The URL can be used to link to this page

Home My WebLink AboutB16-2819 027-020-052§1 ,CE:QW-% 710R PROPERx7Y OWNER -'[.N ORj , Lst Name I be' city Fir t Name t - trk £ Mailing Address '',�� Ph=eD, -1 D! "l ©7 Jl - .. E ail !;CeLL N ® M'11, 1< [Pp q (•� / �� l Q � — 5 Lice pto �0-t_ VND Class /? Ci ffale License No. S / TOTAL SQ: Stazli 115 Phone „ FOROFFICEUSEONLY�'; Fax iZohing: `t -) Flood Zone: _ sbC ;SRA: YES W INO ❑ NPDES YES NO ❑ 1. '7 �-11 Cell . 530- 3 J a- 0.71 1:' ce 6 uC W §1 ,CE:QW-% 710R N j Mailing AW r6-10— M1i Adm 3 ,Des rl�n city Se 0 Stat - Ph=eD, -1 D! "l ©7 Jl Fax E ail !;CeLL N ® M'11, 1< [Pp q (•� / �� l Q � — 5 Lice pto �0-t_ VND Class /? ,',�`AF2CHI,TEC�TIE GINEEi2; '- N me V �1 M1i Adm 3 ,Des rl�n v� C' G l Stat - Zi one ' .. Fax Email Cell , ffale License No. S / TOTAL SQ: APPLICANffl LaPtame Firs ame L)_ V" I Ma" d so V" 5-f VV ��..J�J 6 ` i 1\/• Y Zi r Ph ne i. o J' V Fax L Cell. - APPLIC*ANSiGNrA=TURF AND DATE _ ` Date is o2v Aa Prihme: fA: U a P APN oa.0--os -00 Property Address' V �^r ' - ...� - City. `�pcation rrLu1t� of be in the city limits o Chico Gridley, Oroville or Paradise, http:////q�iisnmapappls.buttecountyneUflexviewer/bcdatasearchhndex.html _��WWORKER M K NA OMM40MEN Policy berg a of v c r If Ming other than a licensed contractor, a certificate of worker's compensation must be shown at the time of permit issuance Z INOWNW&UNNOMMUEN.PI—NG Name Mailing Address City State Zip „ v DE3GRIPATIONORSCC?PE'1OEWORKA ��k'� y Mobile Home permits (other than installation, foundation, utilities & non-attached structures) are issued by the Stale. Tell staff if this permit is for a Mobile Home. Click, below to see Manufactured Home Alterations and Permit Guidelines at: htlp://www.hcd.ca.gov/codes/mhp/HCD - Phone: (916) 255-2501 Z Is this a Manufactured/Mobile Home (circle onej Yes No p A �► ^5 �6� o, tQooe,- ,d -e JOB VALUAJ 'of Entervalue of labo��! ciuding non contte�d;;Almafe ialstchacge) p $ Living Area: Garage: Open Area: Covered Area: . L- StructureBuilt without permits TOTAL SQ: Proposed Change of Occupancy/Use - Note previous/current use below: „ FOROFFICEUSEONLY�'; iZohing: `t -) Flood Zone: ;SRA: YES W INO ❑ NPDES YES NO ❑ (Code Ent: . YES U NO ❑ Legal Lot: YES ❑ NO ❑ iOccupancy,, Type Construction i a Per it T ch: - Date: ; 'When filed, this application and supporting material ;becorrt s ubje'ct to the California Public Records Act. All public information related to this application'is subject to public inspection and a posted. on the County's vvebsite for electronic,access. 4P Revised 7.20.2015 # Paget of t`r O(�% Department of Development Services 4'e""C'S Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Droville, California 95965 F: 530.538.7785 OVELOPMEN Building Permit Checklist Name: LUNDBERG, MARK & SUSAN Location: 170 SUMMIT AVE, PALERMO Assessor's Parcel Number: 027-020-052 Permit Number: B16-2819 _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 x 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 b : Date: 1o2/ p Y I6 r i r. . Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director i 7 County Center Drive T: 530.538.7601 Buttecounty.net/cids Oroville, California 95965 F: 530.538.7785 LUNDBERG, MARK & SUSAN RE: 027-020-052 Permit No: B16-2819 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. t 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 multipleliving uses having three (3) or more living units per parcel, the construction of an enclosure for containers used to hold solid waste and/or recyclable materials for collection. Requirements prior to issuance of building permit: Submit sufficient information to the Land Development Division of the Public Works Department, 7 County Center Drive, Oroville, CA 95965, that demonstrates compliance with County Code Section 26 -12. ' If construction plans and/or engineering analysis are required, submit information in duplicate in accordance with County Improvement Standards (available on line at http•//www buttecounty net/publicworks/divisions/landdevelopment/impstd html ) with a minimum plan checking deposit of $690.40. j Important Note: If improvements in compliance with County Code Section 26 12 are required, any construction plans and/or engineering analysis must be reviewed and approved by the Land Development Division of the Public Works Department prior to construction of the improvements and the required improvements must be constructed, bonded, or guaranteed with a deposit of an in lieu fee prior to issuance of this building permit. The process can require significant time and must be completed prior to issuance of the building permit. If you have any questions, please contact the Land Development Division at (530) 538 7266, Monday through Friday, 8:00 a.m. to 4:00 p.m. I have read and understand the above requirements: Signature: Date: 12/20/2016 i P 7 , t i i Butte County Fire Department Fire Prevention Bureau Residential Building Requirements 176 Nelson Ave, Oroville, CA 95965 530.538.7888, 530.538.2105 Fax 530.538.6226 Inspection Line Permit Number: B16-2819 Date: 12/20/2016 Location: 170 SUMMIT AVE By: JMD Parcel Number: 027-020-052 Sub Type: ROOM ADDN-FIRST STRY Owner Name: LUNDBERG, MARK & Phone: SUSAN Description: 005.86 AC 170 SUMMIT AVE To meet the requirements of Government Code section 51182, Butte County Fire department requires a pre -construction inspection to provide the below building and site requirements to the property owner. Your property is located within the Butte County Fire Departments response area and must meet the below requirements: ❑ Public Resources Code 4290 (emergency access, signing/addressing, fuel modification standards) ❑ Public Resources Code 4291 (defensible space) ❑ California Fire Code LPG tank protection ❑ Butte County Improvement Standards Requirements prior to scheduling the pre inspection: Full plan submittal to Butte County Development Services Building Division To request an inspection call 530.538.6226; this is Fire Prevention Bureau's recorded inspection line; you will need the information at the top of this page. Inspection request that come through any other phone numbers will cause a. delay in processing your permit. For the pre inspections, the property owner or authorized agent (contractor) is required to meet the inspector at the construction site. I have read and understand the above; pre inspection requirements. Signature: , _ Date: 12/20/2016 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICES NOTICE TO BUILDERS** Before your building permit can be issued, your plans must be checked for compliance with the California Building Codes. In addition, your plans are routed to other regulatory entities including but not limited to Planning, Public Works, Environmental Health, and the California Department of Forestry for their clearances and approvals. There are some things you can do to expedite your permit: Make sure your application is complete. - Be responsive to requests from County departments for any additional materials or requirements. The Building Division places its highest priority on processing building permits as quickly as possible and each day that passes without a complete application adds to processing time. Every permit issued by the Building Official shall expire and become null and void if the work authorized by such permit is not started or completed within one year from the date of issuance of such permit (per Butte County Code Chapter 26, Article 1, Section 263.1). A permit may be renewed (for a fee) prior to expiration a maximum of two (2) times, provided construction progress has been documented by the Building Division during each year during scheduled inspections. No changes may be made in the original plans and specifications for such work. In order to reinstate action on a permit after expiration, the permittee shall pay a new full permit fee and additional plan checking and documentation may be required. Upon completion of work covered by this permit, please contact this office for final inspection. As a reminder to you, it is illegal to occupy this building or any portion of the building for which this permit is issued without a final inspection. EXPIRATION OF PERMIT APPLICATION AND REFUND POLICY** Application for which a permit has not been issued will expire one year after date of application. Refunds may only be made upon written request by the person who originally paid the fees. Refunds for permit applications, if the permit has not issued, but not after 180 days from the date of fee payment. Fees paid at "y the time of application are for Plan Check and administration. The Plan Check portion of fees is refundable only if the permit is cancelled or withdrawn before any plan checking is done. Building Division costs will be deducted prior to authorizing a refund and a charge to process the refund application will be assessed. The. current refund processing fee is $127.00. Refunds on permits (issued) may be requested prior to the expiration of the permit, provided no work has been done pursuant to the permit. An Inspection may be required (and deducted from any refund amount) to determine no work was done. Fee/refund information can be read on-line at htip://municipalcodes.lexisnexis.com/codesibutteco/ "When filed, this application and all supporting material becomes subject to the California Public Records Act. All public information related to this application is subject to public inspection and will be posted on the County's website for electronic access. Permit. Number: B16-2819 Date: 12/20/2016 Parcel Number: 027-020-052 Location: 170 SUMMIT AVE, PALERMO Phone: 5305897872 Owner Name: LUNDBERG, MARK & SUSAN Description: ROOM ADDN (117) REMODEL (2628) COV (866) Signature of Applicant: Date: 12/20/2016 U -4 F k a 1 1 - Butte County Department of Public Works DENNIS SCHMIDT, DIRECTOR LAND DEVELOPMENT DIVISION Storm Water Management Program 7 County Center Drive Oroville, CA 95965 I (530) 538*7266 Telephone (530) 538 7171 Fax I - PUBLIC WORKS National Pollutant Discharge, Elimination System (NPDES) Phase II Construction Storm Water Permit and Storm Water Pollution Prevention Plan (SWPPP) Acknowledgment a [LESS THAN 1 ACREI Reference Number: B16-2819 Date: 12/20/2016 Location: 170 SUMMIT AVE By: JMD Parcel Number: 027-020-052 Sub Type: ROOM ADDN-FIRST STRY Owner Name: LUNDBERG, MARK & SUSAN Phone: 5305897872 Description: ROOM ADDN (117) REMODEL (2628) COV (866) a t 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 buildot is of less than one acre but when combined with subsequent phases total more than one acre of disturbed soil will require a Construction Storm Water Permit from the State of California Regional Water Quality Board. Signed Date 12/20/2016 Title 4-01/1 fl i ' 1 1 a • ' I , i f 1� 1 F { 4 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director v a 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICE11S V PLAN CHECK SQUARE FOOTAGE VERIFICATION • Permit Number: B16 -2810 - Owner's Name: LUNDBERG, MARK & SUSAN Assessor's Parcel Number: 027-020-052 Date of Application: 12/20/2016 Square Footage Verification At Application: Change To: Living Area 117 Garage Area 0 Covered Area 866 pen Area 0 Other 1 F { 4 Department of Development Services Tim Snellings, Director Pete Calarco, Assistant Director v a 7 County Center Drive T: 530.538.7601 Buttecounty.net/dds Oroville, California 95965 F: 530.538.7785 DEVELOPMENT SERVICE11S V PLAN CHECK SQUARE FOOTAGE VERIFICATION • Permit Number: B16 -2810 - Owner's Name: LUNDBERG, MARK & SUSAN Assessor's Parcel Number: 027-020-052 Date of Application: 12/20/2016 Square Footage Verification No Change: NOTES: Verified By: Date: (Plan. Che& Signature) i Confirmed TRAKiT 1 Updated by: Date: �I i N At Application: Change To: Living Area 117 Garage Area 0 Covered Area 866 pen Area 0 Other No Change: NOTES: Verified By: Date: (Plan. Che& Signature) i Confirmed TRAKiT 1 Updated by: Date: �I i N Wesley Cullumber, PE Tel 916-251-9798 EULLUMBER ENGINEERING Wcullumber@CullumberEng.com --AND,D.E516N INC— October 12, 2016 Lundberg Residence 170 Summit Avenue Oroville, CA 95966 RE:., Remodel Construction Truss Compliance Verification. This letter is in regards to the proposed remodel construction at the above stated property. It is written to confirm that Cullumber Engineering has received and reviewed the proposed truss layout and accompanying engineering done by Homewood Truss. Truss engineering package sealed dated 09/29/16 The calculations and layouts in the above package were reviewed for general compliance with the structural design of the project as seen'in the structural documents prepared by Cullumber Engineering. Cullumber Engineering has not reviewed any techniques of construction, the fabrication process, or coordination of the work for the construction of the trusses. The quantities and dimensions are to be confirmed by others. " After review of the proposed truss layouts and loadings, Cullumber Engineering has determined that it is in compliance with the general design presented in the structural documents. Sincerely, Wesley Cullumber, PE �o OF Ess i.oNq� WESLEY - FZ CULLUMBER z w No. 8067 m 83.5-2819 B10 :: 0 - 1=17 1 027 -020-052 12/20/2016 PCl qTF of c a ROOM ADD, REMODEI, COV - v 4011 Sierra College Blvd- Loomis, CA 95650 Phone (916) 652-4655 Fax (916) 652-3860 - 5033 Feather River Blvd., Olivehurst, CA 95961 Phone (530) 743-8855 Fax (530) 743-8856 "Servinq The Best Builders" Truss Calc Submittal Client: Synergy Builders 316-2819 B10 - 027-020-052 12/20/2016 PCI ROOM ADD, REMODEL, COV t , Truss Designer: Bryan Wagner- brvanwPhomewoodtruss.com Phone: (530) 743-8855 PERMIT Project: BUTTE COUNTY DEVELOPMENT SERVICES REVIEWED FOR Residence CO Ec MPLIANC DATE BY 170 Summit Ave Oroville, CA Tracking / Work Order # 0770916 tlen:Uiy ighls: G"P PH (5:30)743-8855 RESIDENCE Fax (530)743-8856 SYNERGY BUILDERS )MEWOOD TRUSS CO. 170 SUMMIT AVE ^ / OROV2LLE, CA 1. 33 FEATHER RIVER BLVD :VEHURST, CA 95901 _ 17 J06 _ J04 102 10 N O � MOG SALES MUS26 SP2 BW AOI S i i •- S26 SP2 DUE DATE: A01 S i ! I ! SP1'. SCALE: 1"-7' 0" I DSGNR/CHKR: AW / BW 1P1 SP2 •1'C I ! !; SPI SP2 1.25 j i• SPI SP2 p9f i j SPI SP2 Live ! i I' ! SPI SP2 i Dead- 8.00 psf Design Spee.: CRC -2013 SPl SP2 NTr/NCfg: 76 / 14 Total N I' i ! i SPI SP2 i ! I SPI SP2 ! j ! SP1 SP2 ! 1' i SPI SP2 !j I i ,I ! i SP1 SP2 •I I i ! SPI SP2 CAO—D AO 41000 1SU2 p a e ni a y N e a e e n e n �r e Y e e e ra S U2G TJC37 I• ji T]C3 I Ij TJC37 r f= TJC37 Ij I • TJC37 11)b Of �o �o JC371 F � I _._ ._ _._ -7 L. ._ ._._ _._ -._ -._ _ ac ve J. G"P PH (5:30)743-8855 RESIDENCE Fax (530)743-8856 SYNERGY BUILDERS )MEWOOD TRUSS CO. 170 SUMMIT AVE ^ / OROV2LLE, CA 1. 33 FEATHER RIVER BLVD :VEHURST, CA 95901 _ 17 J06 _ J04 102 10 N O � SALES HEY: BW WON: 0770916 DUE DATE: 09/28/16 SCALE: 1"-7' 0" DSGNR/CHKR: AW / BW Datc: 9/29/2016 7:04 •1'C Live 20.00 ps£ Uureac-Lbr 1.25 TC head 14.00 p9f nur Fac-Plt 1.25 SC Live 0.00 psi U.C. Spacing: 2 . BC Dead- 8.00 psf Design Spee.: CRC -2013 NTr/NCfg: 76 / 14 Total 92.00 ps£ I r,. ALPINE f Engineering eJob 9/29/2016 i This eJob is prepared exclusively for: Homewood Truss (5824) PO Box 5010 Marysville, CA 95901-8501 Work Order: 0770916 ' Job Customer: SYNERGY BUILDERS Job Name: RESIDENCE Job Address: 170 SUMMIT AVE OROVILLE, CA • Alpine ID: T545561.J574275 hereby verify that this document was.prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer. I am responsible for the design of each component detail only -- not for the proper manufacture of the components. This document is no longer valid if any modifications are made to it. Alpine, a division of IW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 { 800-521-9790 .j 4 ALPINE �. Y Engineering eJob 9/29/2016 Table of Contents Page No. Truss Label Page No. Truss Label Page No. Truss Label 1 X01 2 A01S 3 AOF 4 CIA 5 J02 6 J04 7 J06. 11 M06 9 M06D 10 MOG 11 SP1 12 sP2 s' Page 1 Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 i . r ALPINE Engineering eJob 9/29/2016 Truss Engineer Design Responsibilities The engineer's signature on this design certifies that the individual component depicted, if built with the materials and to the placements and tolerances specified, will bear the loads shown on the drawing. Users of the component are responsible for determining that any as -built component conforms to the design. The loading and dimensions specified have been provided by others and have not been verified by the signing engineer. The building designer is responsible for determining that the dimensions and loads for each component match those required by the plans and by the actual'use of the individual component. The building designer is responsible for ascertaining that the loads shown on the designs meet or exceed applicable building code requirements and any additional factors required in the particular application. The engineer's seal on the attached component designs indicates' acceptance of professional engineering responsibility solely for the design of the individual component assuming that the loading and dimension requirements are as represented to the engineer. The suitability and use of this component for any particular building is the responsibility of the building designer in accordance with ANSI/TPI 1 Chapter 2. The engineer certifying this component is not responsible for anything beyond the specific scope of work set forth above, including but not limited to, the loading factors used in the design of the component, the dimensions of the component, the transfer of lateral loads from the roof and/or forward to the shear walls down to the foundation, connection of the components to the bearing support, the design of the bearing supports, the design and connection to the shear walls, the design of temporary or permanent building bracing required in the roof and/or floor systems, transfer of vertical loads down to the foundation, the design of the foundation or analysis in connection with the roof and/or floor diaphragms of the building. This is a high quality facsimile of the original engineering document. A wet or embossed seal copy of this engineering document is available upon request. Alpine, a division of ITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 k P I r ALPINE i i Engineering eJob 9/29/2016 Required Details* E . i Other Available Details* *Sealed versions of these details are available upon request. Alpine, a division ofITW Building Components Group Inc. 2820 N. Great Southwest Pkwy. Grand Prairie, TX 75050 800-521-9790 r i r • r ' as. a• 7 7ICAL hImum ssa'�t 'Ilibntary Arco . 87 egtt ob Name: RESIDENCE Truss ID: A01 Qty: 12 S X- IX MACT SIZE MV 1) t 9- 1• IB 652 & 6o" 1. 60" TC fac4 LFL 01 t Btr. K 10004 IFI. NI •Dir. Wb brads{ required at each location shows. - ® Refer to SCSI for proper required lateral LIMIT REAMON(S) i Support C1C W rd Now W nd - e 7- 8.11 1988 & 60" 1. 78" 1� Ot4 EWL STAND= restraint. For alternative web bracing, 1 •tib 1b 1 31. 9. 1 199E 3.60" 2.12" Deaf w�eed per ANSI/TF1 1.20017 see 17MG'9 standard dotal In. - 2 •9 16 S •26 Ib 1 43. 1.11 712 3. SO"" 1,60" t DEFLECTION (s r -. 523 NN 1.2 (LIVE) LC 40 Bearlags designed for an Pe erg value of the lesser of the truss chord ler value or lumber US far all bearings. - . Fabri Ceti an Tolerance a 2Q 0% Nor (creep factor) - 2.00 -' Defer to Joint OC Detail S osits- for - - 4 •BE 1b This truss is designed using the ASCE7.10 Wnd Specification •0.18" D= •0.26" T= •0.43" IDC/IDC truss plate values are based an Cq factam and Ficaltational Tolerances. . Joint Lowatiom ..