - Other. j Other. Total tons of material. disposed.. ..of (not.rseyeied: or ceaed) Total tons of material. not diso6te-d :(dialer recycled ofieus4. . Percent recycled/reused %. Please sign indicating that the.above.inforrnation is true and correct to the best o�'your:knowiedge: Applicant: Vitae$ .copYes �f veghf receipts, gate tags, or ¢. othor nrblymg information for all materials that were tensed, recycled or disposed. (Owner or Contractor):. per: Circle which Final Report returried with corimrerits�: 0nM6iD Date.- Final ateFinal Report. approved:(Bufi'tirzg)nspectar4 K:\BLTILDING1201.11Approved. formslRes. CrreeR Bldg. foim."Nakei -Diversion=Recycling f- urns:doc •CiLY't� �;� A • w =� Summit Structural Design 383 Rio Lindo Avenue, Suite 200, Chico, California 95926 p. (530) 592-4407 www.summitchico.com December 28, 2016 RE: Wilk Guest House, 3578 Chico Street, Chico, CA To Whom It May Concern: I have reviewed the truss calculations by Systems Plus dated 12-27-16 and have found that the trusses appear to be designed in accordance with the general design concept of the structural documents. The specific design shall remain the responsibility of the engineer who has sealed the calculations. Sincerely, TE C,®l,,�NITY BUTTE ONIsION r . Ryland Burd�'PROVEul ette, P.E. _ * EXP. NAL Y 9r�OF eAL1F�� „.::.- fie+ ^• "•'y 383 Rio Lindo Ave,. Chico, CA 95926 p. (530),592-4407 www.summitchico.com Structural Calculations For: Client: Duane Wilk Project: Wilk Guest House (Plan 1456) Address: 3578 Chico Street, Chico;. CA A 1:31 6-2 »7 039-21.0-099 I.)C 2R. 2116 PERMIT # �� ” Z 13 BUTTE COUNTY DEVELOPMENT SERVICES �orREVIEWED FOR I CODE COMPLIANCE C7 ,DATE— BY _p4 EXP. olclykd UF CAI�F���\P 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 specifcati'orls/calculations: unless authorized' in writing by SSD:. Workmanship shall be of the highest quality and in all cases shall follow accepted construction .practice,, the latest edition of the California Building Code, and local building department standards. Summit Structural Design PROJECT• Wilk Guest House STRUCTURAL NOTES 1. GENERAL A) ALL WORK SHALL CONFORM TO THE 2013 CBC AND ALL APPLICABLE LOCAL CODES, B) THE ENGINEER (SUMMIT STRUCTURAL DESIGN) 15 RESPONSIBLE 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 PROTECTTHE 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 AR 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. 2. SITE WORK / FOUNDATIONS A) ASSUMED MAXIMUM SOIL BEARING = 1500 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 FROSTLINE. E) BOTTOM OF ALL FOUNDATION TRENCHES SHALL BE CLEAN.AND LEVEL. F) ALL FINISHED GRADE SHALL SLOPE AT A MINIMUM SLOPE OF 5% AWAY FROM ALL FOUNDATIONS A MINIMUM OF 10 FEET HORIZONTAL. G) FOUNDATIONS SHALL NOT BE SCALED FROM PLAN OR DETAIL DRAWINGS. H) FILL MATERIAL SHALL BE FREE FROM DEBRIS, VEGETATION, AND OTHER FOREIGN SUBSTANCES, AND SHALL BE COMPACTED A MINIMUM OF 90%. I) USE 4" DIAMETER PERFORATED PIPE SUB -DRAIN BEHIND ALL RETAINING WALLS. SLOPE PIPE TO DRAIN TO DAYLIGHT. J) FOR FOOTINGS PLACED ON OR ADJACENT TO SLOPES, A GEOTECHNICAL ENGINEER MUST APPROVE FOOTING PLACEMENTS IN VIOLATION OF FIGURE 1808.7.1 OF THE 2013 CBC. THIS ENGINEER SHALL NOT BE LIABLE FOR ANY FOUNDATION NOT IN STRICT CONFORMANCE TO SECTION 1808 OF THE 2013 CBC. 4. CONCRETE / REINFORCING A) CONCRETE SHALL HAVE A MINIMUM 28 DAY STRENGTH OF 2,500 PSI U.N.O. C) ALL CEMENT USED SHALL CONFORM TO ASTM C-150 AND SHALL BE TYPE II OR TYPE III LOW ALKALI. D) AGGREGATE SHALL CONFORM TO ASTM C-33 AND SHALL NOT CONTAIN MATERIALS THAT ARE ALKALI REACTIVE AS DETERMINED BY ASTM C-227, 289, AND 295. IF TEST DATA IS UNAVAILABLE IN REGARDS TO ALKALI REACTIVE MATERIALS, PROVIDE CEMENT WITH A MAXIMUM ALKALI CONTENT LESS THAN 0.45% BY WEIGHT. E) CONCRETE EXPOSED TO FREEZING OR THAWING SHALL BE PROTECTED IN ACCORDANCE TO THE LATEST EDITION OF ACI 318. F) SLABS ON GRADE SHALL BE PER THE CONTRACTOR. SUMMIT STRUCTURAL DESIGN RECOMMENDS THE FOLLOWING AS A SUITABLE SLAB -ON -GRADE: AT GARAGE SLABS, USE 4" THICK S.O.G. WITH #3 BARS AT 15" O.C. EACH WAY ABOVE MID -DEPTH OF SLAB OVER 2" SAND, OVER MOISTURE BARRIER, OVER 4" AGGREGATE BASE. USE 3-1/2" SLAB WITH #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. Summit Structural Design PROJECT: Wilk.Guest House G) SAW -CUT TOP %" OF SLAB FOR CRACK CONTROL AT INTERVALS NOT TO EXCEED 16'-0" WHERE SLAB IS REINFORCED, SAW CUT AT INTERVALS NOT TO EXCEED 7'-0" WHERE SLAB IS UN -REINFORCED. 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: 1Y2" #6 BARS AND LARGER: 2" CONCRETE WITHOUT SOIL OR WEATHER EXPOSURE: %" 1) REINFORCEMENT SHALL BE GRADE 60 PER ASTM A615 U.N.O. LAP BOTTOM BARS 60 BAR DIAMETERS U.N.O. AND LAPTOP BARS, PLACED ABOVE 12" OF CONCRETE OR MORE, 80 BAR DIAMETERS U.N.O. K) #5 AND LARGER REBAR SHALL NOT BE RE-BENT. L) ALL REINFORCING STEEL AND ANCHOR BOLTS SHALL BE ACCURATELY LOCATED AND ADEQUATELY SECURED IN POSITION BEFORE AND DURING CONCRETE PLACEMENT. S. MASONRY A) CEMENT MASONRY UNITS SHALL CONFORM TO. ASTM C90, AND SHALL BE SINGLE OR DOUBLE OPEN END BOND BEAM UNITS. B) f'm MIN SHALL BE 1,500 PSI WITH COMPLIANCE VERIFIED AS REQUIRED PER CBC.SECTION 2105.3. A CERTIFICATE OF COMPLIANCE VERIFYING TESTING AND ACCEPTANCE PER ASTM C 140 FOR THE CMU BLOCK SHALL BE PROVIDED FOR INSPECTION AND REVIEW PRIOR TO PLACING THE MASONRY. C) EACH CELL SHALL BE COMPLETELY FILLED WITH GROUT CONFORMING TO.ASTM 076 TYPE S WITH A MINIMUM STRENGTH OF 2,000 PSI. D) MAXIMUM BED JOIST THICKNESS = 5/8" E) LAP REINFORCING THE GREATER OF 60 BAR DIAMETERS OR 2'-0". F) LOCATE ANCHOR BOLTS WITHIN 2" OF THE CENTER OF A CELL. .6. FRAMING/LUMBER 6-1 MATERIALS: A.) SHEATHING: 1. ROOF SHEATHING: '/:" 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: '/a" 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 CBC 2303.1.3, AITC A190A AND ASTM D 3737, BEAM INSPECTION CERTIFICATES SHALL BE SUBMITTED TO THE FIELD INSPECTOR PRIOR TO COMPLETION OF FRAME INSPECTION IN ACCORDANCE WITH CBC 1764.2. C.) MICRO -LAMS: MICRO -LAMS (LAMINATED VENEER LUMBER) SHALL HAVE FB = 3100 PSI & FV =285 PSI MIN., AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 C2.) PARALAMS: PSL'S (PARALLEL STRAND LUMBER) SHALL HAVE FB = 2900 PSI & FV = 290 PSI MIN.,•AND SHALL BE MANUFACTURED, APPROVED AND IDENTIFIED AS PER NER-481 D.) SILL PLATES: SILL PLATES SHALL BE PRESSURE TREATED DOUGLAS FIR WITH 1/2" DIAMETER ANCHOR BOLTS AND 3" X 3" X.229" THICK PLATE WASHERS LOCATED AT 6'-0" O.C, MAX. WITH ONE BOLT LOCATED V-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.C. 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 (06 AND LARGER) Summit Structural Design PROJECT: Wilk Guest House F.) NAILS: ALL NAILS SHALL BE COMMON U.N.O. WHERE EXPOSED TO WEATHER OR WITHIN 18" OF FOUNDATION, NAILS SHALL BE HOT DIPPED GALVANIZED. G. BOLTS AND LAG SCREWS: BOLTS AND LAG SCREWS SHALL BE ASTM A-307 U.N.O. AND PROVIDED NEW AND WITHOUT EXCESSIVE RUST. BOLTS EXPOSED TO WEATHER SHALL BE GALVANIZED, H.) ALL HARDWARE CALLED SHALL BE SIMPSON STRONG -'TIE CO., OR ENGINEER APPROVED EQUIVALENT, INSTALLED PER MANUFACTURER'S RECOMMENDATIONS WITH ALL HOLES FILLED WITH RECOMMENDED FASTENERS. I.) ALL METAL FASTENERS IN CONTACT WITH PRESSURE TREATED WOOD SHALL BE STAINLESS STEEL OR OTHERWISE CERTIFIED BY THE MANUFACTURER TO RESIST CORROSION CAUSED BY THE SPECIFIC TREATMENT.APPLIED TO WOOD. 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 101-01'. 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" 0. C. OR LESS SHALL BE 3X NOMINAL UNO. PER PLANS AND DETAILS. 6-6 CONNECTIONS A.) HOLES FOR THROUGH BOLTS SHALL BE.DRILLED.1/16" OVERSIZE. B.) ALL.BOLTS, NUTS, AND LAG SCREWS SHALLBE 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. Summit Structural Design PROJECT: Wilk Guest House 8-1 PREFABRICATED ROOF TRUSSES: A) PREFABRICATED ROOF TRUSSES: PREFABRICATED ROOF TRUSSES SHALL BE DESIGNED BY THE TRUSS FABRICATOR PER THE REQUIREMENTS OF THE ARCHITECTURAL.AND STRUCTURAL DRAWINGS AND CBC 2303.4. B)COMPLETE CALCULATIONS AND SHOP DRAWINGS INCLUDING LAYOUT, SIZE OF MEMBERS, AND CONNECTION DETAILS, STAMPED.AND SIGNED BY AN ENGINEER LICENSED IN THE STATE OF CALIFORNIA, SHALL BE PROVIDED TO THE ENGINEER OF RECORD PRIOR TO.SUBMITTAL FOR PERMIT AND PRIOR TO TRUSS FABRICATION. C) TRUSS DESIGN LOADS: TOP CHORD LIVE LOAD 20 PSF REDUCIBLE * TOP CHORD DEAD LOAD 9 PSF BOTTOM CHORD DEAD LOAD -9 PSF TOTAL LOAD 38 PSF UPLIFT LOAD AS REQUIRED BY -THE 2013 CBC " D) TRUSS BRIDGING SHALL BE AS -REQUIRED AND SPECIFIED BY THE TRUSS. FABRICATOR. E) TRUSS MANUFACTURER SHALL OBTAIN ALL NECESSARY. APPROVALS FROM THE PUBLIC AGENCIES INVOLVED IN GOVERNING CONSTRUCTION, F) TRUSSES SHALL BE DESIGNED FOR THE FOLLOWING MAXIMUM DEFLECTIONS UNDER'DESIGN LOADS; LIVE LOAD DEFLECTION = L/360, TOTAL LOAD DEFLECTION = L/240 9. DESIGN LOADS A) ALL DESIGN LOADS ARE PER CBC CHAPTER 16, DIVISIONS I, II, III, AND IV U.N.O. B) ROOF LIVE LOAD: 20 PSF REDUCIBLE C) SEISMIC '.ZONE: D D) WIND SPEED: 110 MPH EXP C F .S Sum m it Structural Design Project: Wilk.Guest House Engineer: RKB' Design of : Gravity Loads Roof Slope= 6 to 12 Roof Dead Load Ply 1.5 psf Roofing: - 3:4 psf Framing 4:9 psf. Gyp 2.8 psf Insul 1.0 psf Misc. 3.5. psf " Total (sloped) 17.1 psf Total (horiz) '18.0 psf Roof Live Load Roof. Live Load 20.0 psf Wall Dead Load. Siding 10.5 psf (exterior) 3/8 Ply.. 1.8 psf 2x,Framing 2.2 psf . Gyp. 2.2 psf Insul. 1.3 psf ' Total 18.0 psf Wall Dead Load 2x4 Framing @ 16" o:c. 1:6 psf (interior) Gyp. 2 sides 4.4 psf" Total - 6.0 psf .S (D- IVA A AM US. J R m s 3 fi / Q 0 �• .9-A6 �J Uu�ti IL U. IL IL L. LL IL LL Summit Structural Design Project: Wilk Guest House Engineer: RKB ""Design of : Seismic Mass and Seismic Load Development t Area (ftZ) 'Weight. (Ibs) Roof 1816 32629 Roof Snow (20%) 0 0 Height (ft) Length (ft) Weight (Ibs). Walls(ext) 9 169 13689 Walls(int) 9 120 3240 Total 49558 Roof Area (ft) Floor Area (ftZ) Ultimate Working Stress 1816 0 4102 2930 Roof Trib Line Shear (Ibs) Shear (Ibs) Wall Line Area (ftZ) Working Stress rho Total 1 908 1465 1.00 1465 2 908 1465 1.00 1465 A .908 1465 1.00 1465 B 908 1465 1.00 1465 USG Design Maps Summary Report User`- Specified Input a:- • Building,Code Reference -Document 2012/.-2015 International Building Code {which utllizes USGS hazard data available in.2003) Site -.Coordinates 39.'67014, 121:86°W •' Site Soil Classification *'Site, Class'.D - "'Stiff Soil" ' �•; ,� ,Risk' Category I/IIAIL- .t�5c vS!$.di-t '1 yq++,,,'A]! 'c•.71 ��•L<i 's r r�i a .. 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MCER Respons,e:Sp'ectrum Design Response~ct Sperum" , +t: , 0 Jo As Yr 0:91 •• i • � OSSA � '� , , _ - • Y 0::72 +, r , ,..0:49.. - - O:G3. 0.42--- 00,30-- .42 0:30 N O BG t 4, _ .. tp • � +, 0.,27-- 0:12. `t - 009 R O:OG =, 0:00' 0: 00': ' t 0 00 0 20' 0 40 ,0.60 Ot 1 00 1.20 1 b0 :1:60 1 B0; .x.00. 0:00 0:20 O.bO O;GO` :0:90 1:00 1,:20 1:d0::LG0 1:80 •2;00; Period, TAsec): Period. T (sec) :, + w nithough,thls informatlon is a product of.the U.S. Geological,Survey, w,e'provlde no warranty, expressed or Implied, as to the accuracy of the:data'cohtaitied there in. This tool. is not a suhstitute4ortechnici3l subject matter knowledge. , Level I Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx . Veq (ki— I S VEQ'(.kips) Diaph. (kips ROOF 9 9 50 446 1.00 4.1 4 5 49.6 446 Summit Structural Design Project: Wilk Guest House Engineer.: RKB Design of : Seismic Load Development (ASCE 7-10) Seismic Design Category D Ss 0,618 Mapped 0.2 sec spectral response Occupancy 2 S1 0.276 Mapped 1 sec spectral, response I 1 Site Class a •, In accordance with Ch 20. TL .16 SIMS 0.81 Max .Considered EQ SM1 0.51 Max. Considered. EQ+ SDS 0.538 De"sign Spectral Response (0.2,Sec) SDI 0.340 Design Spectral Respgnse (1.O.Sec) System I Light Framed Shear Walls • R 6'.5 Omega 3 Cd 4 Ht. Limit 65 Cs 0.08 12.8-2 Max Cs 0.50 Min Cs 0.02 (.01 outside of SJ) Ct 0.02 x , 0.75 Ta 0..10 Cu 1.4 Max T 0.15 No limit for drift UseT 0.10 Alt Ss 0.618 V= 0.083 *W Height to Roof (hn) = 9 ft V= 4.1 k Vert. -Dist Exp. (k) 1 Level I Story Ht. (ft) hi (ft) wi (kips) (wi*hi) (kip -ft) Cvx . Veq (ki— I S VEQ'(.kips) Diaph. (kips ROOF 9 9 50 446 1.00 4.1 4 5 49.6 446 Summit Structural Design Project: Wilk .Guest House Engineer: RKB Design of : MWFRS-Envelope Procedure (ASCE 7-10. Section 28.61 Conditions: \• G � 1. Simple Diaphragm tri ����' CASE 0 (USE 0=0') 2. Low-rise 3. Enclosed 4. Regular Shaped S. Not Flexible 6. Not Subject to: T)CE's A`.31E A a) across wind loading b) vortex shedding c) instability (gallup/flutter) d) channeling effect e) buffeting g (upwind obstructions) 7. Approx. Symetrical Cross Section �' i' With Flat, ,•�%/� !(b;/ Gable, or Hip Roof 5 45° jX.:. > <` % % V/ 8. Exempt From Torsional Load Cases `�� ���i ;��� ✓� ':� �' `� ± -• / '/ Indicated in Note 5 of Fig. 28.4-1, or the Torsional Load Cases do not Control SASE A the Design: g. CASE s,�:� (1) story and h530 ft. or (2) story max and light framed or (2) story max and flex. diaphragm L= 52 Long. Bldg. Dim. (ft) 2aL= 6.1, ft. T= 30.5 Transv. Bldg. Dim. (ft) 4 2aT= 6.1 ft. V= 110 Basic Wind Speed (110 or 115..mph.) LCF= 0.60 Load Combination Factor A= 1.21 Adjustment Factor KZt= 1.00 Topographic Factor Adjustment Factor for Bldg Height and h= 14 Mean Roof Height (ft) Exposure, A 0= 25 Closest Roof Angle Mean Roof Exposure (5°,10`,15°;20°,25°,or.30°) Ht. (ft) B C D MWFRS Wind Loads (psf), ps=LCF*A*Kzt*ps30 15 1.00 1.21 1.47 Location ps, 0=0 ps, 0=25 Min. Net Ovhg. 20 1.00 1.29 1.55 A-11 13.9 9.6 25 1.00 1.35 1.61 B-110 2. 