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017-090-089
I 0 I DEVELOPMENT SERVICES 11 Department of Development Services 7 County Center DriveI T: 530.538.7601 Oroville, California 95965 F: 530.538.7785 f Name: FEARON TODD & KAREN TRUST Location: 4950 RICH BAR RD, CHICO Assessor's Parcel Number: 017-090-089 Permit,Number: B15-1921 1. 3 copies site plan 2. 3 sets building plans 3. 1 set energy calcs (if applicable) 4. 1 set truss calcs (if applicable) 5. 1 set structural calcs (if applicable) 6. Intake Packet a. signed permit application b. owner builder (if applicable) c. notice to builders d. fee summary e. fire handout f. NPDES form g. data sheet h. PW Notification for 26-12 i. Hazardous .Material Form (commercial) j. Accessibility Worksheet (commercial) k. Plan Check Sq Ftg Verification 7. Flood Certificates (if applicable) 8. 9. 10. Completed by: Tim Snellings, Director Pete Calarco, Assistant Director r 1 buttecounty.net/dds i I . Date: CAUsers\asofer\Down►oads\temp (726).doc I :P...ROPERTY BUTTE COUNTY Last Name DEPARTMENT OF DEVELOPMENT. SERVICES. MIA BUILDING PERMIT APPLICATION` Mailing AddressLAci Phone: (530) 538-7601 Fax (530) 538-7785 e o Website: vAmiv.buttecountv.net'dds City� Payment of Fees Required at Time of Application State PLEASE PRINT CLEARLY :P...ROPERTY .OWNER°INFORM-AT.ION , ,fie a �. "Name Last Name First Zip C Jif Z O Mailing AddressLAci Lice_ nse No. Class c7� p cXn a� City� Fax State Zip � 1QQV� Lc> Cell tiQ two Phone JOB�VALUATION ttEttier�value of laborzbre/udug0 $' Fax Email •� Cell YYfv1 L +CONTRACTOR T :.,.,:a Na ��S �w`Qc9.A1Y S Mailing Address c � x Cit State ��1 Lc7 Cy_ - Zip C Jif Z Ph � — � � � � Fax Q2 Email Cell I t� rQc�r s C� - "31 Lice_ nse No. Class T/ENGINEERj,t,. ARC HI TEC`w - Name.,.. 1/ M '" Address Cit City Mailing Address lZin C" (- Stat Zip Phone Fax 3,-7 U� Cell 2 e - KAI Email Cell tiQ two CA State License No. JOB�VALUATION ttEttier�value of laborzbre/udug0 $' �,.gt•AP _ T,SIGNATURE ANDrDATE€t gF:, —TD—ate. -7 l r Z— C3 L Print Name 11 PERMIT O: ) v Last meFirst Name.Shrd 1/ M '" Address Cit City State lZin X `.4_r,_-- Mailing Address 1J V\ Cdy Phone ^^ Fax qO q3 3L.> Email �� } l Cell 2 e - KAI �,.gt•AP _ T,SIGNATURE ANDrDATE€t gF:, —TD—ate. -7 l r Z— C3 L Print Name 11 PERMIT O: ) v FORM NO DBP_1 BIN No: `- ? Ell PROJECT LOCATION, $- `; APN Property Address CityLocation must not be in the city limits of Chico, Gridley, Oroville or Paradise, Go, z £ htti):/hvwtv.btttt4Cxulnty. net/ddsiPlannina; Parcel LookuoTool.asox E� _WORKERS>C,OMPENSATION, ?� _ - ? : Policy Number Carrier V If hiring other than a licensed obritractor, a certificate of worker's compensation must be shown -at the time of permit Issuance Z ;..°rL''ENDINq GENCYs Name Mailing Address 1J V\ Cdy State Zip x DESCRIPTIONi OWSC.OPE OF 0RK ' ..'? H, D Mobile Home permits (other than installation, foundation, utilities 8 non-attached V 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 Penult Guidelines at: h t '.ihmmmhcd ra. ov1crxae=_/mh 'HCC Phone: 1916+ 255-2501 ^ �- Is this a Manufactured/Mobile Home (circle one) Yes / No Q JOB�VALUATION ttEttier�value of laborzbre/udug0 $' �j ncn-coriba�cted plus ma�Eerials�bharge� ��'��,r-,�,,�t,, � •� Living Area: j Garage: �7 Open Area: r e Covered Area: � TOTAL SQ: ❑ Structure Built without permits ❑ Proposed Change of Occupancy/Use - Note previous/current use below. :FOR,OF,FICE=USEONLYr'_� oning: Flood Zone: SRA: Y NO U NPDES YES N Code Ent YES I I NO ❑ Legal Lot YES ❑ NO Occupancy Type Construction Permit Tech 'When filed, this application and all supporting material becomes subject to the California Public Records Acte All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Page 1 of 1 .��'' ` 1 Description: DETACHED GARAGE (576) Type: MISCELLANEOUS Subtype: PRIVATE GARAGE/SHOP Status: UNDER REVIEW - Applied: 8/7/2015"AAS- Approved: Parcel No: 017-090-089 Site Address: 4950 RICH BAR RD CHICO,CA 95926 Subdivision: Block: Lot: Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $21,726.72 Occupancy Type: Construction Type: V -N Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 RECEIPT # Details: METHOD PAID BY BY Printed: Friday, August 07, 2015 11:10:26 AM 1 of 2 cww-' s' s k A • 7PAIDDATE CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID RECEIPT # CHECK # METHOD PAID BY BY DB CA SB1473 0010-4402300-422000- 0 $1.00 $1.00 8/7/15 B013734 10714 CHECK RICK M. SHANKS, AAS 101001 GENERAL CONTRA Total Paid for DB CA SB1473: $1.00 $1.00 DB SMIP RESIDENTIAL 0010-4402100-422000- 1 0 $2.82 $2.82 1 8/7/15 1 B013734 1 10714 1 CHECK 1 RICK M. SHANKS, 1 AAS 101001 GENERAL CONTRA Total Paid for DB SMIP RESIDENTIAL: $2.82 $2.82 DBMSC FIRE SAFE 0010-4402300-422000- 0 $127.00 $127.00 8/7/15 6013734 10714 CHECK RICK M. SHANKS, AAS STANDARDS REVIEW 09 101001 GENERAL CONTRA Total Paid for DBMSC FIRE SAFE STANDARDS REVIEW 09: $127.00 $127.00 DBMSC GEN'L PLAN 0010-4401200-461901- RICK M. SHANKS, MAINT FEE MISC101001 0 $28.53 $28.53 8/7/15 B013734 10714 CHECK GENERAL CONTRA AAS PRMTS 09 Total Paid for DBMSC GEN'L PLAN MAINT FEE MISC PRMTS $28.53 $28.53 09: Printed: Friday, August 07, 2015 11:10:26 AM 1 of 2 cww-' s' s At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. t �� Signature: Date: 8/7/2015 ❑ I would like to defer the required impact fees as noted within this fee summary until prior to Final Inspection. I further understand that I am required to pay the requested deferred impact fees as noted within this fee summary, before I am allowed to schedule a Final Inspection. I will not be allowed to occupy the permitt5d—strpcture until a final inspection has been performed and approved after all fees have been paid. Signature: Pursuant to Government code Section 66020, y"u are referenced items during which you may request 9', Date: 8/7/2015 otified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above requirments for a protest are specified in Government Code Section 66020(a). Printed: Friday, August 07, 2015 11:10:26 AM 2 of 2 CRW.,,,-, r. CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY DBMSC GRG/SHP/STRG 0010-4402100-422000- RICK M. SHANKS, WOOD FRM NH PLN CK 101001 0 $253.60 $253.60 8/7/15 8013734 10714 CHECK GENERAL CONTRA AAS 09 Total Paid for DBMSC GRG/SHP/STRG WOOD FRM NH PLN $253.60 $253.60 CK 09: DBMSC GRG/SHP/STRG WOOD FRM NO HEAT 0010-4402300-422000- 0 $380.40 $0.00 101001 09 Total Paid for DBMSC GRG/SHP/STRG WOOD FRM NO $380.40 $0.00 HEAT 09: DBMSC TECH INVST FEE 0010-4403100-422000- 0 $6.34 $6.34 8/7/15 B013734 10714 CHECK RICK M. SHANKS, AAS MISC PERMITS 09 101001 GENERAL CONTRA Total Paid for DBMSC TECH INVST FEE MISC PERMITS 09: $6.34 $6.34 TOTALS: At the time of permit application, I was advised the above fees are required prior to issuance of the permit. These fees may change during the plan checking process. t �� Signature: Date: 8/7/2015 ❑ I would like to defer the required impact fees as noted within this fee summary until prior to Final Inspection. I further understand that I am required to pay the requested deferred impact fees as noted within this fee summary, before I am allowed to schedule a Final Inspection. I will not be allowed to occupy the permitt5d—strpcture until a final inspection has been performed and approved after all fees have been paid. Signature: Pursuant to Government code Section 66020, y"u are referenced items during which you may request 9', Date: 8/7/2015 otified those items listed above may have been imposed on your project. You have 90 days from the date of approval of the project or from the impostion of the above requirments for a protest are specified in Government Code Section 66020(a). Printed: Friday, August 07, 2015 11:10:26 AM 2 of 2 CRW.,,,-, r. Butte County Department of Public Works J. MICHAEL CRUMP, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Managment Program 7 County Center Drive Oroville, CA 95965 (530) 538 7266 Telephone (530) 538 7171 Fax } National Pollutant Discharge Elimination System (NPDES) Phase H Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment r , [LESS THAN 1 ACRE 1 Reference Number: B15-1921 Location: 4950 RICH BAR RD Parcel Number Owner Name: Description: 017-090-089 FEARON TODD & KAREN TRUST DETACHED GARAGE (576) Date: 8/7/2015 By: AAS Sub Type: PRIVATE GARAGE/SHOP Phone: 5108282363 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: Title: r Date: i i { 8/7/2015 Permit Number: B15-1921 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 Location: 4950 R1CH.BAR RD Parcel Number: 017-090-089 Owner Name: FEARON TODD & KAREN TRUST Descri tion• DETACHED GARAGE (576) Date: 8/7/2015 By: AAS Sub Type: PRIVATE GARAGE/SHOP Phone: i P � i 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. l 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. i I f For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. I have read and understand the above pre inspection requirements. Signature:_. I Date: Department of Development Services 7 County Center Drive Oroville, California 95965 FEARON TODD & KAREN TRUST I RE: 017-090-089 T: 530.538.7601 F: 530.538.7785 Tim Snellings, Director Pete Cal.arco, Assistant Director buttecounty.het/dds Permit No: B15-1921 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. 