-.- a. 0. 0 10 0.o 0 testivvgg and approval as required by IEC 1703 and MIII/TPI and are reported in 151118. Laded for 10 PSP neo•concurrent ECLL. 11hr4 all interior bears locations. vvgg Bldg Enclosed = Yes, Truss Location = Not End Zone 7• o•Is 11 7• 611 11• e• a fe ll• a PLATING 84SED ON GREEN L iERU! VALUES. [dU f Live Load lied to bottom chord !a Install interiors �P°1't(s) before erectfoa. Category Cate = C Le b . 57.84 ft, Bt dg Wdtb 30.00 ft , 11.11• a Is wu• a et• 7•lt 14 La• a 1 - Ps eccordaace vdtb IDC/IRC code provisions. Som roof' height ]5.68 it, mph . 110 " es- 4• 1 la al• e• 1 is / "L3 '. - Oce Catefp II, Dead Load = 13.2 pouf bbin Wnd Force Aeslstl System " Rsf t1abgg 31. 9. 1 19 a6- s•1e a6- S -it 17 43- IY 7 6.41 / . G 0.40 f4 e78pWWI. 16 -41(1. QO)) / 0e(1. as • Low rise and Colapomnts and Cladding as. a• 7 7ICAL hImum ssa'�t 'Ilibntary Arco . 87 egtt Yflint. OI. R )/ 71Aa) 4 -1076 1. P.S / I 1.00) 0.06 - - 3 -is 1.05)/ 0.91 e 1. CS / 1.006eo 0 f. 0. :011 1, ES / 117 . BuI . 8 •M 1, / 1Q(f. 0.41 ES) V. - 9 •016 1 / 1. a - E CIDl. OR )/ 7Fa. Om Cgs 11 e1((1.00)/ ]a7 1. LL 0.10 - lt •21(1.011)/ ,100(I.L O. sO is / "L3 '. - " 6.41 / . G 0.40 f4 e78pWWI. 16 -41(1. QO)) / 0e(1. I-•!(1.00)/ 43 [: 17 •9i(1.60))/ 469(1. IS 00.40 f� a Lmr,(wat;/ tee, as Ls1 21-7-12 f 21-7-12 11 -Ines 1,ra / a7 1.eo o. ss 1 2 3 4 5 6 7 8 9 - lG /ou 1. IS 0.23 1L -4711(1. en/ 14 1.001 0,te IS / 10.71.05 0.06 � t 6.00 ti•�N " - - -.+.,- _.... is- -.3741, e3)/ i_3 1.00..0.10......_. ( 1s •80000(((1. 00)/ 1. e6 0. GS_. ,... ..-� _ _ .._.... -.. _ -.� _ - - 14 1.0�/ 1. 00.05 l4 •304 I, LS)/ 1 1.00 0.16 5X6 " 13 •1 1. es; i 1go .000 as o: a 1.5X3 1.5X3 15 1, 03 la - 5X10 5X10 11- -14 - 4X4 3X4 11-10-12 SHIP 2.5X4 2.5X4 011 0-11 2X4 3X4 6X6 5X8 2.5X4 0.4-1Bi t`$�0 L W W 1. 308 W:3087-9-11 W 308 31.6.1 R:552 R:1668 R:1992 308 R:7125 T. 7qN U:-88 U:9 U:-25 U: 82 i 10 11 12 13 14 15 16 17 No. C 72160 OVER 4 SUPPORTS d'T CIVIL. 9�OF - All connector plates are ALPINE Wave 20 go., unless preceded by'H' for High Strength 20 ga.,'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled plates and false frame plates CA lf�`` 9/29/2016 ere posBloned as shown above. Shift gable stud plates to avoid overlap w structural plates. ;gg _ Flam" ell s ARNING/ READ AND FOLLOW ALL NOTES ON THIS DRAWINGI Cmt: SYNEM El1ILI18SS (tel "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. EM W weX0770918_L00007_400001 _ ^ Truases ratfuee erdreme rare In fabricating, handhg, shipping, fndaOing and biecing. Refer to and IDOW the latest edrllon of BCSI (Building Component BCSI. Unless M DrivioJ)10770010J.000 Digllrt AW 4'I.0 = 48 VR'/PLY: 32 v V fe Solely hfwmatlon, by TPI and WTCA) for Safety practices prior to perlorMng Oaso functions. Insoles; shell provide temporary bracing par noted otherwise. top chord Nall have properly attached structural sheathing end bolfom chord shall have a propery, attached rigid calling. Localionb drown TIC Live 2O. 00 f Ps L1veD w L=l. 23 P=l. 25 forpermenemwlateral webs aha0 have bracing Installed per lh sections Bs, a7 or Bto, as applicable. Apply platin to each feta of wen and the Joint Dealb 'li SODw(PI) 0.00 psi SaowDLs• L=1.1S P=1.15 abra and n repos, uveae noted othewlae. poslllon ee shown ehoro and on Alpine, a dlvidon of 0\N Bulning Components Group Inc., shoo not be responsible for any deviation from this drawing, any failue to bulk the truss In . TC Dead 14. 00 pelf Lep Mr End / Coup / Tem - AN ITW COMPANY conformance with ANSVTPI 1, crier handing, shipping, Installation 6 bmcbtg of trusses. A seat on this drawing or cover page listing this drawing, Indicates acceptance olproless/onal engineering responsibility HC Live 0. 00 psi 1. IS / 1. 10 / 1. 10 ON. Gnat ass Pkwy. Gond Prem., 7X 75030 solely for the design shown. The suitability and use of this drawing for any structure, Is the responsibility o/ the Building "' K Dead & 00 psf O. C. Spacing 2• 0- 0 Designer per ANSYTP/ 7 Sec.2 'IOISYLUS 8. O VEIN TB. S. Y.O For more Inhumation See his, job's general notes page and Neva web sites: ., ...... -. y. .__..=4 u r . n ,,. . • rr•. .ae.n.= bldg Code: CDC -2013 DEFL RATIO: L/YAG TC: L/E ob Name: RESIDENCE Truss ID: A01S Qty: 2 S X_ LOC Rucr Sin IiBQ' D TC E1t4 DFL #1 i Dtr. 1 10. 8. 7 768 1iBt 1.50" BC ex4 IWL 41 A Btr. 9 31• B- I 1577 S. 6o" 1.68" VER Ex4 til. STANDARD 1 4S- 1.11 671 5.50" 7.60" Ex4 DFL ori l Stir. 8.1 S KkNaIWCLIP NDIS Pabri cation Tol eraace a 20.0'% I 'K626 Ilcr (creep factor) 9.00 pport Comection(s)/�g�gor(e) are Safer to Joint 9C Detail Sheets for at dasl�rd For hurl conic/ lest. Cq iDctora and Rotational Tolerances. 8 SIM N CATALOG Leaded for 10 PSP mn•comtmtee. BCL1. 6 AEMTXMAL INSTALIA77ON NOTES Shrk all interior hearing locations. C I79FLBCl'ION (sppaan�) I Insall interior zur�(s) before erection TBE 1EM 8.7 (LIV>) LC 4E Ed verticals ore _pp-eelgaed for axis] loads •0.18" D. - 0. ES" T. - 0. 4kV1 only, mless [toted otherwlee. .VR DIF CBITEBIAIL/100 118111 8- 11 T= -0.38" • Jaime tecetleea . o•.•0' a 0'.04.01 1• 4•a a 1. 4-11 6• 1• 1 10 B• R 6 6 s• a 11 14.11. 0 19.11• 6 19 18.11• 1 1811• 1 1s M. 8.19 To. 8.19 TICAL bL11'M 108CPd: r CGH, qOt )/ TCR.(MR CSI 9 -1 1.80 / 160(1.80 0.00 1 -lm 1. L6 / e1 1. e0' 0.11 as e • t 1.00 / 17a f. o. u 7 •SLS 1.96 / 1.00) O.4b r "?NO )/ B I17 1.0'0)/ 147(1.00) 0.91 1". 187 1, 60) / 1.00) a 85 11 1. s0) / 1 1.00) o, L8 "I L 1.mo / 1 1.26 0.17 Is !E7 1. so / 704 1.96 0.39 - ecmr, 001) / IM. am) Cels 0 •017 1. e!)/ Ia 1.00) 0.40 . -.179 1.00) / . I if. 0. 15 a -el 1. eel i.se-0.0'. a •997 1.91 / 1 1. 0.18 t0 -111 1,00 / I. 96 O. LO 1 0 alb 10 -1 1.00 / 587 L es 0." 11 -811 1.93 / 87 I. 0.50 I1 1. es / to1. a0) 0.78 1e / 1.w e. 1s ®Wb bracing required at each location shone Refer to BCSI for proper required lateral restraint. For attertmtive v=b bracing, see IT1lCG's standard details. Designed per ANSI/TPI 1.9007 Bearings designed for an PC! rp value of the lesser of the truss chord lna>amer value or BES for all bearinl®. IBC/IDC all plate valets are based on testla and approval as re red br I8C 1705 and ANSI/Til and noesre in 8SA-1118. PLATING RASED ON GRIM UkUR VALUES. EO psf Live Load applied to bottom chord in occurs nslee tdtb IBC/IBC code provisions. Required bearing widths send bearing areas aappplyy when truss not supported in a hanger. i1PI.I6 knell f(s) I Support C&C V{nld Noe-Vbnd 1 -152 1b -109 91BI�AL REACTIOlb N(S) I support 1 -477 Ib support 3 -477 lb This truss is deai��teed using the ASCE7.to rind SpecIllcation . Bldg Enclosed . Yes, Truss Location = Not End Zone Category = C W Length = 57.64 ft, Bldg %Idth = 50.00 ft Tkban r00P height . 15.58 ft, mph = 110 Oceapnoey Category I1, Dead Inas . 13.E lrf Deetgned es thin ll,nd Force Itealetlog System • Low ri me and Components and Cladding Tributary Area = 53 sgft VertieaI numbers exposed to nitd: 8. 1 6.0 5X6 - - _ 3X4 3 1.5X3 5X10 ' r:�� 1 US 2.5X4 11-1 SHIP 8- -6 2X4 2X4 3X10 6X6 2.5X4 1.5X3 0-4-1 yM3 BZ6 14-1 - W 30 8 308 81 � -8 s102 U:-152 16.6-11 2678-12 _ STUB �11 12 13 All connector plates are ALPINE Wave 20 go, unless preceded byH "" for High Svenglh 20 go., 'S" for Super Strength 18 go. Plates are to be positioned per Joint Detail RepCod. Circled plates arM false frame plates ore positioned as shown above. Shift gable stud plates to evold overlap with structural plates. '68 - HkoIlood Tr A READ AND FOLLOW ALL NOTES ON THIS DRAWING! (CAI **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. T.Me require oWeme care In fabricating, handing, shipping, WIoMV and bracing. Refer to and fol]" the (nest edition 0'1 BCSI (Bulking Component Safety Information, by TPI and WTCA) for safely pmCUCen prior to performing these functions. Instillers shat provide temporary bracing per BCSI. Unless rw no. othewbe, ep chord Shag have property attached auuctufei shaming and bottom chord shat have a property attached rigid celtrg. Locations shown A rl �� r-� for permanent nab above and/ of webs chat have (open g nkm o per BCSI eeelbne B7, 67 or 870, as applicable. Apply pinea to each tate at truss end Y// LJI (ILII- � ILII!^\\Vvl II IlFlf-�� position es shown conn aM on the Joint Details repos, unbee noted olhewiee. Alpine, a division o1 ITW Bulkfing Components Group Inc, shat rel be responsible for aiyr deviation from loin drawing, any talks. to bulk the Irum In AN /TW COMPANY conformance with ANSVTPI 1, w for handing, shipping, Installallon 6 bracing o1 trustees. A most on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility D N. Grist SW PAW. Grew P.M., 7X 73050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building Designer per ANSI/TP/1 Sec.2 Fa nem inlortnetion mea IhiS job's geieml notes Pepe end It,... web sites: 7NSPLLB8.0 VBA T16.5.1A,,,e,.,e..._._.._.,,...__..,n.....__._�...__...nr,...__..-u�..,,........rrr...,,...,....r...... �SE>1 T. T,�Iq\ No. C 72160 S� CIVIL. P � eo OF CALIV 9/29/2016 ffiIb D!'ive_&L0770916_L00007_J00001 VD A' ive_AL0770816_,000 Disgarl AW NLC = 50 VW/PLY[ 94 TC Live 90.00 puff LiveDor L --I.95 1`1.95 TC Snow(Pf) 0.00 puff SnottDur I.=1.15 P=1.15 'IC Deed 14.00 puff Iep 118r End / Conp / Tens BC Live 0.00 puff 1.13 / 1.10 / 1.10 BC Dead R. 00 puff OL C. Spacing 9- 0- 0 Bldg Code: CBC -9013 !RVI-lKTIO: L/940 TC: L/9 ob Name: RESIDENCE Truss ID: AOF Qty: 1 4X -LOC MACE SIZE 85Q D 1 0-1• IE 695 s. b0" see I1H M s standard details. c 7. 7.15 1627 3.50" ].30" 1 9• 0• 7 -9 3 50" 1.301, 1 !0• 4.14 s6 3 W" 1. W" s 11. 9. 6 1046 3 SO" 1.50" 6 IS- 3.14 81 3.60" 1.60" 7 14.10• 6 111 S. SO" 1.501- .W"S16. S1'-4.14 79 & W" 3.50" 9 17.11. 0 2148 3. 150" 160° 6 19- 9• B 98 3. W" 1. W" 1 21- 7• I9 106 3.50" 1. W" 23• 6.14 98 3. W" 1.50rr 3 25. 4. 1 2080 5,50' 7. W" 1 26.11. 0 91 S. W" 1. W" S ts• 5.15 . W" 63 3-- Ie 2: I 39• 0.14 so 3 W" 1. W" 7 31. 7.13 2337 3.60 1.60" S 43. 1.11 9 3.30" 70 1.30" 111FICLECTIM (aI 909 MUCCI S. 9 (I LC 49 IS • 0. 10" Ik • 0. 19" To • 0. 30" . Mot I.-ti om . 17 0• s• a 10 0• a. a 7• 9.11 11 11- e• 0 is 7• 0-11 11. a. 0 -23 lb 17.11• o Is17.11. 6 Ob 7•le 14 CS• 4• 1 f1 Ls• a- 1 31.6 1 #1 MICN as• a. 1 to as. 5.10 17 78• 1-f1 47• 3. 7 IS r r u It 13 tt 16 la 17 a It It It 17 is Is 14 14 14 Is Is 16 TC 9.6 13FL 42 BC axe 1FL 42 Hebbrscin requirad at each location sholfa. ® lifer to 61 for proper roqutred lateral BG SLIUB 2x4 En 02 a Btr. restraint. For alternative rob bracing, H® 2x4 IFIL g1ANDUM see I1H M s standard details. ®. SFI LB 014 ISTANDUID Plates outside the truss pert®ter aro 2x0 IFL 42 1 , 4 , S designed for the location sbom only. 10 is '19 , TMmto match profile if necessary. 21 24 ,29 Designe d per ANSX/'IPI 1.2007 Fabrication Tolerance = 20.0% Benninger designed for an PcRrp vale of the lesser of the truss chord looter vales or Nor (croup factor) 2.00 for US for all bearings. Defer to Joint QQCC Detail Sheets ILC/lK tans plate values are based on Cq factors aid Ostational Tolerances. testIM mail approval u required by IN 1709 in EM 1118. Loaded for 10 FSP son•coneu rent BCLL bbrk all fmterior bears locations. maid I/TPI and are reported Rrment lar-Aing is roualred to Install interior s�rtt(s) before erection. loads prevent rotation/toppting. Bee 1 ani ANSI/TPI ], Adliiig deelgmr shill verity gable and ellwe 1 if applicable. PLATING BASED ON (MM LUNM VALUES. [+] gable bract1� required s 42" Intervals, + t r + + + + + + r + + + + + + + f + + t r !Dentg�u1eed� For 1.0 H Ike drag load applied horirentolly in either direction to the top if exppoosed to wind oed applied to face. See I'I\BCG'a (la►lIs @aefmg Details. TWO truss /o deslggnaeed aging the chord panel Into, Idth dead + 0 % live ASCE7•10 Had Specification I oads usitg lead duration a 1.60. Partial Bldg Enclosed • Yes, .outlnsoas bear]n{ (PH) horizontal reaction Truss Location Not litd Zone 158 PIC Mo. Connection by others. +e+ ♦ ♦ + + + + + t + + + + + + + r + + + + Category = C Le h 37.84 R, mdg Rdth = So. 00 ft PB (1) tlom 7.7.15 to 17.1]•6 Abse roof' heigbt 15.58 ft, nph. 110 PB 2) tion 17.11.6 to 116.4•] Oc Cutegvry II, Lead load 132 f 18 (3) from 26.4.1 to 31.7-13 20 psf Live load applied to bottomchsrd in Deslgnedl as Ohio Rad force IMlsting System • Lowrlss, and Components and Cladding Im. an csI xcrnr-O tdtb /IBC code pevvl0l0m. Tributory Area = Z57 sgft » 1.es o.n Z I. is) 0.711 1.7A) 0.57 Tress designed to siyport loll -0 top chord load to exceed 10 (•) &we this sewer by sttacloa� to lien FA" c. 4111 1. 116 0.47 1.4s e.4s III 1.11s e. a9 onlookers and elm ng not f on one face, and E•0-0 span op}oelte Foca. 1. Sir deep X S. 611 AT 4(P' o/c al mfg top edge. roof di.,�I,., or vdth at a. diaphragm I� 0'71 DO NOr OVHICI)T. No !mots or other lamer •620 16 3 defects allomed tdthin 18" of notches. •240 Ib �rwi�)0nceo; ons DO NOr NOWH in overhang or heel panel. 4 21-7-12 9' 0.94 o: of 3X4 1 2 21-7-132 507# 15 6 6.0 8 380 701(1.116) 00.41 03 6.00 ! RIMS507# 716 1.96 0.61 las. (Iia) 0111 1522# 1 1.5X4 1522# 33(1.00 00: s 1280# i I2B0# 110.43 .40 I 1 7x8 x11 ! 116(I.00) 0.46 284# j 284# °dsa 11-10-1211- -14 3X4 X4 2X4 0.46 SHIP rnp.cs> o. 1s s 2X4 Oo: ie 4X14 4X14 406(1.66) 0.16 = 0.4-1 1 4 7X8 7X8 3 8 B1 2.5X4 3X4 1.5X4 2.5X4 7-7-15 3X4 10 11 12 13 43-3-714 15 16 17 TYPICAL PLATE: 12X4 OVER SUPPORT AS SHOWN TYPICAL GBL BLH PLATE: 1.5X3 All connector plates are ALPINE Wave 20 ga., unless preceded byy H' for High Strength 20 0e.,'S' for Super Strength 18 ga. Plates are to be po9ltloned per Joint DODO RefR ^Clroled plaleg end false frame plates are positioned as shown above. Shift gable stud plates to evolIf overlap wiN structural plates. _ UPLIFT REACTION(S) : **WARNINGI ** READ AND FOLLOW ALL NOTES ON THIS DRAWING! HMZONIAL BSACI ON(S) Support CIC N rd Non• R nd s 1 043 16 1 1-38 -18 Ib 1b yy suupport L •620 16 3 -112 16 •240 Ib support 6 support O •447 1b -378 16 B -I 16 'DT Dead 14. 00 pat• support 13 -486 16 7 •1 lb 1.00 / 1. 00 / 1.00 support 17 678 lb 8 •1 Ib support 18 -901 lb 9 -52 16 sea t Minor s f itretal notespage and 111on,n= Fa moraInfonmT-aceIhwjob'saener�lnotespeltaendthesewebsites: unv..,.u„ tInn., Information tMn wato sh aww_Iccaefe.are nil Cede: CDC-BOIS � EM RMCD: L/SAO TC: L/Z4 f0 -I 1b Il -I lb Ie -I 16 13 • W lb 14 -I Ib IS -I Ib 17 -57 lb is -23 lb .-........LOM CASE #1 MICN LOM ........... IS r L. Pl f L. Loc a Pl f Bloc LLM W Vert 64.00 • 1. 0. O 84.00 O. 0. 0 0.48 TC Vert 104.00 0. 0. 0 136.24 8. 4. 2 0.59 TC Vert 102. u 6. 4. 2 180.00 21. 7.12 0.59 7C Vert 160.00 21. 7.12 102.23 36.11- 5 0.59 IC Vert 136.25 36.11• S 104.00 43. S. 7 0.59 IC Vert 64.00 48• S- 7 84.00 44. 9. 7 0.48 BC Vert 32.111 0• 0• 0 32.21 43• 3• 7 0.00 Vert The L lee LL/TL Fastener Tc 0.0 0• 1.12 1.00 TC Vert 122.8 8- 4- 2 1.00 TC Vert 95. s 6. 4- 2 0.00 TC Vert " 30. 4- 2 1.00 TC Vert 31. 0 W 4- 2 0. 00 71C Vert 164.5 7. 9.11 1.00 W Vert 116.2 7- 9-11 0.00 TC Vert 500. s 11. 9. 6 1.00 W Vert 214.8 11. 0. 0 0.00 TC Vert e9L 4 17.11. 6 1.00 7C Vert 208.917.11• 9 0. 00 n Vert M.8 21. 7.12 1.00 TC Vert 160. 8 Cl- 7.12 Q, 00 TC Vert 286.4 25• 4• 1 1.00 W Vert 208.9 25. 4. 1 0.00 7C Vert 308.9 31• 6- 1 1.00 IC Vert 214.8 31. 6. 1 0.00 71C Vert 184.5 36. 9.12 1.00 TC Vert 116.2 35. 5.12 0.00 TC Vert 122.8 36.11- 6 1.00 TC Vert 95.0 38-11- 6 0.00 W Vert 44.5 38-11. S 1.00 TC Vert 31.0 36.11. 6 0100 B18r r= n: No. C 72160 � A ShT C1V11� �P '9�0� CALIF „a 98 - Ssnestood s **WARNINGI ** READ AND FOLLOW ALL NOTES ON THIS DRAWING! �T' srnnwaa ' n� DI[0770818_L00007_JooO01 '"*IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. MD: Driveve_nJ/L0770I116J.000 Trusam require edreme tare In fabricating, handing, shipping, installing and brecing. Refer to and follow the latest edition of SCSI (Sulking Component braotng SCSI. Unwes 1k1gM't AW OU= 54 WIPILY: 6$7 yy Safety Information, by TPI and WTCA) for safety practices prior fo performing these Wnclbns. Installers shall provide temporary per poled otherwise, top chord shell have property Machell structural sheathing end bottom chord shell hove a property attached rigid coiling. Locelbns owwn TC � V¢ CO. OD If lV¢DmL=1. YS p=1. ES pwetof webs chap have bracing Installedper sectwns B3, BT or 570, as eppptable. Apply plates to each face of ass end Joint ..falls 1i Saoa(P� U. 00 psi Sao/• L=1• IS P=1. 18 /� position as shown above and on the report, unless road oTherwue. Alpin, a division of RW Sul" Components Group Me., shag not be responsible for any deviation from this drawing, any folk" to bulk the Iruse In 'DT Dead 14. 00 pat• pep Ata• 8" / Conp / Teas AN ITW COMPANY Conformance with ANSVTPI 1, or for handing, shipping, Instalblwn 8 bracing of trowfs. A seal on this drawing or coverpago listing this drawing, Indicates acceptance ofprofassionfil engineering responsibility 1 Live 0. 00 psi 1.00 / 1. 00 / 1.00 o N. Great swPrwy. Greed P.M., TX 71050 solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building K Dead B. 00 psi 0. C. Spacing 8- 0• 0 DesignerperANSI/TW 1 Sec.2 •D WIPLUS IL O VER: T6 S. 20 sea t Minor s f itretal notespage and 111on,n= Fa moraInfonmT-aceIhwjob'saener�lnotespeltaendthesewebsites: unv..,.u„ tInn., Information tMn wato sh aww_Iccaefe.are nil Cede: CDC-BOIS � EM RMCD: L/SAO TC: L/Z4 f } ob Name: RESIDENCE SX -LOC MIT SIZE �q D TC 2x4 DFL •1 i Btr. 1 0- E-15 700 S. 9z,, I. SO" BC 2x8 EFL #2 B le. S- 7 817 =It 1.50" VBB Rx4 IPL STANDUM NOTE Bcr (creepp factor) - & 00 CIe IN�lk�NGGeWaCLIF MOS.; TO � ENGINEER® Refer to OC Metall Sheets for ort Cemtection(s)/lIs2ar s are p� () :r , w Cq deal for and SFnon-col nonTol-concurrent BCI. , �� for 10 BCIJ.. squired aE deBiBmd forpph��orizo al loads. ((LIVlnILC is to permanent 6raclsg is required to bracing 988 MOt1 1 2 pprreeveat rotation/toppling. ing. See DC6I and ANSI/TF1 1. .0.03" D= -0.06" T= -0.00^ Not designed for attic storage unless .Vs DEF CBI7'IDQAtL/12f) noted otherwise. NM 7. 4; T= 0.04" tap Mw End / Coup / Tema .. blot L -ti...... cardonnancaw.thANSVTPI1,orforhanding,shipping,Insteilethn3bracingofIruasee. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility this drawing for is the of the Building a. a 07. 0, 00 1.00 / 1.00 / 1.00 0. C. Spacing L• 0• 0 21 s• e• O 7 1e• 7.13 solely for the design shown. The suitability and use of any structure responsibility Dealgner per ANS I1 Sec.2 12• 7.13 r - TICAL 7dM= roliCMr T crostxa/ 7IDai.(Gl cell C 1 1. E3 / !w 1.60 0.16 For more Imormatlon sae the pb's general notes page and these web altos: ' a 1,003 1. E3 / 1 1.. & a a 1.ra / 71, 1 e0, 1, DFFL RMOt L/840 IT: L/E4111 C C01r.lAR)/ 71111f.. MN Celt . s eattl.so)/ a l.ra o.e7 7 .1W1.aD)/ Mom E3) O.Ee . m CD 4"N 7W�II. 1,101) C61 e s LE3 / ttEaa((((1. 0.03 / el 1. E3 0. E3 " 0 1. all 0.51 OS 1.00) 0.70 . Truss ID: CJA Designed per ANSI/TPI 1.2OD7 Fabri cation Toleralsce = 20.O'A Dearlmgs designed for an Feierp volae of the lesser of the truss chord lumber value or 828 for all bearimp. IBC/IDC truss plate values are based on testier and approval as required by IDC 1705 and A I/TPI and are reported in ESW211L PLATING BASED ON GEM LIMB VALMSS. Rod verticals are designed for axial loads only, amless noted otheralse. 2 4.24 3 4 Bi W:515 R:700 j �U:-150 f 12-7-15 I 5 6 7 Qty. i SS - 11monoods Required bearing tddths and hearing areas Ctmc: SYNEICY 1111111l ri ! ve07_J00001 when truss not supported In a hanger. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. gpl LIFr RPAMON(S) : Support C!C Wad Non-Vlnd M IIr'Iv¢_W(1'107770918_L0000770918�.000 Dsgnr- AW :LLC = 51 f,9'/FLY: 87 1 ISO Ib Safety Informn, Dy 7PI and WfCA) for safety practices poor to performing these functions. Installers shall provide temporary bracing per noted othorwiaI top chord shell have property attached structural sheathing and bottom chord shell have a property attached r1gld calling. Lougons shown face 2 .137 Ib Lt Dur L=1. p_ -l. 1:5 UMZONTAL REACTION(S) o: webs shall have s B3, g7 or 810, as applicable. Apply dates b each o: truss and Installed n per SCSI otherwise. for permanent lateralShownunless noted otnerwlse. as shown me Joint Details support 1 303 lb - 15 Stnmt,Dlu L-1. 1S F_ -l. 15 r slnport 2 303 16 pos0on above era on repo.. ab vetand rcpon, Alpine, a dhts1w of riW Building Components Group Inc., shag rot be responsible for any deviation from this drawing, any failure to built the truss In Tile truss is designed using the ASCE7.10 And Specification ' tap Mw End / Coup / Tema Bldg Enclosed = Tom, cardonnancaw.thANSVTPI1,orforhanding,shipping,Insteilethn3bracingofIruasee. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility this drawing for is the of the Building Truss Location = Not End Zona 1.00 / 1.00 / 1.00 0. C. Spacing L• 0• 0 8a) Category C solely for the design shown. The suitability and use of any structure responsibility Dealgner per ANS I1 Sec.2 III LeroRh 37.84 ft, Bldg Wdth - 30.00 ft Alan roof height a 12.94 ft, mph 110 For more Imormatlon sae the pb's general notes page and these web altos: Occnpanc Categg�ory II, Clad toed = 13.2 pef ll,.T dy. ;hitt Wud Force Resisting System DFFL RMOt L/840 IT: L/E4111 . Low rise and Coesponeote and Cladding Tributary Area a 32 sgft Vertical members eeposed to w1nd: 7. 4 ••-•-- .... LOO CASZ DESIGN SIGN Raba ................ Ib r L P) r L !0,c R Pl f R hoe LL/1i TC Vert 84.00 - 8- 1- 7 84.00 0- 0- 0 0.45 TC Vert 0.00 0- 0- 0 184.15 11- 3• 0 0.59 TC Vert 34.00 11- B. 0 34.00 12- 7.15 0.58 BC Vert 0.00 O- 0. 0 43.34 11. S. 0 0.00 IF Vert 5. 00 11. S. 0 B. 00 12- 7.1 S 0.00 4 -8 5-41-7 SHIP B2 W:308 R:817 U:-137 OfESS/ „K No. C 72160 i A Shl9 CIMS �OF CALlf- All connector plates are ALPINE Wave 202,a., unless preceded by'W for HI9h Strength 20 ga.,'S' for Super - Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled prates end (else frame plates 9/29/2016 are positioned as shown above. Shift gable stud plates to evo III overlap with structural plates. SS - 11monoods "WARNING!"" READ AND FOLLOW ALL NOTES ON THIS DRAWING! **IMPORTANT" Ctmc: SYNEICY 1111111l ri ! ve07_J00001 iyJ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care In fabdcatlrg, handling, shipping. Installing and bracing. Rater to and follow the latest odlDon of SCSI (Building Component SCSI. Uness M IIr'Iv¢_W(1'107770918_L0000770918�.000 Dsgnr- AW :LLC = 51 f,9'/FLY: 87 Safety Informn, Dy 7PI and WfCA) for safety practices poor to performing these functions. Installers shall provide temporary bracing per noted othorwiaI top chord shell have property attached structural sheathing and bottom chord shell have a property attached r1gld calling. Lougons shown face TC Live 20.00 psf Lt Dur L=1. p_ -l. 1:5 /1 n r� n f � I�t�\\\v11 o: webs shall have s B3, g7 or 810, as applicable. Apply dates b each o: truss and Installed n per SCSI otherwise. for permanent lateralShownunless noted otnerwlse. as shown me Joint Details 1'C Sne�tt(Pf) 0. 00 15 Stnmt,Dlu L-1. 1S F_ -l. 15 r II IIL.Lr��"' III 11=� �� pos0on above era on repo.. ab vetand rcpon, Alpine, a dhts1w of riW Building Components Group Inc., shag rot be responsible for any deviation from this drawing, any failure to built the truss In plsf 7T Dead 14. 00 pelf tap Mw End / Coup / Tema AN/TWCOMPANY D N. Groat SW Pkwy. 0nnd Prxbf., 1X 71030 cardonnancaw.thANSVTPI1,orforhanding,shipping,Insteilethn3bracingofIruasee. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility this drawing for is the of the Building Lt 000 f v¢ .ps Dead 9.00 1.00 / 1.00 / 1.00 0. C. Spacing L• 0• 0 solely for the design shown. The suitability and use of any structure responsibility Dealgner per ANS I1 Sec.2 ix psf B1ISPLLS 8. 0 VM T8. S. 80 For more Imormatlon sae the pb's general notes page and these web altos: Bldg Code: CBC- E013 DFFL RMOt L/840 IT: L/E4111 ob Name: RESIDENCE Truss ID: J02 Qty: a I I X- LOC REACT SILK 1184' D TC 21411 DFL N1 O Btr. l 0. 1.12 BIO & SO" 1.301, BC 2x4 DFL Nl & Btr. "2-10- S 78 MGR 1.50" Vim Owl RFL STANBtRD C lBN1�CLIF NOIR e It (creep factor).2.00 TJCs7 Tort Connections)/Dap>rer(s) ere Tort for horizzoonlal loads. Defer to Joint OC Dtail Sheets for Cq factors and Rotational Tolerances. Wed e SIAP90N CATALOG for f0 FSF mo-concmreat RCL. FLAYING BASED ON ®I LUMM VALM. S AEDITIOM INSTALLATION N01713 t BEFLECI'ION (s Not deeiCed for attic storage unless t 909 IBM 1.2 (IM LC 2 noted otherwise. 0.00, D. 0.00" T. 0. 001, Strength IS ga. Plates are to be positioned per Joint Detail RepDort. Circled Glutea an tl (else frame plates are poslltoned as shown above. Shift gable stud plates to avow overlap with structural plates. .16 DBP C=7=Ai L/120 WS_ jbneplppi/ AM 4. 2; T. 0.00" .. Jalat 1-tiem ..... l i e -a•0 a a -0•O 1.1545 • 1.10.15 TICAL bgM= FOKU. - (018<) CSI Y . Cmf. ("a s )/ IN 1.LS 0.00 o a 1. ea) r 1. es e. o0 ya t CON. ((00i)) / 7L13 CIACSI • •t•(1. all)/ 1. eo O.OL u Velluor 1=1. 0 •7iil.so))r 7 1. 0.01 0 0(1. aS)/ 1.00 5.00 - a covowr�;1. i T . (m3L)430. am o�os r-� J Rr�eeed per ANSI/TF1 1•£007 -_ Fabrl eatlan Tolerance = 20.0% Bearings designed for an FcPbrp vdur of the lesser of the truss chord lumber vdse or ls en for all bearings. IBC/IBC truss plate values are based on testinogg and approval oe requirod b�,r IHC 1705 awl AIiBI/TPI and are reported In IN Required bearing widths and bearing areas aapppply auhen truss not supported in a Imager. UPI,IYI' RBACI'IQC(S) t Support CFC 'And Non- R nd Supp; -8016 2 45 lb This trees is desi d using the ASCE7.10 hind Specification - M2 Enclosed = Yes, Tapes Location . Not End Lame Ex Category I.eagt�h • 57.84 ft. Bldg 14 dth . 50.00 ft %an roof beigbt . 10.48 ft,b 110 Oct Category II, Dead Loa . 13.2 psf Des1 m hHa ted Force Besis=og System • Love rise and Conponents and Claddl 19 Tributary Area . 4 sgft Vertical taobers exposed to wild, 4. 2 s 2 1 2-11-6SHIP • �pfESS10/U - T. TA/V, TJC37 J �1Z 11 W:108r N.;. --- In�IY R:76 U:-43 I( R:210 V-80 1.8-D i 3 41 Shl CIVIL �P 9�OF CALIfO¢a ' All connector plates are ALPINE Wave 20 ga., unless preceded b 'H" for High Strength 20 o.,'S" for Super Strength IS ga. Plates are to be positioned per Joint Detail RepDort. Circled Glutea an tl (else frame plates are poslltoned as shown above. Shift gable stud plates to avow overlap with structural plates. 9/2912016 WS_ jbneplppi/ READ AND FOLLOW ALL NOTES ON THIS DRAWING! Custr SYNEBCY BUILUM l i "IMPORTANT" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �� A ive_11�0770818� 00007_J00001 W.D'i ve_Aj0770018_LID00 Truesae require e-Arome care In lebdmllrg, hendUrg, dripping. IneteAing and piecing. Refer to and follow the leleal edillon of SCSI (Bullding Component SCSI. Unleso lbg-j AW OLC - sl W/ilM 1 24 ya SafetyNfwmellon, by TPIend WTCA)for eetetyproNesepulerto performing these functtore. InslaOers shell provide temporarybreNng per noted otherwise. top chord shelf have properly susched suuctvtat sheathing and bottom chord shalt haw o property attached rigid ceiling. Locution shown TC Live In 00 f {N u Velluor 1=1. r� rt r-� permanent wn r per SCSI isellora 63, Bl w B/D, as epplleeDle. Apply platen to each lace of Wnn erM of webs shalt have prelung leu =and Joint Details 7G SISDN(Pf) 0. 00 loci( SnMslttrr Icl. 1$ P-1.15 �� IIL)It�\\\VI.III IILLr�� n poshlon an shown and an the report, unless noted olperviloa. po Alpine, a dMslon of rTW Building Components Group Inc., shelf not be responsible for any dovietlon from this throwing. any failure to build the truss In IC Dead 14. 00 psf Rep, Mw Had / Coup / Tens AN nW COMPANY Paws. P"We. TX rsw cordormence with ANSVTPI 1, or for handling, ehtppfng, Installa'Jon 5 btechg of trusses. A see/ on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility for is the the Building )� Live 0.00 f Pa EC Dead IL 00 1.15 / 1. 10 / 1. 10 0. C. Spacing L- 0- 0 D Al. Drew s W Dnnd solely for the design shown. The suitability and use of this drawing any structure responsibility of psf Designer per ANSI?P/ 1 Sec.2 _ 21121PLIN 8, 0 VM T8, S. 90 Fornrora bdwmatlon see Nb lobe general notes page end lhsee web sites: • • Bl CK -Codec C• £013 UM E11TI0: L/PAO TCL L/134111 ALPINE: I TPk WTCA: :ICC: ob Name: RESIDENCE Truss ID: J04 Qty: 4 1 IX. LOC RBA[? SIZE BE D M, TC 2174 DPL #1 • Btr. 1 O. 1.18 984 8. Sorr BC 2x4 DFL AL Z Btr. 110- S lel HIM 2.5011 VEB 2x4 DPL STANDAR® G IRIGER/CLIP NOI'E E ITJC37 Ker (creep factor) 2.00 _.. rt CompeeH oa(s)/I��er(s) ereCq for borlsoo{ol bods. Refer to Joint OC Detail Sheets for fictora and Rotational Tolerances. start B SIhPSIiN CATAL00 by d for 10 ASP non -concurrent BCLL S AIDI7I0l1fAI. R(1SIALIATI0111 NOTES PIA7ING BASED ON GI®V LMB VAI.UBB. 'lids truss is designed using the C DETI'EMON (awn) i ASC87.10 hind Speciflcatdan 989 SEDC 1•E (LIVE) Le E 1114g Enclosed =Yea, • 0.01" ID • 0.OE" T= • 0.03m Trans Location . Not End Zone .tom RBF CBfIffiArL/120Category = C MW 4. E; T= 0.00" � Imangth 37.64 ft. BI dg 14 dth = 30.00 ft .. Mat ,mention...... Men roof heigbt = 10.98 ft, uph 110 s-,0 Occupancy Cotet�a'y II, lead In" = 13. E psf Designed as 11Lin hind Force lbaletioogg gystens nCAL bntffi FORCES, x cuss. (Wt / cal • losvrise and Couponeots and Cl off c ,oDI1.aD3/ 0.39 Wlbotaoy Area = 8 egft D 4 1.95 / ,. o.ao Vertical noubers exposed to vdu& 4• E ! cObs�DIM1 )/ T�It1 D18<� c61 0 11.088(((1. 0.09 fl - D Ib 1 1.88 8.01 8 1.80)/ 0.00) 0.00 a cnr N)/ ' 80(1 am as O. 00 StanDa' L=1.15 P-1. 16 ALM Deem�aeed per ANSI IF! 1•POW Tolerance 20.0% Required bearing nidus and bearing areas apppQlyy alien tans not supported in a bagpr. Pebrlcati on = Bearings designed for an PeArrpp volue of the ' OPLIYI'1lEACITON(S) : Support CRC lend Now 14 ad lesser of the truss chord Imber value or - 1 •9S lb BES for all bearings. IAC/IHC truss plate values are based on E -83 16 ' testia and approval as required by IBC 1783 - - II�QZp1RAL APACI•IOY(S) and ANSI/TPI and are reported in H-1318. support1 149 Ib- - - Not desiCed for attic storVe unless support E 149 lb Voted of raise. - 2 �1 6.00 , ' .` _ -' -M - -- - __ -• _ � _'_._1.5X3 - _ .-- -._ _ �_ __.. _ _ _ _ _ .. ' 2 •8 _ 2-r 3116 r - 2X4 ril +_ 2OfESS/O T. - W:306 - BfJC37 • y9 �" T �� - R:294 W:106 N nye U:-95 R:161 _ U: -85r 1-6-0 _ No. C 72160 I i 3-10-15 r 3 41 i A ShT CIVIL �P 9�OF CAL,ifd`` - -, Ali connector plates are ALPINE Wave 20 ga., unless preceded Dy H' for High Strength 20 ga.,'S' for Super Strength 18 ga. Plates are to be positioned per Joint Detall RappA. •Circled CDlates and lalse,erne plates ere pas( Toned as shown above. Shift gable stud plates to avoid overlap wilh structural plates. g "WARNING]'" READ AND FOLLOW ALL NOTES ON THIS DRAWINGI "'"'IMPORTANT"* Castt MEM BNDIM A0007 J0000l K0070910 A FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. M riveDriv VD: IIr'i Ve_IIL0770B10_L000 1, Tnrsees repuire enrome care In fabricating, handing, shipping, Installing and bracing. Refer to and follow the latest edition of SCSI (Building Component bredng SCSI. Unless Dsgm•: AW #LC = 31 VY'/FLY: el V V ny Safety hfomn n, by TPI and WTCA) imagery practices prior to performing these funoWns. Insialiors shall provide temporary per noted otherwise, lop chord snag have properly attached allmtural sheathing and bottom chord shall have a property attached rigid calling. Locations shown ']'C Live W. 00 f Livellm• L=1. 1:s P --I. ES r� rt � IUt�\\VVI fl tan parmesan/ wn ve and n the J shag rnw bracing mess tl per other ise.Means Ba. BT or 810, as applicable. ApDN fristes to each face at Irux aruf as end ma Joint Detolb repos, unless noted otherwise. TC Sttnw(PF) O. 00 StanDa' L=1.15 P-1. 16 ALM Position snows above on ab Alpin, a dMdon of rTW Building Components Group Inc., shag not be responsible for any devlagon from this drawing. any failure to build the truss In '1T lead psf 14.00 pelf Rep /lin• $Id / Coup / Teas AN ITW COMPANY conformance with ANSDTPI 1, or fm handing, shipping, installation s bmeing of trusses' A seal on this drawing orcoverpage listing this drawing, Indicates acceptance of professional engineering responslbillry BC Live O. 00 f Ps 1. 15 / 1. 10 / 1. 10 0 N. Great SIN Pkwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building BC Dead 1L 00 psf 06 C. Spaci ug E- 0- 0 Designer per ANSI/TPI 1 Sec.2 75PLLS S. 0 VER: 16. S. 20 Far muse Info metlun see gds Job's generel notes Doge aM U tea web sites: _.____�.__,_..----.,...---..___---..,....._._.._._� IG dot; Code: CBC -2013 11M ItATIQ L/YAO 1C: L/E44 ole Named e-SIDENCE Truss ID: J06 Qty: 4 T SX -Ix DACE IZB IBQ'D TC � 9x01111111, NI iBtr. Cosi��1s�dd per ANSI/712 1-fAt17 Required hearing /d orbs and bearing areas .f 0- 1-29 578 5, 00" 1, 60" BC+ fC141117, *1 & Mr. Pabrl"catf ra Tolerance . 90.0% aapppply Piro tress rot stgported in a [unser. B 5.10. 3 945 111a1.50" VER 024 IFI, STAND= Boariafp designed for an PcFbrpp valves of the DPLIFT (a8AL7'LON(S) I a IRNGIWCLIP NDIB Brr (creep factor) 9.00 lesser of the trams chord lmber value or Support C&C nod Noo-lind E "TJC37 - Defer to Joint g�[[ Detail Sheets for 6E6 for all hearings. 1 -108 lb pert Connectaosl(s)/1Av¢er(a) are Cq f>ictora sad Boeatioml Teleresees. IBC/IBC truss plate values are. based on E .IES 16 ,Tort for herirr..00ru��al loodv. I,oedod for 10 PSP Inn-eoncuereut Ku. testIM and approval as required by IN1703 BCBFLONFAL RAL7TON(S) e ' I SEWSON CATALOG PLATING EASED ON JIM LUMMM VALIES. and MSI/7PI and are reported in 1191161118. support 1 El* Ib If AEUMONAL INSTALLATION NOTH4 Thfe tress fs deaf��o1eed ming the Not deaf�pp�1eed for attic etaTlge m2lese support E EEO Ib C leT1.P.C7'ION (eoau) I ASCE7-f0 Wnd IS f, noted otberldse. 1189 f lIt 1-E (LIVE) LC 1 M4g Enclosed . Yes, •0.07" lb -0.13" 1- -0.901, Truss Location -i Not Bud Zeas .M MY CBITffiAIL/190 �- Category o C liM 9- EI T= 0.01" m� Length = 57.84 P[, Edg Vi = 30.00 ft , .. Jd.t lac 0...... Mea roof bei gift a 11.48 ft, noh = 110 a. la. 2a a a• la• la Oceupaae Category 11, Cod Load = 119. E psf .TICAL at"M ]to , Ces1g11edYae 51sin hind Ponce Resisting System - T Cms, (ane) / Im (alar) CSI Low r! u and Couponents and Cladding It 154(1.60)r 76(1. m; 0.0 Tributary Area . lE sgft 0 41.es)/ 1.ta o.w Vertical nenbers exposed to a/ndi 4- E nCess. 1.w / tt7(1.Rap'}1 0.as s 1.go / 1 0(1.8 0.00 - a et". ((005)) r Two. (MR) 1:51• 4 •la(1. tS)/ 292(/. 9a) 0.17 J1 _ 2 - • - V f 6.00 _1.5X3 3 -8 3 -8 4-11.6 SHIP 2X4 • � • 2 �gfESSIp "1( W:308 TJC37 yELL T• ra,y & R:378 INA08 Gj � U:-106 R:245 ' U:-123 �1 if L& 5-10-15 No. C 72160 3 41 - tir Or ST CML OF CALIFD`` All connector ilea are ALPINE Wave 20 ga., unless preceded by H"for High Strait 20 6g., "S' for Super Strength 18 go. Plates are to be positioned per Joint Dtail ReVa . •Circled V' ates end false creme plates - -- 9/2912016 or.positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. WS - likim" orf 8**WARNINGI ** READ AND FOLLOW ALL NOTES ON THIS DRAWING! Custl SYNERGY KItLuIERS CA **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. MIR Ih'iveB L00007_J00001 Mill �i Ve-Wt1'1077708I0770818�,000 Trueaea require enema rare In teoncadnp, heMlnB, ¢nipping, Insulting and bracing. Rater to and follow the lamat edMon of SCSI (Building Component Inuallere temporarybractng BCSI. Unless Daxm AW *LC = 51 WYPLY: 31 Balery Informeibn, by TPI and WTCA) for safety practices poor to performing mese functions. shall provide per noted otherwise, top chord shell haw properly attached structural sheathing and bottom chord &hall have a property attached ogld coling. Locations shown •� Live l'A. DO f pelf Li veDm` L=1. ES P=1. ES /7 _ r� rt i�r�\_ _ _i i for permanent lateral ab vetand of Web& shall Dnails reportg mess died SCSI &etibtla 33. 87 OI B1e, as appafB&Ia. Apply pates 10 each iaGe 01 W59 and a& shown above and on the Jpm[ Details r¢ppn, UMe&B noted OIIIeM'lea. 'IY. S�� 0.00 SLn'NQ�' 1�1. 15 p=1, 15 �� pp&Illpn Alpine, a dlNSlon of rrW BulNog Campments Group inc., shag not bs responsible tot any deviation bom this drawing, any failure to build the trues In pBf TL' Dead 14.00 psf Bap Mfr Had / Coup / Tena AN ITW COMPANY co formance with ANSVTPI 1, or for handing, shipping, Installation A bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of proteaslonal engineering responsibility EC Ll ve 0.00 paf 1.15 / 1.10 / 1.10 ON. Onat SW Pkwy. Orend Prelds, 7X75050 solely for the design shown. The suitability and use of this drawing for any structure Is the reapons/bllify of the Building EC Dead Il. 00 par 0. C. Spacing E- 0- 0 - Designer per ANSIITPI 1 Set.] XSP'S 8' 0 VM "S'20 For more Intotion &els this Job'& gerwel notes page and IIt..web.1i.: rma ALPINE: I TPI: Sl dg tet,,, Code: Cir -EDI$ JIM If11111710,IQ: L/E40 TC: L/E< ;wTCA: ;ICC: s ob Name: RESIDENCE Truss ID: M06 Qty_ 13 I%• IAC IIPACI SIZE IDZQ' D TC Ex4 DAL Irl i Btr. f 0. 1.12 Ss9 a 30" W. BC 2x4 Bill. 01 a Str. C S• S• 6 283 NOR 1. SO" "M 2x4 IFI. STANDIED I IVX"CLU N01E E 11.024 Her (creep factor) 2.00 pp�ort CoW%ection(s)/IBaaer(s) ere el loads. ibfer to Joint OC Metall Sheets far - =tars ed Rotational Tolerances. at deaf for berlse 9 SIM?S11N CATALOG Loaded for 10 PSf mn•cencurrest BCLL PLATING BATED all GREEN LMSER VALIMS. 3 ADDITIONAL INSTALLATI0N 1110185 I =LEMON (s I This tams is designed ming the 908 11,21111 4-S (LVE) LC 49 ASCE7-10 Specification lid • 0.04" In -0.09" T= • 0. IT' Bldg Enclosed = Yes, Truss Location . Net Ed zone .{B EEA CBITERIAtL/120 11"81 S- St T= 0.01" . � Category C .. J.1st Lcatios ..... Length = 37.64 it, Bldg lidth - 30.00 it Man roof beight = 11.59 it, aph= 110 a• a• 0 4 a• O o s• a. o s e• a. E pro Call; 11, Dead 13.2 f TICAL noun sgaCES. Dlid fore Ibsistiaq Syspes Lowrise and Components and Cladding Y cmr.((OIR) / Ttgtl. Out>>>) CLI All Trlbatary Area . 13 egft s •WO(I. EL)/ I. BO) Vertical nenbers exposed to tddt S. 3 S a6((1, 007/ 1.00 0.10 0 •4 1. Ls / 1.00 0.00 Designer per ANSYTP/ f Seat t C07rYa / 7t0aD1a.) C01 S DEL 1. / 1 1. tS OEl 0 Ef 1.00 / E41 1.90 0.. 09 D 0.90 / 1.95 0.00 For more afamadon see tore pb'e general notes page and these web .... _ a caLr. SaOt�/Ent; tsl / TF*(,. eO 0.06 UM I111710: L/PAO TC: L/ L •fOL 1.L S 490. SM/ NKI.M 0.17 + 1 3-6-2 011 Dedplydper ANSI/1Y1 1-10007 Asba•I cut ole Toleraae . 20.0% BearivV designed for an Acl?arp valor of the lesser of the tress chord lauher welts or 825 for all bearings. IBC/IBC truss plate values are based on testi nngg and approval as required IEC 1703 and At1SI/TPI ad aro reported in R-11184 Not dealgirseed for attic storage unless noted otiverwise. 2'. • 3 6.x-00 �1 6-4-2 4 5 3 -2 4-3-0 SHIP B2 *LUS24 RW:108 :-129 Xb%sired bearing widths and bearing areas 3fi;ap p7yy when tr®s sot supported in a hanger. z' BEACI'lON(S) t Support CSC WadNon•tind 1 •108 1 b HIAIzaOIAL i • EEAMO v(S) t support 1 240 lb stpport 2 240 Ib T. ND. C 72160v11 r c1. P '.O CCaLaFd�``�` All connector plates are ALPINE Wave 20g., unless preceded Dy H' for Hlgh Strength 20 go., 'S* for Super Strength 18 ga. Plates are to be positions per Joint Detail Report. YClrcled plates an tl false frame plates 9/29/2016 are positioned asshown above. Shift gable stud plates to avoid overlap with structural plates. '69 - Sl'1e►lrood�} **WARNING!