4.8 30 1.00 1.4 1.66 C-1 0 2 12.6 9.6 35 1.05 1.45 1.70 D-110 2.9 4.8 40 1.09 1.49 1.74 E-110 -16.8 -7.8 -14.4 45 1..12 1.53 1..78 F-110 -9.5 -10:6 50 1.16 1.56 1.81 G-110 -11..6 -5.6 -12:3 55 1.19 1.59 1,84 H-110 -7.3 -8.5 60 1.22 1.62 1.87 II Summit Structural Design Project: Wilk .Guest House Engineer: RKB Design of: C+C-Envelope Procedure (ASCE 7-10, Section 30.5) 2 i^?;,\ Q 45)\� �5� {?7 -Q 0 HIP ROOF (7'< e 5:25') HIP ROOF (,25'< 0X27" \ C39\ C.� C) L5) CD, o, t �4�/J C4) ��� FLAT ROOF and GABLE ROOF (7'<.e <45') GABLE ROOF (e<71 L= 52 Long. Bldg. Dim. (ft) T= 30.5 Transv. Bldg. Dim. (ft) a (ft) = 3.1 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= 14 Mean Roof Height (ft) RAN= 2 Roof Angle Number 0=0°-7°, 2=8°-27°, 3=280-450 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 Roof < 270 Adjustment Factor for Bldg Height and Exposure, A can Exposure Roof Ht. B o D ft 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1:61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78. 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1:87 C+C Wind Loads (psf), Pnet=LCF*A*K,t*Pnet30 Loc. Zone EWA pnet Ovhg. f + _ _ Loc. EWA pnet Zone(ft) + _ 0 00 0 .6 -1.4.4 CU 3: 4 10 T5.8 20 -14.1 20 15--1 -16.4 1 50 11.6 -13.5 4 50 14.2 -15.5 1 100 11.6 -13.1 4 100 13.4 -14.8 2 10 11.6 -25.2 -29.5 4 500 11.8 -13.1 2 20 11.6 -23. 29.5 5 10 15,.8 '---2T-.T- 2 50 1. -20.5 -29.5 - 5 20 15. 1-19.7 2 100 - T8 B- 5 50 -17. 3 10 11.6 -37.2 -49.6 5 100 13.4 -16.4 3 20 11.6 -34.8 -44.7 5 500 11.8 -13.1 50 11.6 -31.6 -38. 3 1.6 -29. -33.5 Summit Structural Design Project: Wilk Guest House Engineer•: RKB Design of: Wind Loads A B C D End Zone End Zone: Int. Zone Int. Zone Line Min, Net Wall Line Wall Area Roof Area Wall Area Roof Area Shear (lbs) Shear (Ibs) Control 1 30 64 100 160 2434 2323 2434 2 30 64 100 160 2434 2323 2434 A 36 105 1470 1354 1470 B" 43. 90 1429 1277 1429 Summit Structural Design g x . Project: Wilk Guest House Engineer:. RKB Design of ; Lateral Force Summary Wind Seismic. Wall Line Shear (lbs) Shear (Ibs) Control 1 2434 1465 Wind, 2 2434 14"65 Wind A 1470 1465 Wind 6 1429 1465 ' Seismic M 1 h • r Surnniit.Structural Design Project: Wilk Guest House Engineer:: RKB Design of : Shear Walls Panel Thickness !-3/8 Panel Orientation Short Dimension Across Studs r Nail Type 18d -: Anchor Bold Diam. 1/2 Stud Spacing 16 in o.c. Spec Grav Of Framing 0.5 Fnd Sill Plate Grade AB in U -Sill 620 lbs `. " AB in 3X Sill 730 Ibs Sill Plate/Rim Anchorage Nail Embed index 4 Nail Length (in) Diam, (in) (in) Cd Load.(Ibs) 1 12d 3.25 0.135 1.75 1.6 165 2 16d 3.5 0.148 2.00. 1.6 189 3 20d 4 0:177 2.50 1.6 261 4 30d 4.5 0.192 .3.00 1.6 '272 5 1/4" SDS 3.5 0.25' 2.00 1.6 5.44 6 A35 1.6 695 7 A34 1.6 515, Shear Wall SW Plate Fastening SW Rim Fastening (No Ply E.N.) AB,Spacing (ft) Edge Nail (in)Load (Ibs) Fastener #- Spacing Fastener # Spacing, 2X Sill 3X Sill .6 260 1 7,6 inches 6 32.1 inches 3.82 4.49 4' 350 1 5.7 inches 6 23.8 Inches 2.83 3.34 4, Note 1 380 1 5.2 in 6 21.9 Inches 1.31 3.07 3, Note 1 490 1 4.0 inches 6 17.0 inches 1.01 2.38 2, Note 1 640 1 '3.1 inches 6 13.0 inches NG. 1.83 '44, Note 1 760 3 4.1 inches 6 -11.0 incl hes NG 1.54 33, Note 1. 980 3 3.2 inches 6.8.5 inches NG 1,19 22, Noted 1280 .3 2.4 inches 6 6.5% inches NG 0.91 1. Use 3X framing at ad)acent panel edges and stagger nailing r Summit Structural, Design Project: Wilk Guest House A -w1470 10.00 147 6" 5.00 5.00 1:00 300 9 Engineer: RKB 3750 873 A -eq 1465 10.00 146 6" 5.00 5.00 ' Oesign of: Shear Wall Framing 300 9 .6592 3750 868 8-w 1429 '10.00 143 Total 5.00 5..00 1.00 300. 9 6431 .3750 836 B -eq 1465 10.00 Resistive 6" 5.00 Segment Segment 300 9 6592 3750 868 Lateral Wall Overall Resistive Aspect Gravity OT OT Righting Net Wall Load Length Load Edge Nail', Length Length Ratio Load Height Moment Moment M/0 Line (lbs) (ft) (plf) (in) (ft) (ft) Factor (lb/ft) (ft) (ft -Ib) ft -Ib) (lb) 1-w 2434 10.00 243 6" 5.00 5.00 1.00 180 10 12170 2250 2164 1 -eq 1465 10.00 146 6" 5.00 5.00 1.00 180 10 7325 2250 1195 2-w 2434 12:00 203 6" 6.00 6.00 1.00 180 11.5 13995 3240 2009 2 -eq 1465 12.00 122 6" 6.00 6:00,•• 1.00 180 11.5 8424 3246 1080 t A -w1470 10.00 147 6" 5.00 5.00 1:00 300 9 6615 3750 873 A -eq 1465 10.00 146 6" 5.00 5.00 1.00 300 9 .6592 3750 868 8-w 1429 '10.00 143 6" 5.00 5..00 1.00 300. 9 6431 .3750 836 B -eq 1465 10.00 146 6" 5.00 5.00 1.00 300 9 6592 3750 868 A t S Summit Structural Design - ProjeMf Wilk Guest House Engineer: RKB Design of : Lateral Drags Lateral Overall Shear per Length to Drag, Drag Wall Load Length Foot be dragged Load Type Line. (16s) (ft)' (plf) (ft) (lbs) if applicable 1-w 2434 28.0 86.9 9.0 ` 782 A 1 -eq 190.4 28.0 68.0' 9.0 612 A 2-w 2434 28.0 86.9 9.0 782 A 2 -eq 1904 28.0 68.0 9.0 612 A - A -w 1470 52.0 28.3 34.0 961 A. A -eq' 19.04 .52.0 -36.6 34..0 1245 A B -w 1429 52.0 27.5 18:0 495, A B -eq. 1904 52.0 36.6. 18..0 659 A x 1% Summit Structural Design Project: Wilk Guest House Engineer,: RKB Design of: Fou.n.dations Allowable Soil Bearing: 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" ox. • full height. Provide#4 at 18" o.c. vertical developed by hook into footing, .U.N.O. Continuous footings, Width (in) Thick. (in) Cap (plf) Reinforcing 12 12 1500. (1) #4 cont. 15 12 1875 (2) #4 cont. 18 12 2250 (3) #4 cont. 24 12 .3000 (3) #4 cont. 30 12 3750 (4) #4 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 3.3.75 F2 2'-0" Sq. 12 (3) #4 6° . F2,5 2.`-6" Sq. 12 (4) #4 9.375 F3 -3'-0" Sq. 12 (4) #4 13.5 F3.5 T-6" Sq. 12 (5),#4 18.375 F41 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 beat least 121' below finished grade or as per local requirements. y 15 COMPANY PROJECT Summit Structural Design Oec. 20, 201613:41 Wood Works@ sornvARZFOR WoognrsICA• Typical Stud Design Check Calculation Sheet WoodWorks Sizer 10:1 Loads: Load, Type Distribution Pat- tern Location (.ftl Start End Magnitude Start End Unit .-Co-a-d 1 pea d 79i -a r UDL 28 (Ecc, - D.00') 220 plf Load2 wind C&C Axial UDL 157 (Ecc. = 0.00") 80, plf Lentil Roof constr. Axial UDL 540 (Ecc..= 0,00") 80 plf Load4 Wind C&C Full Area 1360 'fc/Fc• - 32;80 (16.0)' psf Self-woi�ht Doad. Axial UDL '181 fcp%Fcp - 18 elf ary dth f nl Lateral Reactions (lbs): 12• 0 0 a Unfictored': 'Dead Analysis Value Design wind 262. Shear fv Roof Live . 28 2f7 Factored: Sending(-) fb = 749 Fb' = 157 fU/Fb' - 0.59 -L->R fc 54 157 Lumber Stud, D.Fir-L, Stud, 2x6 (1.1/2"x5-1/2"). Support: Lumber Stud Bottom plate, D.Fir-l. Stud; Bearing length= stud.thickness Spaced at 16:0" cfc; Total length: 12'; Pinned base: Load face = widlh(b): Ke x Lb: 1.0 x 0.0 = 0.0 Ifq: Ke x Ld: 1'.0 x 12.0 = 42.0 I(i): Lateral support: lop = Lb, bottom = Lb;. Repetitive factor` applied where permitted ((efer to online help); Analysis vs. Allowable Stress (psi) and Deflection (in) usina NDS 2012: Criterion Analysis Value Design Value. Anal sis/Desdpn Shear fv T 9 Fv' - 28 fv Fv .lU Sending(-) fb = 749 Fb' = 1200 fU/Fb' - 0.59 Axial fc 54 Fc' - 540 fc/Fc' - 0,10 Axial Bearing fc = 54 Fc* - 1360 'fc/Fc• - 0.04 Support Bearin fcp = .54. Fcp,= '181 fcp%Fcp - 0.07 Combined (axia compression + s de load bending) Eq.3.9-3 = 0.64 Dead. De'fl'n negligible Live Defd'n 0.29 = 1,/489 0.40 - L/360 0.74 Total Defl'n L,409 6.60 - L/240 6.49 Additional Data: FACTORS: F/Efpsi)CD CM Ct CL/CP. CF C,fu Cr Cfrt Ci LC8 Fv' 180 1.60 1.00 1.00 - - - - 1.00 1.00 4 Fo'.+ 760 "Go •1:00 1.00 1.000 1..000 1.00 1.15 .1.00 1.00 4 Fc' 850 1.60 1.00 1.00 0.397 1.000 - - . 1.00 1.00. 3 Fc'comb 850 1.60 - - 0.397 - - _ - 5 E' - 1.4 million 1.00 1.00 - - - 1.00 1.00 4 Emin' 0.51 million 1..00 1.00 - - - - 1.00 1.00 4 Fc' 850 1.60 1.00 1.00 - 1.000 - 1.00 1.00 3 Fcp sup 625 - 1.00 1.00 - - - - 1.00 1.00 3 CRITICAL LOAD COMBINATIONS: Shear LC 04 = .6D+.6W, V - 157, V design 157 lbs Sendi ng l+I: LC H4 - .6D+:6W, M - 472- lbs -ft Deflection: LC'84 - .6D+.42N: (live) LC.11.4 - .,6D+.4Ya (total.) Axial LC 43 - D+.75(Lr+.6W); P - 445 Lbs Combined LC 85 = D:+. 614; 11 = fc/FcE) _' 0.92 Support LC 83 D+.751Lr+.W); R = 445 lbs, Cap 6445, Lb - 1.50 Cb.= 1,25 Dedead. L=live S=snow W=ivind I=impact. Lr -roof live Lc -concentrated E=earthquake All LC's aie'listed in the Analysis output Load combinations: ASCE 7-10 / TOC 2.012' CALCULATIONS: Deflection: EI 29e06 lb-in2 "Live" deflection = Deflection from a!1 non -dead loads (live, wind, snow_.) Total Deflection,- 1.50(Dend 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.defieclion limits are appropriate for your application. 3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance. i COMPANY PROJECT Summit Structural Design WoodWorksf,R).. Deo.20.20i613:43 sorrwAAARFroa w000 nefiex, King -Trimmer for 8' Opening Design Check Calculation. Sheet Wood Works Sizer 10.1 %tic• Load - Type -a Distribution Pat -. tern Location (.ft) Start End ,14agnitude Unit Start End Loa 1 De /uc a (Ecc. -=-0, 0'.) 1,800 abs Load2 Wind C6C Axial (Ecc. - 0_60"1 1600 lbs Loa d3 Roof constr. Axial: (Ecc. = 0.001.j 1600 lbs Load4' WindCaC Full Area Fc' _ 32.80 (5.001' osf Selfiweight Dead 1 11lbs Axial fc - J-0 Lateral Reactions (lbs): 8'-7.5 o v A- 7 5" Unfactored-:' AnaY sts. Value Desi n Dead Analsis/.Design Shea v = Wind 707 288 fv Fv Roof Live Bentliny.(f') fb • 726 Factored: 11'26 _ 0.65 L ->R 424 ?.08 Fc' _ 772 fc/Fc' _. 0:27 424 Lumber n_ply, D.Fir-L, Stud, 2x6, 2 -ply (3"x5=1/2') Supporl:,Non=wood; Bearing length = column width Total length: 8'•7.5' ; Pinned base; Load face.= width(b); Built-up fastener: nails; Kex Lb: 1.0 x 0.0 = 0:0.[ft]; Ke x Ld: 1.0 x 8.63 = 8.63,(fIj; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where .permitted (refer.to online help); Analysis vs, Allowable Stress:fosi) and naflPr_tinn Pini'.._,_ Criterion AnaY sts. Value Desi n Value Analsis/.Design Shea v = 39 FV 288 fv Fv 0.13 Bentliny.(f') fb • 726 Fb' 11'26 fb/Fb'- o. 0.65 Axial fc,= ?.08 Fc' _ 772 fc/Fc' _. 0:27 Axial Bearing fc - 208 Fc' 1062 fc/F'c' = 0:80: .Combined taxi a compression + sde .load banding) Eq.3.9-3 0.79 Dead Defl'n negligible Live Defl'n 0..15 = L/102 0,.29 - L1360 0.51 Total Def1'n 0!.15 = L/702 0.43- L/240 4 0.34 Additional Data: FACTORS: F/E (ps i).CD CM Ct CL/CP CF Cfu C.r Cfrt Ci LCII Fv.' 180 1.60 I.00 1.00 - - - 1.,00 1.00 4 Fb'+ 700 1,60 1:00 1.00 1..000 1.000 1.00 1.00 '1.00 1.60 4 Fc' 850 1.25 '1.00 1.00 0.787 1.000 - - 1:00 i:00 2 7.cI comb 856 .1.60 - - 0.641 - - _ g E 1.4 .million 1.00 1-.60 - - - - 1.00 1.00 4 Emin' 0.51 mi'll'ion 1.00 1.00 - - 1.00 1..00. 4 Fc1 850 1.25 1.00 1.00 - 1.000 - - 1.00 1.00 2 CRITICAL LOAD COMBINATIONS: Shear - LC 04 - .6D+..647; V 424, V design 424. lbs Bending(cp: LC 94 = .,6D+.6W, M 915 lbs -ft. , Def.lec.tion. LC 84 = .6D -.42W (live) LC 114 = .6D+.421.7 (total) Axial LC 112 D4 Lr, P - 3434 lbs Kf - 1.00 Combined LC 115 D+.GW; (1 - fc/FcE) - 0.86 ' D=dead L=live S=snow Wawind I -impact Lr.=roof live Lc=cuncentrated E=earthquake A-11 LC's are listed in the ;Analysis output 'Load combinations; ASCE 7710 / I.BC 2012 - CALCULATIONS: Deflection: EI 29e0.G lb-in2/ply "Live"-def;lecti'on -Deflection from all non -dead loads (five, wind, snow...) Total Deflection ='; Summit Structural Design Project: Wilk.Guest House Engineer: RKB Design of: Roof Framing " • Roof Loads DL= 18 psf LL= 20 psf Roof plywood: 1/2" APA rated. Exterior plywood or OS:B. 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;•blotking, 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 = 9 psf Total Load = 38 psf Typical Headers (U.N:O.) Use 6X8 DF#2, %9oC4P516� ME 4I a, G T.. Q .9-.06 ti 'r ^ .O -.BC hew) Un\1 IL Il:. iL r Il iL It. Il IL M, W E COMPANY PROJECT Summit Structural Design © Dec. 20,'2016 13:45 Wood'Works SOFTWARE fOR Ivoo6 drflop' B1 Design Check Calculation Sheet Wood Works Sizer 10.1 'Loads: Load Type Distribution. Pat- tern Location (ftl Start End Magnitude. Start End Unit Loadl Dead Fu_l Area Total 2940 18..00(66.00)` psf Load2 ti ind:Csc Full Area 1..00' 1.00; Minimum bearing 20.00(16.00)1 psf Loa43 Root constr. Full Area Live Defl'n 0:07 20.,00(16.00)<psf 0.27 a Load4 _ Deed Full Aroa 0.17 m L/563 16.60 ('2.00)' psf §alt-viei ht�Dead. . T• .,♦a of Full UDL 12.1 plf Maximum Reactions (lbs) and Bearing Lengths'(i.n) Unfaetior.ed':: IAAslvsls Dead 1`312 Wind 1307 1377. Roof Live 1307 1.307 Facto'red% 1307 Total 2940 Bearing: 2940 Length 1.00• Min re 'd 1..00' 1.00; Minimum bearing longth sellino used: t"for end suo x 0., 1.00` Timber -soft, D.Fir-L, No.2, 610 (5.1/2"x9-1/4") Supports: All - Timber -soft Beam, D.Fir-L No.2 Total length: 8'•2.0'; Lateral support: top= at supports, bottom= at supports;_ Analysis vs. Allowable Stress fnsit anrf ncsfiartin.i tint Criterion IAAslvsls -value Design value IAnal sis/Design ear.' fv 2 EV 21 fv Fv = 0:29 l BendIngI-) fb 820 Fb' - 1094 fb/Fb. = 0.75 Dead Defl'n ;0,07 = <L/999 Live Defl'n 0:07 <L/99.9 0.27 a L/960 0,26 'iota] Defl'n. 0.17 m L/563 0.40 - 0 240 0.43 Additional Data: FACTORS: F/E(psi)CD CM C CL CF Cfu Cr Cfrt Ci C LC II .Fv 170 1.-25 1.00 1..00 - - - - 1.00 1.06 1.06 2 Fb•'+ .075 1-.25 1.00 1.00 1.000 1.000 .1:00. 