1' r 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. i Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, ! 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.buttecouhty.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 an questions, lease contact the Land Development Division at 530 538 7266 Monday through Friday, 8:00 Y any P P ( ) Y 9 Y a.m. to 4:00 p.m. I have read and understand the above requirements: Signature: Date: 1" S Department of Development Services Tim Snellings Director Pete Calarco,Assistant Director , t County7 County Center Drive I T: 530.538.7601 I buttecounly.net/dds DEVELOPMENT SERVICES Oroville, California 95965 F: 530.538.7785 i PLAN CHECK SQUARE FOOTAGE VERIFICATION . Permit Number: Owner's Name: TRUST Assessor's Parcel Number: Date of Application: B15-1921 FEARON TODD & KAREN 017-090-089 j Square Footage Verification F, i No Change: I NOTES: Verified By: Date: 8/7/2015 (Plan Check Signature) { r Confirmed TRAKiT Updated by: Date: 8/7/2015 (Permit Tech Initials) ! At Application: Change To: Living Area 0 Garage Area 576 Covered Area 0 Open Area 0 Other 0 , F, i No Change: I NOTES: Verified By: Date: 8/7/2015 (Plan Check Signature) { r Confirmed TRAKiT Updated by: Date: 8/7/2015 (Permit Tech Initials) ! Re: 1504-088 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 9161676A 909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Systems Plus Lumber. Pages or sheets covered by this seal: R44352006 thru R44352012 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. QROFESS/pyo pI N 10 �2 y U .76428 z m b X EXP. 12/31/2016�� * PERMIT 00 1 BUTTE COUNTY DEVELOPMENT SERVICES s� CIV REVIEWED FOR qr 4Q'� CODE COMPLIANCE April 28,2011:7 g Hernandez, Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. - G'/LE CD Pr • � Y: r Il r r� �• r 1:1 • ��,. kill MUM ..... ..... ..... .. . -. Im III IlIol11 11mIi1ll ��,. Job Truss Truss Type Qty Ply Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 R44352006 I.Fearlonef2enrde"we"n"' 1.15 A01 BOSTON HIP 2 21504-M �f NO WB 0.18 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) d tia al SYSTEMS PLUS LUMBER GO, ANDERSON, CA 7.620 s Mar 27 2015 MTek Industries, Ina Man Apr 27 16:16:012015 Page i I D:8Dug E62YFO67 WtLpbjVPvtMTCJ-dA9c9WW8W BU Ufl SpjaRhChj6hvvvwJ_2oSQ EKuzM RNC 30-0 4-7-14 1 12-" 19 4 2 24 0-0 27-0 0 3-0-0 4 7-14 7.4-2 7 4 2 4-7-14 500 \\ 4x0 = 2x4 II E 5x10 Scale =1:51.0 9x' 2x4 II °xa 3x8 = 3x4 = 2x4 II 4x5 = 3x4 = r 4-7-14 12-0-0 19.4-2 24-M 47-14 7-4-2 7-4-2 4-7-14 LOADING (psf) SPACING- 2-0-0CSI. Applicobifty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown TCLL 20.0 Plate Grip DOL 1.15 TC 0.17 TCDL 10.0 Lumber DOL 1.15 BC 0.31 BCLL 0.0 ' Rep Stress Ina NO WB 0.18 BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 OF SS G BOT CHORD 2x6 DF SS G WEBS I 2x4 OF Stud/Std G REACTIONS. (Ib/size) B=2216/0-38 (min. 0-1-8), 1=2215/0-3-8 (min. 0-1-8) Max Horz B=81(LC 12) Max UpliftB=512(LC 4), 1=512(1_C 5) DEFL. in (loc). Vdefl Ud PLATES GRIP Vert(LL) -0.07 O -P >999 240 MT20 220/195 Vert(TL) -0.19 O -P >999 180 Horz(TL) 0.06 1 n/a n/a Weight 331 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): F FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=5021/963, C -AF= -4509/912, D -AF= -4463/921, D -E=394/92, E -G=394/92, G -AG= -4459/921, H -AG= -4505/912, 11-1=5018/965, D -F=3902/814, F -G=3902/814 BOT CHORD B -W=915/4708, W -X=915/4708, P -X=915/4708, P -Y=915/4708, Y -Z=915/4708, O -Z=915/4708, N-0=820/4282, M -N=820/4282, M-AA=778/4280, L-AA=778/4280, L-AB=837/4704, AB -AC= -837/4704, K-AC=837/4704, K-AD=837/4704, AD-AE=837/4704, I-AE=837/4704 WEBS DA=137/805, G -L=136/801, C -P=24/405, C-0=-457/95, H -L=-456198, H -K=22/405 BUTTE COUNTY BUILDING DIVISION NOTES- (14) 1) 2-pty truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Py to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vutt=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) B=512, 1=512. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANS11TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Continued on Daae 2 APPROVED Q\j,pFESS/pN I NIO y��< 76428 _Z m v X CIVIL. rFoF CAL EN April 28,201 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEx REFERANCE PAGE MO -7473 rev. 02187015 BEFORE USE. Design void for use only with MTek connectors. This design Is based only upon parameters shown, and Is for on Individual building component. Applicobifty of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibilliy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k' fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312 Alexandria. VA 22314. 7777 Greenback Lane Suite 109 e'l—Ralghts CA 95610 Job Truss Truss Type Qty Ply Fearon 2nd Dwelling Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responstbillity, of the erecta. Additional permanent bracing of the overall structure Is the responsibility of the bulkding designer. For general guidance regarding MiTek' fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. R44352008 1504-088 A01 BOSTON HIP 2 ob Reference lootional) aTa 1 ems MUb LUMUCK u . ANUCKJum' u r.ozusmarzrzuiomnexmousmes,rna mon Aprznu:iu:uizuTa vagez I D:8Dug E62YFO67WgpbjVPvzMTCJ-dA9c9V"WBUUfi SpjaRhChj6hV W WJ_2oSQE KuzMRNC NOTES- (14) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 54 Ib down and 51 Ib up at 8-0.0, and 54 Ib down and 51 Ib up at 16-0-0 on top chord, and 58 Ib down at 2-0-12, 260 Ib down and 69 Ib up at 4-0-12, 246 Ib down and 65 Ib up at 6-0.12, 222 Ib down and 72 Ib up at 8-0-12, 222 lb down and 721b up at 10.0-12, 222 Ib down and 72 Ib up at 12-0.12, 222 Ib down and 72 Ib up at 13-11-4, 222 Ib down and 72 Ib up at 15-114, 246 Ib down and 65 Ib up at 17-11-4, and 260 Ib down and 69 Ib up at 19-114, and 58 Ib down at 21-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. i LOAD CASE(S) Standard { 1) Dead; Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 } Uniform Loads (plf) Vert 0-T=20, A -D=-60, D -E=-60, E -G=-60, G -J=60 Concentrated Loads (Ib) f Vert N=222(F) M=222(F) W--1 8(F) X=260(F) Y=246(F) 2=222(F) AA=222(F) AB=222(F) AC=246(F) AD=260(F) AE=18(F) r 4 BUTTE COUNTY BUILDING DIVISION APPROVED WARNING - VerMy design perametere and READ NOTES ON THIS AND INCLUDED bUTEK REFERANCE PAGE M/F7473 rev. O2H64015 BEFORE USE Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is loran Individual building component. o Applicability of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responstbillity, of the erecta. Additional permanent bracing of the overall structure Is the responsibility of the bulkding designer. For general guidance regarding MiTek' fabrication, quality control storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. 