** READ AND FOLLOW ALL NOTES ON THIS,DRAWINGI **IMPORTANT**' COstl SYNBAGY Ba ljm lulu Drive GAig FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, _11O7770910_L00007_J00001 /\ require extreme re In fabdoatag, handling. shippI g, insallIng and bracing. Refer to and follow the latest ednon of SCSI (Building Component trussesra bracing BCS/.Unless ik'i V0_IV1077BB18�.000 IILgirD't AW NIC = Sl WPM 37 ny Salary Information, by TPI and WTCA) for Safety practices prior to performing Nene functions. Installers shall provide temporary per noted otherwise. top chord shag have property attached Structural sheathing and bottom chord Shag have a properly attached rigid coling. Locations shown ,l,C Ll VE 2(1. 00 f Pa Llvelhlr L=1. 25 P --l. fs i•t �� r� n � 1�1�\\\VII for permanent stere/ vetand of webs snag have DraUng Unless n per other sections 83, 87 or 810, as epDgwba. Apply plates to each face of wss and pontoon as shown aeoVa and on the Joint oealla repod. unless noted mnenvae. 1'C Sltow(P) 0.00 psi S�t�Dlar Irl. 15 P-1.15 11 Alpine. a dMeion of ITW Building Components Group Inc., shag ort be responsible for any deviation from INS drawing, any falbre to build! the Iruea In TC ]least 14.00 psi Asp Mir Bbd / Coup / Tens AN /TW COMPANY toNormanra wllh ANSIrrPI T, w for handing, shipping, Innagallon a brocing of trusses. A seat on this drawing or cover page feting this drawing, Indicates acceptance ofprofess/anal engineering responsibility K Live 0.00 psf 1. 15 /. 1. 10 / 1. 10 DN. erect Lw Pkwy. grand PrOnle, TX 77050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility o/ the Building BC Iliad IF. 00 psf Q C. Spacing E- O- 0 Designer per ANSYTP/ f Seat Inspus 8 0VMT6 g For more afamadon see tore pb'e general notes page and these web .... _ Bldg Code: CK -2012 UM I111710: L/PAO TC: L/ r - ob Name: RESIDENCE Truss ID: M06D Qty: 2 C !(•LOC REACT SIZE 1f8Q'D 7C Pas4 IIT. N1 R atr. Vast .a per ANSI/1Pl I -E00'/ llauirod bearing vidtba And bearing areas 1 0. 1.16 049 & 00" 1.00" Tc 0s4 1FL Al •Bin Fabrication Tolerance . Multi applyy xhen truss net supported in a banger. E 9• S• 9 418 1.00" 1,50" V� W aYL STANDARD - DowiBgn designed for an FeParp value of the UFL1Fi AEAL110N(S) r C IpNC>ta/CLIF NOTE llcr (creepp tactor) 8.00 - leaser of the truss chord leer value or Support CaC land Non -land C HHuup�;eer Fall■ Oafer to Jolut gOCC Detail Sheets for BEO for all- hearings. 1 .108 lb -12 Ib 1N6Zat(S) 70 F8 ENGINMMM Cq tactors and lb tatioml Tolerances. TK/IBC truss plate values are based on 2 •I29 Ile -142 Ib p�ort Ceuneetion(s)/Ih. r(s) are Loaded for 10 FSF non-eunctureat BL'1.1. testir� and approval as required by IK 1705 - HORIZONTAL 1tEAMON(S) pt deslaesd forppo�hlo�)r)iwat{al loads. yATING g"® ON Q�1 LUME]t VylIE6, and ANSI/M and are reported In ESR -1118. support 1 -1000 lb 999 11ffiK 9�S (LIVE) LC SS This twee is designed using the . ♦ ♦ + + . ♦ ♦ + .. + + ♦ + + + . + . support 2 1000 lb •0.04" 4- •0(LIV T= •33 ASCE7.10 and Specification Designed for 1.0 H lbs drag load applied .0 EEF �,�01, T= M Enclosed Yes, horizontally in either direction to the top 6101 5. 3; T. 0,011 Irma location . Not End Zone chord pawl points, mills dead ♦ 0 %live Category C loads using lead duration . 1.00. ...Lint Castles asset B [Allah = 37.84 ft, III dg ladth = 30.00 ft Berduntal reaction = 1.0 H the at each a- 9. 0 0 0. 0 0 than roof height = 11.09 ft, nci = 110 bearing indlvldually. Correction by ethers. e• e. a �5 a• 4. 0 Occupancy Categery 11, Dead load 13.6 psf + + ♦ + + + . + + + . + + + a + + ♦ + + 'ICAC bmsm FORM. Designed as A&As i9sd Force Reals= System Not designed for attic storage unless Y Calf. ova)/ 7'at3. ua) csl • Lovsrise and Coupomnts and Claddixg noted otherldee. c •sof 1. / .- 1. 0.16 7�lbutary Area a I3 sgft a 191 1. / W 1. 2) o. is Vert! eel mobera sed to mi nit S. 3 0 •B71. /0)/ 95 1. BD) 0.0E exposed ' 16 C61f. (M" & 100 /01/ BLS(1.00) 1.410 0 10000((1.10)/ 10000((1.00)) 0.10 _ 0 0.90) / 1.00 0.00 B l'(M. (016) / 7DQ. (�) Cal . 5 91 1./0 / TOW 1. o. oa S 4e 1. / 1. e& 0.17 - 1 2 3 6r0 00 -- 1.5X3 3 -2 3 -2 r - 4-1-0 HIP A - 2X4 ` 7t - - 0-1 2.5X4-pfESS/0 -+ W 486 RA ae 5E11 T. TigN F2 U:-108 U:-142 No. C72160 All connector plates are ALPINE Wave 20 ga., unless preceded DyY H' for High Strength 20 ga..'S' for Super Strength 10 ga. Plates are to be positioned per Joint Detail Report. YCircled prates end false freme plates are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. 9/29/2016 1168 _ golm►wod di **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING! C®tf SYERSY EUILEM Q **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Wk A�ive_ O7770918_Lo0007_J0000l /\ Trusses repulra..am. care 0 fabreating, handing. shipping. tnslelling and bracing. Refer to and follow the latest edNon of SCSI (Sulldng Component VBrive_111.0770918�,000 functions. Installers shag provide temporary bracing per SCSI. Unless Dsg S.ley Intonation, by TPI and WTCA) for safety practices prior to pndormtng Neve nr: AW *IX= 55 W/PLYt 371 ny noted otherwise, top chord shall have progeny attached structural sheathing antl bottom chord shag have a properly attached dgld calling. Locations shown Live }' Li Ve811r L=1. ES p=1. LS U �� r� n for permanent lateral vend n webs nfdg have mom. insisted per SCSI aeclbns OJ, 87 or Sig, as aDpgcaDle. Apply plates to each face of was and - • p8 IILII'� O IILIII�\\\VII II posgion es anown eeoro end on the lolm details report, unksa splen oNenvlsa. TC Snom(PF) O. 00 psf SDtamQa L=1. 15 P=1. 15 AIpNa, a dMslan of rrW Sullnng Components O,oup Inc., shag not De responsible for any devtatlon from this drawing, any fail re to build the truss In 2T Dead 14. 00 psf Rep A8r End / Camp / Tens AN/TWCOMPANy conformance with ANSVrPI l,orforhanding,shipping, Installation& bracing of trusses. . A seal on this drawing or cover page listing this drawing, Indicates acceptance of protess/onal engineering responsibility Re Live 0. 00 psf 1.15 / 1.10 / 1.10 DN. Greet SW Pavy. Grand PrWfe, 7x75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building EC ]lead e. 00 psf 0. C. Spacing 2- O- 0 Designer per ANSMI 1 Sec.2 WSPLUS 6, 0 VM T6. S. For more Intonation see thte ].We general note. page and these web apes: ALPINE: 7Pt WTCA: ICC: Bldg Code: CK -2013 L/1;40 TC: IL/SM ob Name: RESIDENCE Truss ID: MOG Qty: 1 I71• LOC Imer SIZE 102Q' D TS 6x4 WL *1 8 Btr. 1 0. 7• 3 303 14. 58" 1. t)0" BC Ibs4 DAL sl 8 Iltr. 1 6.1!•13 636 3.50" 1.50" DG SLDIEB 6x4 IFL 01 M Btr. 1 4. 3•is 166 & SO" 1.50" etB 6x4 UM STANDW t S• 0. 1 141 5.50" 1.5011 Ker (creep factor) = 0.00 C MLICTTON (appsseo) -(Llv� 1BC/IBC truss plate values are based on 990 Nil, 1.6 LC L 0.00" Do 0.00" T. 0.00" testinagg and approval as required by INC 1703 and ANSI/T'FD avd are re ted in 1118. .M REF CBITEIMAiL/160 h8M 8. 4; T= 0.00" Install Interiors (s) before erection Building doetal�a�,er s 1 verify gable loads -tea 0�e610 o• -r -0j ' 4.5.33 a ]moi pole braeltgl reuolred ®446" intervals, If to rdnd Toad applied to face. 4. 3-13 4• 3.17 7 4• 3.13 s• 7.13 - e 6• 7.14 exposed See 1'2VIII 's liable Bract Details. Bracing .0 c sDf® rte®t 'E Ct11l� �)" 7819101LL) al an / 44 1. ee0mm)a o. a s F- 4 74 1.00 / 45 1. em 0.04 Cain, 404. 1/ "'B (M ac6e7e w. (1. y 1. 5 e 7 0. 01 e r o, of egg _ Ib> e tmr. sass;/ TYxS. (ix✓f) txl te3 1. PA / s, m) o. 04 F. 6 • 7 .lot t5)y 11 1.60) 0.01 A� s al1.ea)/ 9201.00) 0.03 s 1: Z'2 47(1.00) 0.00 - 1 3-1-15 , 0-0-2 Desigpen�eed per ANSI/M 1.6t10'T Fabrication Tolerance - 60.0% Dearings designed for an Irep"'rp value of the lesser of the truss chord lamer value or OBS for all bearings. Defer to Joint QC Detail Sbeets for Cq factors sod Rotational Tolerances. Louded for 10 FSP non•couCia•reat Bi hark all Interior bearing locations. permanent bracing fs reepqaired to pneveM. rotetloo/toppIing. See SCSI and ANSI/TF1 1- FIATIM DASDs 0117 CMM LUMgM VALDIIS. Ind verticals are designed for axial loads only, mless noted otbervise. Not deal��nseed for attic storage oaless noted otheradse. 2 600 lwl.l Fr ISAMO7N(S) : support CdC wad woo. DYnd 88 B -552 lb 9 -67 lb r 4 -100 lb This truss is demird using the ASCI7.10 wad Specification ' IDdg Inclosed - Yes, Tres Location - Not End Zose Ix@ Category - C Bldg Leath = 37.84 ft, III dg Hdtb - 30.00 ft ?Ilan ran height is 11.65 ft, nph - 110 accspaocy Cetegery II, Dead Load = 13.6 pef D)esegmd m hbin Nnd Porte Resisting System lovrrise and Components and Cladding Wibutery Area - IS sgft Vertical mnbers exposed to wind( 9. 4 Truss designed to support 1.0.0 top chord matlookers and clad Ing load not to exceed 10 1 ps£ on one £nee, and 6-0-0 span opposite face. . deep R 3.5" AT 48" o/c along top edge. Do wr OVIBCUT. No knits or other limber defects allowed within IB" of notches. DD NOT NOTCH in overbalg or heel panel. 3 4 3-1-15 3-1 -13 SHIP OfESSIOA i No. C 72160 TYPICAL PLATE: 2X4 Ar OVER CONTINUOUS SUPPORT X29 Civil �P �OF CAL1'F All connector plates are ALPINE Wave 20 ga., unless preceded b 'H" for HI?h Strength 20 a., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled 9p,gates an false pa., plates A 9 2 16 are positioned as shown above. Shift gable stud plates to avoid overlap wllhlstructural plates. egg _ Ib> **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING/ **IMPORTANT** Crui STNEWV 11UILIDIGtS Will n'1ve_1770918�00007_J00001 A� FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. I VB_11�0770818 1.000 Trueman require extreme care In fabricating, handing, shipping, Installing and brecing. Refer to end follow the latest edition of SCSI (Building Component SCSI. Union t Ds gllPt lbw 1.0 a SI /pi.Yf 7x Betary Information, by TPI and WTCA) for safety practices prior to performing these functions. Instattere shallprovide temporary bracing per rated othenvlso, top chord shall have propery attached metural sheathirg and bottom chord shall have a propeM attached rigid telling. Locations Mown '1D: Live S0. 00 F PB Li velim• L=1. E5 1. E5 r� n O for permanent lateral webs i natl have bracing Insa�n per SCSI acelous SJ. BT or 570, ss applicable. Apply platen to sato face of was and the Joint Details 7C Srooa(1� 0. 00 peF SrowD(� L=L 15 h-1. 15 /�/�i1U11 IIIJIr�\\`V11 II ��D IE end n report, unless noted ome�wise. posgion as shown oboe arM on above Alpine, a dMsbn of rrw Building Components Group Inc.. shag not be responsible for any deviation from this drawing, any failure to Wild Ute truss In TC Dead 14, 00 It Rep hbr Bud / Collip / Tens AN /TW COMPANY conformance with ANSVrP11. or for handing. shippetg• Installation & bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility IN Live 0. 00 f ps 1. 00 / 1. 00 / 1. 00 0 N. Greer IwPxwy. Grand Prairie, TX 75050 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building 1!C Dead B. 00 psi 0. C. Sparing 8- 01 - - Deslignor perANSI?PI 1 Sec.2 HLspLLB 8.0 {For T6. S.I'.o m ore Infommtler sea this Job's generalse notes page and theweb Was: ICC: 111 dg Code: CK- 2013 EM IKTIOe L/P40 TC: L/Z4Cj ALPINE: :TPI ;WTCA: i ob Name: RESIDENCE Truss ID: SP1 Qty: 13 I X. IXNEACT SIZE NE TC 2x4 IIT, TF1 A Btr. Dssl�)pptteed par A9BI/1Y1 1.200'7 End verticals ere laterally supported by 1 0. 1.12 1041 & 6o" 1.00" � 2x4 DOL el A Gtr, Fabricetloe Toleral+ce . 20.0% course ilea to the vertical who In the D 41 S. 1. 0.10 10So" 3.50" VEX rat4 DFL STANMM Bearingps desiguod for an Feuerp value of the trusses on each side or other adequate C VEFLRMCN (sr Ker (creep factor) 5.00 lesser of the truss chord limber value or support. Use 10d common toe-calls at S" o.c. hardnore others 908 14911 1.2 (LIVE) LC 4 •8.01" ID 0.00" To •0.01" Bafer to Joint QQcC Detail Sheets for 823 for all bear! Notational Tolerances. N01& B1LTDtMMTB�S SPACING IS 12.0 " Q C. or ITLIFT REACTION(S) i , .. !.Int tx.tlom 77 4 1. i 10• e a i 10- a Cq electors and MIua� ebell be provided to avoid poadlsg. _ INC/IBC truss plate values are based on _ UTATIIVG ASED M `RIM LUMM VALlF6. 'testitsrr�g and approval as required by IBC 1703 Support 1 •1016 Ib Support 2 •1015 Ib - - HMZ Ii MIGN(S) TItAL Iib i LbM End verticals are designed for axial leads and AldI/M and are reported in ESR, III& kyr unless noted otherwise. + + + + + + + + + + + + + + + + + + + + + + 1 .support 1 205 lb [ ((aua)/ ((tas.>) txt e •te5(I.t�/ t»s(t.ea) 0.02 20 psf Live Load' fled to'bsttsmcbrd to Deal�ed for 220 plf dr load applied horizontally in either direction to do top sapport 2 •203 16 Bc tmr.(Dua)/ TEM. (=a) 791 aecordaum with IDC/IBC code provisions. chord panel paints, with dead + O % live / 0.00 Shear panel System Blocking panels shall be loads using lead duration a 1.60. ■ «ss. uta>>>/ 'Ina. as Cel s 1 1.so / 1107 1.eo) s.ss restrained against rotation b�• connection to Continuous bearing horizontal reaction a-jacent is for the sane PLF nagaitude os 220 Flf bbx. Cr/utectfon by others. � 4 11% 1,00 / It% 1, t"+°o�) drag poae + + + + + + + + + + + + + + + + + + ♦ + + + the dr load stated. provide lateral restraint 0.00 a o.eo)/ o,ao for end rebs against hackling. All panels shall be attached to the sbear Nall and roof diaphragm for the drag load stated. End panels shall be att- ached to a suitable rt for Uplift=FU land X truss bei�lt, or as drllfaed by the engineer of recordd. 1 2 4X4 1.5X3 y 4- -13 ` 3X6 5X6 spfESS/Q N � F3 1-1 U-6 4 ' No. C 72160 OVER CONTINUOUS SUPPORT S'! CIVl%r P 9�OF CALIF All connector plates are ALPINE Wave 20 ga., unless preceded by'H" for Hlgh Strength 2D a., "S' for Super Strength 18 ga. Plates are to be positioned per Joint Detail Report. Circled prates and false frame plates ' 9/29/2016 are positioned as shown above. Shift gable stud plates to avoid overlap with structural plates. W _ gyizenood**WARNING!** READ AND FOLLOW ALL NOTES .ON THIS DRAWING! costs SYNEWY B 31.111 S (CA) "*IMPORTANT"* FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. DLie lriveX07709I6JL00007_J00001 /\ Trusses require amerce mein fabricating, handing. shipping. Insa ft end bndng. Rotor to and follow the paten edition of SCSI (Building Component LO �f l ri ve_X&770910DO VF/PLY: Setery information,by'rPI and=) for safety practices pilot to performing these functions. Integers shag provide temporary bracing per SCSI. Unless Dsgnrr AW #I.i: e 6 y* install othonNsa, toD chord when have property attached mucwnl sheathing and bottom chord shall have a property machad rigid oellIng. Locations shown face TC Live 0. 00 Livagus• L=1. E$ p=1. ES /1 r� n for Permanem lateral reevamt cfwebs shag have bracing Urotaled per SCSI sections B3, 87 or BID, as applicable. Apply dates to exon of tone and �f - IUI�\\Vol �� posillon es shown above and on the hint Details repon, unless noted othuwlse. TC SOOa(Po O. 00 f SnoviDur Lel. 15 p=1.1S 11 Alpine, Be dMelon of rf W Building Components Group Inc., Phan nal be responsible for any devlmbn frmn this drawing, any fan We to but lid the was In •M Dead g, q() psf Rep bbl. 111d / Coup / Tens AN 17W COMPANY conformance with ANSVrPI 1, or for handing. shipping, Installation & bracing of trusses. A seal on this drawing or cover page listing this drilwing, Indicates acceptance of professional engineering responsibility BC Live 0. 00 psf 1.15 / 1.10 / 1.10 ON. Great &wntwy. Wend Prairts, 7x75030 solely for the design shown. The suitability and use of this drawing for any structure /s the responsibility of the Building K Dead 4. 90 psf Q C. Spacing 1- O• 0 Designer per ANSI?P/ 1 See.2 8.11 �.S.YiO For more information Bee this lob's general notes page end these web sites: ALPINE: :TPt :WTCA: :ICC: ALPINE: Bldg Code: CBC-2013 W1 RAT10e L/YAG iC. L/ s Db Name: RESIDENCE Truss ID: SP2 Qty: 14 I X- LW ABACI SITS I�Q'D TC Pato IFL 01 A Mr. Desi per ANSI/7Yi 1IM Bad verticals are laterally supported by 1 0• 1-12 1658 5.50" I. SO" BC tft4 VFL 01 A Str. Io cation Tolelamlce = 20.0)6 coesectios to the vertical webs In the L 1. 8.10 1558 3 60" 1.30" {EB tx4 En STANDUD Bearings designed for an FeI4rrpp valve of the trustees on each side or other adequate ]Ori toe - $" I InEn.E ION (sues) I 1-2 LC 3 llcr (creep factor) -8.00 laser of the truss chord laaber vale 6a• 825 for hearsay+ s t. Use common nails at o. e. or hardw+rs by others 908 )IM (LLIVB) •0.01" D. 0,00" T. -0.01" Hafer to ai Int. QC BetaiI Sheets for Cq factors and Rotational Tolerances. - all NOI815Nl(INKNTRISS SPACING IS It.O " 0.C. UPLIFT RUCTIM(S) i atL— ai"•io a Drat��{e shall be provided to avoid ponding PIATTNO MEED ON GEM LUMM VALtt68. IBC/IBC truss plate values are based on testiaapp and approval u red by IBC 1708 Support I •1'533 16 Support 2 •1333 16 80BIZ0NIAL IdiACI'I0N(8) l -Is• o J o• 1•fe o- o• o o - 1• e•lo 4nn, >i>d verticals are deslgmd for axial load+ only, unless noted otherwise, and AIISI/TPI and are reported fn 88B•1f1R + + + + + ♦ + + + + + + + + + + + + + + + + e . support 1 ON Ib 7Tc,, rala'�t t roar. (gra)/ Tms.((ala) Lel woe 20 per 1Sve load applied to bottom chord in Desfpm d for 220 Plf dreg load applied horizontally in eitiner direction t0 the top support 2 •t08 16 t-WL(I.6a)/. Lae(I.fiO) accordance with IBC/IIIc cote provisions. chord paml points, tallith dead + 0 %live - Fa mare Informailan see INS IoD'e general noire page W dose web ohs: ALPINE: TPt :WTCA: :ICC: c etM.(aua)/ Turo.(txa> C81 4 / o.so Shear Panel System Mocking panels shall be loads using land duration = 1.60. restrained against rotatfoa by connection to Continuous bearing horizontal reaction = D COW Ixa)/ "Inas. txa) let J Lam/ ilei • •teem IJ 1.9 o.ss a sal I.60)/ cal I . 6.e7 ghat panels for the same PLF hada as lop�� i th drag the dr load stated. Provide lateral restraint for end webs against b»ckli All panels shall Bt0 Plf Ilex. Connecticut by others. ++++++++++ ♦ ++++++++ r ++ e 1.Sool)i 7 1.000 00.28 be attached to the shear .11 and roof diaphragm for the drag load stated. End -panels shall be att- acbed to a suitable support for 1lpliftcYLF load X truss height, or as determined by the engineer of record 1 2 1.6X3 2.5X4 3X4 06 6-2-10 z . + 6 3X ` • 3 1a 44 . OVER CONTINUOUS SUPPORT All connector plates are ALPNE Wave 20 a., unless preceded by "H' for HI'gh Strength 20 go., 'S' for Super - Strength 18 ga. Plates are to be poai0oned per Joint Detail Report. Circled 0lutes entl telae frame plates 9/29/2016 are positioned as shown above. Shift gable stud plates to evoM overlap with structural plates. 188 - F/IJt mDOd Mrass **WARNING!** READ AND FOLLOW ALL NOTES ON THIS DRAWING/ Cast. SYNOR EVILUM (CA) **IMPORTANT** FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. lila Drive_ Trusses mulre extreme care In fabricating, handing, shipping, fralating and bracing. Rotor to and follow the latest edition of SCSI (Building Component 07770010�A0007_Jo0001 Mk lh'1 va_11L077(1816_i.��0 OLC 6 W/PLYt 41 Safely InformoUon, by TPI and WTCA) for safety practices prior to performing these funcilons. Instetlare shell puede temporary bmoing got SCSI. Unless, lltgrrl AW = Zed olhan.iso, lop chord than hese properly attached structural sheathing and bottom chord shell have a properly attached rigid caiing. Locations shown '1C Li VE �. 00 f P� L1velAm• L=1. i'.$ Pct. itS i•t n r� n I� � IUI�\\VVI ``� for permanem lateral vetand of webs shall have bracing Installed r par otherise.sections BJ. B) or g10. as applicable. AppN dales to oath face of Irwa and oeas etwn the Joint Detela retpn. m+kce notetl otherwise. 1C Smott(P� O. 00 Smot�>r Irl. 1$ P=1. 1$ II TIL i//—UI 11 TIL`= �� ab above and on Alpine, a dMsion of rTW Building Components Group Inc., shall not be responsible for any deviation tram this drawing, any falIvre to build the trues In -Alpine,. psi TC Dead a 40 pof Rept :ler End / Coup / Tens AN nW COMPANY conformance with ANSVTPI 1, or fm handing, shipping. Instaffallon d bracing of trustee. A seal on this draw/n0 or coverpage listing this drawing, Indicates acceptance of professional en8lneedrig responsfbl ffy BC Live O. 00 psf 1. 