1.00 1.00 1.00 - 2 Fcp' 625 1.00 1.00 - - - - .1.00 1.00 - E' 1.3 mil lien 1.00 -1.00 - - - l.op 9.00 - CRITICAL LOAD COMBINATIONS: Shear i LC. 02 - D+Lr, V =2652, V design n 2119 lbs Bendingl.);, LC 02 = D+Lr, M - 5359 lbs -ft Deflection: LC 03 = D+.75(Lr+.42W) (li_ve) LC'..03 - D+.75(Lr+-.42W) (total) D=dead LFlive 9 -snow w=wind 1 -impact Lr -roof live•Lc-concenEratcd E=earthqua Y.e Ail LC',s are listed in the Analysts' output ' Load combinations: ASCE 7-10 / 13C 2012 CALCULATIONS: Deflection: EI 472e06 ib-in2 "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection 4 1.50(Dead Load Doflection) + 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 defection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported accordirig to the provisions of NDS Clause 4.4.1. 1 Design, Check Calculation'Sheet WoodWorks Sizer 10.1 Load Type Distribution COMPANY Summit Structural Design PROJECT Magnitude Start End WoodWorks"' LOa 1 Dec. 20; 2016 13:45 Full Area Total 2212 18.00(16. 0)• PSI B2 Design, Check Calculation'Sheet WoodWorks Sizer 10.1 Load Type Distribution Pat- tern Location [ft] .Start. End Magnitude Start End Unit LOa 1 Dead Full Area Total 2212 18.00(16. 0)• PSI Load2 Wind C&C Full Area 1.00•' 1.00, 'Min mum bearinsl 20...00(16.00)' psf Load3 Hoof eonstr. Full Area Live. Defl'n 0.05 20.00(16.00)' psf L'oad4 Dead Full Area 0.11 - L%639. 18.00 (2.00)' psf Self-we-4ht Dead Full UDL 9_.5 Plf I.Max'imum Reactions (lbs) and Bearing Lengths (in) : V.2" Unfactored': - Dead 1028 Wind987 1028 Roof Live 987 987 Factored: 987 Total 2212 Bearing: 2212 Length I.00` ban re ' d 1.00•' 1.00, 'Min mum bearinsl lenoth.seltino used: T' for end sunnnrtc. 1 . 00• Timber -soft, D.Fir-L, No.2, 6x8 (5.112x7-114'.) Supports: AI) - Timber -soft Beam, D.Fir-L No:2 Total length:, 6 -2:0 - Lateral supporl: top= at supports, bottom= at supports; Analysis vs, Allowable. Stress (psi) and Deflection (in) using NDS 2012: criterion rtnal sis Value Desi n Value Anal 8ie1Des1 n Shear. tv = 59 Fv' - 21 fv Fv' = 0.2 Bending(+) fb - 753 Fb' = 937 fb/Fb' 0:60 Dead Defl'n 0.05 - <L/999 _ _ 1.00 1.00 - 3 Live. Defl'n 0.05 - <L/999 0.20 - L/360 0.23 Total Defl'n 0.11 - L%639. 0.30 - L/240 0;38 Additional Data: FACTORS: F/E(psl)CD 0.1 Ct CL CF'' Cfu Cr ,Cfrt Ci Ch LCN 6W' 170 1.,25 1,-00 1.00 - - - 1.00 1..00 1,0.0 Fb+ 750 1.25 1.,00 1..00 1.000 1.006 1.00 1.00 1,00 1.00 - :2. '2 Fcp' 625 - 1.00 1.06 - - - -. 1.00. 1.00 - - E' 1:3 .million 1.00 1.00 - - _ _ 1.00 1.00 - 3 CRITICAL LOAD COMBINATIONS: Shear .: LC 112 - D+Lr, V - 1980, V design = .1566 lbs Bending(+): LC H2 - D+Lr, M = 3023 lbs -ft Deflection: LC 03 - D+.75(l,r+.42;1) (live) LC 83 - D+,75(Lr+.42W) (total) D=dead L=liven 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 / 18C 2012 CALCULATIONS: Deflection: EI 227eO6 ib-in2 "Live" deflection = Deflection from all non -dead loads (live, wind, snow_.) Total Deflection - 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: L 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. ase verify thal'lhe default deflection limits are appropriate for your application. n lumber bonding members shall be laterally supported according to the provisions of NDS Clause 4.4! 1. • PROJECfi.Cj PAGE.,• SUMMIT STRUCTURAL DESIGN ENGINEER;( F` }�� ����� �. www:summitchico.,com DATE: DESIGN OF Summit Structural Design Cantilever Wall Design Project: Wilks Comments: 12' Wall Date: 12/20/2016 uulDut Overturning Safety Factor Aii.,dy:. i�p A 1 95 Sliding Safety Factor Wall Mom. @ Base of Wall Unit v 1 22 ksf Neel Soil Bearing r Y 0 16 ksf Soil Pressure Length Heel. Moment00°kip -'ft Weight xbar ybar Input llYYisf HeJgWA)ep1h (p_cf) ft ft Wall 12.0 in 12.0 ft 135 0.50 6.00 Footing 3:00 ft 12.0 in 150 1.50 -0.50 Key 0:0 in 0.0 in. 0 0.0.0 4.00 Lo-aldFle_igtit x Y Vertical Load at. top of wall (k) 0.00 0.50 12,00 Moment at top of wall (k -ft) 0.0 0.50 12.00 Add'I Hor. Load 1 (k) 0.000 0.00 ft -- 0.00 Add'I Hor. Load 2 (k) 0,0 0.0 ft -- 0..00 Add'1 Hor. Load 3 (k) 0.0 0.0 ft -- 0.00 Add'f Hor, Load 4 (k) 0.0. 0.0 ft -- 0.00 Add'I Hor. Load 5 (k) 0.0 0.0 ft - 0.00 Uniform Surcharge .(psf) 29.:0. 12.0 ft -- 6.00 Active Soil -Eq. Fluid Wt. (pcf) 0 0.0 ft Wt: 110 pcf Passive.Soil - Eq. Fluid (pcf) 100 0.0 ft Passive Soil -Uniform (psf) 0.0 0.0 ft Sliding Friction Coeff. 0:25 uulDut Overturning Safety Factor Aii.,dy:. i�p A 1 95 Sliding Safety Factor Wall Mom. @ Base of Wall Toe Soil Bearing v 1 22 ksf Neel Soil Bearing r Y 0 16 ksf Soil Pressure Length Heel. Moment00°kip -'ft isfil!U00ft. IVI V I I'MI R5 Wall Mom. @ Base of Wall 2"09`` kip - ft Toe Moment kip - ft Heel. Moment00°kip -'ft (Positive = Right hand Rule) Overturning Moment '' "' ,'� u;,',�`� � 2'4'4.; k -ft Righting Moments : _�" 4 74k ft Sliding Force # Resisting Force 576:# _ LSur H abv TOF TO'F x,y=0 a� A/ _L� f BUILDING ENERGY ANALYSIS REPORT PROJECT: Duane Wilk 3578 Chico Street Chico, CA 95928 Project Designer: Lynn Smith Drafting , BUTTE COUNT 199 Sycamore Valley Rd. BUILDING DIVISION Chico, CA 95926 APPROVED 530-891-0585 Report Prepared by: Adrian Starr A 5 Starr Energy Corporation 2809 Bechelli Lane Redding, CA 96002 530-275-3350 1116-' p.,9 2016 ' "IC 1 Job Number: 1612-045 Wilk Guest House (Solar) Date: 12/22/2016 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC—www.energysoft.com. EnergyPro 6.7 by EnergySoft User Number: 3895 ID: 1612-045 Wilk Guest TABLE OF CONTENTS Cover Page Table of Contents Form RMS -1 Residential Measures Summary Form MF -1 R Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary EnergyPro 6.7 by EnergySoft Job Number: ID: 1612-045 Wilk Guest House (Solar) User Number: 3895 1 2 3 5 9 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Duane Wilk Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 12/22/2016 Project Address 3578 Chico Street Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area ' 1,456'; Addition n/a # of Units 1 INSULATION Construction Type Cavity Area (ft) Special Features Status Wall Wood Framed R 23 1,317 New Demising Wood Framed R 19 80 New Roof Wood Framed Attic R49 1,456 New Floor Wood Framed w/Crawl Space R 30 1,456 New FENESTRATION Orientation Area(ft2) I Total Area: 283 Glazing Percentage: 19.5%1New/Altered U -Fac SHGC Overhang Sidefins Average U -Factor: 0.32 Exterior Shades Status Front (S) 42.01 0.320 0.27 2.0 none Bug Screen New Front (S) 12.0 0.320 0.27 2.0 none Bug Screen New Front (S) 112.0 0.320 0.27 2.0 none Bug Screen New Front (S) 20.4 0.320 0.27 5.0 none Bug Screen New Front (S) 32.0 0.320 0.27 2.0 none Bug Screen New Left (Kq 20.0\ 0,320 0.27 2.0 none Bug Screen New Left (Vl/) ' 20.01 0.320 0.27 2.0 none Bug Screen New Rear (N) ;'20.0 0.320 0.27 2.0 2.50/0.00 Bug Screen New Rear (N) `20.4 j 0.320 0.27 2.0 2.50/0.00 Bug Screen New Rear (N) '\'l 8. 0 �, 0.320 0.27 2.0 2.50/0.00 Bug Screen New Rear (N) 112.0', 0.320 0.27 2.0 2.50/0.00 Bug Screen New Rear (N) k, 40.4 ' 0.320 0.27 2.0 2.50/0.00 Bug Screen New Right (E) 112.O', 0.320 0.27 2.0 none Bug Screen New Right (E) ` 12.0 0.320 0.27 2.0 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Split Heat Pump 8.70 HSPF Split Heat Pump 15.0 SEER Setback New HVAC DISTRIBUTION Location Heating Cooling Duct Location Duct R -Value Status Heat Pump 8.7 HSPF/15 S, Ducted Ducted Crawlspace 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status 1 Heat Pump 50 3.24 Standard New EnergyPro 6.7 by EnerqySoft User Number: 3895 RunCode: 2016-12-22718:10:54 /D: 1612-045 Wilk Guest Pa e 3 of 9 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Duane Wilk Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 12/22/2016 Project Address 3578 Chico Street Chico California Energy Climate Zone CA Climate Zone 11 Total Cond. Floor Area 1,456 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi(ft) Special Features Status FENESTRATION Orientation Area(f 2) I Total Area: 283 Glazing Percentage: 19.5 % New/Altered Average U -Factor: 0.32 U -Fac SHGC Overhang Sidefins Exterior Shades Status Right (E) !20.0. 1 0.320 0.27 2.0 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status En&rgyPro 6.7 by EnerqySoft User Number: 3895 RunCode: 2016-12-22T18:10:54 10: 1612-045 Wilk Guest Page 4 of 9 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: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 1 10.6(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 § 10-11 I 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 cool roof is specified on the CFI R. § 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 CFI R. 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(6): Loose till insulation shall conform with manufacturer's installed design labeled R -value. §150.0(c): Minimum R-13 insulation in 20 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § I50.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. In Climate Zones 14 and 16 a Class 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)1: walls, vented attics and unvented attics with air -permeable insulation. §I50.0(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 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: § I50.0(e) I A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §I50.0(e)I B: 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. §I50.0(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. §I50.0(h)1: 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 § 1 10.2(c). § 150.00)1 A: 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) ] B: 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 I 5O.O0)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. § 150.00)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 §I50.00)2C: Pipe for cooling system lines shall be insulated as specified in §I50.00)2A. Piping insulation for steam and hydropic 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 11 vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class 11 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 I I I 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. §I50.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of §I 10.3(c)5. § 150.0(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 §I50.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ''A 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. § I50.0(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. §I50.0(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 §I50.0(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 § I50.0(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 §I50.0(m)13: space conditioning system must also demonstrate airflow> 350 CPM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy <_ 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, §I50.0(m)15: an airflow from the dwelling, through the air handler tan and delivered to the dwelling, ol'> 350 CPM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of:s 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 ol'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. §I50.0(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. §1 10.4(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 - rammed to run only during off-peak electric demand periods. §1 10.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § I50.0(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. § I50.0(k)I A: 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 150.0-13, as applicable. § 150.0(k) I B: 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 §I50.0(k)IC: §I30.0(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) I D: 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) I E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § I30.0(c). Night lights do not need to be controlled by vacancy sensors. § I50.0(k)I F: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § I50.0(k). § 150.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. §I50.0(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. § 150.0(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 § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) 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 (EMCS) may be used to comply with vacancy sensor requirements of § I50.0(k) if: it § I50.0(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 §I50.0(k)2. § I50.0(k)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of dimmer according to §110.9, and complies with all other applicable requirements in §I50.0(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 §I50.0(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. §I50.0(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. §I50.0(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. § I50.0(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 § I50.0(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 §1 10.9; meets the Installation Certification requirements in §130.4; meets the requirements for an FMCS 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 § 150.0(k)9A; or ii. Shall comply with the applicable requirements in §I 10.9, §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 § 1 10.