7777 Greenback Lena Suite log re Job Truss Truss Type Qty Ply Fearon 2nd Dwelling (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional bracing of the overall structure is the responsibility the building designer. For Plate Grip DOL 844352007 I 1504088 A02 COMMON 3 1 Suite 109 Of— Haight, (A MAIn Lumber DOL 1.15 BC 0.39 Vert(TL) -0.27 H -J >999 180 Job Reference (optional SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Ina Mon Apr 27 16:16:02 2015 Page 1 ID:8DugE62YFO67Wq-pbjVPvzMTCJ-5Ni MsxmHV?A6pHeNQ5gEPEuF5gPflKC16AotKzMRNB J-0-0 64-14 12-0-017-7-2 24-0.0 2740-0 3-0-0 64-14 5-7-2 5.7-2 64-14 3-0.0 Scale =1:49.3 54 = MAS — Jx4 Jxa `meq 4X5 t5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional bracing of the overall structure is the responsibility the building designer. For Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.07 H -J >999 240 MT20 220/195 TCDL 10.0 Suite 109 Of— Haight, (A MAIn Lumber DOL 1.15 BC 0.39 Vert(TL) -0.27 H -J >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.07 F n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix -M) Weight 122 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 5-11-6 oc purlins. BOT CHORD 2x4 DF No.16BtrG 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 be installed during truss erection, in a000rdance with Stabilizer Installation u' REACTIONS. (Ib/size) B=1140/0-5.8 (min. 0-1-8), F=1140/0-5-8 (min. 0-1-8) Max Horz B=81(LC 12) Max UpliftB=239(LC 4), F=239(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=2061/223, C -D=1827/183, D -E=1827/183, E -F=2061/223 BOT CHORD B -I=195/1900, I -J=-63/1342, H-1=-63/1342, F -H=115/1900 WEBS D -H=-42/534, E -H=341/168, D -J=-41/534, C -J=341/168 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except at --lb) B=239, F=239. 7) This truss is designed in accordance with the 2012 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semirigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED Q?,OFESS/O,y T NIO 76428 A * y EXP. 12/31/2016 OF CAI. April 28,201 A WARNING - Varfy design parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Nil -7473 rev. 02118/2015 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. Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity, of the erector. Additional bracing of the overall structure is the responsibility the building designer. For WOW permanent of general guidance regarding fabrication, quality controt storage, delivery. erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Of— Haight, (A MAIn Job . Truss Truss Type Oty Ply Fearon 2nd Dwelling (loc) Udell Ud TCLL 20.0 Plate Grip DOL 844352008 1504088 Sol Common Supported Gable 2 1 I TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) Job Reference (optional 5Y5rEM5 PLUS LUMBER C.O. ANDERSON, CA 7.620 a Mar 27 2015 MITek Industries, Inc, Mon Apr 27 16:16:03 2015 Page 1 ID:8DugE62YFO67Wq.pbjVPvzMTCJ-ZZGMaCyO2o7lkzsgw8cvndm5nVGtOFoLGmvLPnzMRNA 1 0 0 3-0-0 6-0-0 7-0.0 1-0 0 3-0-0 3-0-0 1-0-0 Scale= 1:15.4 3x4 = 2x4 II LOADING (psi) SPACING- 2-00 CSI. DEFL. in (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 D n/r 120 TCDL 10.0 Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 E n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012lrPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD OTHERS 2x4 DF Stud/Std G REACTIONS. (lb/size) B=188/6.0.0 (min. 0-1-8), D=188/6-0-0 (min. 0-1-8), F=225/6-0-0 (min. 0-1-8) Max Horz B=22(1_C 9) Max UpliftB=72(LC 4), D=76(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3x4 = PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 200A Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) 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) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 14-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) D. 11) This truss is designed in accordance with the 2012 Intemationat Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION APPROVED 1i QROFESS/pN Y NIO y��F2c �2 2 w r 76428 z m �5 v xU s>4 club FOF cA� �s April 28,201 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE Mll-7473 rev. 021IW2015 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. AppI cobilty of design parameters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k' fabrication, qually control storage, delivery. erection and bracing, consult ANSIRPII Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information ovalloble from Truss Plate Institute, 781 N. Lee Street, Suite 312 Alexandra, VA 22314. Suite 109 Job Truss Truss Type Qty Ply Fearon 2nd Dwelling CSI. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 844352009 I 1504-088 802 Common 1 1 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F >999 180 BCLL 0.0 ' Jot) Referece o o al SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 a Mar 27 2015 MiTek Industries, Inc Mon Apr 27 16:16,05 2015 Page 1 I D:BDugE6r2YFO67Wq_pbjVPvzMTCJ-VV06_uzeaQNtzGOD2YfNs2sRMlyOs98ej4OSTfzMRNB 1-00 3-0-0 6-0-0 7-0-0 1-0-0 3-0.0 45 11 3x4 = 3x4 = Scale = 1:15.4 1i NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi 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 ft between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard P�p N IO ���VgIF LU 76428 m BUTTE COUNTY * EXP.1213112015 BUILDING DIVISION C10 - APPROVED �gTFOFCAI. April 28,201 A WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED ACTEK REFERANCE PAGE 11,111-7477 rev. OV184015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on individual building component. 3-0.0 3-0-0 611-0 3-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.01 F >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 D n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix -M) Weight 28 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. 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 be installed during truss enaction, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=300/0-5-8 (min. 0-1-8), D=300/0-5-8 (min. 0-1-8) Max Hoa B=22(LC 4) Max UpliftB=70(1_C 4), D=70(1_C 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=327/30, C -D=-327/30 BOT CHORD B -F=3/296, D -F=3/296 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psi 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 ft between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. LOAD CASE(S) Standard P�p N IO ���VgIF LU 76428 m BUTTE COUNTY * EXP.1213112015 BUILDING DIVISION C10 - APPROVED �gTFOFCAI. April 28,201 A WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED ACTEK REFERANCE PAGE 11,111-7477 rev. OV184015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for on individual building component. Applicability of design parameters and proper incorporation of component b responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erecta. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 . Job Truss Truss Type Qty Pry Fearon 2nd Dwelling (envelope) gable end zone; cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in 844352010 1504-088 J02 JACK -CLOSED 4 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.05 E -F >999 180 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Job Reference o do a SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc Mon Apr 27 16:16:06 2015 Page 1 I D:8DugE62YFO67 Wq_pb)VPvzMTCJ-z8yUCD_GICVcbQbPcGAcOFOYAfGzbal oyk8?06zM RN7 36U 35-0 311-11 8-0.0 3-0 0 354 0811 4-05 Scale = 1:21.6 5x8 \\ NOTES- (12) 35-0 35-0 1) Unbalanced roof live loads have been considered for this design. 8-09 4-7-0 Plate Offsets (X.Y)— rB:0-0-6.Ednel DYE' (envelope) gable end zone; cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 E -F >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) -0.05 E -F >999 180 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. BCLL 0.0 ' Rep Stress Ina YES WB 0.17 Horz(TL) 0.01 E n/a n/a 1Z BCDL 10.0 Code IBC2012rrP12007 (Matrix -M) 3-11-12, and 73 Ib down and 75 Ib up at 6-0-12 on top chord. The design/selection of such connection device(s) is the responsibility W Z tai t Weight: 41 Ib FT = 20% LUMBER- BUTTE COUNTY BRACING - LOADCASE(S) Standard TOP CHORD 2x6 DF SS G 'Except' 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15BUILDING DIVISION Uniform TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except C -D: 2x4 DF No. 1&Btr G VertaA-C=-60, C -D=-00, E-G-20�rFOF APPROVED CAI.