1$ / 1. 10 / 1. 10 o N. Great SW Pavy. arena Prerne. Tx 75056 solely for the design shown. The suitability and use of this drawing for any structure Is the responsibility of the Building 1!C Dead 4. 80 pelf 0. C. Spacing 1- 0- 0 Designer per ANSI/TP/ 1 Sec.2 M. e. S. EO '1g5P'LI 14 6. D VIT Fa mare Informailan see INS IoD'e general noire page W dose web ohs: ALPINE: TPt :WTCA: :ICC: Sldg Code: L7iC-1'A1S lEPI BA1TP. L/L40 IC: L/PA Wesley Cullumber, PE Cullumber Engineering CULLUMBER, ENGINEERING wcullumber@CullumberEng.com AND DESIGN'INC- � �' (916) 251-9798 Structural Responses to Plan Check/Review, P.C. # Responses/Changes 16-2819 Address: 170 Summit Avenue - 2/9/2017 ' Sht 1 of 1 Review # 1 Discipline: Residential Reviewer: Philo Hunt Phone: 530-538-2130 ITEM # Responses/Changes y Revised Sheet Revised/ Added Detail New Calc. Page(s) Detail 16/SD2 has been provided on Sheet SD2 to match the strap - 1 schedule which references detail 16/SD2 on Sheet S3.0. SD2 16/SD2 N/A' The existing slab for the attached garage is currently lower than the main garage. Per the owner's request, the attached garage slab is to be removed and a new stem wall and slab is to be constructed to bring Misc. both garages to the same elevation. Sheet S1.0 has been updated to S1.0, S2.0, ' 40/SD3, N/A reflect these changes and details 40 and 41/SD3 have been added. The SD3 41/SD3 shearwall calculation has remained the same. The only difference is 4 now the HDU2 holdowns are cast -in-place instead of retrofit. r PERMIT BUTTE COUNTY DEVELOPMENT SERVICES RI� PLI NCE : DATE BY 11 B7.6-2819 B10 r R' .. ,ate 027-0204052 x•� 12/20/2016 PCI " t4 ROOM ADD, REMODEL COV ;, s CULLUM5M ENGINEERING -AND DESIGN INC. Client: Mark Lundberg Address: 170 Summit Ave, Oroville, CA 95966 Homeowner: Mark Lundberg Project Number: 082916 Purpose: Structural Design for Remodel Date: 9/26/2016 Engineer: C. Dilworth The design calculations contained herein have been prepared by or under the direction of the following Registered Civil Engineer: �O QROFESs/O/V WESLEY CULLUMBER Z W No. 80675 All l * Exp, 03-31-1 n 1 V / 1 esl y Cullumber, PE C IumberEng.com wcullumberPCullumberEne.com' 916-251-9798 1% 0,00"00",��'� 6930 Destiny Drive Suite #300,.Rocklin, CA 95677 CULLUM'BER ENGINEERING. PHONE: 916-251-9798 WEB: www.CullumberEng.com AND DESIGN INC— TABLE OF CONTENTS GENERAL PROJECT INFORMATION....:...........................::.................:.....................................................1 ROOF/FLOOR SUMMARY & BEAM SCHEDULE........................................................................................ 2 RAFTERS AND JOIST CALCULATIONS...........................................................:.......................................... 3 BEAM DESIGN..............................:........:.............:................................................:..................::......:.....9 LOCATION OF PROJECT........................................................................................................................ 12 SEISMICDESIGN SUMMARY............................................................................................................... 13 SHEARANALYSIS......................................................................................................................... .. 14. DIAPHRAGM ANALYSIS.............:...............................................:......................................................... 27 STUD WALL DESIGN...................................................:........................................................................ 33 LEDGER ANALYSIS .....:........................... ............ 35 POSTANALYSIS ................................ ........................ :............................................ ................................ 37 CONTINUOUS AND SPOT FOOTING DESIGN......................................................................................... 38 SUPPORTING EQUATIONS................................................................................................................... 40 1% General Project Information Lundberg Addition1j) r Design Firm , Cullumber Engineering & Design; c. i. Client Mark Lundberg ; y Address, 170 Summit Ave_ , Oroville, CA 95966 • Homeowner .Mark Lundberg�ft' ..' Project # ;•: 0$2916 `r Purpose Structural Design for Rem_ odel, Date 9/26/2016- /26/2016 Engineer i Engineer C..Dilworth Project Approach `�} - r• Typical design approach for gravity and lateral analysis.- Seismic and Wind loading applied for lateral analysis. Gravity loading i applied as specified in the calculations. Diaphragms are treated as flexible and simple span theory is utilized.' - References'r y : ASCE 7-10, Minimum Design Loads for Buildings and Other Structures:' , ' • , . , Y ' • ACI 318-11 Building Code Requirements for Structural Concrete and Commentary - CBC 2013.' ;'California Building Code 2013 Design Values iLoadin Roof Material Asph. Shingles ' Roof LL 20 psf Roof DL 14 psf <, Floor LL b 40 psf a Floor DL' 10 psf �" » • Wall DL' 15 psf '� 1 ,� _ ., I'r,. •' r .:` . , , ;h CM 1.0 (MCe16%) j r Ct •► 1.0 r -, (Normal temperature) `• { 0.80 + f (Load Combiantion 1.2D+. 1.61-) for "Occupancy" s `, Soil Brng Cap 1500 psf (Assumed) r Seismic ,L A. V4• '. r' Lat. 39.4463 deg Long -' 121.4945 deg v SDs ) 0.520 g SDl 0.323 g Y , `, .• 'R1 6.5 "Light frame (wood) walls sheathed with wood structuralpanels rated for shear resistance' Csi t `' 0.08 g ; ' Wind UIt. Wind Speed 110 mph " Exposure i g ► , Kzi 1.0 Suburban residential, relatively flat area •. Imp.'Factor 5 1.0 Residential, Single Family ' 1.0 for'0 to 30 ft ASCE 7 Fyig :28.6-1 Rise ` 6.0 ^ ` Run 12 l; ) k... 1 of 43 - 'r. V 10/13/2016 - Summary/Beam Schedule Summit Ave - Remodel i' Roof Summary APA Rated Sheathing Per IBC Table 2306.3.1 Use 15/32" CDX/OSB with 8d @ 6" O.C. edge nailing & 12" O.C. field nailing, U.N.O. Use Pre -Manufactured Roof Trusses @ 24" o.c. RR1: Use 2x8 DF -L#2 roof rafters @ 24" o.c. RR2: Use 2x6 DF -L#2 roof rafters @ 24" o.c. CJ 1: Use 2x6 DF -L#2 ceiling joists @ 24" o.c. G2: Use 2x8 DF -L#2 ceiling joists @ 24" o.c. Floor Summary APA Rated Sheathing Use 3/4" T&G CDX/OSB with 10d @ 6" O.C. edge nailing & 12" O.C: field nailing, U.N.O. FJ 1: 2x12 DF -L#2 Floor Joists @ 16" O.C. U.N.O. FJ 2: Not Used ' FJ 3: Not Used DJ 1: 2x12 DF -L#2 Floor Joists @ 16" O.C. U.N.O. Designer - C. Dilworth 0 2 of 43 Roof Beam Schedule Name Number Size Type Location RB1 1 4 x 8 . DF -L#2 Header RB2 1 4 x 6 • DF -L#2 Header RB3 1 4 x 10 • DF -L#2 Flush Designer - C. Dilworth 0 2 of 43 Floor Beam Schedule Name Number Size Type Location FB1 ' 1 4 x 10 DF -L#2 Header FB2 1 6 x 10 DF -L#2 Drop FB3 1 4 x 6 DF -L#2 Header FB4 1 4 x 12 DF -L#2 Flush FB5 1 4 x 12 ' DF -L#2 Flush FB6 1 4 x 8 DF7L#2 Header FB7 1 3 1/2 x 9 1/2 Timberstand LSL Header FB8 1 6 x 8 DF -L#2 Drop FB9 1 4 x 8 DF -L#2 Header FB10 1 4 x 8 DF -L#2 Header FB11 1 4 x 6 DF -L#2 Header FB12 1 4 x 6 DF -L#2 Header FB13., 1 4 x 8 DF. -L#2 Drop FB14 1 4 x 12 DF -L#2 Flush FB15 1 4x 12 DF -L#2 Flush Designer - C. Dilworth 0 2 of 43 • MEMBER REPORT. Le`vel,'RR1 PASSED 0 F 0 R T E l piece(s) 2 x 8 Douglas Fir -Larch No. 2@ 24" OC r . Overall Sloped Length: 13'11 15/16" r 12 12-6- 4 2'6"e All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. De5l4rt'ResultS. ` *' Actual (dtowtion •. Allowed'•`- Result, . LDF 'Load:Combination(Pattern)' Member Reaction (lbs) 455 @ 2 1/2" 2231 (3.50") Passed (20%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 395 @ 10 3/8" 1631 Passed (24%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) 1394 @ 6' 6 1/2" 1700- Passed (82%) 1.25 1.0 D + 1.0 Lr (All Spans) ' Live Load Defl. (in) 0.338 @ 6' 6 1/2" 0.445 Passed (L/474) 1.0 D + 1.0 Lr (All Spans) Total Load Defl.(in) 0.587 @ 6'6 1/2"j 0.668 Passed (L/273) 1.0 D + 1.0 Lr(All Spans) System : Roof f Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD + Member Pitch: 4/12 ! Deflection criteria: LL (L/360) and TL (L/240): Bracing (Lu): All compression edges (top and bottom) must be braced at 5' 117/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. t Applicable calculations are based on NDS. L w • Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. ' Job Notes Collin Dilworth- Cullumber Engineering &Design Deader ? � Radf:Lrve �. a •- cdilworth@cullumbereng.com ' 't . h `� 4. ri.Y LOadS' �• Location (Side)., FSpacing of' (0.90)". (non -snow. 1a5)', Comments ,e ; 1 - Uniform(PSF) 0 to 13' 1" 24" 14.0 20.0 Ro SUSTAINABLE FORESTRY INITIATIVE . Forte Software Operator 9/22/2016 2:44:53 PM Forte y5:1; Design Engine: V6.5.1.1 ' • BEAMS AND RAFTERS.4te 6F49e Job Notes Collin Dilworth- Cullumber Engineering &Design (916)251-9798 cdilworth@cullumbereng.com ;.• of' SUSTAINABLE FORESTRY INITIATIVE . Forte Software Operator 9/22/2016 2:44:53 PM Forte y5:1; Design Engine: V6.5.1.1 ' • BEAMS AND RAFTERS.4te 6F49e Job Notes Collin Dilworth- Cullumber Engineering &Design (916)251-9798 cdilworth@cullumbereng.com ;.• 1 of 1 " MEMBER REPORT Level,'RR2 oFORTEl ,ir • , i piece(s) 2 x 6 Douglas Fir -Larch No. 2 @ 24" OC a 12 4 s r 6' 6• '• All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. 3 Design Results ._ ._x. Actual t_d Location ' ' Allowed "',' Result LOF: ;Load: Combination (Pattern) Member Reaction (lbs) 316 @ 2 1/2" ' 2231 (3.50") Passed (14%) 1.0 D + 1.0 Lr (All Spans) Shear (lbs) 265 @ 8 11/16" 1238 Passed (21%) 1.25 1.0 D + 1.0 Lr (All Spans) Moment (Ft -lbs) - 653 @ 4' 6 1/2" 1060 Passed (62%) 1.25 1.0 D + 1.0 Lr (All Spans) Live Load Defl. (in) 0.170 @ 4' 6 1/2" 0.305 Passed (L/647) 1.0 D + 1.0 Lr (All Spans) Total Load Defl. (in) 0.295 @ 4' 6 1/2" 0.457 Passed (L/372) = 1.0 D + 1.0 Lr (All Spans) Deflection criteria: LL (L/360) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 6 7/8" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. . - I — A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. 3locking. Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed. _ • � t Dead -.Roof Live omments. Job Notes . Collin Dilworth - Cullumber Engineering & Design LOadS , Location'(Side) `Spacing_ .(0.90); (nonsnow:ias); C 1 - Uniform (PSF) 0 t0 9' 1" 24" 14.0 20.0 Roof System : Roof Member Type : Joist 4 Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD 3 Member Pitch: 4/12 • r, r' t .i Weyerhaeuser: Notes `. ` Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes . Collin Dilworth - Cullumber Engineering & Design LOadS , Location'(Side) `Spacing_ .(0.90); (nonsnow:ias); C 1 - System : Roof Member Type : Joist 4 Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD 3 Member Pitch: 4/12 • r, r' t .i Weyerhaeuser: Notes `. ` Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes . Collin Dilworth - Cullumber Engineering & Design t .i Weyerhaeuser: Notes `. ` Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator l SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator Job Notes . Collin Dilworth - Cullumber Engineering & Design (916)251-9798 cdilworth@cullumbereng.com r ; - •+� -' 9/22/2016 3:42:40 PM Forte v5.1 i Design Engine: V6.5.1.1 3 BEAMS AND RAFTERS.4te 4.OT p4g 1 of 1 r F 0 R T' E MEMBER REPORT . Level, Cil a • • PASSED 1 piece(s) 2 x 6 Douglas Fir -Larch No. 2 @ 24" OC Overall Length: 9'7" ° All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. r Design Results : •' Actual ® Location Allowed; Result . ' LDF' LoadCombination,(Pattern)'• Member Reaction (lbs) 141 @ 2 1/2" ,1434 (2.25") Passed (10%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 121 @ 9" • 990, Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 315 @ 4' 9 1/2" 848 •' Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) r '+ ,+ Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) .0 __ - _____ 0 Passed (L/768). 1.0 D + 1.0 L (All Spans) T] -Pro'" Rating N/A N/A s1 177— 4 ° All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. r Design Results : •' Actual ® Location Allowed; Result . ' LDF' LoadCombination,(Pattern)'• Member Reaction (lbs) 141 @ 2 1/2" ,1434 (2.25") Passed (10%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 121 @ 9" • 990, Passed (12%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 315 @ 4' 9 1/2" 848 •' Passed (37%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.095 @ 4'9 1/2" .0.229 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.143 @ 4'9 1/2" 0.458 Passed (L/768). 1.0 D + 1.0 L (All Spans) T] -Pro'" Rating N/A N/A s1 177— I System : Floor Member, Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD • ' 'a . a Deflection criteria: LL (U480) and TL (L/240). f ' Bracing (Lu): All compression edges (top and bottom) must be braced at 9''4 1/2" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. r f + - Applicable calculations are based on NDS. ' No composite action between deck and joist was considered in analysis. ` t •. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. r; - Job Notes - 1' Deadr Floor Live 4 ¢ t LoadsLocation (Side) ` r • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. r; Y SUSTAINABLE FORESTRY INITIATIVE A - • r Forte Software Operator - Job Notes - 1' Deadr Floor Live 4 ¢ t LoadsLocation (Side) iSpacing ,(090) _' (1.00) Comments 1 - Uniform (PSF) 0 to 9' 7" 24" 5.0 • 10.0 Residential - Living Areas Y SUSTAINABLE FORESTRY INITIATIVE A - • r Forte Software Operator - Job Notes - 1' Collin Dilworth Cullumber Engineering 8 Design (916)251-9798 i1••'� ', cdilworth@cullumbereng.com - 9/22/2016 2:54:44 PM Forte v5.1, Design Engine: V6.5.1.1 BEAMS AND RApFTERS.4te 5 • oT 1 of 1 70 `� MEMBER REPORT Leve1,'CJ2 FOR R T E - -1 pieces) 2 x 8 Douglas Fir -Larch No. 2'@ 24" OC Overall Length: 16'9" o — -- — 16,2" i All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. PASSED Design Results . Actual @ Location :Allowed Result ; LDF Load: Combination (Pattern) .- Member Reaction (lbs) 248 @ 2 1/2" 1434 (2.25") Passed (17%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 224 @ 10 3/4" 1305 Passed (17%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1000 @ 8' 4 1/2" 1360 Passed (74%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.420 @ 8' 4 1/2" 0.544 Passed (L/466) 1.0 D + 1.0 L (All Spans) Total Load DeFl. (in) 0.630 @ 8' 4 1/2" 1 0.817 Passed (L/311) 1.0 D + 1.0 L (All Spans) TJ -Pro'" Rating N/A N/A - -- • uerlection criteria: LL (L/360) and TL (L/240). - Bracing (Lu): All compression edges (top and bottom) must be braced at 9' 4 13/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. A 15% increase in the moment capacity has been added to account for repetitive member usage. •, Applicable calculations are based on NDS. t No composite action between deck and joist was considered in analysis. i r „' <a rF •.� _;1 �• . ;. .Dead Q' Floor.Live • ( .t CoadS"T Location (Side) ;Spacing (0.90). - Job Notes - Collin Dilworth Cu lumber Engineering 8 Design ,Bearing LengthLoads to Supports (16s) r f v_ , Supports Yc Total Available* Required Dead Floor tTotal Live Accessories+, 1 - Stud wall - SPF 3.50" 2.25" 1.50" 84 168 252 1 1/4" Rim Board 2 - Stud wall - SPF 3.50" 2.25" 1.50" 84 168 252 > 1 1/4" Rim Board r „' <a rF •.� _;1 �• . ;. .Dead Q' Floor.Live • ( .t CoadS"T Location (Side) ;Spacing (0.90). Weye_rhaeuser'NOte`S_ si Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. System : Floor ' Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD (t}J SUSTAINABLE FORESTRY INITIATIVE YYYYYY - � IThe product application, input design loads, dimensions and support information have been provided by Forte Software Operator -r Forte Software Operator • - Job Notes - Collin Dilworth Cu lumber Engineering 8 Design J (916)251-9798 ' (1:00) �,. Comments 1 - Uniform (PSF) 0 to 16' 9" ' 24" 5.0 10.0 Residential - Living Areas Weye_rhaeuser'NOte`S_ si Weyerhaeuser warrants that the sizing of its products will be In accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. System : Floor ' Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD (t}J SUSTAINABLE FORESTRY INITIATIVE YYYYYY - � IThe product application, input design loads, dimensions and support information have been provided by Forte Software Operator -r Forte Software Operator • - Job Notes - Collin Dilworth Cu lumber Engineering 8 Design J (916)251-9798 cdilworth@cullumbereng.com r• 9/22/2016 3:45:18 PM Forte v5.1, Design Engine: V6.5.1.1 BEAMS AND RAFTERS.4te 6 OT 4ge 1 of 1 " MEMBER REPORT Level, FJ1 PASSED SFO R T E- 1 piece(s) 2 x'12 Douglas Fir -Larch No. 2 @ 16" OC ` t Overall Length: 7' 1" + ; + • 0 -_—_ 0 i 6-6- q '6' r ' All locations are measured from the outside face of left support (or leftcantilever end).AII dimensions are horizontal. , Design Results '' ; '. 'Actual WLocatiori Allowed •` Result: ^_ LDF Load: Combination (Pattern)" Member Reaction (Ibs) 226 @ 6' 30 1/2" 1434 (2.25") Passed (16%) 1.0 D + 1.0 L (All Spans) Shear (lbs) 157 @ 1' 2 3/4" 2025 Passed (8%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 361 @ 3' 7" 2729 Passed (13%) 1.00 1.0 D + 1.0 L (All Spans) t Live Load Defl. (in) 0.008 @ 3' 7" 0.165 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.010 @ TT' . 0.329 Passed (L/999+) 1.0 D + 1.0 L (All Spans) TJ -Pro'" Rating N/A N/A System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2012 Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 6' 8 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. I r . A 15% increase in the moment capacity has been added to account for repetitive member usage_. Applicable calculations are based on NDS. r t No composite action between deck and joist was considered in analysis. • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. t 'Connector. -Sim son Stron -Tie Connectors - ,Accessories Support E' Model' Fs .t ^ ` Seat Length -;Top Nails Face Nails. Member Nails , 1 - Face Mount Hanger. LU210 1.50" N/A • . 10-10d common 6-10d x 1-1/2 .r ' s = Y` Dead • ; Floor Live t• if Loads,F. A Location (Side) ISpecrog_ * (o:90)w, .,(1.Oo) Comments _ 1 - Uniform (PSF) 0 to 7' 1" 16" 10.0 40.0 Residential - Living Areas Weyerhaeuser;Notes, #' "', , .' ^ ; Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator 1 SUSTAINABLE FORESTRY INITIATIVE Forte Software Operator 9/22/2016 4:07:23 PM • Forte v5.1, Design Engine: V6.5.1.1 - BEAMS AND RAFTERS.4te p 1 of 1 7 OT 4g Job Notes Collin Dilworth - •' Cullumber Engineering &.Design (916)251-9798 cdilworth@cullumbereng.com MEMBER REPORT Level, DJi 3. OFORTE" -1 piece(s) 2 x 12 Douglas Fir -Larch No: 2 @ 16" OC ,. Overall Length: 12' 'c 0 — 0 ;1 Al locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal. Design'Results Actual @L-ocatiori� Allowed•. Result 'ACIF Load: Combination (Pattern) ' Member Reaction (lbs)' 657 @ 3 1/2" 1406 (1.50") Passed (47%) -- 1.0 D + 1.0 L (All Spans) Shear (lbs) 549 @ 1' 2 3/4" 2025 Passed (27%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 1862 @ 5' 11 1/2" 2729 Passed (68%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.070 @ 5' 11 1/2" 0.283 Passed (L/999+) -- 1.0 D + 1.0 L (All Spans) Total Load Defl.(in) _-` 0.151 @ 5' 11 1/2" 0.567.: Passed (L/899) 1 1.0 D + 1.0 L (All Spans) T] -Pro'" Rating . N/A N/A . -- - - PASSED System : floor .. Member Type : Joist Building Use : Residential Building Code: IBC 2012 y Design Methodology : ASD Deflection criteria: LL (L/480) and TL (L/240). Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 4 7/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. * - A 15% increase in the moment capacity has been added to account for repetitive member usage. Applicable calculations are based on NDS. No composite action between deck and joist was considered in analysis. f+.7 Bearing Length -1L Loads to Supports (lbs) Dead '. Supports °Total > { + x Accessories c Available F "Y Required "+Dead Floor Total '„ c• s 0 to 12' Live 47.0 40.0 1 - Hanger on 11 1/4" SPF beam 3.50" Hanger' 1.50" 373 318 • 691 See note 1 2 - Stud wall- SPF 5.50" 4.25" 1.50" 379 322 701 1 1/4" Rim Board • Rim Board is assumed to carry all loads applied directly above it, bypassing the member being designed. At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger ` « 1 See Connector grid below for additional information and/or requirements. Connector. -Sim son Stron ;Tie•Cotinectors Support, v; _.:+� t5 x,, :, - ". ,. , 'Madel `•' :, Seat Length, . !; ,Top Nails - �.F Face Nails `, =Member Nails Accessories " 1 - Face Mount Hanger LU210 - 1.50" N/A 10-10d common 6-10d x 1-1/2 q-` z '2 . ' Dead '. `Floor Live t, > { + x Sparing _ 1(0.90) ? (1.00) Comments 1 - Uniform (PSF) 0 to 12' 16" 47.0 Connector. -Sim son Stron ;Tie•Cotinectors Support, v; _.:+� t5 x,, :, - ". ,. , 'Madel `•' :, Seat Length, . !; ,Top Nails - �.F Face Nails `, =Member Nails Accessories " 1 - Face Mount Hanger LU210 - 1.50" N/A 10-10d common 6-10d x 1-1/2 q-` z '2 . ' Dead '. `Floor Live t, > { LOadS _ Location (Side) Sparing _ 1(0.90) ? (1.00) Comments 1 - Uniform (PSF) 0 to 12' 16" 47.0 40.0 Residential - Living Areas + Weyerhaeuse-rr.Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details. (www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable' STM standards. For current code evaluation reports refer to http://www.woodbywy.com/servi6es/s_CodeReports.aspx. The product application, input design loads, dimensions and support information have been provided by Forte Software Operator r l SUSTAINABLE FORESTRY INITIATIVE , h ., ;• Cullumber Engineering &Design • ' (916) 251-9798 cdilworth@cullumbereng.com + t r l SUSTAINABLE FORESTRY INITIATIVE , 9/26/2016 9:27:56 AM _ Forte v5.1, Design Engine: V6.5:1.1 ' BEAMS AND RAFTERS.4te Forte Software Operator Job Notes , Collin Dilwort 8 Of4se 1 of 1 ;• ' ' .. is + 9/26/2016 9:27:56 AM _ Forte v5.1, Design Engine: V6.5:1.1 ' BEAMS AND RAFTERS.4te Forte Software Operator Job Notes , Collin Dilwort 8 Of4se 1 of 1 r• rt ` -9/26/2016 = Beam Design Summit Ave -Remodel �. i Designer - C. Dilworth y "* Ml RB2 R63 Roof Material Mph. Shingles Asph. Shingles Mph. Shingles Roof LL•(L.) 20 20 20 _ Roof.DL . aV 14' 14 14 FloorLL.., '40-• y 40 a . 40_ _ - W, ,... Floor'DL' ' 10 10 10. . ` g *` Length 11 Trib. Roof (ft) { Trib. Floor (ft) Wall Height 6 3 7.5 15 15 13 0 0 0 2 2 0 • mss• �, , AT (tt 90 45 97.5 _ ' R, = 1.00- - 1.00 1.00 R2 = 0.9 0.9 0.9 Lr (PSQ= 18 18 18 Y LrIN. (PIO= .. 270 270 - 234 Lm..a (Plf]= 210 210 182 t Lm- (Plf)= 0 0 0 . + .LIFd-d (PIO 0 1 , .0 ` 0 , a., ' Factored (PIfl 684 .,.. 684 f 593 M.i(Ib-ft)= 3078 • 770 4168' MQ (lb -ft)= 0 •'a- - -`M'T (lb -ft)-' 3078 0, -7-7- 0 0 4168 - cy Type = t t t + ` ,• Depth(in)= -Width 7.5 5.5 (in)=' 3.5 3.5 A (in-) = 26.3 19.3- 33.3 I. (In") = .. 123 -, 49 -- 250 �, S. (in')= 33 18 53 :. t a Cv = .1.00 a .. , j1.00 1.00 0.85 _ 0.85. 0.85 KFb= 2.54 2.54 2.54 .. Fe.n = 2287 2287. 2287 .. .'F'b.. (Psi)= 1555.20 1555.20. 1555.20 P (lbs) = _ Location = Header Header Flush rj•' .. b= • 6.00 _ . 3.00 7:50 M'„'(16 -ft)= 4253 2287` 6823 MomentCheck OK OK., OK k 0.75 0.75 0.75 t y KFv = 2.88 2.88 2.88�- V1, (lbs)= - 2052.00 1026.00 2223.00 V,mau(lbs)= 2052.00 1026.00 2223.00 Vl,,,(Ibs)= 2052.00 1026.00 2223.00' F„d (psi)--' 518 518 518 c j ' F',, (Psi)= 311,040 311.040 311.040 �- • Y V. (lbs)= 5443.20. " 3991.68 - 6894.72 , Shear Check OK OK OK E',; (psi)= •1600000 ' ` 1600000 1600000 Aurii(In)=0.101 0.016" 0.105• .. AUTL2 (in)= 0.000 0.000 0.000. Dun(in)=• .. 0.101 0.016 0.105- A.TL(in)= 0.300 ° - 0.150 0.375' Tot. Allow. Defl. 240 240 240 ° Deflection Check OK OK T -0K ' • r" 9 of 43 10/13/2016 - Beaim.Design FB8 Asph. Shingles Summit Ave - Remodel 20 20 F1132 FB3 F64 F1135 F1136 Roof Material Asph. Shingles Asph. Shingles Asph. Shingles - Asph. Shingles Asph. Shingles Asph. Shingles Roof LL (Lo) 20 20 20 20 20 20 Roof DL - 14 14 14 14 14 14 Floor l_I. 40 40 40 40 40 40 • Floor DL-- • 10- 10 10 10 10- 10 - Length Ott) Trib. Roof (ft) Trib. Floor (ft) Wall Height FB7 FB8 Asph. Shingles Asph. Shingles 20 20 14 14 40 in 40 _ In AT;(ft )_ 19.166 3 6.5 7 6 9.917 9.5 10.5 M28 3 3 3 11.5 11.5 3 8 0 0 2 2 3.5 1 1 7.75 0 Lr (Psf)= 0 12 0 8 0 1 8 0 AT;(ft )_ 84 57.498 9 19.5 80.5 69 29.749998 R1 = 1.00 1.00' 1.00 1.00 1.00 1.00 1.00 Rz = 0.9 0.9 0.9 0.9 0.9 0.9 0.9 Lr (Psf)= 18 18 18 18 18 18 18 Ldive (Plf)= 189 54 54 54 207 207 54 Lrdead (Plf)= 147 42 42 42 161 161 42 LHive (PIf)= 0 0 80 80 140 40 310 Lfdead (Plf)= 0 0 20 20 35 10 77.5 Ldwau (Plf)= 30 0 180 0 120. 0 120 r Factored (plf)= 479 137 445 229 707 . ' 556 .- 810 M.1 (Ib -ft)= 3830 6281 501 1212 4329 2504 9962 M (lb -ft )= M.2 I- 0 0 0 575 0 0 0 M„ T (Ib -ft)= 3830 6281 501 1787 4329 2504' 9962 Type = ANTL(in)= t t t t t tis Tot. Allow. Defl. Depth (in)= 240 9.5 9.5 5.5 11.5 11.5 7.5 1 9.5 Width (in)= OK 3.5 5.5 3.5 3.5 3.5 3.5 1 3.5 A (in`) = 33.3 52.3 19.3 40.3 40.3 26.3 33.3 I, (in") = 250 393 49 444 _ 444 123 250 Sx (in')= 53 83 18 77 77 33 53 = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 ,C1,v Pb = 0.85 0.85 0.85 0.85 0.85 0.85 0.85 KFb= 2.54 2.54 2.54 2.54 2.54 2.54 2.54 Fb.. = .2287 2287 2287 2287 2287 2287 5908 F bn (Psi)= P (lbs) _ a (ft) _ Location = b= /b. 1.00 0.9 18 144 112 0 0 0 365 ' 4115 0 . 4115' t 7.5 41.3 193 52 1.00. 0.85 2.54 2287 1555.20 1555.20 1555.20 1555.20 1555.20 1555.20 4017.60 1555.20 2300 0.50 1 1 1 1 Eq Header Drop Header Flush Flush Header Header Drop 8.00 19.17 3.00 6.00 7.00 6.00 9.92 9.50 M'„ (Ib -ft)= 6823 10722 2287 9998 9998 4253 Moment Check OK OK OK OK OK OK q), 0.75 0.75 0.75 0.7 0.75 0.75 KFv = 2.88 2.88 2.88 3.09 2.88 2.88 V., (lbs)= 1915.20 1310.95 668.10 745.55 2473.45 1669.20 V:man (Ibs)= 1915.20 1310.95 668.10 922.47 2473.45 1669.20 Vid1$e,Obs)= 1915.20 1310.95. 668.10 2868.63 2473.45 1669.20 -- F_ (psi)=' 518 518 518 555 518 518 F'_' (psi)= 311.040 311.040 311.040 311.040 311.040 311.040 V. (lbs)--. 6894.72 10834.56 3991.68 8346.24 8346.24 5443.20 Shear Check OK OK OK OK OK OK E',(psi)= 1600000 1600000 1600000 1600000 1600000 1600000 6uru(in)= 0.110 0.661 0.010 0.013 0.054 0.082 6uTL2(in)= 0.000 0.000 0.000 0.007 0.000 0.000 6UTLOrik 0.110 0.661 0.010 0.020 0.054 0.082 ANTL(in)= .0.400 0.958 0.150 0.325 0.350 0.300 Tot. Allow. Defl. 240 240 240 240 240 240 ' Deflection Check OK OK OK OK OK OK -Designer - C. Dilworth 17626 6683 OK OK 0.75 0.75 2.88 2.88 4018.23, 1732.80 4018.23 1732.80 4018.23 1732.80 1512 518 907.200 311.040 • 20109.60 8553.60 OK OK 1550000 1600000 0.455 0.216 0.000 0.000 0.455 0.216 0.496 0.475 ' 240 240 OK OK - 10 of 43 10/13/2016 - Beam. Design 5 4 Summit Ave - Remodel 6.167 3.083333 F139 -' FB10 FB11 FB12 FB13 FB14 FB15 -' Roof Material Asph. Shingles Asph. Shingles Asph: Shingles Asph. Shingles Asph. Shingles Asph. Shingles Asph. Shingles Roof LL (Lo) 20 20 20 20 . 20 20 20 Roof DL 14 14 14 14 14 14 14, Floor LL 40 40 40 _ 40 40. 40 40 Floor DL 10 - 10 10 10 47 Y 10 10 Lengtn (tt� Tri Roof (ft) Trib. Floor (ft) Wall Height 6 5 4 6 6.167 3.083333 18.9166666 15.5 17.5 17.5 3 0 0 0 0 0 1 0 0 3 6.5 1.3333 2 2 2 2 0 0 0 F bn (Psi)= P (Ibs) _ a (ft)= Location =. b= M'„ (Ib -ft)= 93 87.5 70 18 0 0 0 Rl = 1,00 1.00 1.00 1.00 1.00 1.00 1.00 R,= 0.9 0.9 0.9 0.9 0.9 0.9 0.9 Lr (PSfl= ..18 18 18 18 18 18 18 Lruve (Plf)= 279 315. 315 54 0 0 0 ..... Lrdnd(PIf) =., 217 .245 245 42 0 0 0 Lnive (Plf)= 0 0 0 0 120 260 53.332 Lfdead (Plf)= 0 0 0 0 141 65 13.333 Ld-11(Plf)= .. 30 30 .... 30 30 0 0 0 „» Factored (plf)= 707 798 798 137 - 361 494 101 M 1(Ib-ft)= 3181 2494 1596 616. 1717 587. 4533 M„ z (Ib -ft)= 0 0. 0 0 0 0 2475 M„T(Ib-ft)= 3181 2494 '1596 616 1717 587 7008 _ Type =1 0.000 t I t t t t t t Depth (in)=1 0.057 7.5 1 7.5 1 5.5 1 5.5 1 7.5 1 11.5 1 11.5 Width (in)=j 0.200 3.5 1 3.5 1 3.5 1 3.5 1 3.5 1 3.5 3.5 A (in`) = - 263 26.3 19.3 19.3 26.3 40.3 40.3 1„ (in.,) = 123. 123 49 49 123 444 444 Sx (in')= 33 33 18 18 33 77 77 Sv = 1.00 1.00 1.00 1.00 1.00 1.00 1.00 (N = 0.85 0.85, 0.85 0.85 0.85. 0.85 0.85 KFb= 2.54 2.54 2.54 2.54 2.54 2.54 254 Fbx. = 2287 2287 -2287 2287 - F 2287 2287 2287 F bn (Psi)= P (Ibs) _ a (ft)= Location =. b= M'„ (Ib -ft)= 4253 4253 2287 2287 4253 9998 9998 Moment Check OK OK OK OK OK OK OK 4)1 0.75 0.75 0.75 0.7 0.75 0.75 0.75 KFv = ' 2.88- 2.88. 2.88 3.09 2.88 2.88 2.88 Vi, (lbs)= 2120.40 1995.00 1596.00 _ 410.40 1113.70 761.58 958.42 V-11 (lbs)= 2120.40 1995.00 1596.00 410.40 1113.70 761.58 1220.11 Vi„,e(Ibs)= 2120.40 1995.00 1596.00 410.40 1113.70 761.58 1458.31 F_ (psi)= 518 518 518 555 518 518 518 F'_ (psi)= 311.040 311.040 311.040 311.040 311.040 311.040 311.040 V„ (lbs)=. 5443.20 5443.20 3991.68 3991.68 5443.20 8346.24 8346.24 Shear Check OK OK OK OK OK OK OK E'r(psi)= 1600000 1600000 1600000 - 1600000 1600000 1600000 1600000 AUTU(in)= 0.105 0.057 .0.059 0.051 0.060 0.001 0.411 AUTL2(in)= 0.000 0.000 0.000 0.000 0.000 0.000 0.227 AuTL(in)= 0.105 0.057 0.059 0.051 0.060 0.001 0.638 ANTL(in)= 0.300 0.250 0.200 0.300 0.308 0.154 0.946 Tot. Allow. Defl. 240 240 _ 240 240 240 240 240 Deflection Check OK OK OK OK OK OK OK Designer - C. Dilworth 11 of 43 9/22/2016 AffouchMapxom , Mobile and Desktop Maps Home » Latitude and Longitude of a Point Latitude and Longitude of a Point Maps I Country - State I Places I Cities I Lat - Long To find the latitude and longitude of a point Click on the map, Drag the marker, or enter the... Address: 1170 Summit Ave, Oroville, CA FGO Mobile Version Nearby Places of Interest Many points to check? Try Latl-ona Trace Latitude and Longitude of a Point Clear/ Reset I I Remove Last Blue Marker Show Point from Latitude and Longitude Center Red Marker Use this if you know the latitude and longitude coordinates of a point and want to see where on the map the point is. Get the Latitude and Longitude of a Point Use: + for N Lat or E Long - for S Lat or W Long. When you click on the map, move the marker or enter an Example: +40.689060 -74.044636 Note: Your entry should not have any embedded spaces. address the latitude and longitude coordinates of the point are inserted in the boxes below. Decimal Deg. Latitude: Latitude: 139.446325 Decimal Deg. Longitude: Longitude: -121.494502 Show Point Example: +34 40 50.12 for 34N 40'50.12" Degrees Minutes Seconds Degrees Minutes Seconds Latitude: 139 26 46.77 Latitude: Longitude: 140.2066 1 Longitude: Show Point irainger Approved: 1/2 Case Hardened Steel Self Drilling Screw ... illlf- SHOP NOW -------------------------------------------------------------------------------------------------------------------------------------------------------------------- © iTouchMap.com 2007-2016 12 of 43 https:/Mrww.itouchmap.com/latlong.html 1!1 9/22/2016 Design Maps Summary Report Design Maps Summary Report User—Specified Input Report Title Lundberg Addition Thu September 22, 2016 21:02:00 UTC Building Code Reference Document ASCE 7-10 Standard (which utilizes USGS hazard data available in 2008) Site Coordinates 39.446330N, 121.4945°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III eCJti'ile"x }: * l 1@tri wit- � � a' � P, 9- 0,01 r +y{ fes"Pa. 941';;g �fea y�L� �ltr�; � *"' " ;_ "�,F"-• c.•y � it , ryi r, r, .7� �. �' _ i f 1 Ft �. fF,• y- ��. i r* ]Paler o ' . � `A � - r ! FUY •_ ! t r;. "3+yY1�']'}/� * `r ( lop _ v fi t { A r GPtdl�y . ' N r"F k 4 �jf e j j USGS—Provided Output Ss = 0.585 g SMs = 0.779 g Sos = 0.520 g S, = 0.257 g S,, = 0.485 g Sol = 0.323 g For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the "2009 NEHRP" building code reference document. o. as o. ao 0.72 0.64 0.56 O1 ,0.48 lA 0.40 0.32 0.24 .0.16 0:09 0.00 MCEa Response Spectrum Period,•T (sec) 00 Design Response Spectrum 0.54-- 0.49-. 0.42-- 0. 3G .420.36 On 0; 30 y 0.24 0.18 0.12 0.06 0.00 0.00 0.20 0:40 " 0.60 0.80 1.00 1.20 1.40 1.60 P:80 2.00 Period;'T (sec) For PGA,„ T, CRS, and CR, values, please view the detailed report. Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of the data contained therein. This tool is not a substitute for technical subject -matter knowledge. 13 of 43 http://ehpl-earthquake.cr.usgs.gov/designmaps/us/summa y.php?template=minimal&latitude=39.446325&1ongitude=-121.494502&siteciass=3&riskcategory=0.. 1/1 ♦ ° Diaphragm 1= Diaphragm 2 = . 4 Diaphragm 3 = - Diaphragm 4 = Diaphragm 5 = Diaphragm 6 = 37.7 26.2 43.7 32.8, 37.7 26.2 16.8 9/26/2016 - Shear Analysis' - Summit Ave - Remodel 4 ' , Designee - C. Dilworth _ few .< ,. :. .. -• •i e� , ' -. . �.. �r � •. J 's . Shear Analysis r, .- . -...+ --+.s-..-,�.- _...•_...-..,r v.-. L. _ ��..-r �-- • _+.tea—� j � - • Seismic Parameters 1 a_ Wind Parameters - i Maximum Uplift Cr =0.02 Ultimate Wind Speed= • 110 mph Max Upward Pressure = 6.8 psf - eves Max Wind Pressure = 25.8 psf x= 0.75 ' Use topographic factor K. 1.0 .,-. 4 »e Max Upward Pressure = 7.3 psf - roof F — Residential Single Family, 1= 1.0 k Truss spacing = 2.0 ft t _ t +_ �: 7= 1.0 _ . {- • ,.�' Eves= 2.0 ft a ' _ Length of longest truss = 42,0 ft Length WidthRatio :Max. Allow Trib Dist = 21.0 ft ♦ ° Diaphragm 1= Diaphragm 2 = . 4 Diaphragm 3 = - Diaphragm 4 = Diaphragm 5 = Diaphragm 6 = 37.7 26.2 43.7 32.8, 37.7 26.2 16.8 12.4 1.4 2:1 Max Per Rafter = - 334 Ib/rafter 1.3 2:1 , H1 Capacity = 585 Ib/clip f 1.4 2:1 1.3 2:1 _ •a i.-•.. �.-. +. �.- - i. -'S __ -. , . -...+ --+.s-..-,�.- _...•_...-..,r v.-. L. _ ��..-r �-- • _+.tea—� _. � - • ,';y ; A. 14 of 43 9/26/2016 - Shear Analysis ' ' r" Summit Ave - Remodel , Gridline P3 Wind Analysis Front Upper ^ - No Anchor Bolts Diaphragm 1 Height 8.0 ft Rise = 4 Proj. Roof Hght. = 6.3 k Run = .. 12, s IN e = 198 Plf -1007 • e A Begin Wall 2= 37.6666 Slope = 18.43 w; , _' 120 plf. Mean Roof Height = 11.14 - Wind Shear, = . 1973 Ib ' 2a = 5.2 ft Wind Shear2 = 2011 Ib Trib Wall.Below Eves = 4.0 ft .. Wind Shear3 = 1584 Ib r• Designer - C. Dilworth Seismic Analysis Diaphragm ' Length (1) = 37.7 ft r Width (b) = 26.2 ft T. = 0.10 T = 0.62 _ C. = 0.08 IStructural Sheathing Areal., ft'=1 63 , 7.9 k • ' Hi Roof - Wind Shear, Seismic Shear, '-� Hip eeino�,i = eema�i - - V= 161 plf No Anchor Bolts wind Shear= 1.21 kip , + Seismic Shear = • 1.28 kip Roof Shear.= .34 plf Use SWl + r Use MST37 Straps i s + i ,,• Perforated Wall l+ i Perforated Wall 2 r HoldownAnalysis %Sheathed= 0.00 %Sheathed= 0.00 - Trib.Roof = 15.0 ft Wid —Max Open th =� �� +- Max Open Width Trib: Floor'= 0.0 ft Factored Load = . - Max Open Height = ' Max Open Height =� r 198 plf .: Aspect Ratio = Aspect Ratio = Resist = _, 7841b A. (ft') _ • 0 c .... A, (ftZ) = 0 OT Force = _12751b ` Adj. Factor, C. Adj. Factor, C,= I T=C = 5051b FL; = 0.0 k T= n � _ Total HD = 5051b X - Y Roof Shear = -34 plf + Begin Wall 1= 0 r 0 Remainder of Shear = r -127 plf End Wall 1= 7.92 -1007 • e A Begin Wall 2= 37.6666 ,0 ' End Wall 2 = 37.67 0 + . • r - Begin Wall 3 = -1275 _ ` End Wall 3 = 0.00 1275 - Begin Wall 4 =�' -1275 - . End Wall 4 = 0.00 • -1275 a r - _ Begin Wall 5 = -1275 _ End Wall 5 = 0.00 -1275 Begin Wall 6= -1275 End Wall 6 = 0.00 -1275 — • Begin Wall 7 = -1275 ~ " End Wall 7 = 0.00 -1275 a - w 1007 9/26/2016 - Shear Analysis •; . s, ' s Summit Ave Remodel+ ' • t fi Designer- C. Dilworth Gridline P2 ' • v` Wind Analysis Seismic Analysis � A • Rear Upper No Anchor Bolts Y Diaphragm 1 Height 8.0 ft ` Structural Sheathing 24.0 ft r Hip Roof - o, e _ • • , Wind Shear.!..,,,r=� " Seismic Shear ,ddmmr, 1 , V53 plf . F t No Author Bolts Wind Shear= 1.27 kip ; r ; Seismic Shear - 1.28 kip , Roof Shear = 34 plf _ Use SWl r, Use MST37 Straps .Perforated Wall 1, - - HOIdOWnAnalySis S� - +-.- i .. - - T • - % Sheathed = 0.00 % Sheathed = 0.00 Trib.Roof= 15.0ft Max Open Width = -Max Open Width =r Trib. Floor = 0.0 ft - Max Open Height -� Max Open Height = Factored Load = 198 plf 4 _ Aspect Ratio = -- - - - Aspect Ratio = -- Resist =, 5361b ` A, (ft) = 0 A. (ftZ) = 0 OT Force = 2881b r Adj. Factor, C,= -- , - r• Adj. Factor, C. -- �r VC = -111 Ib o.oft T= FL;= 0.0 ft T= " Total HD= -111lb • _ .. .. X Y - Roof Shear =34 plf Begin Wall l = 0 _ Remainder of Shear = -19 plf End Wall 1= 18.58 Rise = 4 Proj. Roof Hght. _ • 6.3 ft End Wall 2 = 29.00 Diaphragm * F 0 • End Wall 3 = • 37.67 - 0 Begin Wall 4 -1275 + Run = 12 W „m = 198 plf Length (1) = 37.7 ft -1275 `' • • Slope = ' 18.43` t. `. wmr = • 120 plf r _ W idth (b) = 26.2 ft - Mean Roof Height= • A 11.14 •- . Wind Shear, = 1973 Ib T. _' 0.10 -' 2a = S.2 ft Y • Wind Shear, = 2114 lb _ T= 0.62 Trib Wall Below Eves = 4.0 ft Wind Shear, = 164816 r ` - C, = 0.08 Area•„ d ftZ= 40 �Area,.,ftZ= 63 24.0 ft r Hip Roof - o, e _ • • , Wind Shear.!..,,,r=� " Seismic Shear ,ddmmr, 1 , V53 plf . F t No Author Bolts Wind Shear= 1.27 kip ; r ; Seismic Shear - 1.28 kip , Roof Shear = 34 plf _ Use SWl r, Use MST37 Straps .Perforated Wall 1, - - HOIdOWnAnalySis S� - +-.- i .. - - T • - % Sheathed = 0.00 % Sheathed = 0.00 Trib.Roof= 15.0ft Max Open Width = -Max Open Width =r Trib. Floor = 0.0 ft - Max Open Height -� Max Open Height = Factored Load = 198 plf 4 _ Aspect Ratio = -- - - - Aspect Ratio = -- Resist =, 5361b ` A, (ft) = 0 A. (ftZ) = 0 OT Force = 2881b r Adj. Factor, C,= -- , - r• Adj. Factor, C. -- �r VC = -111 Ib o.oft T= FL;= 0.0 ft T= " Total HD= -111lb • _ .. .. X Y - Roof Shear =34 plf Begin Wall l = 0 _ Remainder of Shear = -19 plf End Wall 1= 18.58 -358 Begin Wall 2 =F23 58333331 -189 End Wall 2 = 29.00 -293 . ' Begin Wall 3 T37 0 • End Wall 3 = • 37.67 - 0 Begin Wall 4 -1275 ` End Wall 4 = 0.00 -1275 ' Begin Wall 5 -1275 End Wall 5 = 0.00 -1275 Begin Wall 6 -1275 End Wall 6 = 0.00 -1275 Begin Wall -1275 End Wall 7= 0.00 -1275 • 358 ` Use MSTA36 Strap OR (16)16d nails 205016222416 r t 16 of 43 9/26/2016 -Shear Analysis' ` J ^ ' - - Summit Aver Remodel •. + -, Design r e C. Dilwdrth Gridline P3. s °~, Wind Analysis " ' Seismic Analysis Left Upper ' • A. No Anchor Bolts Diaphragm 1 ., .. He e t .. . 8.0 ft - Structural Sheathing Rise = t 4 Proj. Roof Hght• _ 4.4 h y Roof Shear = 74'plf- ' e Diaphragm Run = 12' W. d �o• 169 plf' ' Length (1)'= 26.2 h Begin Wall 2= 26.16666 _ Slope = 18.43 - • * W , _, 104 Of • r Width (b) = 37.7 ft -1949 ... Mean Roof Height = 10.18 s. ' Wind Shear, = 2298 lb . T. = 0.10 ' 2a = 5.2 ft Wind Shear, = 3248 lb T = 0.62 �i Trib Wall Below Eves = _.4.O ft Wind Shear, _ , 2640 lb i ` C. = 0.08 • - Begin Wall 6= -1949 End Wall 6 = 0.00 -1949 ... Areai„ ft== 117 - `• - - - - ... ' r - 9.7 ft' �.. Gable Roof - - , •.-.. Wind Shear ,ddII—I Seismic Shear .ddII—I . V = 202 plf No Anchor Bolts- - Wind Shear = 1.95 kip - - - Seismic Shear = 1.05 kip - Roofshear = 74 plf Use SWl ti , *.. 3 Use MST37 Straps Y f Y �. '� �r w-•. Perforated Wall 4 - '_-- .. Y A.. s-Ferforatedwallz•, _ � ° - �` ; HoldownAnalysis _ _ �• Z, % Sheathed = 0.00 '< _ �ti ,% Sheathed = 0.00 „! _ Trib. Roof = 3.0 h Max Open Width = • Max Open Width- 1 5 �r Trib. Floor_= _0.0 h s •— - # 'K _ ^c' - Maz Open Height =� ~ `� ' ` _ Max Open Height =� 4 . Factored Load = 97 plf Aspect,Ratio = � � - +Aspect Ratio = _ - '� _ � � .Resist 4701b R ; ' ... - A. (ft') = 0 - A, (ft') _ 0 ' OT Force = 19491b Adj. Factor, C,= -- •, Adj. Factor, C,= -- _ - T=C = 11431b ' YL; = 0.O ft T=EL = 0.0 ft T= Total HD = 1477 1b 7. , •.