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § I50.0(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). § 150.0(k)1 1: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for ' nonresidential garages in § 1 10.9, 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 § I50.0(k)I2A: 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: §I50.0(k)1213: 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 § 1 10.10(a)1: 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 § 1 10.10(e). §1 10.10(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)1: 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. § 1 10.10(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. § 1 10.10(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 §1 10.10(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. § 1 10.10(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 § 1 10.10(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 § 1 10.10(b) through § 110.10(c) shall be provided to the occupant. 0.10(e)1: The main electrical service panel shall have a minimum busbar rating of 200 amps. I The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a 0.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or r main circuit location, and permanently marked as "For Future Solar Electric". HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Duane Wilk Date 12/22/2016 System Name Heat Pump 8.7 HSPF/15 SEER -12.5 EER Floor Area 1,456 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 648 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 40,000 13,538 668 363 14,181 Total Output Btuh 40,000 0 Output Btuh/s ft 27.5 530 542 Cooling System 921 -921 Output per System 30,000 0 0 0 0 Total Output Btuh 30,000 921 668 -921 Total Output (Tons) 2.5 530 542 Total Output Btuhls ft) 20.6 Total Output s ff/Ton 582.4 1 16,440 13,422 Air System CFM per System 1,000 HVAC EQUIPMENT SELECTION Airflow cfm 1,000 Heat Pump 8.7 HSPF/15 SEER -12.5 EER 24,432 2,330 22,297 Airflow cfm/sgft 0.69 Airflow cfm/Ton) 400.0 Outside Air % 0.0% Total Adjusted System Output 24,432 2,330 (Adjusted for Peak Design conditions) 1 TIME OF SYSTEM PEAK Aug 7PM 22,297 Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions Jan 1 AM HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heating Peak) 22 OF 68 OF 69 OF 105 OF Outside Air ...� 0 cfm Supply Fan Heating Coil 104 OF 1,000 cfm ROOM 68 OF Return Fan 67 OF p_ 68 OF 1,000 cfm COOLING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Cooling Peak) 102171°F 76/62°F 77/62°F 55/54°F Outside Air 0 cfm Supply Fan Cooling Coil 55 / 54 OF 1,000 cfm F-- 46.1 % RVOM Return Fan 76/62°F 75!62°FU 75/61°F © 1,000 cfm EnergyPro 6.7 by EnergySoft User Number: 3895 Run Code: 2016-12-22718:10:54 /D: 1612-045 Wilk Guest, Page 9 of 9 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Wilk Guest House (Solar) Calculation Date/Time: 18:49, Thu, Dec 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 1612-045 Duane Wilk Guest House (Solar).xml CF1 R -PRF -01 Page 1 of 9 GENERAL INFORMATION 01 Building Complies witt;Computer Performance*` € 01 Project Name Wilk Guest House (Solar) «n 'N V-1 C:.» rX -; Ip r� *A "!t` 4 Xdf c'A 02 Calculation Description Title 24 Analysis Standard Design Proposed Design Compliance Margin 03 Project Location 3578 Chico Street 22.38 17.82 4.56 04 City Chico 05 Standards Version Compliance 2015 06 Zip Code 95928 07 Compliance Manager Version BEMCmpMgr 2013-4 (744) 08 Climate Zone CZ11 09 Software Version EnergyPro 6.6 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) •180 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft2) 1456 15 Number of Zones 1 16 Slab Area (W) 1456 17 Number of Stories 1 18 Addition Cond. Floor Area N/A 19 Natural Gas Available No 20 -Addition Slab Area (ff2) N/A 21 Glazing Percentage (%) 19.5% COMPLIANCE RESULTS v 01 Building Complies witt;Computer Performance*` € 02 This building incorporates features that require field testing and/or,venfication:,by arcertified:HERS rater under the supervision of a CEC-approved HERS provider. 1,. 14 04" #ik' W 03 This building incorporates one or�more Special Featuressh*1�1ow�nbelow r� «n 'N V-1 C:.» rX -; Ip r� *A "!t` 4 Xdf c'A Registration Number: 216-N0474692B-000000000-0000 Registration Date/Time: 2016-12-22 18:52:56 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-12-22 18:50:10 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement Space Heating 22.38 17.82 4.56 20.4% Space Cooling 49.42 34.37 15.05 30.5% IAQ Ventilation 1.18 1.18 0.00 0.0% Water Heating 21.78 12.65 9.13 41.9% Photovoltaic Offset ---- 0.00 0.00 --- Compliance Energy Total 94.76 66.02 28.74 30.3% Registration Number: 216-N0474692B-000000000-0000 Registration Date/Time: 2016-12-22 18:52:56 HERS Provider: CalCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-12-22 18:50:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Wilk Guest House (Solar) ~' Calculation Date/Time: 18:49, Thu, Dec 22, 2016 ' Calculation Description: Title 24 Analysis .Input File Name: 1612-045 Duane Wilk Guest House (Solar).xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Raised heel truss, ,A r •fCeiling has high level of insulation •- Window -overhangs -and/or -fins , -CFIR-PRF-01 Page 2 of 9 HERS FEATURE SUMMARY` ' The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: High Quality Insulation Installation (all) •+IAQ mechanical ventilation F Cooling System Verifications: - -Minimum Airflow .,. - • Werified EER Verified SEER L "Refrigerant Charge' ` t- • ,Fan Efficacy Watts/CFM yC Y HVAC Distribution System Venfl6tions ,- t *' w f -,Duct Sealing ''t .•,""� f�` k Domestic Hot Water System Verifications}, None . a i :r .:.• 4tts %t 1W -if, #s[VL 11 it 401 - a[: 3d. '4i,. a i ''a %ti . • -. - _ ENERGY DESIGN RATING ' . � '� This is the sum of the annual TDV energyconsumption for er use com onents included in t4l erfo�mance-com liance-a roach'for'the' Standard Design Building Ener Bud et and the annual . P. gY P P P PP 9 9( 9Y. 9) TDV energy consumption for lighting and components not regulated byTitle 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Use t =s Energy Design Rating "41 .1 Margin Percent Improvement Total Energy (kTDV/f2-yr)* 161.62 • ` ` ` f 132 88 ., y s 28.74 *'includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION • 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation - Cooling Systems Number of Water Heating Systems Wilk Guest House (Solar) 1456 1 (d •2:::Ek 1 0 x[13 Registration Number: 216-No474692B-000000000-0000 Registration Date/Time: 2016-12-22.118:52:56 HERS Provider: CaICERTS inc. '.CA Building Energy Efficiency Standards 2013 Residential Compliance^ Report Version - CFIR-04072016-744 ' Report Generated at: 2016-12-22 18:50:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Wilk Guest House (Solar) Calculation Date/Time: 18:49, Thu, Dec 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 1612-045 Duane Wilk Guest House (Solar).xml CF1 R -PRF -01 Page 3 of 9 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Zone 1 - House Conditioned Heat Pump 8.7 HSPF/15 SEE1 1456 9 DHW Sys 1 Front Wall OPAQUE SURFACES fix, A 0 0 ars^ e^*01 01 02 ' + Z 03� 04 dt w 4— ' '1' 06 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Front Wall Zone 1 - House R43 Wall (BIBS) 180 Front 468 88.4 90 Left Wall Zone 1 - House R-23 Wall (BIBS) 270 Left 332 40 90 Back Wall Zone 1 - House 10-23 Wall (BIBS) 0 Back 468 110.792 90 Right Wall Zone 1 - House rk-23 Wall (BIBS) 90 Right 332 44 90 Interior Wall to Attic Zone 1 Zone 1-- House—Attic - - House i �R-19 Knee Wall 80 0 Roof Zone 1 - House R749 Roof Attic w/Rad'iant 1456 I I It 11 Of ATTIC ' A It t` fix, A 0 0 ars^ e^*01 01 02 ' + Z 03� 04 dt w 4— ' '1' 06 07 08 Name Construction Type Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Zone 1 - House Attic RoofZone 1 -House Ventilated 6 0.1 0.85 t Yes No Registration Number: 216-NO4746928-000000000-0000 Registration Date/Time: 2016-12-22 18:52:56 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-12-22 18:50:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Wilk Guest House (Solar) Calculation Description: Title 24 Analysis Calculation Date/Time: 18:49, Thu, Dec 22, 2016 Input File Name: 1612-045 Duane Wilk Guest House (Solar).xml C F1 R -PRF -01 Page 4 of 9 WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Multipli Surface (Orientation -Azimuth) Width (ft) Height (ft) er Area (W) U -factor SHGC Exterior Shading Window F1 3040 Window Front Wall (Front -180) 3.0 4.0 1 r12.01 0.32 0.27 Insect Screen (default) Window F2 3040 Window Front Wall (Front -180) 3.0 4.0 1 12.0 0.32 0.27 Insect Screen (default) Window F3 4030 Window Front Wall (Front -180) 4.0 3.0 1 "12.0` 0.32 0.27 Insect Screen (default) French Door F4 3068 Window Front Wall (Front -180) 3.0 6.8 1 20.4; 0.32 0.27 Insect Screen (default) Window F5 8040 Window Front Wall (Front -180) 8.0 4.0 1 x32.0 0.32 0.27 Insect Screen (default) Window L1 5040 Window Left Wall (Left -270) 5.0 4.0 1 20.0 0.32 0.27 Insect Screen (default) Window L2 5040 Window Left Wall (Left -270) 5.0 4.0 1 20.0 0.32 0.27 Insect Screen (default) Window 61 5040 Window Back Wall (Back -0) 5.0 4.0 1 x20.0 ,, 0.32 0.27 Insect Screen (default) French Door B2 3068 Window Back Wall (Back -0) 3.0 6.8 1 `20.4 0.32 0.27 Insect Screen (default) Window B3 6030 Window Back Wall (Back -0) 6.0 3.0 1 ,18.0 0.32 0.27 Insect Screen (default) Window B4 3040 Window _ Back Wall,(Back-0) 3.0 4.0 1 12.0 , 0.32 0.27 Insect Screen (default) SGD B5 6068 Window Backwall (Back-0)s.�C6:0 6.80.99 40,4 0.32 0.27 Insect Screen (default) Window R1 3040 Window Right Wall (Right -90) I? 3 0 r, 4.0 1 IN X12.0 0.32 0.27 Insect Screen (default) Window R2 3040 Window Right Wall.(Ftight 90) �" ' 3;0 4.0+ 112 0.32 0.27 Insect Screen (default) Window R3 5040 Window �` ; Right Wall (Right-90)CZ 5 0 4',0 '„ "20.0 0.32 0.27 Insect Screen (default) Registration Number: 216-N0474692B-000000000-0000 Registration Date/Time: 2016-12-22 18:52:56 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version. - CF1R-04072016-744 Report Generated at: 2016-12-22 18:50:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Wilk Guest House (Solar) Calculation Date/Time: 18:49, Thu, Dec 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 1612-045 Duane Wilk Guest House (Solar).xml CF1 R -PRF -01 Page 5 of 9 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up Window F1 3040 2 0.1 49 2 2 0 0 0 0 0 0 0 0 Window F2 3040 2 0.1 38 14 2 0 0 0 0 0 0 0 0 Window F3 4030 2 0.1 28 23 2 0 0 0 0 0 0 0 0 French Door F4 3068 5 0.1 2 1 2 0 0 0 0 0 0 0 0 Window F5 8040 2 0.1 8.5 38 2 0 0 0 0 0 0 0 0 Window L1 5040 2 0.1 19 6 2 0 0 0 0 0 0 0 0 Window L2 5040 2 0.1 9 19 2 0 0 0 0 0 0 0 0 Window B1 5040 2 l' 0.1 46 4 2 2.5 0 17 0 0 0 0 0 French Door B2 3068 2 0.1 41 11 2 2.5 0 17 0 0 0 0 0 Window B3 6030 "2 0.1 31 18 2 2.5 0 17 0 0 0 0 0 Window B4 3040 2 .0.1 --.21 3�1. � � � , 12, 2.5_ 0 17 0 0 0 0 0 SGD656068 2X0.1 8.5.40 2;2.5 Os 1x17 0 0 0 0 0 Window R1 3040 2':0 1 �. ? 25.`5 2'5 '�2r 0 01.i : 1'7 0 t �:.. 0 0 0 0 0 Window R2 3040 ` 2 {1 116.5 X11.5 r2; O N u1 0 0 0 0 0 0 0 Window R3 5040 2 0`.1 - '5 ,,... ` °21' ' 2 ' -*lob W " 6A. """ W 0 0 0 0 0 Registration Number: 216-N0474692B-000000000-0000 Registration Date/Time: 2016-12-22 18:52:56 HERS Provider: CaiCERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-12-22 18:50:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Wilk Guest House (Solar) Calculation DatefTime: 18:49, Thu, Dec 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 1612-045 Duane Wilk Guest House (Solar).xml CFI R -PRF -01 Page 6 of 9 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 C04 1 t'ax OS 06 07 Name 'Zone •. Area (ft2)� Perimeter„(ft) rEdgelnsul.¢R-value 8 Depth Carpeted Fraction Heated Total Cavity Winter Design 4"%k -.16000 None 0.8 No Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic RoofZone 1 - House Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board • Cavity / Frame: R-23 / 2x6 • Exterior Finish: Wood R-23 Wall (BIBS) Exterior Walls Wood Framed Wall 2x6 @ 16 in. O.C. rR 23 0.063 Siding/sheathing/decking • Inside Finish: Gypsum Board • Cavity / Frame: R-19 / 2x6 R-19 Knee Wall Interior Walls Wood Framed Wall 2x6 @ 16 in. O.C. r R 19 0.067 Other Side Finish: Gypsum Board • Inside Finish: Gypsum Board Ceilings (below; Cavity/ Frame: R-9.1 /2x4 R-49 Roof Attic w/Radiant attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. �'-R 49 0.020 Over Floor Joists: R-39.9 insul. SLAB FLOORS a 01 "02Y~ ` . ' 03� l f C04 1 t'ax OS 06 07 Name 'Zone •. Area (ft2)� Perimeter„(ft) rEdgelnsul.¢R-value 8 Depth Carpeted Fraction Heated Slab -on -Grade Zone4, House ;rte ,1456 4"%k -.16000 None 0.8 No BUILDING ENVELOPE - HERS VERIFICATION - 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Required Not Required Not Required --- WATER HEATING SYSTEMS 01 02 03 04 05 06 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Standard DHW Heater 1 1 .0% Registration Number: 216-N0474692B-000000000-0000 Registration Date/Time: 2016-12-22 18:52:56 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-04072016-744 Report Generated at: 2016-12-22 18:50:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Wilk Guest House (Solar) Calculation Date/Time: 18:49, Thu, Dec 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 1612-045 Duane Wilk Guest House (Solar).xml CF1R-PRF-01 Page 7 of 9 WATER HEATERS 01 02 03 04 05 06 07 08 Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Heat Pump '-Small Storage 50 3.24 4498 -watts 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution DHW Sys 1 - 1/1 - --- --- --- --- --- SPACE CONDITIONING SYSTEMS 01 02 03 04 05 06 SC Sys Name '- System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name :Heat Pump System 1:Air Distribution System 1:HVAC Fan 1:2 , Heat Pump Heating and e_wCoolin9 Systeme k Heat Pum S s em 1 E I i -1 HERS Verification Heat Pum System 1, a SPI: { i HVAC Fan 1 Air Distribution System 1 y 'IL— if l 4 it ii 11 � J x4_^ HVAC - HEAT PUMPS k l 'C� r-* t.''s-'* tz 01 02 ' ` # 03 64 05 ` 06' "1' 07— ' 08 09 10 Name Type Heating HSPF/COP Cap 47 Cap 17 Cooling SEER JEER-, Zonally Controlled Multispeed Compressor HERS Verification Heat Pump System 1 r L SplitHeatPump� - -- 8.7 40000 22000 15 712.5, .