�F end verticals. BOT CHORD 2x4 DF No.t&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 be installed during truss erection, in accordance with Stabilizer [Installationguide, REACTIONS. (Ib/size) B=522/0-5-8 (min. 0-1-8), E=276/Mechanical Max Hoa B=64(LC 4) Max UpliftB=187(LC 4), E=-45(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-477/65 BOT CHORD B -F= 67/433, E -F=66/425 WEBS C -E=-438/70 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. Design void for use only wllh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS DYE' (envelope) gable end zone; cantilever left and fight exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsbillity, of the 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. fabrication, quality control. storage. delivery, erection and bracing, consulf ANSI/TPII QuaW Criteria, DSB-89 and BCSI Building Component 6) A plate rating reduction of 20% has been applied for the green lumber members. 7777 Greenback Lane 7) Refer to girder(s) for truss to truss connections.F ES S�` 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) E except (it--lb)OQR� B=187. N 10 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� 0� h� l 10) "Semi-rigid fixed heels" Member fixity in the design this truss. j pitchbreaks with end model was used analysis and of 1Z 11) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 105 Ib down and 96 Ib up at 9 76428 �y U 3-11-12, and 73 Ib down and 75 Ib up at 6-0-12 on top chord. The design/selection of such connection device(s) is the responsibility W Z tai t of others. 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. b EXP. 12/31/2 5 BUTTE COUNTY * LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15BUILDING DIVISION Uniform �- VertaA-C=-60, C -D=-00, E-G-20�rFOF APPROVED CAI.�F April 28,201 J& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 011767473 rev. 0211&7015 BEFORE USE. Design void for use only wllh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. DYE' Applicablity of design parameters and proper Incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsbillity, of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control. storage. delivery, erection and bracing, consulf ANSI/TPII QuaW Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty PlyFearan 2nd Dwelling (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in 844352011 1504088 J03 JACK -CLOSED 4 1 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0.03 F -I >999 180 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIrPI 1.2 "Semi-rigid fixed heels" Member fixity in Jo eferance o Bo al SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MTek Industries, Inc. Mon Apr 27 16:16:07 2015 Page 1 ID:8DugE62YFO67WgpbjVPvzMTCJ-RKIMPZ?v51 dSCaAc9zhrxTxk_6c1 K24xBOtYYYzMRN6 3-0-0 5-5.0�i-11-11 8-0-0 3-0-0 55-0 0811 2-05 Scale = 1:21.6 5x8 k\ NOTES- (12) 55-0 2-7-0 Plate Offsets (X.Y)— rB:0-1-10.Ednel (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 F -I >999 240 MT20 220/195 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) -0.03 F -I >999 180 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIrPI 1.2 "Semi-rigid fixed heels" Member fixity in BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 E n/a n/a U'7642 $ m BCDL 10.0 Code IBC20121TP12007 (Matrix -M) 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. � EXP. 12131120 5� Weight 42 Ib FT = 20% LUMBER- 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 BUILDING DIVISION Uniform Loads(piVert BRACING - 60, C D= -0O, E -G=20 TOP CHORD 2x6 DF SS G 'Except' APPROVED TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except C -D: 2x4 DF No.1&Btr G end verticals. BOT CHORD 2x4 DF No.18BU 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 be installed during truss erection, in accordance with Stabilizer Installation uide REACTIONS. (Ib/size) B=525/0-5-8 (min. 0-1-8), E=270/Mechanical Max Hoa B=89(LC 7) Max UpliftB=183(LC 4), E=-44(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=314/42 BOT CHORD B -F=25/260, E -F=29/253 WEBS C -E=317/55 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opst•, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria. OSB -89 and BCSI Building Component lately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7777 Greenback Lane Suite 109 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections.F ESS /�N,91 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) E except Qt -1b) B=183. PRO ��. pI N IO 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIIrPI 1.2 "Semi-rigid fixed heels" Member fixity in yF 10) pitchbreaks with end model was used the analysis and design of this truss. CO 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 104 Ib down and 94 Ib up at U'7642 $ m 5-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. M b 12) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. � EXP. 12131120 5� LOADCASE(S) Standard BUiTE COUNTY 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 BUILDING DIVISION Uniform Loads(piVert 60, C D= -0O, E -G=20 APPROVED rFOFCAI.+F°� ADril 28.201 Continued on Daae 2 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED 60TEK REFERANCE PAGE NII -7473 rev. 0211 &2015 BEFORE USE. Design void for use only with MiTek connectors. This design Is based only upon parameters shown, and is for on Individual building component. Nil' � Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure b the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control storage, delivery, erection and bracing, consult ANSI/rPl1 Quality Criteria. OSB -89 and BCSI Building Component lately Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty Pty7,JinhReference Dwelling Applicobilly of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for loterat support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the I R44352011 1504088 J03 JACK -CLOSED 4 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. Suite 109 (optional LOAD CASE(S) Standard Concentrated Loads (Ib) Vert J=13 r Ein � ID:8DugE62YFO67Wq pbjVPvzMTCJ-wX4Fdv9XsLmJgkkojhC4UgUvkWyG3UK4P2d64 zMRNS , i i i t, i i F f i r l BUTTE COUNTY BUILDING DIVISION APPROVED WARNING - Verify design paremefers and READ NOTES ON THIS AND INCLUDED A11TEK REFERANCE PAGE Mll-7473 rev. 02/16/2015 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. �I Applicobilly of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for loterat support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibillity, of the , erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiT®k' fobAcafion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 781 N. Lee Street Suite 312 Alexandria, VA 22314. Suite 109 Job Truss Truss Type Oty Pty Fearon 2nd Dwelling (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 844352012 I 1504-088 J04 JACK -OPEN 10 1 240 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) Job efe ce (optional) SYSTEMS PLUS LUMBER CO, ANDERSON, CA 7.620 s Mar 27 2015 MiTek Industries, Inc. Mon Apr 2716:16:09 2015 Page 1 ID:8DugE62YFO67Wq pbjVPvzMTCJ-OjedgFO9deuASuJ_HOjJ0uO3MwFhoy7EeiMfcRzMRN4 , 30.0 B-40 Scale = 1:22.3 20 11 LOADING (psf) SPACING- 2-0-0CSI. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.07 D G >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.24 D -G >388 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.05 Horz(TL) 0.01 B n/a n/a BCDL 10.0 Code IBC2012rrPI2007 (Matrix -M) LUMBER - TOP CHORD 2x6 DF SS G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud/Std G REACTIONS. (Ib/size) B=533/45-8 (min. 41-8), D=275/Mechanical Max Hoa B=147(LC 4) Max UpliftB=170(LC 4), D=57(LC 8) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=544/0 BOT CHORD B -D=58/442 PLATES GRIP MT20 220/195 Weight 39 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-40 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=6.Opsf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-40 wide will fit between the bottom Chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D except at --lb) B=170. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semlmrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) WARNING: Engineering is void unless truss is fabricated by Systems Plus Lumber Co. I LOAD CASE(S) Standard BUTTE COUNTY BUILDING DIVISION /APPROVED a Q�OFESS/ON pi NIO tiF�Ftic r� 76428 m d 70 EXP. 12/3112016 OF April 28,201 WARNING - Vedfy design parametem end READ NOTES ON THIS AND INCLUDED ACTEK REFERANCE PAGE NII -7473 rev. 02116V2015 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. s RI Applicability of design parameters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown mit Is for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3/e Center plate on joint unless x, y offsets are indicated. I6 4 B dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. c1-2 c2a 2. Truss bracing must be designed by an engineer. For WEBS wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 0 OT p braang should be considere3. 46 tb4 Never exceed the design loading shown and never aV stack materials on inadequately braced trusses. R 4. Provide copies of this truss design to the building For 4 x 2 Orientation, locate c 0 designer, erection supervisor, property owner and plates 0-'n6' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from ' Plate location details available In MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19;$ at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. Indicated by symbol shown and/or by text in the bracing the BU` 7E COUNTY section of 13. Top chords must be sheathed or purlins provided at Output. Use T or I bracing BUILDING DIVISION spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING APP13O tl`' ED or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing Only. ��® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. SCSI: Buildin Com onent Safe Information, 9 P N MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 02/16/2015 CHO neering, . Inc. STRUCTURAL CALCULATIONS Rancho Job #14-221 Calculation Index: • Project Layout • Gravity Analysis • Lateral Analysis • Beam Analysis Revision Summary: Rev. 0 for Fearon Garage 4950 Rich Bar Rd Chico, CA Page # 1 G1 L1-L5 61 07/21/15 Initial Issue This calculation package is valid for the project location as listed above only and may not be used or modified for another site without the authorization of Rancho Engineering. Rancho Engineering disclaims responsibility for any structural design not specifically addressed in this calculation package. Calculations and plans are not valid until reviewed and approved by appropriate governmental agencies. Jarrod Holliday, P.E. Civil, Structural, Septic Design PERMIT# �IC7 — V9 BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR CODS COMPLIANCE DATE -- - - ---BY 5550 Skyway Suite C Paradise CA 95969 (530) 877-3700 Phone/Fax ranchoengineering@hotmail.com F 11-2 C&PY BUTTE COUNTY BUILDING DIVISION APPROVED SCALE = N.T.S. JOB # 14-221 5550 Skyway, Ste— C FEARON C ARAC E AICHO Paradise, CA g516Q 4x50 RIGH BAR RD Phone/Fax: CHICO, CA ngineenng (550),5-7-1-5-700 1FROJECT, LAYOUT r 7/21/2015 Gravity Loads: Roof Dead Load Slope= 4 /12 Fearon Garage - Job 14-221 5/8" Ply 2.25 psf Metal Roof. 5.0 psf Framing 5.0 psf -Sheetrock 2.8 psf Insulation 1.0 psf Misc. 1.0 psf Total Sloped= 17.08 psf Total Horiz.= 18.00 psf Live Load lConstruction for Wall Dead Load 3/8" PLY. Siding Framing Sheetrock Insulation Misc. Interior Wall Dead Load Framing 1/2" Sheetrock Misc. 1.8 psf 5.0 psf 1.7 psf 2.2 psf 1.0 psf 1.3 psf 1.7 psf 4.4 psf 1.9 psf Floor Dead Load 3/4" ply 2.8 psf Floor Framing 2.5 psf Gyp. 2.8 psf Insulation 1.0 psf Flooring 1.5 psf Misc. 1.4 psf i oL tai Floor Live Load Reside G BUTTE COUNTY BUILDING DIVISION ,APPROVED 4UANcH0 ngtneering x 7/21/2015 Fearon Garage - Job 14-221 L All Heights Method Wind Loading CBC -13 per 1609.6 Enclosed V= 110 Kd= 0.85 Loading- Front h= 12.5 Windward wall Pressure+ Y V^2= 12100 G= 0.85 Wall Lines 1-2 z= 10 Pressure Y qs= 30.98 1= 1 Exposure: B Peak Ht= 15 Leeward wall Pressure' Y kz 0.57 Kzt= 1 Pmak= 9.08 psf kh= 0.57 qh= 15.13 Slope Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Windward wall Pressure+ Y 0.43 7.66 Pmax= 13.00 psf psf Pressure Y 0.73 13.00 -0.42 -7.48 Pmin= -13.00 Leeward wall Pressure' Y -0.51 -9.08 Pmak= 9.08 psf -0.89 Pressure Y -0.21 -3.74 Condition 2 Pressure Y 0.25 Pressure+ Y -0.66 -11.75 Pmax= 11.75 psf Y Side wall Pressure- Y -0.35 -6.23 psf Leeward Roof Pressure Length= 24 ft Pmin= -11.75 psf Pressure" Width= 24 ft Pmax= -14.06 psf II to ridge Pressure Height= 10 ft Wind Load Areas SQFT Pmin= -19.40 psf Areas SQFT Windward= 120 Pwall = 1559.50 lbs Windward= 80 Normal Leeward= 120 Proof= Pwall = 1089.51 lbs Normal Wind Sidewall Left= 120 Pwall = 1409.96 lbs Wind Sidewall Right= 120 Pwall = 1409.96 lbs 1455.36 lbs Windward= 120 Parallel to ridge Right= 75 Pwall = 1559.50 lbs Proof= Inverse Leeward= 120 Pwall = 1089.51 lbs Wind Sidewall Left= 120 Pwall = 1409.96 lbs Sidewall Rioht= 120 939.97 lbs Pwall = 1409.96 lbs Parallel to ridge Left= 75 Slope 4/12 lEnclosed Cfet(Table 1609.6.2(2) P (Eqn 16-34) Pressure" Y -0.73 -13.00 Pmax= 4.45 psf Winward Condition 1 Pressure Y -0.42 -7.48 Pmin= -13.00 psf Roof Pressure" Y -0.05 -0.89 Condition 2 Pressure Y 0.25 4.45 Pressure' Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf Pressure" Y -1.09 -19.40 Pmax= -14.06 psf II to ridge Pressure Y -0.79 -14.06 Pmin= -19.40 psf Areas SQFT Windward= 80 Proof= 1039.67 lbs Normal Leeward= 80 Proof= 939.97 lbs Wind Parallel to ridge Left= 75 Proof= 1455.36 lbs Parallel to ridge Right= 75 Proof= 1455.36 lbs Windward= 80 Proof= 1039.67 lbs Inverse Leeward= 80 Proof=. 939.97 lbs Wind Parallel to ridge Left= 75 Proof= 1455.36 lbs Parallel to ridoe Rioht= 75 Proof= 1455.36 lbs Wind Dirc. Normal Windward + Leeward= 4628.65 lbs 4628.7 lbs Sidewall Net= 0.00 lbs 192.9 lbs per ft width of wall Inverse Windward + Leeward= 4628.65 lbs 115.7 lbs ASD Load Sidewall Net= 0 lbs BUTTE COUNTY BUILDING DIVISION IZANCHO APPROVE® ngineertng 7/21/2015 Fearon Garage - Job 14-221 L All Heights Method Wind Loading CBC -13 per 1609.6 Windward wall Pressure' Y V= 110 Kd= 0.85 Loading- Side h= 12.5 Pressure . Y V^2= 12100 G= 0.87 Wall Lines A -D z= 10 Leeward wall Pressure' Y qs 30.98 1= 1 Exposure: B Peak Ht= 15 Pressure Y kz 0.57 Kzt= 1 Y -0.05 kh= 0.57 qh= 15.13 Enclosed Cnet: Table 1609.6.2(2) P: (Eqn 16-34) Slope Windward wall Pressure' Y 0.43 7.66 Pmax= 13.00 psf Pressure . Y 0.73 13.00 -13.00 Pmax= 4.45 psf Leeward wall Pressure' Y -0.51 -9.08 Pmax= 9.08 psf Pmin= -13.00 Pressure Y -0.21 -3.74 Y -0.05 -0.89 Pressure` Y -0.66 -11.75 Pmax= 11.75 psf 0.25 Side wall Pressure- Y -0.35 -6.23 Pressure' Length= 24 ft Pmax= -6.23 psf Leeward Roof Pressure Y Width= 24 ft psf Pressure+ Y Height= 10 ft Wind Load Areas SQFT psf II to ridge Pressure Y -0.79 Windward= 120 Pmin= -19.40 Pwall = 1559.50 lbs Areas SQFT Normal Leeward= 120 Pwall = 1089.51 lbs Windward= 75 Wind Sidewall Left= 120 Proof= Pwall = 1409.96 lbs Normal Leeward= 75 Sidewall Right= 120 Pwall = 1409.96 lbs Wind Windward= 120 Pwall = 1559.50 lbs 1552.38 lbs Inverse Leeward= 120 Parallel to ridge Right= 80 Pwall = 1089.51 lbs Proof= Wind Sidewall Left= 120 Pwall = 1409.96 lbs Proof= Sidewall Right= 120 Pwall = 1409.96 lbs Slope 4/12 jEnclosed Cnet (Table 1609.6.2(2) P (Eqn 16-34) Pressure' Y -0.73 -13.00 Pmax= 4.45 psf Winward Condition 1 Pressure Y -0.42 -7.48 Pmin= -13.00 psf Roof Pressure' Y -0.05 -0.89 Condition 2 Pressure Y 0.25 4.45 Pressure' Y -0.66 -11.75 Pmax= -6.23 psf Leeward Roof Pressure Y -0.35 -6.23 Pmin= -11.75 psf Pressure+ Y -1.09 -19.40 Pmax= -14.06 psf II to ridge Pressure Y -0.79 -14.06 Pmin= -19.40 psf Areas SQFT Windward= 75 Proof= 974.69 lbs Normal Leeward= 75 Proof= 881.22 lbs Wind Parallel to ridge Left= 80 Proof= 1552.38 lbs Parallel to ridge Right= 80 Proof= 1552.38 lbs Windward= 75 Proof= 974.69 lbs Inverse Leeward= 75 Proof= 881.22 lbs Wind Parallel to ridge Left= 80 Proof= 1552.38 lbs Parallel to ridge Rioht= 80 Proof= 1552.38 lbs Wind Dirc. Net Force Normal Windward + Leeward= 4504.93 lbs 4504.9 lbs Sidewall Net= 0.00 lbs 187.7 lbs per ft width of wall Inverse Windward + Leeward= 4504.93 lbs 112.6 lbs ASD Load Sidewall Net= 0 lbs BUTTE COUNTY BUILDING DIVISION APPROVEDngln erinOg 7/21/2015 Fearon Garage - Job 14-221 L3 ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure Description Symbol Value Source Units Site Class MCER (short period) - Ss D 0.626 Chapter 20 USGS website - %g 1 MCER (1 sec period) S, 