� -y - _ -- r' .. EQ= 8731b '. y .. _ - - •r :;wa- b <- . X . Y.. r ,' r W 194711 • D 0 Roof Shear = 74'plf- ' e Begin Wall 1 = 5 : 372' Remainder of Shear = is 7.127 Of End Wall 1= . 14.67 -856 Begin Wall 2= 26.16666 0 ' r End Wall 2 = 26.17• 0 r • - . - ' Begin Wall 3 -1949 ... End Wall 3 = 0.00 -1949 + ,Begin Wall.41 =�. -1949 End Wall = 0.00 -1949 Begin Wall s = -1949 • End Wall 5 = 0.00 -1949 r • - Begin Wall 6= -1949 End Wall 6 = 0.00 -1949 Begin Wall 7 = -1949 ' End Wall 7 = 0.00 -1949 ' 856 Use MSTA36 Strap OR (16) 26d nails- • n 20501b 22241b ' 17 of 43 _ - Ceft Upper - -F No.Anchor Bolts - - Diaphragm 1 Height p . 8.0 ft . _.. +" Structural Sheathing t, Rise = 4 Proj. Roof Hight. _. 4.4 k -• - Diaphragm. ' Run= 12 w.. 169 plf Length (I) = 26.2 k ` ^` `. Slope = 18.43 w , 104 plf s- ;� Width (b) = 37.7 it + Mean Roof Height = 10.18 T Wind Shear, = 2298 Ib J T, = 0.10 2a = 5.2 ft ' Wind Shear, ,= 3506 lb , ' T= 0.62 Trib WaII,Below Eves = 4.0 ft wind Shear, _. 2800lb. . ` C:' 0.08, Area.,,d ftZ= 58 - • - K ' - , :. . � . i Area,t ftZ= 117 0.0 ft Gable Roof ; :., + Wind Shear ddui—„ Seismic Shear ,ddKI—I =� V = Wind Shear= ' 2.10 kip ' Seismic Shear = X1.05 kip n goof shear = go plf - Existing Lateral Resisting System is sufficient Perforated Wall 1` r. } Perforated Wall2 HDldownAnaly5i5 1 w. f • % Sheathed = 0.00 % Sheathed = 0.00 s,. Trib. Roof = 3.0 ft a •. Max Open Width =� - .Max Open Width=� 'Trib. Floor = c - Ma; Open Height = _ y Max Open Height = .+ s Factored Load = "r 97 plf ' ' - Aspect,Ratio = "„ Aspect Ratio K Resist = (ftZ) _ • 0 * - - %A' (ft) = 0 OT Force = Adj. Factor,"C,= - Adj. Factor, C. T_C - 0.0 ft 1 T= ` FC;=.. O.Oft T= _ Total HD= .. .a. .. a .. .....:'._ -- :.. ,-g' �`.,_'> ....�. •?:'. • r ^'; •'* w. ..e -' - - • 7. Roof Shear = - 80 plf, ...Begin Wall !!,o Remainder of Shear= End Wall 1= 0.00 •, w Begin = Wall 2 -- '. End Wall 2 = 0.00 ' Begin Wall 3 =� r a. ' - End Wall 3 =' 0.00 .. Begin Wall 4=�• End Wall 4 = - 0.00 - ` Begin Wall 5=� End Wall 5 = .0.00 . Begin Wall 6 =� End Wall 6= 0.00 Begin Wall 7 =� . End Wall 7 = :. :. i.• T.. .0.00' .. + Designer - C. Dilworth 9/26/2016 Shear Analysis, 3,F p Summit Ave - Remodel Gridline P5 „ - + Wind Analysis Seismic Analysis Front Main , - r ' Use 5/8 in. Anchor Bolts Diaphragm 2 Height, 9.0 ft 5tructuralSheathing Rise = 6 r Proj. Roof Hght. ="- ' 10.9 ft + i Diaphragm Run = 12 c w.oa = 222 plf " M1 Length (1) = J 43.7 ft .� ~ ' Slope = 26.57 W 212 Of Width (b)^ 32.8 ft Mean Roof Height = 14.46 ._ Wind Shear, = - 3541 Ib t~ T. _ 0.10 'c, 2a= 6.6 ft -,WindShearZ= 497316 �r"• T- '0.62 Trib Wall Below Eves = 4.5 ft A ' t, Wind Shear3 3872 Ib �'s C. = 0.08 Area„a ftZ= 130rea; - - •' - F' - AntftZ= 112 0.0 k Gable Roof - Wind Shear ,aa;,;,,;_� '+ Seismic Shear ,d111, 1=� V = 214 plf Install 5/8" Anchor Bolts @ 48 O.C. Wind Shear = 2.98 kip Seismic Shear = 1.75 kip Roof Shear = 68 plf Use SWl • _ r 1 r <w Use HDU2 Holdowns 3 , .� --Perforated Wall l Perforated Wall 2 1 HoldownAnalysis 3.75 %Sheathed= 0.32 •,%Sheathed= 0.00 'r' ` �.� tl Trib. Roof 6.0 ft 1 -' 6.42 Max Open -F 6.0ft 3.75 Max Open Height = 5.0 k c. M Width =� _ • Trib. Floor = 0.0 k S Midth ax Open Max Open Height = Factored Load = 131 plf ' - - Aspect Ratio = 2.4 ,'` •: , •Aspect Ratio = -• • - - Resist= 246 Ib A, (ft') = 30 A, (ft') = 0 `• OT Force= 8041b t Adj. Factor, C,= 0.81 Ad*. Factor, C,= T=C = 168316 a W 1 EL;= 13.9 ft + •,T= 2.39 " •iL;= 0.0ft c. T= Total HD=- 20181b • i - i. ••-,., r'R _• r • a Q O• Roof Shear = 68 plf Begin Wall 1 =I 7.6666 524 _ Drag Force - P5 , Remainder of Shear =_ -146 Of End Wall 1= 11.42 -24 _ Begin Wall 2 = 17.5 392 . . 1000' ' • End Wall 2 = 23.92 • -546 800 , <• . Begin Wall 3 = 27.916666 -272• 600 + 7 400 - 524-- : s End Wall 3 = 31.67 -820 a • 392 :Begin Wall = 43.66666 0 ) , 200 0 ) 0 0 �=\ -24 End = LL Begin Wall 5- 20 200_ E d Wall 4 43.67 0o r �_ 0 m _� 984 p .400 _ -546 272 End Wall 5 = 0.00 -2984 '111116, . 600 ' \ -820 - ' Begin Wall 6 2984'. -800 v. Y End Wall 6 = 0.00 -2984' SODO Begin Wall 7 -2984 r 6 0 5 10 . f 4 15 20, - 25 30 35 40 • 45 50 ' End Wall 7 = 0.00" -2984 _ r Wall location (ft)'+ 820 Use MSTA36 Strap ` OR (16)16d nails 105016 22241b i V F ry t 19 of 43 - . Middle Main Use 5/8 in. Anchor Bolts Diaphragm 2-3 Height. 9.6 ft Structural Sheathing Rise =L - 6 Proj. Roof Hght. _: 10.9 ft - Diaphragm ,• Run = 12 w. d = 222 plf Length (1)'= 43.7 k - Slope = YMeanlRoofHeight=- 26.57 . wm, =,' 212 plf r Width (b)•= 59.0 ft 14.46 Wind:Shear1--.-.633YIb - T. .0.10 2a = 8.7 ft' Wind Shear2 = • 6097 Ib ! " T = 0.62 7rib wall Below Eves = . 4.5 ft Wind Shears = 5312 0.08 Area., ft Afea,n, k2= 275 v 13.7 ft . • - n s ,demon.1Floor Wind Shear,eaic.Seismic Shear _ 1:28 kip V'= 366 plf Install 5/8" Anchor Bolts @ 42 O.C. w Wind Shear = 5.01 kip s Seismic Shear = .. 3.25 kip Roof Shear:= 115 plf Use SW3 Use HDU4 Holdowns �n V Perforated Wall l e' + Perforated Wall2 �' - a;r ' " .4s_ 4 HoldoWnAnalysis ' -` _ ` . _ i - _ %Sheathed = 0.00. T %Sheathed = 0.00 7ri_b. Roof = 13.0 ft }4. ` Max Open Width = Max Open Width= Trib Floor Max Open Height -� -. . •` A - '" Max Open Height =�-� 3 " Factored Load = 208 ' f _ Aspect:Ratio = ' Aspect Ratio = , ` -. Resist.= 62S lb ' :5 A. W) = 0 A. (ft2) - 0 OT Force = 2197 Ib Adj. Factor, C,=Z 'Adj. Factor, C. T=C 2672 Ib EL;= '0.0 ft i., T= r �... �L: 0.0 ft T-„ Total HD 3511 lb Roof Shear = 115 plf. Begin Wall 1= 0 ` Drag Force - P6 t Remainder of Shear - f -252 plf End Wall 1 = 7.67 4929 _ 9e¢in Wall 7,= 31,fifififi 977 822 �• End Wall 2 = 37.67' -688 700 '- - . ' c - i •500 t.:. .. Begin Wall 3 = 43.66666 0 300 p 0 100 , y .. End Wall 3 = .. 43.67 0-100 O Begin Wall 4= -5005' y. -300 .,500 I End Wall 4= 0.00 •5005 O0 -900. 688 Begin Wall 5 = 5005 _1100 End Wall 5 = 0.00 -5005 1300 -1500 IN Begin.Wall6=� -5005. + 1700-1900 - End Wall 6 = 0.00 . -5005 2100 -1929 ' Begin Wall 7 = -5005 0 5 10 15 20, r 25 30 35 r 40 45 50 End Wall 7 = 0.00 -5005 > ' 2 Wall location (ft) -, .+c• - - i Use MSTA36 Strap OR (16)16d nails =. - :.. 20501b 2224 L ' ` Ib r , -. } 20 of 43 9/26/2016 -Shear Analysis, "Summit Ave - Remodel .'. Designs°r - C. Dilworth Gridline P7 1 Wind Analysis Seismic Analysis Rear Two -Car Garage Use 5/8 in. Anchor Bolts Diaphragm 3-4 r� - Height 9.0 ft Structural Sheathing t h Rise = 6 Proj. Roof Hight. = 9.4 ft - Diaphragm ~ _ 12 W -d = 206 plf Length (1) = 37.7 ft r. Rud , . - r M .4 Slope = 26.57 - w,,, = 193 plf Width (b) = 38.6 ft Mean Roof Height = 13.71 'W ind Shear, = 3822 lb T, = 0.10 - 2a = 7.5 ft Wind 5hear2 = 2491 lb T = 0.62 Trib Wall Below Eves = 4.5 ft Wind Shear, = 1984 Ib w. t C, _,.'- 0.08 Area„a ft2= 57 _ Area,,,ft2= 67 0.0 ft r Floor s Wind Shear,ddxi,nm = 1.27 kip t: Seismic Shear ,deem,,,' ' 1.28 kip V Wind Shear = 3.56 kip Seismic Shear = . 2.67 kip w Roof Shear = 95 Of - Existing Lateral Resisting System is sufficient• Perforated Wall 1 ' '' - Perforated Wa112' �; * i HoldownAnalysis s. %Sheathed= 0.00 %Sheathed= 0.00 r r Trib.Roof= 13.Oft n' a _ q ` Trib Floor= Max Open Width =� 3 - _ a- - - Max_Open Width =� r• --ice, rti...�.,.-..Y.. Max Open Height = Max Open Height = r Factored load = 250 plf Aspect Ratio = Aspect Ratio = - Resist = - A. (ft') _ - 0 - A, (ft) _ r 0 OT Force = - - Adj. Factor, C,= Adj. Factor, C. T=C - „ . 'ELI= 0.0 ft . T= EL; = 0.0 ft y .T= 4 Total HD = X Y Roof Shear = . 95 plf + y. Begin Wall l = 0 Remainder of Shear = End Wall 1= 0.00 ' - Begin Wall 2 =� - End Wall 2 = 0.00 * Begin Wall 3 =� End Wall 3= 0.00 Begin Wall 4=� _ End Wall 4 = 0.00 Begin Wall 5 =� • 'End Wall 5 = 0.00 Begin Wall 6 =� ” End Wall 6 = 0.00 Begin Wall 7 =� End Wall 7 = 0.00 ' OR (16)16d nails r ' 2224 lb 21 of 43 Left Main Use 5/8 in. Anchor Bolts i Diaphragm 3-4 ... - Height 9.0 ft Structural Sheathing .. • Rise = 6 . Proj. Roof Hght. = 9.4 ft - Diaphragm Run = 12 W -d = 206 plf Length (1) = 37.7 ft Y = y - .t Slope = 26.57 w,,, = 193 Of - Width (b) Mean Roof Height = 13.71 . Wind Shear, = 2594 Ib T. = 0.10 +' , 2a = 5.2 ft Wind Shearz = 2219 Ib .4 T= 0.62 7rib Wall Below Eves = 4.5 k rWind Shear,= 15841b . C,= ' Area••d ft2= • 84 Area;,, ftz- 15 0.0 ft Floor Wind Shear ~ - •ddmo,+i=1.95kip Seismic Shear,ddrti,,,,i- -.,1.OSkip V = r . _ % ' Wind Shear = 3.51 kip ' • Seismic Shear = 2.26 kip Roof Shear = 93 plf Existing Lateral Resisting System,is sufficient • • ? F Perforated Wall 1 �i. `' ` Perforated Wall 2 f " V- J. r HoldownAnalysis ~ ..i _ .. ... .. . , . • .r . ' Y Sheathed = 0.00 Y0.00 _ 7rib ° Sheathed Roof - 5 0 ft - Max Open Width - Max Open Width = ' Trib. Floor = 2.0 k • X Max Open Height =� j '� `. Max Open Height =� , Factored Load = 135 If t Aspect Ratio = -- Aspect Ratio = -- Resist = -- A. (ft') = 0 A, (ft') = 0' OT Force = Adj. Factor, C,= -. Adj. Factor, C,= • t T=C = 0.0 ft T= FL.= 0.0ft T=F - Total HD= Roof Shear = 93 plf . Begin Wall 1= 0 ` Remainder of Shear= + �fdg Force - P$ End Wall 1 = 0.00 , Begin Wall 2 =� lODO End Wall 2 = 0.00 800 - _ ,,• _ Begin Wall 3 =600� End Wall 3= 0.00 400 200 0 Begin Wall 4 =� 0 0. End Wall = 0.00 ° ` -200 Begin 0 • '. Begin Wall 5 =� o -400 _ End Wall 5= 0.00 -600 Begin Wall 6 =� z -800 ' End Wall 6= 0.00 • r -1000 Begin Wall ?=� 0 0.1 0.2 0.3. 0.4 0.5 0.6 0.7 0.8 0.9 1 End Wall 7 = 0.00 Wall location (ft) 9/26/2016 -Shear Analysis ,Summit Ave -Remodel t ' , i+ Designer- C. Dilworth �.. .� Tz.. <y Gridline P9 _ Wind Analysis Seismic Analysis Left One -Car Garage Use 5/8 in: Anchor Bolts Diaphragm 4 Height 10.0 ft Structural Sheathing Panel (ft) H (ft). H' (ft) . h/b < 3.5 - 2.08 10.0 7.0 3.4 2.33 10.0 7.0 3.0 -r } Slope= 26.57 W„,r = '124 pIf: Width (b)' 16.8 ft , i Mean Roof Height = 11.54 Wind Shear, = ,1104 Ib Rise = 6 Proj. Roof Hght. _ 3.1 ft ., Diaphragm Run = 12, W -d = ti 150 pIf s Length (1) = 12.3 ft -r } Slope= 26.57 W„,r = '124 pIf: Width (b)' 16.8 ft , i Mean Roof Height = 11.54 Wind Shear, = ,1104 Ib ` T, = 0.11 2a = 2.5 ft" Wind Shear, = 1722 Ib T = 0.62 r Trib Wall Below Eves = 5.0 ft Wind Shear3 ; 1280 Ib C, = 0.08 • Area..d ft'= 56 T Ar 24 4.4 ft ' - -Hip Roof _ - Wind Shear ,dd„1,,,1_� - Seismic Shear .damiooa=� V = 234 pIf Install 5/8" Anchor Bolts @ 48 O.C. - Wind Shear = 1.03 kip - Seismic Shear = 0.43 kip Roof Shear.= w .84 pIf Use SWl Use HDU2 Holdowns Perforated Wall 1 - `~ - 'Perforated Wall 2 • - i• ✓.*' r H • •• , , �_ _ ,. ~• .� s oldownAnalysis .. % Sheathed = 0.00 % Sheathed = . • 0.00 i _ - Trib. Roof= 10.3 ft Max Open Width = Max Open Width , Trib. Floor = 0.0 ft Mai Open Height =� G Max Open Height =� - - Factored Load = 176 pIf c: v Aspect Ratio = Aspect Ratio = Resist = 183 Ib A. (ft') = ' 0 . • . A. (ft) _ ' 0 • - . OT Force = 487 Ib _ Adj. Factor, C,= Adj. Factor, C,= T=C = 2156 lb FL;= 0.0 ft s T= EL;= 0.0 ft T= ' Total HD=, 2490 lb •' , X .Y - - RoofShear= 84plf Begin Wall 1 0 0 Drag Force - P9 Remainder of Shear = -150 Of End Wall 1= 2.08 -313 - Begin Wall 2 = 10.166666 364 ' 1000 End Wall 2 = 12.50 0 800 e Begin Wall 3 =� 10a7 600 364 . � "' 400 End Wall 3 = 0.00 - -1047 - 4~ 200 0�E_ ♦. BeginWall4=� -1047 u 0 ' End Wall 4 = 0.00 -1047 ° I - 0 m -200 Begin Wall 5 = -1047 ° o` -400 -313 o y End Wall 55 0.00 -1047: -600 Begin Wall 6 = 1047 -800 � End Wall 6 = 0.00 1047 1000 Begin Wall 7 = 1047 0 2 4 6 8 10 12 14 End Wa11 7 = 0.00 -1047 Wall location (ft) " . 364 Use MSTA36 Strap OR (16)16d nails ' . 2050 lb . 22241b F _ - 23 of 43 r 9/26/2016 - Shear Analysis * • d r , , Summit Ave -- Remodel ! „ f -.Designer - C. Dilworth , Gridline P10 + ' Wind Analysis Seismic Analysis Left Great Room ..- Use 5/8 in. Anchor Bolts Diaphragm 2 Height 9.0 ft Structural Sheathing Rise = 6 ' Proj. Roof Hght. = 10.9 h t Diaphragm , t_ w Run = .12 iN -'1 = 222 plf _ 6 . ', • _ Length (1),= 43.7 ft Slope = 26.57 W .r = 212 plf • i e A Width (b) = 32.8 ft Mean Roof Height = 14.46 Wind Shear3 = ; 3541 Ib ams® 2a = 6.6 ft `1 Wind Shear, = X2803 lb • A • ' - 3 f T = 0.62, Trib Wall Below Eves = . 4.5 ft % Wind Shear3 F 2256 lb _ t C,= 0.08,.. Rise = 6 ' Proj. Roof Hght. = 10.9 h t Diaphragm , t_ w Run = .12 iN -'1 = 222 plf _ 6 . ', • _ Length (1),= 43.7 ft Slope = 26.57 W .r = 212 plf • i e A Width (b) = 32.8 ft Mean Roof Height = 14.46 Wind Shear3 = ; 3541 Ib T. = 0.10 2a = 6.6 ft `1 Wind Shear, = X2803 lb • A • ' - 3 f T = 0.62, Trib Wall Below Eves = . 4.5 ft % Wind Shear3 F 2256 lb _ t C,= 0.08,.. Area..d ft== 60 • -2125 Y , Area�,ft== End Wall 7= 0.00 -2125' .4 '9.7 ft • Hip Roof Wind Shear,dd„b ,,_� _ Seismic Shear .ddei... I= V= 219 plf Install 5/8” Anchor Bolts @ 48 O.C. Wind Shear= 2.12 kip Seismic Shear = 1.75 kip Roof Shear; 49 plf • 1 Use SWl ' Use HDU2 HOIdOWnsyf _ .A •'w ", �, : -i +, < ': -ti Perforated Wall 1 �aPerforated Wall 2 T HoldownAnaly5i5 - • F • % Sheathed = 0.00 . , % Sheathed = • 0.00 ' Trib. Roof =1 15.5 ft ___ at. _ _ Max Open Width = - : d -* Max Open Width = 4 -- ^� -- Trib Floor = • 0.0 ft c ;'a - - - ....� fir. - M Max Open Height= ! Maz Open Height =� a" . + Factored Load = 211 plf • tM AspectRatio = - _ Aspect Ratio = -• - - ry Resist = 4751b A. (ft) = 0 A. (ft') = 0 t OT Force =. 9871b .. Adj. Factor, C,= Adj. Factor, C,= T=C = 14991b EL; - 0.0 ft T= EL; _ - 0.0ft T= _ Total HD = 18341b s r 0 0 r t Roof Shear = _ 49 plf 'r �' Begin Wall 1 = 7 341 Remainder of Shear= -171 plf End Wall 1 = 12.18 -544, • ` ` x r Begin Wall 2 = 28.3333 241 • End Wall 2 = 32.83-527 ` r Begin Wall 3 = 43.6666666 0 End Wall 3 = 43.67 0 _ - Begin Wall = -2125 End Wall = 0.00 2125 _ Begin Wall 5 =� . -2125 �y End Wall 5 = 0.00 -2125 s_ Begin Wall 6 -2125 End Wall 6= 0.00 -2125 ' Begin Wall ?= -2125 End Wall 7= 0.00 -2125' ` ' • Use MSTA36 Strap • OR (16)16d nails 2050 lb 22241b ti / 5 µ f' 24 of 43 , ' 9/26/2016 - Shear Analysis "' 'Summit Ave -Remodel . _ t A Designer•'- C. Dilworth Gridline P11 ' Wind Analysis =•{ Seismic Analysis s Right Kitchen w w Use 5/8 in. Anchor Bolts Diaphragm 2 9.0 ft^ Structural Sheathing • Rise=l 6 Proj. Roof Hght. = 10.9 ft 7 .ry - Diaphragm :• Run 12 ,12 ,c`rw,,,d'-. 222 plf . - ¢- • 'Length (I)= 43.7k .0 ; Slope = 26.57 IN = 212 plf • f, w f • Width (b) = 32.8 ft -2650 - End Wall 5 = 0.00 -2650 ' 4 Begin Wall 6= -2650 End Wall 6 = 0.00 4650 Begin Wall 7 = -2650 Mean Roof Height = 14.46 ` ' ; Wind Shear, = 3541 Ib _ T. = 0.10 2a= 6.6 ft Wind Shear, = 4416 lb T= 0.62 Trib Wall Below Eves = • , 4.5 ft Wind Shear, = 3424 Ib' t , C,= 0.08 - Areaw.ditZ= 118 ;�•r Areae.ftZ= 17.3 ft Hip Roof - - _ Wind Shear ,ddnw..i=�.. -.. +' Seismic Shear .ddrtmn.1=� x v = 153 plf Install 5/8" Anchor Bolts @ 48 O.C. Wind Shear= 2.65 kip r Seismic Shear = 1.75 kip Roof Shear= 61 Of UseSWl e ` Use HDUZ Holdowns ✓ t. Perforated Wall l ify• 4Perforated Wall fi � w HOldownAnalysis %Sheathed = 0.00 % Sheathed = 0.00' :,, i r �' Trib. Roof = 17.5 ft r� -Max Open Width = a y ; _ Max Open Width = s _ Trib. Floor = 0.0 ft Max Open Height =� Max Open Height =� �. Factored Load = 228 plf . . r Aspect Ratio = Aspect Ratio = - Resist = 684 lb ' -A. (ftZ) = 0 A. (ft) = t -0 _ OT Force = 917 Ib ! ' Adj. Factor, C,= Adj. Factor, C,= t w T=C = 692 Ib r EL,= 0.0 ft. T= i O.Oh t T=i 1. Total HD= 1026 lb -�•• •'� _ 1. _ r 'y' 0 n �. Roof Shear = 61 plf ; 'Begin Wall 1= 7 425 Remainder of Shear = -92 plf End Wall 1= 13.00 -128 - • - - - Begin wall 2 = 17 114 - • R End Wall 2 = 28.33 -930. . Begin Wall 3 = 43.66666 .0 ; End Wall 3 = 43.67 0 Begin Wall 4= • -2650 w End Wall 4 = 0.00 -2650 - Begin Wall s = -2650 - End Wall 5 = 0.00 -2650 ' 4 Begin Wall 6= -2650 End Wall 6 = 0.00 4650 Begin Wall 7 = -2650 ` End Wall 7= 0.00 ,-2650 930 'y' 9/26/2016 - Shear Analysis `• '. Summit Ave - Remodel ' L J'. «' Designer - C. Dilworth Gridline P12' Wind Analysis Seismic Analysis ' Right Living Room ' Use 5/8 in. Anchor Bolts Diaphragm 3 Height , 9.0 ft Structural Sheathing ,. Rise = 6 Proj. Roof Hght. = 9.4 ft ... Diaphragm r Run= 12 W tna _ 20G pif �� Length (Q = 37.7 fl _ 'Slope = 26.57 . W w, = 193 Of r Width (b) = 26.2 ft Mean Roof Height = 13.71 • Wind Shear, _ ' 2594 Ib .. T. = 0.10 - �• 2a= 5.2ft aWindShearz= 34791b T= 0.62 „ Trib Wall Below Eves = 4.5 ft Wind Shear, = 2896 lb .- - r t ,. C, =r 0.08 • Area.nlft'=F 57 •• , - Area;,, ft== - 0.0 ft Floor - _ Wind Shear add„f,„1 = 2.10 kip .- Seismic Shear ,ddn,,,,i = 1.05 kip V= 299 Of Install 5/8" Anchor Bolts @ 48 0. C. , wind Shear = 4.19 kip Seismic Shear = 2.26 kip Roof Shear = 111 pif Use SW2 r'•, ,Use HDU2 HoldoWns Perforated Wall l_ ' 'Perforated Wall • ° ' `` HoldownAnalysis _ y 7 % Sheathed = - 0.37 % Sheathed = 0.00 "1, t Trib. ` 7 Max Open width = 10.0 ft ' r Max Open Width =� Pa Trib. Floor = 8.0 k Max Open Height = 4.0 ft f Max Open Height = Factored Load = ' 154 plf ' Aspect Ratio = 1.28571429 ' t Aspect Ratio = -- Resist = 5401b - A, (ftz) = 40 - A. (ftz) = s 0' • , OT Force = 20951b Adj. Factor, C,=' 0.76 Adj. Factor, C,= T=C = 215516 IL; _ 14.0 ft T= 3.55 FL; = 0.0 ft T= ti Total HD = 24891b Roof Shear= illplf' .Begin Wall l=10 0'Drag Force -�P12 Remainder of Shear= -188 plf End Wall 1= 7.00 • -1317 ' Begin Wall 2=F30 666666 1317 1500 }317 + 1300 t ) + -- • - EndWa112= 37.67 0 1100900 'r --h w Begin Wall 3 = -4191 _ 700 - End Wall 3 = 0.00 -4191 n 500 _ -- 300 0 Begin Wall 4 = -4191 i 100 End Wall 4 = 0.00 4191 r Q -100 0 . m -300 Begin Wall 5 = -4191 0 . -500 .700 - .. .....- ' End Wall 5 = 0.00 -4191 ' 900 Begin Wall 6 = -4191 -1100 End Wall 6= 0.00 4191 -1300 -1317 ' -1500 Begin Wall ?= .-4191 0 5 10 15 20 25 30 35 .. 40 - End Wall 7 = - 0.00 -4191 Wall location (ft) • � 1317 - - - Use MSTA36 Strap, OR (16)16d nails Y W 20501b 22241b 26 of 43 9/26/2016 - Diaphragm Analysis Summit Ave - Remodel Designer = C. Dilworth Diaphragm Analysis Gridline P1 Roof Shear= 34 plf Wind Force Perp. To Wall= 25.8 psf Roof Shear = 34 plf Front Upper Clip Spacing = 24 in Wall Anchorage T and C = 103 plf Wind Force Perp. To Wall= 25.8 psf Shear Capacity = 335 plf OK Number of 16d nails @ top"plate splice locations = 3 Wall Height = 8.0 ft Diaphragm 1 Use minimum 4 f lap on all top plate splices Wind Shear = 1.21 kip Hip Roof _ . 15/32", 8d nails, 2 inch nominal framing member, Non -Blocked, "All other Cases" Seismic shear = 1.28 kip Gridline P2 Roof Shear = 34 plf Wind Force Perp. To Wall = Provide A35 clips @ 24 O.C. - Blocking to Plate Roof Shear = Length (1) = 37.7 ft 103 plf Wind Force Perp. To Wall = 25.8 psf Width (b) = 26.2 ft Wall Height = W. (klf) = 0.048731471 (Bending) 6b = 0.010 in e„ = 0.05(1.20)/2 w„ (plf) = 48.7314707 1.27 kip C.= 1111b (Shear) Av = 0.046 in 0.03 in V= 161 plf E= 1600000 psi (Nail Slip) An = 0.148 in 1AW 2.50 in -ft A = 10.50 inZ (Chord Slip) 4 = 0.033 in Gt = 83500 Ib/in Total = 0.237 in , Allowable = 0.628 in Number of 16d nails @ top"plate splice locations = 3 Use minimum 4 f lap on all top plate splices Provide (16) 16d nails between splice points Gridline P2 Roof Shear = 34 plf Wind Force Perp. To Wall = 25.8 psf Roof Shear = 34 plf Rear Upper Clip Spacing = 24 in Wall Anchorage T and C = 103 plf Wind Force Perp. To Wall = 25.8 psf Shear Capacity = 335 plf OK Wall Height = 8.0 ft Diaphragm 1 Wind Shear = 1.27 kip Hip Roof 15/32", 8d nails, 2 inch nominal framing member, Non -Blocked, "All other Cases" Seismic Shear = 1.28 kip Provide A35 clips @ 24 O.C. - Blocking to Plate Length (1) = 37.7 ft Width (b) = 26.2 ft W. (k1f) = 0.048731471 (Bending) Ab = 0.010 in en = 0.05(1.20)/2 w„ (plf) = 48.7314707 C. = 1111b (Shear) q, = 0.046 in = 0.03 in V = 53 plf E= 1600000 psi (Nail Slip) an = 0.148 in F(Acx)= 2.50 in -ft A= 10.50 in (Chord Slip) Ac = 0.033 in Gt = 83500 Ib/in Total= 0.237 in Allowable = 0.628 in Number of 16d nails @ top plate splice locations = 1 Use minimum 4 ft lap on all top plate splices . Provide (16) 16d nails between splice points a 27 of 43 9/26/2016 - Diaphragm Analysis Summit Ave - Remodel Designer-* C. Dilworth Gridline P3 Roof Shear= 74 plf Wind Force Perp. To Wall = 25.8 psf Roof Shear = 74 plf Left Upper 'Clip Spacing = 24 in Wall Anchorage T and C = 103 plf Wind Force Perp. To Wall = 25.8 psf - Shear -Capacity = 335 plf OK Wall Height = 8.0 ft Diaphragm 1 Wind Shear = 1.95 kip Gable Roof 15/32", 8d nails, 2 inch:nominal framing member,. Non -Blocked, "All other Cases" Seismic Shear= 1.05 kip Provide A35 clips @ 24 O.C. - Bottom Chord to Top Plate Length (1) = 26.2 ft Width (b) = 37:7 ft W. (kIf) _ 0.05173625"'- (Bending) Ab = 0.047 in e,= 0.05(1.20)/2 w,( plf) = 51.7362497 C.