� No No Heat Pump System 1 -hers -cool HVAC COOLING - HERS VERIFICATION 01 02 03 04 05 06 Name Verified Airflow Airflow Target Verified EER Verified SEER Verified Refrigerant Charge Heat Pump System 1 -hers -cool Required 350 Required C Required J Required Registration Number: 216-N0474692B-000000000-0000 Registration Date/Time: 2016-12-22 18:52:56 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-12-22 18:50:10 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Wilk Guest House (Solar) Calculation Date/Time: 18:49, Thu, Dec 22, 2016 Calculation Description: Title 24 Analysis Input File Name: 1612-045 Duane Wilk Guest House (Solar).xml CF1R-PRF-01 Page 8 of 9 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 DuctsAttic Sealed and tested T 8 i " Attic -1 None Air Distribution System 1-hers-dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 07 08 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required 6.0 Not Required Not Required Not Required Not Required --- HVAC-FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 -Single Speed PSC Furnace Fan 0.58 HVAC Fan 1 -hers -fan ,s.ro-w A, .,d� s __•__`_ a r---' V ^ .F.<K e. 31 HVAC FAN SYSTEMS - HERS VERIFICATION G"k 01Y . 3 11 162 4 1;,�"'.,�` oafV N*0 `% 03 Name Veh ied Fan Waubra i F R Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 37.06` 0.25 Default 0 Required Registration Number: 216-No474692B-000000000-0000 Registration Date/Time: 2016-12-22 18:52:56 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CFiR-04072016-744 Report Generated at: 2016-12-22 18:50:10 r CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Wilk Guest House (Solar) Calculation Description: Title 24 Analysis Calculation Date/Time: 18:49, Thu, Dec 22, 2016 Input File Name: 1612-045 Duane Wilk Guest House (Solar).xml CFI R -PRF -01 Page 9 of 9 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Adrian Starr 61W Company: Signature Date: A 5 Starr Energy Corporation 2016-12-22 18:52:56 Address: CEA/HERS Certification Identification (If applicable): 2809 Bechelli Ln. City/State/Zip: Phone: Redding, CA 96002 530-275-3350 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified. on -this Certificate of Compliance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted�to.the enforcement,agency,for approvalwith,th sbuilding permit application. Responsible Designer Name:t, L5i'i IL :Responsible Designer SignatGre.'" ' Adrian Starr ', ' i Company: » Date.Signed: 18:52:56 A 5 Starr Energy Corporation 2016-12-22 Address: License: 2809 Bechelli Ln. N/A City/State/Zip: Phone: Redding, CA 96002 530-275-3350 Digitally signed by CaICERTS. This digital signature is provided in order to secure the content of this registered document, and in noway implies Registration Provider responsibility for the accuracy of the information. Registration Number: 216-N0474692B-000000000-0000 Registration Date/Time: 2016-12-22 18:52:56 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-04072016-744 Report Generated at: 2016-12-22 18:50:10 Systems Plus Lumber Co. 1800 S. Barney Rd. Anderson, CA 96007 (530) 378-6800 (530) 365-5903 fax Trusses & Pre Manufactured Wall Panels systplus@systplus.com www.systplus.com INSPECTION AGENCY Timber Products Inspection, Inc. 105 S.E. 124`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. * 082017 1 by ?-%S ICC ES Report ESR -1311 & ESR 1988 IAS Certified Inspection No. AA -702 Fabrication in compliance with 2013 CBC SECTION 2303.4.2 IBC/IRC 2012 SECTIONS (2303A/R802.10roof/R502.1 Ifloor) TRUSS ENGINEERING LAYOUT YES ❑■ NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B IA ✓ Gable End 110 Wind C 1B Hat Truss over 6/12 2 Hat Truss under 6/12 2B Web Bracing Details 3 ✓ Valley Fill Frames 4 Open Face Jacks 5 Toe nail 6 Bearing Block 3.5 7 Bearing Block 5.5 7A Floor 8 Dbl T/C Notching 9 HVAC 10 Truss Data 11 ✓ Purlin Gable 12 BCSI at w•ww.sbcindustrv.com BCSI-B1 Summary Sheet at www.sbcindustrv.coin Systems Plus Job Number 1612=093 Date 12/27/16 Revision(s);� Customer Project Location PE fRI N11 IF T� WI LK BUTTE COUNTY DEVELOPMENT SERVICES RES CODE COMPLIANCE CHICO DATE --)--Z — J BY PRIOR TO ERECTING TRUSSES, READ TRUSS DATA SHEET AND NOTE BCSI-B 1 SUMMARY SHEET GUIDE FOR HANDLING, INSTALLING NOTE AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES 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-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: - -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS 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. 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-B1 SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING: -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & MII/SAC-23). -RESTRAINT OF LATERAL BRACING AND ADDITIONAL BRACING FOR THE COMPLETE STRUCTURE IS 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 10'4' O.C. WITHOUT A SPECIFIC ENGINEERED DESIGN. NO CUTTING, DRILLING, NOTCHING, OR TRIMMING OF ANY TRUSS MEMBER IS PERMITTED. STANDARD GABLE END DETAIL MII/SAC - 20A 9/17/2004 PAGE 1 OF 2 4x4 = H .DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1X4 OR 2X3 (TYP) VARIES TO COM. 12 TRUSS SHEATHING (BY OTHERS) 31/2 X11/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD VERTICAL STUD TYPICAL 2x4 L CE 0 2x4 VERTICALS W/8d NIAILS SPACED AT 8" O.C. LOADING(psl] SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code ASCE 7-02 TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD 3x5= Lo S( o\�OC R 1 of 24" MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW MITek Industries, Inc. Western Division 24" END ""�o WALL %GID CEILING MATERIAL DETAIL A SEP 222015 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0112 - 5-10-0 11-8-0 B-10-0 16 INCH O.C. OVER 8'-611 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6-. TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 A WARMNO • Very# deafgn parametem and READ NOTES ON = AND MMUDSO AIUTSK AEF IZWCr PACE XW-7473 limits USS,suite 7 � G oanbadc Ialle Design void far use only with ANfek connectors This design Is breed only upon parameters shown. and Is for on Individual building component. GWs H9ghls, GA 9581 Appicabfity of design paromenlers and proper Incorpaollon of component Is responsibtily of building designer - not truss designer. Bracing shown b lot lateral support of Individual web members only. Additional temporary bracing to Insure stablilly during conslruclion is the responsibly of the nit erector. Additional permanent bracing of the overall structure is the resporWb9ly of the building designer. For general guidance regarding Iabricalion, quality control storage, delivery, erecilon and bracing, consull ANSI/1P11 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available Iromiruss Plate Institute, 583IXOnofrio Drive, Madison, WI 53719. MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 5-10-0 11-8-0 B-10-0 16 INCH O.C. 24 INCH O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6-. TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 A WARMNO • Very# deafgn parametem and READ NOTES ON = AND MMUDSO AIUTSK AEF IZWCr PACE XW-7473 limits USS,suite 7 � G oanbadc Ialle Design void far use only with ANfek connectors This design Is breed only upon parameters shown. and Is for on Individual building component. GWs H9ghls, GA 9581 Appicabfity of design paromenlers and proper Incorpaollon of component Is responsibtily of building designer - not truss designer. Bracing shown b lot lateral support of Individual web members only. Additional temporary bracing to Insure stablilly during conslruclion is the responsibly of the nit erector. Additional permanent bracing of the overall structure is the resporWb9ly of the building designer. For general guidance regarding Iabricalion, quality control storage, delivery, erecilon and bracing, consull ANSI/1P11 Quality Criteria, DSB-89 and BCSII Building Component M iTek® Safety Information available Iromiruss Plate Institute, 583IXOnofrio Drive, Madison, WI 53719. STANDARD GABLE END DETAIL M11/SAC - 20A 9/17/2004 PAGE 2 OF 2 4-10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 1 Od (TYP) �'�� \\` SIMPSON A34 — OR EQUIVALENT 2X4 No. 2 OR BTR. GABLE EN 6'-3" MAX TO BEARING WALL 45° STRONGBACK 2X4 No. 2 OR BTR 2X4 BLOCK 2X4 ST JD OR BTR SPACED @ T-0" O.C. SHALL E PROVIDED AT EACH END OF BRACE, EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHO S W/ 4-10d NAILS, MAX. NGTH = T-0" STANDARD TRUSSES SPACED @ 24" O.C. ALTERNATE BRACING DETAIL 500 oso U� *, - NO. C0744 EXP. 12-31 OF NOTES SEP 2 2 1015 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-1 Od NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOENAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. A WAXAM • DerVy das(gnpararrsetens and READ NOTES ON TAW AND I MUMED A}?=KAEPMacrrr¢ PAGE IM -7473 RRMRE USE.7777 Greenback Lena Eli ® og Design void for use only with Mliek connectors. This design b based only upon parameters shown, and h [or an IndMdual building component. Suite He Appicobl6ly of design poramenlen and proper tncorporalion of component Is responsibility of building designer - not tens designer. Bracing shown Citrus Heights, CA, 9581 is lar blest supporl of Individual web members only. Addllbnal temporary bracing to Insure stability during construction is the responslbimly of the erector. Additional permanent bracing of the overall structure Is the responsibility of the bolding designer. For general guidance. regarding j fabrication, quaBly control storage, defrvary, erection and bracing. consult ANSI/iPli Quality Criteria,OSB-89 and BC511 Bolding Component M t eek® Safety Information available from Truss Pble Instilule, 583 D'Onofdo Drive, Madison. WI 53719. STANDARD GABLE END DETAIL MII/SAC - 20B 9/17/2004 PAGE 1 OF 2 4x4 = H *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR —ALTERNATE BRACING DETAIL — 1 X4 OR 2X3 (TYP) VARIES TO COM.Fi-2 TRUSS CONT. BR ISPAN TO MAIU VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/Bd NAILS SPACED AT B" O.C. TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD SHEATHING (BY OTHERS) 3 1/2i _�Z'1 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD SEP 2 2 2015 OQvLpFtbW `pOsoONG NO, C0744E EXP. 12-31-1 OF MITek Industries, Inc. Western Division t 4—►1I //II 24T'YOP.c. 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END WALL IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT LOADING(pst SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 7.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code ASCE 7-02 TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD SHEATHING (BY OTHERS) 3 1/2i _�Z'1 1/2" NOTCH AT 24" O.C. (MIN.) TOP CHORD SEP 2 2 2015 OQvLpFtbW `pOsoONG NO, C0744E EXP. 12-31-1 OF MITek Industries, Inc. Western Division t 4—►1I //II 24T'YOP.c. 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END WALL IGID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 71-011 12 INCH O.C. 4-11-0 9-10-0 736--o- 16 INCH OVER 81-611 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED.AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 ,Q WARWNG • Varfh daelgn parameters and READ NOTES ON SIRS AND fNCUMED w7Ex REFERENCE PAGE MU --7473 ,0r"PS USE, 7777 Greenback Lane �® Design void for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabllly of design paromeniers and proper incorporation of component Is responsibmly of building designer - not truss designer. Bracing shown CIINs Heights. CA !3581 Is for lateral support of individual web members only. AddBlonal temporary br=ing to Insure stability during construction is the responsibl®ly of the erector. Addillonol permanent bracing of the overall structure Is the responsibility of the binding designer. For general guidance regarding labrlcallon, quality control, st ;ogTa calvary, erection and bracing, consult ANSI/IPII Quality CAlerto, DSB-89 and BCS11 Building Component M v'Tek� Safety information ovotlablo from Truss Plate tmtllule, S83 D'Onotdo Drive, Madison, WI 53719. MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 4-11-0 9-10-0 736--o- 16 INCH 24 INCH O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 110 MPH WIND EXP. C, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED.AT 24" O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 1 OD NAILS SPACED AT 6" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. 