0.267 USGS website %g Response Modification R 6.5 Table 12.2-1 - Risk Category - I1 Table'l-1 - Importance Factor I 1 Table 11.5-1 - Strutural Height h„ 12.5 - ft Peroid Parameter Ct 0.02 Table 12.8-2 English Peroid Parameter x 0.75 Table 12.8-2 English Long Period TL 16 Figure 22-16 sec Aprx. Fundamental Period Ta 0.133 Section 12.8.2.1 sec Design Spectral Acceleration SDs 0.542 Eq. 11.4-3 %g Design Spectral Acceleration SDI 0.332 Eq. 11.4-4 %g Redundancy Factor p 1.3 Section 123.4. - Seismic Response Coefficient Cs 1 0.083 2.8.1. ISection 12.8.1.4- -Diaphragm DiaphragmI Roof Tributary Area = Diaph, width 1-2: 24 V ultimate = 75 plf 576 SQFT Sloped Roof @ 18.00 psf V working stress = 54 plf 480.00 SQFT of Ext. Wall @ 13.00 psf 0.00 SQFT of Int. Wall @ 8.00 psf Diaph. width A -B 24 V ,timate = 75 plf 0.00 SQFT Floor @ 12.00 psf V working stress = 54 plf W= 16610.2 lbs r BUTTE COUNTY BUILDING DIVISION APPROVED .t \� 1P T+gnglneering 7/21/2015 Fearon Garage - Job 14-221 L7 Lateral Load Summary Roof Level Wall Triburtary Seismic Wind Seismic Wall Wind Wall Controaling Line Length Loading Loading Load I Load Load ID. Dia (FT) (plf) (plf) (kips) (kips) Case Reef 1 12.0 1 54 115.7 1 0.64 7.39 Wind 2 12.0 1 54 115.7 1 0.64 1.39 Wind Roof A 12.0 1 54 112.6 0.64 1.35 Wind B 12.0 1 54 112.6 0.64 1.35 Wind BUTTE COUNTY BUILDING DIVISION APPROVED 7212015 Fearon Garage - Job 14-221 L S SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 and CBC -13 Wall Wall Wall Wall Floor Wall OTM U from Net Required Holdown Line Load Wall Height Width Posidon System Stress aspect OTM Res Res extra Res extra above Uplift Anchor or Wall Type kis Number ft it ( ratio (kip-ft I ft ( Ibs k (kips)* Bolt Strap Wall Line ID: 1 Level: 1 1 10 21.0 Comer STEM 30.6 1.000 6.4 28.7 0 0 0 -0.41 No AS Req'd No HD Req'd A Seismic 10 21.0 Comer STEM 66.1 -0.16 No AB Req'd No HD Req'd A 0.64 1.000 13.9 28.7 0 0 0 1 Wind 1.39 Wall Line ID: 2 - Level: 1 1 10 21.0 Corner STEM 30.6 1.0 6.4 28.7 0 0 0 -0.41 No AS Req'd No HD Req'd A Seismic 0.64 1 10 21.0 Comer STEM 66.1 1.0 13.9 28.7 0 0 0 -0.16 No AB Req'd No HD Req'd A Wind 1.39 Wall Line ID: A Level: 1 1 10 21.0 Corner STEM 30.6 1.0 6.4 28.7 0 0 0 -0.41 No AS Req'd No HD Req'd A Seismic 0.64 Wind 1 10 21.0 Comer STEM 64.4 .1.0 13.5 28.7 0 0 0 -0.18 No AS Req'd No HD Req'd A 1.35 Wall Line ID: B Level: 1 1 10 3.0 Corner STEM 107.2 0.6 3.2 0.6 0 0 0 0.97 SSTB16 HDU2 (DBL 2X) B Seismic 0.97 SST816 HDU2 (DBL 2X) B 0.64 2 10 3.0 Comer STEM 107.2 0.6 3.2 0.6 0 0 0 1 10 3.0 Camer STEM 225.2 0.6 6.8 0.6 0 0 0 2.14 SSTB16 HDU2 (DBL 2X) B Wind 1.35 2 10 3.0 Comer STEM 225.2 0.6 6.8 0.6 0 0 0 2.14 SSTB16 HDU2 (DBL 2X) B BUTTE COUNTY BUILDING DIVISION APPROVED ftgtnICHO eenhag 7/21/2015 Fearon Garage - Job 14-221 L(p PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: 1 Level: 1 Floor System: STEM Position: Corner WALL STRESS: 66 plf Wind 21.0 31 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 24 10 ft ft Com onents Diminsions ft Comp. x; h; b; 1 3.33 6.67 3 2 3 4 5 6 7 8 9 Eq. (4.3-5) Section 4.3.1 Sec 4.3.1 & Sec 4.3.3.4 Eq. (4.3-8) Eq. (4.3-9) Desc Value Units Co 0.889 - aspect 0.666 - FL; 21.0 ft T 744 Ib V 74 plf TRES 936 Ib ORES 94 plf Res Extra 0 plf Net uplift -192 Ib Nominal Values (Table 4.3A) I Wall ID Seimic Wind A 173 173 B 260 365 C 380 532 D 490 685 E 665 930 Reduced Allowable Values I Wall ID Seimic Wind A 154 173 B 154 324 C 225 473 D 290 609 E 394 827 BUTTE COUNTY BUILDING DIVISION APPROVED n2CHO eering 7/21/2015 Fearon Garage - Job 14-221 L 7 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: 1 Level: 1 Floor System: STEM Position: Corner WALL STRESS: 66 plf Wind 31 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 24 10 Ift ft BUTTE COUNTY BUILDING DIVISION .APPROVED AWANCHO ngtneeriing Com onents Diminsions ft Comp. x; hi bi 1 10.5 3.00 3 2 Nominal Values (Table 4.3A) 3 I 4 Wall ID Seimic Wind 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 Desc. Value Units Reduced Allowable Values Eq. (4.3-5) CO 1.013 - I Section 4.3..1 aspect 1.000 - Wall ID Seimic Wind Sec 4.3.1 & Sec 4.3.3.4 F -Li 21.0 ft A 173 173 Eq. (4.3-8) T 653 Ib B 263' 370 Eq. (4.3-9) v 65 plf C 385 539 TRES 936 Ib D 496 693 VRES 94 plf E 673 942 Res Extra 0 plf Net uplift -283 Ib BUTTE COUNTY BUILDING DIVISION .APPROVED AWANCHO ngtneeriing 7/21/2015 Fearon Garage - Job 14-221 PERFORATED SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 WALL LINE: A Level: 1 Floor System: STEM Position: Corner WALL STRESS: 64 plf Wind 31 plf Seismic REQ'D WALL ID: A REQ'D HOLDOWN: No HD Req'd REQ'D AB: No AB Req'd Full Wall Diminsions ft b h 24 10 Ift ft b b] —►I r b� '-� I i �72 E� E BUTTE COUNTY BUILDING DIVISION APPROVED AWNNCHO ngineering Com onents Diminsions ft Comp. x; hi bi 1 10.5 3.00 3 2 Nominal Values (Table 4.3A) 3 4 Wall ID Seimic Wind 5 A 173 173 6 B 260 365 7 C 380 532 8 D 490 685 9 E 665 930 Desc Value Units Reduced Allowable Values Eq. (4.3-5) Co 1.013 - I Section 4.3.1 aspect 1.000 - Wall ID Seimic Wind Sec 4.3.1 & Sec 4.3.3.4 FL; 21.0 ft A 173 173 Eq. (4.3-8) T 636 Ib B 263 370 Eq. (4.3-9) v 64 plf C 385 539 TRES 936 Ib D 496 693 ORES 94 plf E 673 942 Res Extra 0 plf Net uplift -300 Ib E BUTTE COUNTY BUILDING DIVISION APPROVED AWNNCHO ngineering COMPANY PROJECT GWoodWo.rks® July 21.201516:21 Bt SOFTWARE FOR WOOD OESfGN Design Check Calculation Sheet Woodworks sizer 10.1 Loads: Load Type Distribution Pat- tern Location (ft] Magnitude Start End Start End Unit Loadl Dead Point Beam 2.00 1431 lbs Load2 Roof Constr. Point An. "D.a 2.00 1200 lbs Loa d3 Dead Partial Are, Support 3.00 0.00 22.00(15.00)• paf Load4 Roof .tr. Partial Area Length 3.00 8.00 20.00(15.00)• paf Self-wei ht Dead E211 UDL Cb 12.1 if ,y .., ' „ Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) V-3.5' W Unfactored: Dead Roof Live 1696 1418 1485 1282 Factored: Total 3114 2767 Bearing: Capacity fv = 93 Beam 12031 12031 Supports 12851 12051 An. "D.a 1687 Yb/tb' 0.58 Beam 0.26 0.23 Support 0.24 0.22 Load ca- q2 q2 Length 3.50• 3.50• Min req'd 3.50• 3.50• Cb 1.00 1.00 Cb in 1.00 1.00 Cb support 1.07 1.01 F su 625 625 mmmmm .:army rcngm aeum11 useu: r ur rur ana supports Timber -soft, D.Fr-L, No. 1, 6x10 (5-1/2"x9-1/4") Supports: All - Lumber Stud Wall, D.Fir-L Stud Total length: 8'-3.5'; Lateral support: top= at supports, bottom- at supports; Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012 Criterion Anal sis Value!ID.si n Value Anal sis/Desi n Shear fv = 93 Fv' 212 fv Fv' 0.43 Bending(+) fb - 973 Fb' 1687 Yb/tb' 0.58 Live Dafl'n 0.06 = cL/999 0.27 L/360 0.22 Total Defl'n 0.16 L/591 0.40 = L/240 0.41 Additional Data: FACTORS: F/Elpsi)CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LCq Fv' 110 1.25 1.00 1.00 - - - - 1.00 1. Do 1.00 2 F'b'+ 1350 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' 1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2 Custom duration factor for Wind load - 1.33 CRITICAL LOAD COMBINATIONS: ' Shear LC 92 D+Lr, V 3102, V design o 3102 lbs Bending(+): LC q2 = D+Lr, M 6358 lbs -ft Deflection: LC q2 D+LrIli ve) LC 42 D+Lc (total) D -dead L=live 5=3now W -wind I -impact Lr=roof live L -concentrated E -earthquake All LC .3 a e listed in the Analysis output Load combinations: ICC -IBC CALCULATIONS: Deflection: EI . 580:06 !b -int "Live" deflection Deflection from all non -dead loads (live, wind, snow...) Total Deflection 1.50(Dead Load Deflection) + Live Load Deflection. Design Notes: 1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification MDS 2012), and NDS Design Supplement. 2. Please verity that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. BUTTE COUNTY BUILDING DIVISION APPROVE® v-41. Systems Plus Lumber Co. 1600 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. * MiTek *' 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 (2303.4/R802. I Oroof/R502.1 I floor) TRUSS ENGINEERING LAYOUT YES 9 NO ❑ Standard Truss Detail Title Detail # = Included Gable End 85 Wind B 1 Gable End 110 Wind B IA Gable End 110 Wind C 113 Hat Truss over 6/12 2 Hat Truss under 6/12 213 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 www.sbcindustry.com BCSI-131 Summary Sheet at www.sbcindustry.com Systems Plus Job Number 1504-088 Date 04/28/2015 Revision(s) BUTTE Customer Fearon AUG a Project F Garage° ,,DRAMr --- Location Chico, CA SERVICES PRIOR TO ERECTING TRUSSUMMARY ES, READ TRUSS DATA SHEET AND NOTE B � $FLAG N 649-14 E CONNECTED FOR OOD TRUSSES LING, INSTALLING NOTE BUTTE COUNTY DEVELOPMENT SERVICES r�r-t,nir"-►nirn r -,nn " � j I CODE COMPLIANCE E I LE COPY DALE_ .. V_1_.� SYSTEMS PLUS LUMBER CO. / 1800 S. BARNEY ROAD / ANDERSON, CA 96007 (530)378-6800 / FAX (530)365-5903 TRUSS DATA SHEET APPROVALS: -OBTAIN ALL NECESSARY CODE COMPLIANCE, BUILDING DEPARTMENT APPROVALS, AND RECOMMENDATIONS AND INSTRUCTIONS FROM THE DESIGNER OF THE COMPLETE STRUCTURE BEFORE USING TRUSS DESIGN. -CONNECTION OF THE ROOF SYSTEM TO THE BUILDING FOR VERTICAL & LATERAL LOADS IS THE RESPONSIBILITY OF THE BUILDING DESIGNER OR ENGINEER. -SYSTEMS PLUS IS APPROVING ONLY THE STRUCTURAL DESIGN OF EACH TRUSS BASED ON INFORMATION RECEIVED FROM THE CUSTOMER AND SHOWN ON THE ENGINEERED TRUSS DRAWING. SIGNED AND SEALED DRAWINGS BASED ON THE PROVIDED DATA ARE FURNISHED BY SYSTEMS PLUS LUMBER CO. THIS ENGINEERING IS VALID ONLY FOR TRUSSES MANUFACTURED BY SYSTEMS PLUS LUMBER CO. HANDLING & ERECTION: -CARELESS HANDLING OF TRUSSES SHALL NOT BE PERMITTED. -INSTALL TRUSSES VERTICALLY AT DESIGN BEARING POINTS, CORRECT SIDE UP, AT CORRECT SPACING AND PROPERLY BRACED. -NO LOADS SHOULD BE APPLIED TO THE TRUSSES UNTIL AFTER ALL BRACING AND CONNECTIONS ARE COMPLETED. -DO NOT PERMIT LOADS GREATER THAN DESIGN LOADS TO BE PLACED ON THE TRUSSES. -READ & APPLY THE RECOMMENDATIONS FOR HANDLING, INSTALLING AND BRACING OF METAL PLATE CONNECTED WOOD TRUSSES PUBLISHED BY THE TRUSS PLATE INSTITUTE (BCSI-Bl SUMMARY SHEET). METAL CONNECTOR PLATES: -CONNECTOR PLATES ARE MANUFACTURED IN ACCORDANCE WITH TRUSS PLATE INSTITUTE SPECIFICATIONS. -PLATES MUST BE INSTALLED ON BOTH FACES OF THE LUMBER WITH TEETH FULLY EMBEDDED. -REQUIRED PLATE SIZES, GAUGE AND DESIGN VALUES ARE SHOWN ON THE TRUSS DRAWING. -POSITION PLATES SYMMETRICALLY AT JOINTS, UNLESS OTHER DIMENSIONS ARE SPECIFIED. LUMBER: -THE LUMBER USED FOR TRUSS FABRICATION MUST COMPLY WITH THE SPECIFICATIONS OF AN APPROVED INSPECTION BUREAU AND MUST BE OF THE SIZE AND SPECIES SHOWN ON THE TRUSS DRAWINGS AND BE EQUAL TO OR BETTER THAN THE GRADE SPECIFIED. BRACING• -REVIEW THE TRUSS ENGINEERING DRAWINGS FOR ANY LATERAL BRACING REQUIRED FOR INDIVIDUAL WEB MEMBERS. LATERAL BRACING OF INDIVIDUAL WEB MEMBERS SHALL BE PLACED PER STANDARD DETAIL #3 (MII/SAC51 & Mll/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-Bl 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. t BUTTE COUNTY BUILDING DIVISION APPROVED JULY 11, 2011 LATERAL TOE -NAIL DETAIL ST -TOENAIL Fv_1011 0 00 0 00 a MiTek USA, Inc. OMiTek USA, Inc. Page 1 of 1 R NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE. NEAR SIDE SQUARE CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDENEAR SIDE ----� FAR SIDEX_ ; NEAR SIDE ---+.FAR SIDE SIDE VIEW (24) 4 NAILS NEAR SIDE --i FAR SIDE NEAR SIDE --I FAR SIDE SIDE VIEW (2x6) + 4 NAILS NEAR SIDE r NEAR SIDE NEAR SIDE NEAR SIDE CO 0 EI BUTTE COUNTY V * BUILDING DIVISION APPROVED TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SYP DF HF SPF SPF -S .131 88.1 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J t, .162 118.3 108.3 93.9 91.9 80.2 of z z .128 84.1. 76.9 66.7 65.3 57.0 OJ .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8 72.3 ri .120 73.9 67.6 58.7 57.4 50.1 Z O .128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 69.9 68.4 59.7 M .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3 NAILS NEAR SIDE NEAR SIDE. NEAR SIDE SQUARE CUT SIDE VIEW SIDE VIEW (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDENEAR SIDE ----� FAR SIDEX_ ; NEAR SIDE ---+.FAR SIDE SIDE VIEW (24) 4 NAILS NEAR SIDE --i FAR SIDE NEAR SIDE --I FAR SIDE SIDE VIEW (2x6) + 4 NAILS NEAR SIDE r NEAR SIDE NEAR SIDE NEAR SIDE CO 0 EI BUTTE COUNTY V * BUILDING DIVISION APPROVED DETAIL FOR COMMON AND END JACKS M11/SAC - 8 -40PSF J ; TCDL 14.0 ------ 11/25/2013 PAGE 1 ©TCLL '—"'4'0.0""" �Piates Increase "115 J ; TCDL 14.0 ------ Lumber Increase 1.15 ' ���� �Q, BCLL 0.0 Rep Suess Incr YES I !. BCDL .. 10.0 ..,.,, . 6-U-" 6 -U -u _-- MINIMUM LUMBER SIZE AND GRADE i 4-0-0 TOP CHORD 2 X 4 OF No. 1& BTR G BOT CHORD ------------------- 2 X 4 OF No. 1& BTR G BRACING I MITek Industries, Inc. TOP CHORD Sheathed. Western bivision BOT CHORD Rigid ceiling directly applied. LENGTH OF EXTENSION AS DESIGN REQ'D 20' -0 - SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS ® 3" O.C. 2 ROWS / I 2-0-0 J J' NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND �• , ' I BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED Q 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORDI / CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5' LGT) TOE NAILS i J 3x6 ------ CONN. W2 lrxf COMMON WIRE (0:162"010. x 3.5" LGT) TOE NAILS 8-0-0 ���� �Q, NO. C76428 �--- I 6-U-" 6 -U -u _-- EV. 12-31-14 i 4-0-0 EXT. I'd" -'--J-0 af�Q. �.Ytl YV Of r ^ EXT. EXT. I 2-0-0 u0 .... 'L yy 11 //qqgg{{ 2013 V 1 ' •..••I CONN. W/3 16d COMMON WIRE (0.162 -DIA. X3.5"LGT) . TOE NAILS IF BOTTOM CHORD IS 6'-0" LONG OR LESS LUMBER MAY BE 2X4 OF STUD/STD G 3X6 _ BOTTOM CHORD LENGTH MAY BE T-0" �-' — OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(0.167'DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR 2-0-0 80 0 PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. BUTTE COUNTY BUILDING DIVISION APPROVED WARNLW - V -0i denfgrs pananwten and RE.i.D NOTES ON THIS AND INCLUDED M1TSK REF'ERRNCE PACE A91--7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. this desl n B based on u Suite 109 9 Io pan parameters showni and is for n individual building component. Citrus Heights. CA, 9561 Applicability of design paromenters and proper incorporation of component rs responsibility of building designer - not truss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MR fabrication. quality control, storage. delivery, erection and brocing, consult ANSI/TPll QucHly Criteria. DSB-89 and BCSII Building Component M Tek® Safety Information available from truss Plate Inslitvte. 583 O'Onofdo Drive. Madison. WI 53719. ®�-+ MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE I � laa 0 00 0 00 E=11 MiTek USA, Inc. MiTek USA, Inc. Page 1 of 1 "Bay size shall be measured in between the centers of pairs of diagonals. MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A A B C D A B C D C D 10'-0" 1610 1886 1886 2829 `. (0.131 SSS-) FOR 1 x4 BRACES, 2-10d (0.131-x 3-) FOR 2Xi aro 2x4 BRACES, AND 3-10d (0.131-M FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.57 NAILS FOR 1x4 LATERAL BRACES, s 3143 3143 4715 •=`tip°= 5 12'-0" 1342 1572 1572 2358 4715 7074 14'-0' 115 0 1347 147 3 2 21 - '-�� �. WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w xbdrMusay com and w .tgnst.org "` 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8. TABULATED VALUES ARE BASED ON A DOL - 1.15 16'-0" 1006 1179 1179 1766 2358 2358 3536 ``' S' " 'f '•<>'^ =c:'•:r:''!'tr<": 1886 1886 2829 18'-0" 894 1048 1048 1572 3143 4715 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- Tor rce ... r n fume. r —A. I.—. Au ocnnr rcT corn --nu MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED �OQROF SSIpN9l Lu c3 V� m O C ;0 * P. 12-31-15 S� CIVIC �rFOFCALW GENERALNOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2% OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 W2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2$d (0.131 SSS-) FOR 1 x4 BRACES, 2-10d (0.131-x 3-) FOR 2Xi aro 2x4 BRACES, AND 3-10d (0.131-M FOR 24 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.57 NAILS FOR 1x4 LATERAL BRACES, 2.104 (0.131-M NAILS FOR 2)3 and 294 LATERAL BRACES, AND 3.104 (0.131'X!') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) S. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. S. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) 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. w xbdrMusay com and w .tgnst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 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- Tor rce ... r n fume. r —A. I.