4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Continued on page 2 ,Q WARWNG • Varfh daelgn parameters and READ NOTES ON SIRS AND fNCUMED w7Ex REFERENCE PAGE MU --7473 ,0r"PS USE, 7777 Greenback Lane �® Design void for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabllly of design paromeniers and proper incorporation of component Is responsibmly of building designer - not truss designer. Bracing shown CIINs Heights. CA !3581 Is for lateral support of individual web members only. AddBlonal temporary br=ing to Insure stability during construction is the responsibl®ly of the erector. Addillonol permanent bracing of the overall structure Is the responsibility of the binding designer. For general guidance regarding labrlcallon, quality control, st ;ogTa calvary, erection and bracing, consult ANSI/IPII Quality CAlerto, DSB-89 and BCS11 Building Component M v'Tek� Safety information ovotlablo from Truss Plate tmtllule, S83 D'Onotdo Drive, Madison, WI 53719. STANDARD GABLE END DETAIL MIUSAC -201 9/17/2004 PAGE 2 OF 2 4- 10d NAILS MIN. ;PLYWOOD SHEATHING i' TO 2X4 STD. DF -L BLOCK 2- 10d SIMPSON A34� OR EQUIVALENT LEDGER 2X4 No. 2 OR BTR ' GABLE END, 6'-3" MAX TO BEARING WALL -- 2X4 BLOCK + 45" ALTERNATE BRACING DETAIL, NOTES SEP 2 2 2015 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6e O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 1 Od TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET:. 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER, 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @4-0" O.C. MAX. , 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. c © WARMNG • V.rt& design parameters and READ NOTES aN TM AND INCLUDED igJ=PZFERENCE PAOLPLIII.7473 BSPORS USS, 577uit8 1 Greenback Lane .� Design valid for use only with MlTek conneclors. This design Is based only upon paromefers shown, and Is for an IndMdual building component. Citrus Heights, CA, 9581 App Bcabf6ly of design paromenlers and proper Incorporation of component h raspons1b0ly of building designer - not truss designer. Bracing shown h for lateral support of individual web members only. Additional lempOrary bracing to Insure slab®ty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery; erection and bracing, consue ANSI/rP11 Quality Criteria, DSB-89 and BCSll Bullding Component �� Safety Inlommeon ovallobie from Truss Plate kmslgute. 5M D'Onofrlo OWN% Madison, Wl 53719. Mj �'ek 2X4 sr JD OR BTR SPACED @ 5'4" O.C. SHALL E PROVIDED AT EACH END OF BRACE EXCEPT.FOR BRACE EXTENDED STRONGBACK INTO E CHORDS & CONNECTED TO 2X4 No. 2 OR BTR CHOP S W/ 4- 1 Od NAILS. MAX. NGTH = T-0" QaOF STANDARD TRUSSES SPACED @ 24" O.C. NO. C074486 EXP. 12 -31 - ALTERNATE BRACING DETAIL, NOTES SEP 2 2 2015 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6e O.C. 2 2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3;2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 1 Od TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET:. 1. MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER, 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @4-0" O.C. MAX. , 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. c © WARMNG • V.rt& design parameters and READ NOTES aN TM AND INCLUDED igJ=PZFERENCE PAOLPLIII.7473 BSPORS USS, 577uit8 1 Greenback Lane .� Design valid for use only with MlTek conneclors. This design Is based only upon paromefers shown, and Is for an IndMdual building component. Citrus Heights, CA, 9581 App Bcabf6ly of design paromenlers and proper Incorporation of component h raspons1b0ly of building designer - not truss designer. Bracing shown h for lateral support of individual web members only. Additional lempOrary bracing to Insure slab®ty during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, delivery; erection and bracing, consue ANSI/rP11 Quality Criteria, DSB-89 and BCSll Bullding Component �� Safety Inlommeon ovallobie from Truss Plate kmslgute. 5M D'Onofrlo OWN% Madison, Wl 53719. Mj �'ek -7 [MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE OD �ULJ 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE GENERAL NOTES TYPE BRACING MATERIALS BAY SIZE 24"C.C. 48"O.C. 72" O.C. ROOF AND/OR CEILING DIAPHRAGM, THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED . BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE _ �:N'::� �� ' - .. M�J:.i'. t. (�{^2• •:.A"x:11. 10'-0" 16 1 0 1886 886 282 9 (0.131')2.5') FOR 1x4 BRACES, 2.10d (0.131'x 3') FOR 2x3 and 2x4 BRACES, AND 3.1 Dd (0.131')3') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'7(2.5') NAILS FOR 1x4 LATERAL BRACES, 3143 3143 4715 12'-0" 1342 1572 1572 2358'i 4715 7074 FOR CONTINUITY. 4' - 1 0" 1150 1 47 3 1347 2021 - WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE —sbcindus0'y.com and w Apin6Lorg - 16'-0" 1006 1179 ,1179 1768 t`' '' 2358 2358 3536 8, TABULATED VALUES ARE BASED ON A DOL. = 1.15 18'-0" 894 1048 1048 1572 :^ = `.• :'i. 3143 4715 , 1886 1886 20'-0" 805 943 943 1414 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' Tei.ee no 1-- tucrei i eT.— rt nne eun oonrn icT cocncicennu 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. MEMBERS 4 0 CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) GENERAL NOTES 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 R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131')2.5') FOR 1x4 BRACES, 2.10d (0.131'x 3') FOR 2x3 and 2x4 BRACES, AND 3.1 Dd (0.131')3') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'7(2.5') NAILS FOR 1x4 LATERAL BRACES, ' 2-10d (0.131'x3') NAILS FOR 2x3 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 —sbcindus0'y.com and w Apin6Lorg - 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' Tei.ee no 1-- tucrei i eT.— rt nne eun oonrn icT cocncicennu 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. MEMBERS 4 0 CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) March 4, 2013 T -BRACE / I -BRACE DETAIL ST,- T -BRACE =00 O 0 00 0 00 a MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 Note: T -Bracing [I -Bracing to be used when continuous lateral bracing is impractical. T -Brace / I -Brace must cover 90% of web length. Note: This detail NOT to be used to convert T -Brace / I -Brace webs to continuous lateral braced webs. Nailing Pattern T -Brace size Nail Size Nail Spacing 1x4 or 1x6 10d 8" o.c. 2x4 or 2x6 or 2x8 16d 8" o.c. Note: Nail along entire length of T -Brace / I -Brace (On Two -Ply's Nail to Both Plies) WE Nails VVCU 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 2x8 Nails SPACING Web Size 2x3 or 2x4 Ar 2x6 A 2x8 k T -BRACE 1x6 (*) T -Brace 2x6 I -Brace 2x8 T -Brace 2x8 I -Brace , Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing 1 2 2x4 T -Brace 2x4 I -Brace 2x6 T -Brace 2x6 I -Brace 2x8 T -Brace 2x8 I -Brace Nails Web .1 -Brace Nails T -Brace / I -Brace must be same species and grade (or better) as web member. (*) NOTE: If SP webs are used in the truss, 1 x4 or 1 x6 SP braces must be stress 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 1X bracing material, use IND 55 for T-Brace/I Brace JANUARY 1, 2009 L -BRACE DETAIL ST - L -BRACE MiTek USA, Inc. Page 1 of 1 =DE1 0 00 ,s 0 00 a MiTek USA, Inc. 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 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 ie 1 2 x4. 1x4 ' 1x6 2x8 STITUTION NOT APLICABLE. Web Si Nails 2x3 or 2 2x6 2x8 "' DIRECT SUB r \ L-t$HAUt Specified Continuous Rows of Lateral Bracing Web Size 1 2 ` 2x3 or 2x4 2x4 2x6 2x6 2x8 2x8 DIRECT SUBSTITUTION NOT APLICABLE. Nails � Section Detail � . EL -Brace ; Web r L -Brace must be same species grade (or better) as web member. JANUARY 1, 2009 SCAB -BRACE DETAIL ST - SCAB -BRACE MiTek USA, Inc. Page 1 of 1 Note: Scab -Bracing to be used when continuous 0 00 0 00 lateral bracing at midpoint (or T -Brace) is n impractical. L—] Scab must cover full length of web +/; 6 • MiTek USA, Inc. THIS DETAIL IS NOT APLICABLE WHEN BRACING IS REQUIRED AT 1/3 POINTS OR,I-BRACE IS SPECIFIED.'" APPLY.2x_ SCAB TO ONE FACE OF WEB WITH a 2 ROWS OF 10d (3" X 0.131 ") NAILS SPACED 6" O.C. SCAB MUST BE THE SAME GRADE, SIZE AND . SPECIES (OR BETTER) AS THE WEB: . MAXIMUM WEB AXIAL FORCE = 2500 lbs MAXIMUM WEB LENGTH = 12'-0" 2x4 MINIMUM WEB SIZE SCAB BRACE MINIMUM WEB GRADE OF #3 Nails � Section Detail r ®E Scab -Brace ' Web Scab -Brace must be same species grade (or better) as web member. ' e' iTe k& MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 ' Telephone 916/676-1900 Re: 1612-093 Fax 916/676-1909 WILK 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: R49320053 thru R49320063 My license renewal date for the state of California is Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. { OQ?,OFESS/pN� i EODO Fyc Q F w w :C 75435 c m � M EXP. 0313112018 LP CIVIL December 27;2016_ Teodosescu, Eduard IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Plyjob, LK R49320053 1612-093 A01 GABLE 1 1 Reference (optional) Systems Plus Lumber Go, Anderson, GA 8.030 s Sep zu zU16 ml I ex Industries, Inc. Thu Dec 22 14:33:22 2016 rage 1 ID:8jtDJoc6aPv4Juzr?hODw2y8KsP-QjprXjDucl6yoj?l g71 wvUeK9SROeNOMYQblXOy6Nzh 14-0-0 _ 28.0-0 30.0.0 2-0-0 14-0-0 14.0-0 2-0-0 Scale = 1:52.1 4x6 = K L M J N 5.00 12 0 H P G Q F R 5 E S 5 D 4x4 % AH AG 3x6 AE AD T 4x4 AJ C At - AG U o_ AK AS AA B AM AL Z Y V j� AN X w 3x8 II 3.00 12 3x8 14-" 28-0-0 14-0-0 14.0.0 Plate Offsets (X Y)— [B:0-3-9 Eddel, IL:0-3-0 Edgel, N:0-3-9,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.00 W n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.01 W n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 AE n/a n/a BCDL 10.0 Code IBC2012ITP12007 Matrix -SH Weight: 156 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. t&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2X4 DF Stud/Std G MTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud/Std -G 2-1-12, Right 2x4 DF Stud/Std -G 2-1-12 be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. All bearings 28-0-0. (lb) - Max Horz B=108(1_C 38) Max Uplift All uplift 100.lb or less at joint(s) Z, AA, AB, AC, AD, AL, AK, AJ, At, AH except B=-531 (LC 19), V=539(1_C 22), X=388(LC 29), Y=161(LC 22), AN= -405([_C 28), AM=-159(LC 19) Max Grav All reactions 250 Ib or less at joints) AF, AG, AE, Y, Z, AA, AB, AC, AD, AM, AL, AK, AJ, At, AH except B=576(LC 40), V=576(LC 39), X=457(LC 40), AN=457(LC 39) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -D=1548/1479, D -E=973/1023, E -F=879/954, F -G=-726/836, G -H=-597/719, H-1=-468/602, I -J=339/488, J -K=210/362, M -N=-210/352, N-0=-339/469, O -P=-468/573, P -Q=-597/680, Q -R=726/787, R -S=-857/896, S -T=-944/966, T -V=1484/1425 BOT CHORD B -AN= -1241/1344, AM -AN= -922/983, AL-AM=779/867, AK-AL=671/745, AJ -AK= -548/622, AI-AJ=425/499, AH -AI= -302/376, AG-AH=180/254, AD-AE=1801254, AC -AD= -302/376, AB-AC=425/499, AA -AB= -548/622, Z -AA= -671!745, Y -Z=779/867, X -Y=-922/983, V -X=1241 /1344 WEBS T -X=362/399, D-AN=362/414 NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; QikOFESS/pN MWFRS (envelope) gable end zone; cantilever left and right exposed ;'end vertical left and right exposed; Lumber DOL=1.33 platek� O T EOq�F� grip DOL=1.33 �Q,� PQ 01ST C 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1.w w C 75435 1 C 4) All plates are 2x4 MT20 unless otherwise indicated. � rn rn 5) Gable requires continuous bottom chord bearing. EXP. 03131/2018 6) Gable studs spaced at 14-0 oc. * 1F 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. OF CA��F 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) Z, AA, AB, AC, December 27,2016 AD, AL, AK, AJ, Al, AH except (jt=1b) B=531, V=539, X=388, Y=161, AN=405, AM=159. ® WARNING - VerHy 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 vertfy the applicability of design parameters and properly Incorporate this design into the overall WOW �� e 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 iViiT fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV7PI1 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 Systems Plus Lumber Co, Anderson, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Thu Dec 22 14:33:22 2016 Page 2 ID:BjtDJoc6aPv4Juzr?hODw2y8KsP-QjprXjDucl6yoj?l g71 wvUeK9SROeNOMYQblXOy6Nzh NOTES. (13) 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) AF, AG, AE, X, Y, Z, AA, AB, AC, AD, AN, AM, AL, AK, AJ, At, AH. 12) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from D-0-0 to 28-0-0 for 89.3 plf. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 a r ' .. F r � ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only wkh ,MlTek® 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 pp A� �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI� l4e 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 ANSIlTPI1 Quality Criteria, DSB89 and BCSI Building Component ; 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 r Truss Truss Type Qty Ply WILK , _ R49320053 -093 A01 • GABLE 1 1 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Thu Dec 22 14:33:22 2016 Page 2 ID:BjtDJoc6aPv4Juzr?hODw2y8KsP-QjprXjDucl6yoj?l g71 wvUeK9SROeNOMYQblXOy6Nzh NOTES. (13) 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) AF, AG, AE, X, Y, Z, AA, AB, AC, AD, AN, AM, AL, AK, AJ, At, AH. 12) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from D-0-0 to 28-0-0 for 89.3 plf. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. 1 a r ' .. F r � ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only wkh ,MlTek® 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 pp A� �• building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IYI� l4e 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 ANSIlTPI1 Quality Criteria, DSB89 and BCSI Building Component ; 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 r Truss Truss Type Qty Ply WILK , _ R49320053 -093 A01 • GABLE 1 1 Job Reference (optional) Job Truss Truss Type Qty Ply WILK - 7-1-12 6-10-0 6-10-4 7-1-12 Plate Offsets(X,Y)— R49320054 1612-093 A02 Scissor ,. 