—. Au ocnnr rcT corn --nu MEMBERS This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) BUTTE COUNTY BUILDING DIVISION APPROVED �OQROF SSIpN9l Lu c3 V� m O C ;0 * P. 12-31-15 S� CIVIC �rFOFCALW "'(U.S.DEF)RRTMENTOFHOMELAND SECURITY ELEVATION CERTIFICATE FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008 National Flood Insurance Program Important: Read the instructions on pages 1-9. Expiration Date: July 31, 2015 SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE Al. Building Owner's Name Todd & Karen Fearon Policy Number: , A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number: 4950 Rich Bar Road City Chico State CA ZIP Code 95928 A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) APN 017-090-089 A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Detached Garage A5. Latitude/Longitude: Lat. 39°45'51" Long. -121°40'23" Horizontal Datum: ❑ NAD 1927 ® NAD 1983 A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance. A7. Building Diagram Number 1A I A8. For a building with a crawlspace or enclosure(s): �' A9. For a building with an attached garage: J ' a) Square footage of crawlspace or enclosure(s) 576 sq ft a) Square footage of attached garage N/A sq ft b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage or enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade N/A c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings? ❑ Yes ® No SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION B1. NFIP Community Name & Community Number B2. County Name B3. State Butte County 060017 Butte County CA B4. Map/Panel Number B5. Suffix B6. FIRM Index Date B7. FIRM Panel B8. Flood B9. Base Flood Elevation(s) (Zone 06007CO375 E 1-6-11 Effective/Revised Date Zone(s) AO, use base flood depth) w Datum used for building elevations must be the same as that used for the BFE. Z L Co 1-6-11 A 443 B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9. ❑ FIS Profile ® FIRM ❑ Community Determined ❑ Other/Source: B11. Indicate elevation datum used for BFE in Item B9: ❑ NGVD 1929 ® NAVD 1988 ❑ Other/Source: B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No Designation Date: ❑ CBRS ❑ OPA SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED) Cl. Building elevations are based on: ® Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction 'A new Elevation Certificate will be required when construction of the building is complete. C2. Elevations - Zones Al -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, AR/A, AR/AE, AR/A1-A30, AR/AH, AR/AO. Complete Itelm C2. ' below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. LU v r , Benchmark Utilized: AF 8067 Vertical Datum: NAVD 1988 a T- Z Indicate elevation datum used for the elevations in items a) through h) below. 11 NGVD 1929 ® NAVD 1988 ❑ Other/Source: w Datum used for building elevations must be the same as that used for the BFE. Z L Co Check the measurement use fQ 6 a) Top of bottom floor (including basement, crawlspace, or enclosure floor) N//A. ❑ feet ❑ meters IL b) Top of the next higher floor 456.6 ® feet ❑ meters c) Bottom of the lowest horizontal structural member (V Zones only) NN/A. ❑ feet ❑ meters ( <" P d) Attached garage (top of slab) N/A. ❑ feet ❑ meters, n'"°� e) Lowest elevation of machinery or equipment servicing the building N/A. ❑feet ❑ meters v` z C (Describe type of equipment and location in Comments) SLA U f) Lowest adjacent (finished) grade next to building (LAG) 455.4 ® feet ❑ meters 0 Highest adjacent finished rade next to building HAG 456.5 ® feet 9) 9 1 (finished) 9( ) (.. r ❑ meters b h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support N/A. ❑ feet ❑ meters u� ~ SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION t. This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available. 1 understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001. ® Check here if comments are provided on back of form. Were latitude and longitude in Section A provided by a ® Check here if attachments. licensed land surveyor? ® Yes ❑ No Certifier's Name Herbert L. Votaw License Number LS 8043 Title Principal Surveyor Company Name Rolls, Anderson & Rolls Address 115 Yellowstone Drive City Chico State CA ZIP Code 95973 Signature Date 8 _ 13 . f Telephone (530) 895-1422 FEMA Form 086-0-33 (7/12) See reverse side for continuation. F `�J ,AND SU LAC �4 Geo 4EAL �D Etk. No. 8043 Replaces all previous editions. F I LE CDEY ELEVATION CERTIFICATE, page 2 IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number: 4950 Rich Bar Road City Chico State CA ZIP Code 95928 Company NAIC Number: SECTION D — SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED) Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner. Comments: (1) The location of the proposed detached garage falls within Zone X, approximately 100 feet east of the easterly limits of Zone A as shown on FIRM Panel Number 06007C0375E. Based upon a field survey as shown on the attached plat, the Base Flood Elevation shown on this Elevation Certificate is interpolated along the easterly limit of the Zone A adjacent to the proposed detached garage. The lowest adjacent grade at the proposed detached garage is 12.4 feet above the adjacent Zone A easterly limits; (2) the latitude and longitude are determined from Parcelquest. Signature L 0&1— Date 8— is AS SECTION E — BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE) For Zones AO and A (without BFE), complete Items E1—E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B, and C. For Items E1—E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters. E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent grade (HAG) and the lowest adjacent grade (LAG). a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG. E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor (elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG. E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G. SECTION F — PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community-issued BFE) or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge. Property Owner's or Owner's Authorized Representative's Name Address City State ZIP Code Signature Date Telephone Comments ❑ Check here if attachments. SECTION G — COMMUNITY INFORMATION (OPTIONAL) The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8—G10. In Puerto Rico only, enter meters. G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.) G2. ❑ A community official completed Section E for a building located in Zone A (without a FEMA-issued or community-issued BFE) or Zone AO. G3. ❑ The following information (Items G4—G10) is provided for community floodplain management purposes. G4. Permit Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement G8. Elevation of as-built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum G10. Community's design flood elevation: ❑ feet ❑ meters Datum Local Official's Name Title Community Name *, Telephone Signature Date Comments ❑ Check here if attachments. FEMA Form 086-0-33 (7/12) Replaces all previous editions. DATED1-6-11ATEo�co3�eE " FLOOD ELEVATION CERTIFICATE D 1-6-1 1-6-11 FOR TODD & KAREN FEARON RAR ROLLS ANDERSON & ROLLS CIVIL ENGINEERS 115 YELLOWTONE ORIYE • CHICO, CALIFORNIA 95979-5811 TELEPHONE 590-895-1422 JULY, 2015 15069 SHEET 1 OF 2 FIRM MAP NUMBER 06007COJ75E INTERPOLATED ELEVATION = 457.7 PROPOSED GARAGE FF=456.6 —SUPERIMPOSED ZONE A BOUNDARY LINE INTERPOLATED ELEVATION = 443.8 EXISTING BUILDING DATA ZONE X RAISED PERIMETER CONCRETE FOUNDATION TYPE –DIAGRAM 8 HIGHEST ADJACENT GRADE (HAG) – 461.1 LOWEST ADJACENT GRADE (LAG) – 457.7 �) LEGEND 1o' : _ w v yes EXISTING GROUND SPOT ELEVATION ZONE X SE (NAVD88 DATUM) POOL EXISTING CONTOUR (2' INTERVAL) DECK 459 3 45&8 %458.7 AA� 458.9 458.6 Q L/vVD (1 1 V PROPOSED HOUSE 00L PROPOSED ��� 0��j LO9G�� FF=463.6 HOUSE U Q O 458.6 FF=459.5 459.0 �'f '458.1 DECK 459.0 Na 8043 of Ca���o���a ATTACHMENT FLOOD ELEVATION CERTIFICATE FOR TODD & KAREN FEARON RAR ROLLS ANDERSON & ROLLS CIVIL ENGINEERS 115 YELLOWSMNE DRIVE . • CHICO. CALIFORNIA 95979-5811 TELEPHONE 590-895-1422 JULY. 2015 15069 SHEET 2 OF 2