7 1 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA , 8.030 s Sep 29 2016 MiTek Industries, Inc. Thu Dec 22 14:33:23 2016 Page 1 I D:8jtDJoc6aPv4JuzRhODw2y8KsP-uvNEk3EWN3FpQtaEEgY9ShBRxsfRNg3Vn4KJ3gy6Nzg - 14 20-10-47-1-12 ' 278-0-0 0-00-0 32-0 2-0-02-M 4 Scale = 1:52.1 r 6x6 = E ,.uu Itz 6x8 II 6x8 I I 7-1-12 I - 14-" 20.10.4 28-" 7-1-12 6-10-0 6-10-4 7-1-12 Plate Offsets(X,Y)— (B:0-3-3,Edge),(H:0-3-3,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.28 K -L >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.74 Vert(TL) -0.91 K -L >371 180 SCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.54 H n/a n/a BCDL 10.0 Code IBC2012lrP12007 Matrix -MSH Weight: 145 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins: ' BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud/Std -G 2-5-0, Right 2x4 DF Stud/Std -G 2-5-0 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1240/0-5-8, H=1240/0-5-8 • Max Horz B=108(LC 12) Max Uplift B=-160(LC 8), H=-160(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD . B -D=-3537/387, D -E=3061/201, E -F=3061/223, F -H=3537/282 BOT CHORD B -L=378/3237, K -L=382/3258, J -K=174/3258, H -J=171/3237 WEBS E -K=33/1748, F -K=-552/312, D -K=-552/274 NOTES- (8) 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; VuH=11 Omph (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) B, H Considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify Capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (lt=1b) B=160, H=160. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. r ` .. Q�pFESS/put _gip T�F�gI IS' C 75435 R * EXP. 03/3112018 December 27,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 50TEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall ■��� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M V 1 Il fabrication, storage; delivery, erection and bracing of trusses and truss systems, see ANSIM11 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 M S Job Truss Truss Type Qty Ply WILK TC 0.55 J -K � Lumber DOL 1.15 BC. 0.73 849320055 1612-093 A03 Scissor 3 1 Code IBC20121TPI2007 Matrix -MSH n/a LUMBER - TOP CHORD 2X6 DF SS G Job Reference (optional) Systems Plus Lumber Go, Anderson, GA d.uJu s Jep ttl tufo PAI I ex Inausmes, Inc. I nu UM; cc 14:JJ:L9 LV 10 rage 1 ID:8jtDJoc6aPv4Juzf?hODw2y8KsP-M5wcyPF88NNg2lgQnY30 vkbNG_s68le?k4sbHy6Nzf r2I 7-1-12 14-0-0 20-10-0 r _ _ 28-0-0 32-0-0 2-0-0 7-1-12 6-10-0 6-1 D-0 7-1-12 4-0-0 1 Scale = 1:55.4 6x6 = E LOADING (psf) SPACING- 2-0-0 CSI. I/deft TCLL 20.0 Plate Grip DOL 1.15 TC 0.55 J -K TCDL 10.0 Lumber DOL 1.15 BC. 0.73 -0.93 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) BCDL 10.0 Code IBC20121TPI2007 Matrix -MSH n/a LUMBER - TOP CHORD 2X6 DF SS G BOT CHORD 2X4 DF No.1 &Btr G WEBS 2X4 DF Stud/Std G SLIDER • Left 2x4 DF Stud/Std -G 2-5-0, Right 2x4 DF Stud/Std -G 3-3-12 DEFL. in (loc) I/deft Ud Vert(LL) -0.29 J -K >999 240 Vert(TL) -0.93 J -K >369 180 Horz(TL) 0.57 ' H n/a n/a 5x6 = PLATES GRIP MT20 220/195 Weight: 152 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins.' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MisTel recommends that Stabilizers and required cross bracing einstalledduring truss erection, in accordance with Stabilizer tallation uide. REACTIONS. (Ib/size) B=1227/0-5-8, H=1388/0-5-8 Max Horz B=-136(LC 9) Max Uplift B=159(LC 8), H=199(1_C 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -D=-3484/368, D -E=2996/176, E -F=2991/198, F -H=-3330/181 BOT CHORD B -L=345/3187, K -L=349/3208, J -K=45/3044, H -J=-41/3023 WEBS E -K=15/1683, F -K=-406/273, D -K=-555/280 NOTES- ` (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide Will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Bearing at joint(s) B, H considers parallel to grain value using ANSIffPI 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 0=1b) B=159, H=199. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. QtZpFESS/ON TE0 q! OpsIRG). w C 75435LP M EXP. 03/31/2018 OF CAl1F�`- December 27,2016 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK 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 property incorporate this design into the overall Welk' building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing �y� elk' 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 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 WILK • SPACING- 2-0-0 ' DEFL. in (loc) Udefl Ud• PLATES GRIP 849320056 1612-093 A04 Common . .T 1 1 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.52 I -K >666 180 Suite 109 BCLL • 0.0 ' Rep Stress Incr YES Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Thu Dec 22 14:33:25 2016 Page 1 ID:8jtDJoc6aPv4Juzr?hODw2y8KsP-qlU 9kFmvgVXgAkcLFadX6GpXfNGrjhoEOpQ8jy6Nze i -2-0-0 7-1-12 144)-0 20-10.4 1 28-0-0 32-M j 2 7-1-12 6-10-0 6-10.4 7-1-12 4-M . Scale = 1:54.5 �I 5x6 = 1 4x8 II ,d 9-5-3 18-6-13 F 28-M 9-5-3 • 9-1-11 9-5-3 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not Plate Offsets (X,Y)— (B:0-3-8,Edge1, [G:0-1-12,0-4-31, [G:0-3-8,1-2-01. [G:0-2-12,0-2-01, [13:0-4-6, Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud• PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.22 I -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.52 I -K >666 180 Suite 109 BCLL • 0.0 ' Rep Stress Incr YES WB 0.25 Horc(TL) 0.08 G n/a n/a BCDL 10.0 Code IBC2012rrP12007 Matrix -MSH _ Weight: 152 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc purlins. BOT CHORD 2X4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing WEDGE f be installed during truss erection, in accordance with Stabilizer Right: 2x4 DF Stud/Std -G Installation guide. SLIDER Left 2x4 DF Stud/Std -G 1-11-0 REACTIONS. (Ib/size) B=1229/0-5-8, G=1387/0.5-8 Max Horz 131-136(LC 9) Max Uplift B-159(LC 8), G=-199(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ; TOP CHORD B -D=-1936/223, D -E=1737/208, E -F=1675/184, F -G=-1898/196 BOT CHORD B -K=199/1715, I -K=32/1221, G-1=47/1647 WEBS E-1=52/514, F-1=296/192, E -K=75/566, D -K=346/209 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=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, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 6=1b). B=159, G=199. Q�kpFESS/pN 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. " T EOp0 QQ 1ST G1 W w C 75435 c m M * 2018' l December 27,2016 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing {Viii®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Crlterla, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 956110 Job Truss Truss Type Qty Ply (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 �WLK R49320057 1612-093 A05 Common 1 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.53 Job Reference (optional) Systems Plus Lumber GO, Anderson, GA - B.U30 S Sep 29 ZU16 MI I eK Industries, Inc. I hu Uec ZZ 14:33:Zb Z01 b Page 1 ID:8jtDJoc6aPv4JuzRhODw2y8KsP-qIU 9kFmvgVXgAkcLFadX6GpZfNDrj7oEOpQ8jy6Nze -3.6-0 7-1-12 I 14-0-0 20-10-0 28-M 3T 29-0 3 6-0 7-1-12 6-10 4 6-10A 7-1-12 4-0-0 Scale = 1:56.9 a�/ 5x6 = E 4x10 11 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 0.33 Vert(LL) -0.22 I -K >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.53 I -K >655 180 BCLL '0.0 Rep Stress Incr YES WB' 0.23 Horz(TL) 0.08 G n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH , Weight: 156 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD ' Structural wood sheathing directly applied or 5-8-10 oc purlins. BOT CHORD 2X4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Stud/Std G i�iTek' MMel recommends that Stabilizers and required cross bracing WEDGE fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component be installed during truss erection, in accordance with Stabilizer Right: 2x4 DF Stud/Std -G Installation uide. SLIDER Left 2x4 DF Stud/Std -G 1-11-0 REACTIONS. (Ib/size) B=1328/0-58, G=1378/0-5-8 Max Horz B=-126(LC 9) Max Uplift B=-193(LC 8), G=198(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -D=1873/199, D -E=1667/187, E -F=1655/182, F -G=-1879/194 BOT CHORD B -K=171/1645, I -K=-24/1202, G -I=-45/1629 WEBS E-1=52/515, F-1=296/192, E -K=57/524, D -K=306/194 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=193, G=198. 7) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. o?�kOFESS/ONS TEOpOT<*, C)C 75435 FC n c M EXP. 03131/2018 December 27,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mrrek® 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 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 i�iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply WILK CSI. DEFL. in (loc) I/deft Ud PLATES GRIP 1249651099 1612-093 A06 COMMON 2 1 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) Systems Plus Lumber Co, Anderson, CA B.u1U s Apr zu ZU1b NII I ex Industries, Inc. noon reo Ub 11:saaz 2U1 / rage i ID:8jtDJoe6aPv4Juzr?hODw2y8KsP-2BGUSPIWKvPmistsUdzbWF19j78FBhl kF6e3dznt4V 2-0-0 6-5-12 7 1-1 11 E-0 14-0-0 16ii 0 20-104 2 28-0-0 31$-0 2 0 0 6-5-12 8 4-4-4 2 6-0 2.6-0 4-0-0 6-5-12 3 6-0 Scale = 1:54.6 5x6 = F axe II 2x4 I I sxo — 4x8 = oxo I I sxv I 4x8 = 2x4 I I 4xB I I I Plate Offsets (X Y)— IB:0-3-9,0-1-21 IH:0-0-0,0-0-01,[J:0-0.0,0-0-01 IJ:0-3-9,0-1-21,[M:0-1-8 0-1-121,IN:0-1-8,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) • -0.10 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.26 N -P >999 180 BCLL 0.0 Rep Stress Incr YES WB . 0.24 Horz(TL) 0.09 J .• n/a n/a BCDL 10.0 Code IBC2012rTP12007 Matrix -MSH Weight: 175 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins. BOT CHORD 2X4 OF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M -N: 2X6 OF SS G JOINTS 1 Brace at Jt(s): Q WEBS 2X4 OF Stud/Std G SLIDER Left 2x4 OF Stud/Std -G 1-11-0, Right 2x4 OF Stud/Std -G 1-11-0 , REACTIONS. (Ib/size) B=1331/0-5-8, J=1439/0-5-8 Max Horz B=127(1_C 9) Max Uplift B=59(1_C 8), J=-93(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -D=2154/0, D -E=-1840/0, E -F=-519/5, F -G=-523/0, G -H=1833/0, H -J=-2097/0 BOT CHORD B -P=2/1906, N -P=-2/1906, M -N=0/1670, L -M=0/1840, J -L=0/1840 WEBS E -N=22/321, G -M=-10/311, E -Q=1267/0, G -Q=-1267/0, D -N=-416/206, H -M=-342/179 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=110mph (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) 200.01b AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 4-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will rd between the bottom chord and any other members, with BCDL = IO.Opsf. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, J. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. Id 16 February 6,2017 ®WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M11-7473 my. 10/0312015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall pBE- building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iViiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPl1 Quality Criteria, DSB.89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 I i� Job Truss Truss Type Qty PlyWILK (loc) I/deft Ud TCLL 20.0 Plate Grip DOL R49651100 1612-093. A07 COMMON 4 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(TL) Job Reference (optional) Systems Plus Lumber Co, Anderson, CA , 6.ulu s Apr zu ZU16 mi I eK mausmes, Inc. mon t-eo ub i 1:dti:4o zu1 / rage i I D:8jtDJoc6aPv4JuzRhODw2y8KsP-WNgsflm85DXcfOS22KVg3SaLYXV3w8Y8zvsBb4znt4U 2-0-06-5-12 71-1 11-6-0 14-0-0 16-" 20-10-0 1�i 28-" 3010 2-0-0 6-5-12 4-0-4 2.6-0 2-0-0 4�-4 6-5-12 2-0-0 Scale = 1:52.1 I 5x6 — F P — N M L 4x6 I I 2x4 11 3x6 = 4x8 = 3.4 I I 3.4 11 4x8 a 2x4 11 4x6 11 LOADING (psf) SPACING- r2-0-0 CSI. DEFL.in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.10 L -M >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.26 L -M >999 , 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.09 J _ n/a n/a BCDL 10.0 Code IBC2012rrPI2007 Matrix -MSH r LUMBER- BRACING - PLATES GRIP ' MT20 220/195 Weight: 172 Ib FT = 20% TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins. BOT CHORD 2X4 DF No.18Btr G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M -N: 2X6 DF SS G JOINTS 1 Brace at Jt(s): Q WEBS 2X4 OF Stud/Std G SLIDER Left 2x4 OF Stud/Std -G 1-11-0, Right 2x4 OF Stud/Std -G 1-11-0 REACTIONS. (lb/size). B=1340/0 -5-8,J=1340/0-5-8 Max Horz B=108(LC 12) Max Uplift B=-60(LC 8), J=-60(LC 9) ` . f FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. '. TOP CHORD B -D=-2173/0, D -E=-1863/0, E -F=532/10, F -G=532/10, G -H=1863/0, H -J=2173/0 BOT CHORD B -P=13/1923, N -P=-13/1923, M -N=0/1691, L -M=0/1923, J -L=0/1923 WEBS E -N=22/321, G -M=22/321, E-0=1275/0, G-0=1275/0, D -N=-414/205, H -M=-414/207 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=11Omph (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) 200.Olb AC unit load placed on the top chord, 14-0-0 from left end, supported at two points, 4-0-0 apart. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. , 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, J. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. IN Q,?,OFESS/0H �� T E OD(: c W wP G 75435 FC ri a EXP. 03/31/2018 February 6,2017 ® WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��®® a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p■�Y�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pqITek•, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see - ANSirrPIt Quality Criteria, DSB-89 and BCSI Building Component ` 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Ory Ply = 5x10 3x8 II f 6-3-13 124-1 20-0-5 �WLK 849320060 1612-093 A08 - Roof Special 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.u3u s sep za zU16 Mi I ex Industries, Inc. I nu uec zz 1a:33:z8 zulb rage 1 ID:8jtDJoc6aPv4JuzRhODw2y8KsP-FtA7nml eCbt5XeTBON8K9luJOILk2vaEWM24k2y6Nzb i -2-0-0 i 6-3-13 12-4-1 14-0-0 i 20-104 28-0-0 3.0-0-0� 2-02 6313 6-0S 1-7-15 6.10.4 7-1-12 2-0-0 Scale = 1:52.1 3x5 I I F L 3.00 f12 6x6 3x4 II = 5x10 3x8 II f 6-3-13 124-1 20-0-5 28-0-0_ 6-3-13 6-0-5 7-8-3 7-11-11 Plate Offsets (X Y)— IB:0-1-7 0-4-11 (I:0-4-1 Edgej [K:04-8,0-1-81, (M:0-7-0,0-3-101 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 0.42 Vert(LL) -0.21 M -N >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.80 Vert(TL) -0.69 M -N >490 180 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.36 1 , n/a n/a BCDL 10.0 Code IBC2012(rP12007 Matrix -MSH Weight: 166 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. BOT CHORD 2X4 DF No.1 &Btf G 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E -L: 2X4 DF Stud/Std G WEBS 1 Row at midpt F -K WEBS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud/Std -G 2-5-0. Right 2x4 DF Stud/Std -G 1-11-0 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1240/0-5-8, 1=1240/0-5-8 Max Horz B=-108(LC 9) Max Uplift B=-160(LC 8), 1=160(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -D=-3465/379, D -E=3232/268, E -F=3137/330, F -G=-1909/277, G -I=-1982/206 BOT CHORD B -N=-375/3162, M -N=-379/3178, E -M=-339/158, I -K=-92/1755 WEBS D -M=273/186, K -M=80/2083, F -M=-228/2140, F -K=-475/69, G -K=-336/214 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. 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) B 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 Ib uplift at joint(s) except Ot=1b) B=160,1=160. 8) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. , /QRpFESS/pN 1 EOD.. �F2G) wPC 75435 �`P rn LU C EXP. 03/31/2018 L* * OFCAL1F December 27,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MRekZ 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 ' p■��Y�• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ii/iiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 Citrus Hei ms CA 95610 0 Job Truss Truss Type Qty Ply WILK _ LUMBER- BRACING - 849320061 1612-093 A09 Roof Special 5 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E -U: 2X4 DF No.2 G, G -S,1 -O: 2X4 DF Stud/Std G WEBS 1 Row at mid pt F -T Job Reference (optional) SystemS Plus Lumber (:o, Anderson, UA - O.VOV s aep to LV ro Mi r ex muusmes, mu. r nu Uec cc rv.o — cV r o r-dyv r ID:8jtDJoc6aPv4Juzr?hODv2y8KsP-j3kV76JHzv7y8o2Oa5fLhyRTZHi7nQ1090odHUy6Nza 2-0-0 6-11-0 13-0M 1 -0 16-0-0 19-0-0 22Q4 25-08 26-54 28-0-0 10-02-0-0 6-11-0 6-7-8 0-5 2ii-0 2$-0 3-04 3-0-4 14-12 15-12 201 N, Scale = 1:52.1 fixe M18SHS = E 3.00112 U T 5 vxq — U N M 6xa II 2x4 II 8x8 = Zxd I1 2x4 114x10 = 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 IBC2012/TPI2007 CSI. TC 0.46 BC 0.73 WB 0.69 Matrix -MSH DEFL. in Vert(LL) ' -0.25 Vert(TL) -0.83 Horz(TL) 0.48 (loc) Udefl Ud V -W >999 240 V -W >402 180 M n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 184 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 OF SS G TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins. BOT CHORD 2X4 DF No. t&Btr G *Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E -U: 2X4 DF No.2 G, G -S,1 -O: 2X4 DF Stud/Std G WEBS 1 Row at mid pt F -T WEBS 2X4 DF Stud/Std G 'Except MiTek recommends that Stabilizers and required cross bracing T -V: 2X4 DF No.2 G, K -M: 2X6 DF SS G be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 DF Stud/Std -G 2-5-0 ; Installation guide. REACTIONS., (Ib/size) B=1230/0-5-8, M=1246/0-5-8 Max Horz B=108(LC 8) Max Uplift 6-159(LC 8), M=162(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -D=-3503/387, D -E=2955/203, E -F=2846/227, F -G=-2025/232, G-1-1=2071/195, 1-1-1=2486/222, I -J=2858/238, J -K=1219/112 BOT CHORD B -W=-380/3206, V -W=-385/3222, E -V=33/1751, Q -R=-108/2305, P -Q=166/2706, I -P=0/396 WEBS D -V=-584/272, F -T=-2155/80, R -T=-25/1263, F -R=-102/979, T -V=-46/2285, F -V=72/1572, H -R=530/98, 1-0=-414/60, J -N=-1013/55, K -M=-1215/168, K -N=-44/1126, N -P=30/991, J -P=120/1545 NOTES- (10) , 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=11 Omph (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 3) All plates are MT20 plates unless otherwise indicated. 4) The Fabrication Tolerance at joint V = 16% - 5) This truss has been designed for a 10.0 psf bottom chord live. load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=159, M=162. 10) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. December 27,2016 ® WARNING - Verrry design paramotens and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �® a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tyliTek• 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, we ANSVTPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type , Qty Ply WILK LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP R49320062 1612-093 A10 Roof Special 1 1 Lumber DOL 1.15 BC 0.74 Vert(TL) -0.79 L -M >424 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES Job Reference o tional Systems Plus Lumber Co, Anderson; CA 8.030 s Sep 29 2016 MITeK industries, Inc. Thu Dec 22 14:33:30 2016 Page 1 ' ID:8jlDJoc6aPv4Juzr7hODw2y8KsP-BFItCSJvkD7pmydaBoAoEA_eCg26WgeXOgXBpwy6NzZ -2.0-0 6-11-0 13-M 14-04 20-10-0 28-M 30-0-0 ` -2_M 6-11-0 6-7-8 0-5 6-10-4 7-1-12 2-0-0 Scale = 1:52.1 6x8 M18SHS — E 6x8 It a.uu 11t . K J " - 3x4 II 4x8 = 3x8 II ' r , 6-11-0 13.6 20-104 28-0-0 • 6-11-0 6-7-8 7-3-12 7-1-12 Plate Offsets (X,Y)— [B:0-3-3,Edgel, [H:0-4-1,Edgel, [J:0-3-8,0-2-01 i•11• LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.23 L -M >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.74 Vert(TL) -0.79 L -M >424 180 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.39 H nla n/a BCDL 10.0 Code IBC2012fTP12007 Matrix -MSH Weight: 161 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purlins. BOT CHORD 2X4 DF No. I&Btr G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E -K: 2X4 DF No.2 G MiTek recommends that Stabilizers and required cross bracing WEBS 2X4 DF Stud/Std G be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 DF Stud/Std -G 2-5-0, Right 2x4 DF Stud/Std -G 1-11-0 Installation uide. REACTIONS. (Ib/size) B=1240/0-5-8, H=1240/0.5-8 Max Horz B=108(LC 12) Max Uplift B=-160(LC 8), H=-160(LC 9) , FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -D=-3543/388, D -E=3010/203, E -F=2989/226, F -H=-1974/201 BOT CHORD B -M=381/3242, L -M=386/3259, E -L=33/1755, H -J-88/1746 WEBS D -L=587/274, F -J=-720/133, J -L=101/1914, F -L=56/946 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=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) All plates are MT20 plates unless otherwise indicated. 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) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. QFESSIO 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) �Qe� , TEOp0s F� B=160.H=160. �� . R� 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co.' Q F C Q C75435 c UJ IX EXP. 03131/2018 r *. 1 F.OF Cp&* December 27,2016 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 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 �eE a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i•11• building design. Bracing indicated Is to prevent buckling of individual buss web andlor chord members only. Additional temporary and permanent bracing i1 M is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the '�®1.' fl fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, OSB•89 and SCSI Building Component ' - 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Suite 109 ChrusHeilthts. CA 95610 Job Truss Truss Type Qty Ply WILK TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.00 X n/r 120 R49320063 1612-093 All GABLE 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 AH n/a n/a Job Reference (optional) Systems Plus Lumber Co, Anderson, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Thu Dec 22 14:33:31 2016 Page 1 I D:8jtDJoc6aPv4Juz(7hODw2y8KsP-fSsFQoKXV WFgO5BmiWh 1 mN Wtp4VRFSigcKHkLNy6NzY 2-M 1368 1 -0 28-M 30-0-0 2-0-0 13-6-8 0-5 14-0-0 2-0-0 Scale = 1:52.1 C u5 5x6 = 3.00 112 3x8 II AH AG AF AE AD ' AC AB AA 2 y 3x6 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.00 X n/r 120 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.01 X n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 AH n/a n/a BCDL 10.0 Code IBC20127TPI2007 Matrix -SH Weight: 186 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2X6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2X4 DF No. 1SBlf G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: L -AH: 2X4 DF Stud/Std G 10-0-0 oc bracing: AH -AI. OTHERS 2X4 DF Stud/Std G MiTek recommends that Stabilizers and required cross bracing SLIDER - Left 2x4 DF Stud/Std -G 2-1-12, Right 2x4 DF Stud/Std.-G 1-6-5 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-0-0. (lb) - Max Horz B=108(LC 27) Max Uplift All uplift 100 Ib or less at joints) AJ, AA, AB, AC, AD, AE, AF, AO, AN, AM, AL, AK except B=-532(LC 19), AI=186(LC 42), AH=154(1_C 42), W=890(LC 22), Y=-314(LC 29), Z=-109(LC 30), AQ=-391(LC 28), AP=-160(LC 19) Max Grav All reactions 250 Ib or less at joint(s) AH, AJ, AG, Z, AA, AB, AC, AD, AE, AF, AP, AO, AN, AM, AL, AK except B=562(LC 40), AI=300(LC 29), W=889(LC 39), Y=374(LC 40), AQ=456(LC 37) - FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -D=-1500/1517, D -E=-929/1057, E -F=833/990, F -G=-684/871, G -H=555/754, H-1=426/638, I -J=-297/522, J -K=-169/409, K -L=-52/286, L -M=76/321, M -N=-205/426, N-0=333/544, O -P=-462/649, P -Q=591/756, Q -R=720/862, R -S=849/970, S -T=977/1075, T -U=1082/1157, U -W=1461/1488 BOT CHORD B -AQ= -1221/1250, AP -AQ= -901/893, AO -AP= -756(773, AN -AO= -649/650, AM-AN=525/528, AL -AM= -403/405, AK-AL=280/282, AE-AF=302/306, AD -AE= -421/425, AC-AD=540/544, AB -AC= -659/663, AA-AB=778/782, Z -AA= -885/901, Y -Z=-1016/1012, W -Y=1252/1258 WEBS U -Y=-306/317, D-AQ=357/402 NOTES- (14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu@=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. December 27,2016 ® WARNING - Verily design parameters and READ NOTES ON TMS AND INCLUDED IwTEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek* iTek• building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the f1� fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSM11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus HeiciMs. CA 95610 Job Truss Truss Type Qty -Ply WILK ' l:. . ceek® a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall 849320063 1612-093 A11 GABLE - 1 1 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSIrrPI1 Quality Criteria, DSB89 and SCSI Building Component ' Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Reference (optional) ' Systems Plus Lumber Co, Anderson, CA 8.030 s Sep 29 2016 MiTek Industries, Inc. Thu Dec 22 14:33:32 2016 Page 2 ID:8jtDJoc6aPv4JuzRhODw2y8KsP-7ePdd8L9FgNX7FmyFDCGJa32YUrg vxgr OHtpy6NzX NOTES- (14) 10) Bearing at joint(s) Al.considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) AJ, AA, AB, AC, AD, AE, AF, AO, AN, AM, AL, AK except (jt=1b) B=532, AI=186, AH=154, W=890, Y=314, Z=109, AQ=391, AP=160. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) AJ, AQ, AP, AO, AN, AM, AL, AK. 13) This truss has been designed for a total drag load of 2500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 28-0-0 for 89.3 plf. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. ® WARNING - Verity dosign parameters re and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 v. 1010312015 BEFORE USE. _ �.� connectors. This design is based only upon parameters shown, and is for an individual building component, not Design valid for use only with MuT �y�• HT I ceek® 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 Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see , ANSIrrPI1 Quality Criteria, DSB89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ' Chrus Heights. CA 95610 Symbols PLATE LOCATION AND ORIENTATION 14_13/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. O'y1fi � I ; For 4 x 2 orientation, locate plates 0- 'AA' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate A X 4 width measured perpendicular �f to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint Ft number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89'• Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0_ O U EL O Numbering System 6-4-8 dimensions shown in ft -in -sixteenths (Drawings not to scale) 1 2 3 BOTTOM CHORDS 8 7 6 5 0 of O U EL O I— JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. - CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362, ESR -1397, ESR -3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved Mmffeks MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow,Could Cause Property Damage or Personal Injury 1: Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and - all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. ' 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 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. • . 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. ' 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.