= 3511b - (Shear) q, - 0.070 in = 0.03 in V = 202 plf E= 1600000 psi (Nail Slip) An = 0.212 in E(Acx)= 2.50 " in -ft A = 10.50 in (Chord Slip) 4 = 0.048 in Gt = 83500 Ib/in Total= 0.377 in Allowable = 0.904 in Number of 16d nails @ top plate splice locations = 4 Use minimum 4 ft lap on all top plate splices Provide (16)-16d nails between splice points - Gridline P4 Roof Shear = 80 plf Wind Force Perp. To Wall= 25.8 psf Roof Shear = 80 plf Left Upper -Clip Spacing = 24 in Wall Anchorage T and'C = 103 plf Wind Force Perp. To Wall = 25.8 psf Shear Capacity = 335 plf OK Wall Height = 8.0 ft Diaphragm 1 Wind Shear = 2.10 kip Gable Roof - 15/32 8d nails, 2 inch nominal framing member, Non -Blocked, "All other Cases" seismic shear = 1.05 kip ' Provide A35 clips @ 24 O.C. - Bottom Chord to Top Plate Length (i) = 26.2 ft Width (b) = 37.7 ft W. (kIf) = 0.055848775 (Bending)Ab = 0.051 in en = 0.05(1.20)/2 w„ (plf) = 55.848775 C.= 3791b (Shear) A„ = 0.076 in = 0.03 - in . V= E.=: 1600000 psi (Nail slip) A = 0.212 in f14X)= 2.50 in -ft .. . A= . 10.50 in (Chord Slip) A, = 0.048 in 83500 Ib/in Total = 0.387 in Allowable = 0.904 in Number of 16d nails @ top plate splice locations = Use minimum 4 ft lap on all top plate splices Provide (16) 16d nails between splice points 28 of 43 9/26/2016 - Diaphragm Analysis Summit Ave - Remodel Designer -'C. Dilworth Gridline P5 Roof Shear = 68 plf Wind Force Perp. To Wall = 23.3'psf Roof Shear = 68 plf Front Main Clip Spacing = 24 in Wall Anchorage T and C = 105 plf Wind Force Perp. To Wall = 23.3 psf Shear Capacity = 335 plf OK Wall Height = 9.0 ft Diaphragm 2 Wind Shear = 2.98 kip Gable Roof 15/32", 8d nails, 2 inch nominal framing member, Non-Blocked, "All other Cases" Seismic Shear = 1.75 kip 'Provide A35 clips @ 24 O.C. - Bottom Chord to Top Plate Length (q = 43.7 ft Width (b) = 32.8 ft W. (klf) = 0.090878267 (Bending) Ab = 0.033 in e„ = 0.05(1.20)/2 w„ (plf) = 90.8782675 C. = 2801b (Shear) 6v = 0.107 in = 0.03 in V= 214 plf E= 1600000 psi (Nail Slip) An = 0.185 in E(4X)= 2.50 in-ft A = 10.50 inZ (Chord Slip) 4 = 0.029 in Gt = 83500 Ib/in Total= 0.354 in Allowable = 0.788 in Number of 16d nails @ top plate splice locations = 4 Use minimum 4 ft lap on all top plate splices Provide (16) 16d nails between splice points d Gridline P6 Roof Shear = 115 plf Wind Force Perp. To Wall = 23.3 psf Roof Shear = 115 plf Middle Main. Clip Spacing = F 24 in Wall Anchorage T and C = 105 plf Wind Force Perp. To Wall = 23.3 psf Shear Capacity = 335 plf OK Wall Height = 9.0 ft Diaphragm 2-3 Wind Shear = 5.01 kip Floor 3/4", 10d nails, 2 inch nominal framing member, Non-Blocked, "All other Cases" Seismic Shear = 3.25 kip Provide A35 clips @ 24 O.C. - Bottom Chord to Top Plate Length (q = 43.7 ft Width (b) = 59.0 ft W. (klf) = 0.084834094 (Bending) Ab = 0.178 in en = 0.05(1.20)/2 w" (plf) = 84.834094 C.= 8451b (Shear) Av = 0.180 in = 0.03 in V = 366 Of ... E _ 1600000 psi (Nail Slip) An = 0.333 in 2AX)= 2.50 in-ft A = 10.50 inZ (Chord Slip) 4 = 0.029 in Gt=. 83500 Ib/in Total= 0.719 in Allowable = 1.416 in Number of 16d nails @ top plate splice locations = 7 Use minimum 4 ft lap on all top plate splices Provide (16) 16d nails between splice points 29 of 43 9/26/2016 - Diaphragm Analysis Summit Ave - Remodel Designer- C. Dilworth. Grldllne P7' Roof Shear = 95 plf Wind Force Perp. To Wall = 23.3 psf Roof Shear = 95 plf Rear Two-Car Garage Clip Spacing ='F_74 in Wall Anchorage T and C = 105 plf Wind Force Perp. To Wall = 23.3 psf Shear Capacity = 335 plf OK Wall Height= 9.0 ft Diaphragm 3-4 Wind Shear = .3.56 kip Floor 3/4", 10d nails, 2 inch nominal framing member, Non-Blocked, "All other Cases" seismic shear= 2.67 kip Provide A35 clips @ 24 O.C. - Bottom Chordto Top Plate Length (q = 37.7 ft Width (b) = 38:6 ft W. (klf).= 0.092319856 (Bending) Ab = 0.063 in en = 0.05(1.20)/2 w„ (plf) = 92.3198563 C„ = 4561b (Shear) q, = 0.128 in = 0.03 in V= E = F1600000 psi 1 (Nail Slip) An = 0.218 in _ 2AX)= 2.50 in-ft A = 10.50 in' (Chord Slip) 4 = 0.033 in Gt=F 83500 Ib/in Total = 0.442 in Allowable = 0.926 in Number of 16d nails @ top plate splice locations = • Use minimum 4 ft lap on all top plate splices - - ` - -.-.-Provide (16) 16d nails between-splice points - Gridline P8 Roof Shear = 93 plf Wind Force Perp. To Wall = 23.3 psf Roof Shear = 93 plf Left Main, - :Clip Spacing = 24 in Wall Anchorage T and C = IOS,plf Wind force Perp. To Wall = 23.3 psf . Shear Capacity = _ 335 plf OK : , . Wall Height = 9.0 ft Diaphragm 3-4 Wind Shear = 3.51 kip Floor ...3/4",10d nails, 2 inch nominal framing member, Non-Blocked, "All other Cases" Seismic shear = 2.26 kip Provide A35 clips @ 24 O.C. - Bottom Chord to Top Plate Length (q = 37.7 ft Width (b) = 26.2 ft W. (klf) = 0.13395124 (Bending) Ab = 0.028 in e,= 0.05(1.20)/2 w„ (plf).= 133.95124 C. = 304 lb (Shear) q, = 0.126 in = 0.03 in V = :E:=: 1600000 psi (Nail Slip) An = 0.148 in 1AW 2.50 in-ft A = . 10.50 ' in2 (Chord Slip) 4, = 0.033 in Gt =. 83500 Ib/in Total= 0.335 in Allowable = 0.628 in Number of 16d nails @ top plate splice locations = Use minimum 4 ft Jap on all top plate splices Provide (16) 16d nails between splice points 30 of 43 9/26/2016 - Diaphragm Analysis Summit Ave - Remodel Designer ='C. Dilworth Gridline P9' Roof Shear=' 84 plf Wind Force Perp. To Wall = 23.3 psf Roof Shear = 84 pIf Left One -Car Garage Clip Spacing = 24 in Wall Anchorage T and C = 117 plf Wind Force Perp. To Wall = 23.3" psf Shear"Capacity = 335 plf OK _ Wall Height = " 10.0 ft Diaphragm 4 Wind Shear = 1.03 kip Hip Roof 15/32", 8d nails, 2 inch nominal framing member, Non' -Blocked, "All other Cases" Seismic shear = 0.41 kip " Provide A35 clips @ 24 O.C. - Blocking to Plate Length (1) = 12.3 ft Width (b) = 16:8 ft W„ (klf) = 0.061679145 (Bending) Ab = 0.010 in e6 = 0.05(1.20)/2 w„ (plf) = 61.6791445 C. = 1751b (Shear) L , = 0.037 in = 0.03 in V = 234 pIf E =1600000si p (Nail Slip) A„ = 0.094 in E(A�X)= 2.50 in -ft A = 10.50 inZ (Chord Slip) Ac = 0.101 in Gt = 83500 Ib/in Total= 0.243 in Allowable = 0.402 in Number of 16d nails @ top plate splice locations = 5 - Use minimum 4 ft lap on all top plate splices -Provide (16) 16d nails between splice points Gridline P10 , Roof Shear = 49 plf Wind Force Perp. To Wall = 23.3 psf Roof Shear = 49 plf Left Great•Room ;;Clip Spacing= 24 in Wall Anchorage T and C = 105 plf Wind. Force Perp. To Wall = 23.3 psf Shear Capacity = 335 pIf.. : OK Wall Height = 9.0 ft Diaphragm 2 Wind Shear = 2.12 kip Hip Roof 15/32", 8d nails, 2 inch nominal framing member, Non -Blocked, "All other Cases" Seismic Shear = 1.75 kip Provide A35 clips @ 24 O.C: - Blocking to Plate Length (1) = 43.7 ft Width (b) = . 32.8 ft W.( k1f) = 0.064709172 (Bending) Ab = 0.023 in e„ = 0.05(1.20)/2 w„ (plf) = 64.7091716 C. = 2001b (Shear) A„ = .0.076 in = 0.03 in V= 219 Of E"= 1600000 psi (Nail. Slip) A = 0.185 in f(L4X)= 2150 in -ft _ A =.: 10.50 . inZ (Chord Slip) A, = 0.029 in . 83500 Ib/in Total = Gt =,F— 0.314 in Allowable = 0.788 in Number of 16d nails @ top plate splice locations = 4 Use minimum 4ft lap on all top plate splices Provide (16) 16d nails between splice points 31 of 43 Q9/26/2016 - Diaphragm Analysis Summit Ave - Remodel Designer -"C. Dilworth .'Gridline P11. Roof Shear -- 61 plf Wind Force Perp. To Wall = 23.3 psf Roof Shear = 61 plf Right Kitchen Clip Spacing = 24 in Wall Anchorage T and C = 105 plf Wind Force Perp. To Wall = 23.3psf Shear Capacity = 335 plf OK Wall Height - 9.0 ft Diaphragm 2 Wind Shear = 2.65 kip " Hip Roof 15/32", 8d nails, 2 inch nominal framing member, Non -Blocked, "All, other Cases" Seismic Shear= 1.75 kip Provide A35 clips @ 24 O.C. - Blocking to Plate Length (1) = 43.7 ft Width (b) = 32:8 ft - W„ (kIf) = 0.080695777' (Bending) 6, = 0.029 in en = 0.05(1.20)/2 w„ (plf) = 80.6957768 -" C. = 249 Ib (Shear) 0„= 0.095 in = 0.03 in V= 153 Of \ E= 1600000 psi (Nail Slip) An = 0.185 in MIX)= 2.50 in -ft A = 10.50 inz (Chord Slip) 4 = 0.029 in . Gt = 83500 Ib/in Total = 0.338 in Allowable = 0.788 in _ Number of 16d nails @top plate splice locations = 3 Use minimum 4 ft lap on all top plate splices _.. Provide (16)-16d nails between splice points Gridline P12 - Roof Shear = 111 plf Wind Force Perp. To Wall = 23.3 psf Roof Shear = 111 plf Right Living Room :Clip spacing= 24 in Wall Anchorage T and C = 105.p1f Wind, Force Perp. To Wall = 23.3 psf . • Shear Capacity = : 335 plf . OK Wall Height = 9.0 ft DiaphragrrS 3 Wind Shear = 4.19 kip Floor 3/4", 10d nails, 2 inch nominal framing member, Non -Blocked, "All other Cases" Seismic Shear= 2.26 kip Provide A35,clips @ 24 O.C. - Bottom Chord to Top Plate. Length (1) _ 37.7 ft Width (b) = 26.2 ft W. (kIf) = 0.160165361 (Bending) Ab = 0.034 in en = 0.05(1.20)/2 w„ (plf) = 160.165361 C.- 3641b (Shear) q, = 0.151 in = 0.03 in V= 299 Of E.=: 1600000 psi (Nail Slip) 0 = . 0.148 in E(4X)= 2.50 in -ft A =_ 10.50 int (Chord Slip) 4 = 0.033 in Gt =. 83500 Ib/in Total= 0.365 in Allowable= 0.628 in Number of 16d nails @ top plate splice locations = 6 Use minimum"4 ft lap on all top plate splices Provide (16) 16d nails between splice points 32 of 43 Grade F6 •Tension Parallel F' 9/26/2016 - Stud Wall Design r� Summit Ave - Remodel " - `' Designer - C. Dilworth . Modulus of Elasticity F• Fc, perp Fc E' Emin Select Structural ., �4 �i, ` ,• , ,: ' . ,` � A Stud Wall Design i , � 1700000 620000 Dense No. 1 1400 Main Floor 170 730 1200 1700000 ` 2x4 DF -L#2 stud wall @ 16" o.c. ' No. 1 .: 1200 - .., dy = 1.5 < I Fc = . < 1350 ~ r c: dX = 3.5 t. E = -1600000 1600000 ti Fb = 900: a . + ': Emin = 580000 r } • Ft= 575 r`'' Spacing = 16 in O.C. r Fc, perp = 625 `.. �: Height = 9.0 ft 1300000 * t w Tributary Roof = 18.0 ft �' Roof LL',*. Roof DL. _ Floor LL Floor DL x, Wall DL +. Tributary "Floor = 0.0 ft c; 20 psf • . 14 psf, r 40 psf 10 psf 15 psf Tributary.Wall = 0.9 Dead Load • Cr = 1.2 Repetitive member Cnn = Total Roof Live = 360 'plf ! • : Wet Serviee Factor 1 c = Total Floor Live = 0 plf * i Visually graded sawn lumber r ° -Total Dead = .387 t plf X= Load Combo #1 D = 387 plf' " Load Combo #2 p. _ ': D,+ L= 387 plf' Load Combo #3`� + D`+ (Lr or S o� R) _ 747 • 'If • ` w • - " Load Combo #44 _.; D + 0.75_ L + 0.75(Lr or S or R) = .657 plf• a .A ' Load Combo #5 D'+ (0.6W or 0.7E) = 387 plfs k" ' ' Load Combo #6a.D + 0.75L + 0.75(0.6W) + 0.75(Lr or S or R) _ , 657 plf w 'Load Combo #66 "+ D + 0.75E + 0:75(0:7E) +.075S = ', 387 ,plf Load Combo #7 .wi ' 0.6D + 0.6W = 232 plf <ti Load Combo #8 v' ' - -' 0.6D + 0.7E _'' 232 plf Max. Load = 747, plf Axial Load Per Stud = 996 Ib Axial Capacity, Design Reference: American Forest and Paper Association. 2012. f... _ • .National Design Specifications (NDS) for Wood Construction, ANSI/AF&PA NDS -2012, AF&PA',,Washington; DC. R •Table 4D .. •. .. F ; ,.. ' . +- Wood Species: Douglas Fir Larch Size Classification: 2"-4" Posts and Beams •_ " ' , Grade F6 •Tension Parallel F' Shears!' : Parallel Comp. Perp Comp. Parallel Modulus of Elasticity F• Fc, perp Fc E' Emin Select Structural 1750 1150 170 I" 730. 1350 1700000 620000 Dense No. 1 1400 950 170 730 1200 1700000 620000 No. 1 .: 1200 - 825 170 i 625 1000 1600000 - 580000 No: 2 ' '750 .475 ;` 170 >L. 625 • 700 1300000 470000• Other Assumptions MC< 19% Moisture Content C; = 1.0 Member not treated or incised %Co =1.25 Roof Live Load �!: p Ct = 1.0 Normal Temperature Applies ,. Co = 1.0 Floor Live Load', ` Cf = 1.10 2 4dimensioned lumber CD = 0.9 Dead Load • Cr = 1.2 Repetitive member Cnn = 1.0 : Wet Serviee Factor 1 c = 0.8 Visually graded sawn lumber r X= 1.0 Load Combo for Wind 33'of 43 • ` w • - is a .A L. •i w •. r 9/26/2016 - Stud Wall Design Summit Ave - Remodel Designer - C. Dilworth : t F, = 700 psi r: Emin = 470000 psi. dy = 1.5 in (le/d) +max = 30.86 FcE / F*c = 0.34 dx = 3.5 in E min (ksi) = 580 (1+FrE/F;c)/2c = 0.84 Area (in) = 5.25 F,E (ksi) = 0.50 CP = 0.309 le (unbraced length)= 9.0 ft F% (ksi) =1 1.485 F', (ksi)=1 0.528 Pn <=F'A = 2.77 kip, Allowable 1.00 kip Demand r Bending Capacity Spacing = 1.3 ft Max Wind Pressure= 25.8 psf . i Maximum ASCE 7-10 Load Combination = 1.OW Note: Plywood included in composite "T" Section w,, = 34.4 plf Ix = 12.36 in M„ = 348.5359 Ib -ft '' Sx = 4.72 in • i, Moment (M,)= 4.18 k -in Assume Cv = 0.99 CV= 1.00 (tib 0.85 KF= 2.54 • Fbxn = .1905.9 Fbxn = 1.60 ksi !. Req'd S = 2.61 ' in Deflection Criteria: 360 (Stucco) Mink -in ' ` Defln = 0.300 in Mu = 4.18 k -in Deflc = 0.257 in Shear Capacity , - KF =. 2.88 V"= 0.15 kip . . Fvn = 490 psi . . F'vn = :0.367* ksi V'n V" 0.15 kip 34 of 43 9/26/2016 -Ledger Analysis Summit Ave - Remodel Designer - C. Dilworth' LedgeryAnAysis , Truss Ledger SDS Screws are to be used - Ledger board to house Live Load = 20 psf ' Dead Load = 14 psf ~ Tributary Width = 7 ft f Joist Spacing = 2 ft' +" Ledger Load = ' 476 plf SDS Size = 3 1/2" Wood Side Plate= 11/2" Allowable Load = 340 lbs/screw Desired @ Ea. Loc = 2.0 'r Resisting = 782 lbs/location (1.00) Location Spacing = 19 In b , r`r e ' '-t size. (le:) rsoder M -, '. OF5FAllowable,Loads'!�. " . Wood SIQe Plale Tfilckness pfi t �h-.. _4'hF '.�5 ,1 j.Ye 'til 1Yz, _ 1�+'. = 2�1i 3• , 3'_i4� t'43 4''/r , x 2 SDS25200 145 •. . '/.k2°h - SDS25212. `16V' 165S 170 -..165 :'I, 190'. . .. _ ..a ... Y x 3 SDS25300 l6B 165 17Q i85 195 205. 280'' .. _ 'Ak3t4. _ -; SOS25312 165x, 165' - 17a .' 185' ; `195 ' x_205;' . 340f; 340? _ �:. ' •:'. �' 1 %+x44 SOS25412 165 165 1 170 185 1 195 1 -205, 350`340' 1 '230 200 +/.;z 5; SDS25500U ._tS65,_ _ 165,`_. t70, ;i85 95, '2U5 . 350!'. , ,340`"'. 230; 230?, 200 ,. _ . •" - /.x6 SDS25600 1 165 16.5 170 1 185 ( 195 205 350' 1. 340' 340' 340' 340' 230, 200 - SD$25800:" ` 165; 165=. } 170':.. 185 t$5 ' _ 203 ..:350! 340' 340'- -:340'' 340!, . 230 c MI r. Slie, Model 19/26/2016 -Ledger Analysis Summit Ave -Remodel Designer - C. Dilworth Wood Side Plale` .hlckness Y x 2 SDS25200 145 Ledger Analysis.,; -_► . Deck Ledger SDS Screws are to be used -Ledger board to house ) R %.k2°fi '[ S4S25212'165.= " Live Load = 40 psf F Dead Load= 47 psf Tributary Width = 5.75 ft _ ' Joist Spacing = 1.3333 ft Ledger Load = 667 plf. if ' 195. 205 280' " - SDS Size = 3 1/2" ;f.. a'+ r x •, ,' . 7 Wood Side Plate = 11/2" 4 :.165 1°ZO;; , • Allowable Load = 340 lbs/screw,, - Desired @Ea. Loc = 2.0 Resisting = 782 lbs/locatio'.(1.00) ` 165' 170 185 195 Location Spacing = 14 in+` r ' 200. Slie, Model DF/SP:-Allowable Loads"'. Wood Side Plale` .hlckness Y x 2 SDS25200 145 %.k2°fi '[ S4S25212'165.= " _ 165: 176' i65 190! ,! • 'A x 3 SDS25300 165 165 170 185 195. 205 280' .. %x3'K,_ ,;_SOS25312 ''_1 65'' :.165 1°ZO;; ..185' -'iQ5 =_205': 340 340! %x4q SOS25412 165 165' 170 185 195 1 '205 1 3S0' 1 340, '230 200. SDS25500= Fiwl_ 165,. ?,.170; x.185( ,, M 1 ?•205. 3504`.340' . 230'_ 234:,.1.= 200; /+x:6 SDS.25600' 1 165 1 165 1 i70 .485' 195 205 1 350' ' 340',' 340,. 3401. 340' 1230 1 200 F. S025800,i , ;165i. _ 165 : ]7,0.` 185 —195 205 .3561 ll .3401 •vc340' - 3,40' 1 340!,' '. 230„ : : 230' ; _ • r 9/26/2016 - Post Analysis Summit Ave - Remodel Designer - C. Dilworth Post Analysis Design Reference: American Forest and Paper Association. 2012: ; National Design Specifications (NDS) for Wood Construction, ANSI/AF&PA NDS -2012; AF&PA, Washington; DC.' . .Table 4D Wood Species: Douglas Fir Larch Size Classification: 2"-4" Posts and Beams Grade`' Bending Fb Tension Parallel Ft Shear Parallel Comp. Perp Comp. Parallel . Modulus of Elasticity Fv Fc, Perp Fc E Emin Select Structural 1750 1150 ,' 170 730. 1350 1700000 620000 Dense No.1 1400 950 '170 730 1200 1700000 620000 No. 1 1200 825 170 625 1000 1600000 580000 No.2 750 475 170 625 700 1300000T 470000 " Other Assumptions 3.5 in ". ' •� . ' •' r 3.5 in - MC< 19% Moisture Content Ci = 1.0 Member not treated or incised Co = 1.25 Roof Live Load Ct = 1.0 Normal Temperature Applies - _ CD = 1.0 •' A Floor Live Load. • - , ' Cf = 1.10 2"-4" dimensioned lumber. , CD = 0.9 Dead Load = . 'Cr = 1.0 Non -repetitive member 470 �. �. 470 470 470 • i:l _ 1.0 Wet Service Factor -- c = 0.8 Visually graded sawn lumber 0.77 0.77 - - 0.77 0.77 ` . 0.77 0.77 :. .. Fc _. 700 psi . '0.53 0.53 '' 1.30 Emin = 470000 psi 1.65 0.95 0.95 1.44 0.540. 0.540 0.831 0.452 0.452 0.773 0.416 4x4 Post 46 Post 6x6 Post 4x4 Post 4x6 Post 6x6 Post .Y�J.� dy = _ dx = r Area (in Z) _ le(unbraced length)= (le/d) max Emin (ksi) FcE (ksi) _ F`c (ksi) _ ' r FcE / F (1+FcE/F c)/2c = CP = Pc (ksi)= PU <=F'cA = n 3.5 in :'- 5.5 in ' 3.5 in' 3.5 in 5.5 in n 5.5 in _ 5.5 in 3.5 in 5.5 in 5.5 in 5 19.25 30.25,•. 12.25 .19.25 30.25 8.0 ft 127-43 8.0 ft 8.0 ft 9.0 ft 9.0 ft 9.0 ft 27.43 :17.45 30.86 30.86 19.64 470 �. .470 470 470 470 0.51 1:27 0.41 0.41 1.00 0.77 0.77 - - 0.77 0.77 ` . 0.77 0.77 0.67 0.67 1.65 '0.53 0.53 '' 1.30 1.04 1.04 1.65 0.95 0.95 1.44 0.540. 0.540 0.831 0.452 0.452 0.773 0.416 0.416 0.640 0.348 X0.348 0.596 5.09 kip 8.01 kip: 19.35 kip - 4.27 kip, 6.70 kip 18.01 kip 9/26/2016.- Footing Design Summit'Ave - RemodelF 5`. Designer C, Dilworth 'Continuous Footing Design f}Y FTI t r° PA; • FT2 ` Bearing Pressure= , 1500 psf:.. 18 in t Concrete Density (pcf) = 150 ' 3038 Ib ` FT4 Roof LL = 20 psf: 18 in Roof DL = 14 psf FT5' • Floor LL = 40 psf:,` 18 in I Floor DL = 47 psf '. 36 in36 in Wall DL = 15 psf . > FT7 ' Trib. Roof = 16.0 ft 24 in ' Tri b. Floor= FT8 7.0 ft �►� ' Trib. Wall= 4800 Ib 9.0 ft Footing W = 1.0 ft ' t _ s: Footing' L — 1.0 ft : 1 Footing D = 1.0 ft Footing W = .,12 in (; Footing L = 12 m { Footing D = 12 in Capacity (plf) _ • 1500 ' Demand (plf) = 1438. Spot Footing Design 4 ; + Concrete Density= 150 pcf . . Allowable Soil Bearing Capacity' y1500 psf T e Len th Width ` <De it Self Wei` ht Ca acit •' A f'• FTI 18 in 18 in 12 in 338 Ib 3038 Ib ` FT4 24 in 24 in 18 in 900 Ib . 5100 Ib FT5' 30 in 30 in 18 in 1406 Ib 7969 Ib FT6 . 36 in36 in 18 in 20251lb 11475 Ib . FT7 42 in 24 in 3675 Ib 14700 I FT8 48 in E8n 24 in 4800 Ib 19200 IN 9/26/2016 - Footing Design Summit Ave - Remodel Designer - C. Dilworth Existing Stem wall w/o Spot Footing Design Bearing Pressure = 1500 psf <=- Allowable Height of (E) Stem Wall1.5 ft Depth of (E) Footing 0.667 ft Height of Stem Wall & Footing 2.1666 ft (E) Footing Widthft Projected Ftg L at 1:1 Slope From T of Wall 4.3332 ft Area 4.3332 ft Concrete = 150 pcf Self Weight 649.98 Ib Max Allowable Pt Load w/o Spot Ftg 5850 Ib 9/26/2016- Supporting Calculations Summit Ave - Remodel Designer - C. Dilworth Supporting Equations Beam Design Lt = LoR1R2 12<=Lr<=20 i/io >/io i/io Cv= (21/L) . (12/d) (5.125/b) Rl = 1.2-0.001AT M'n = F'bxn*5 RZ = 1.2-0.05F KFv = 2.16/x„ M„ = w, LZ/8 V;;= w ;, L/2 Fbzn = Fbx * KF Fvn = F„*KF F'bxn = Fbxn4b)(A)(CM)(CJ(CL) Lateral Stability F',,n = F,,n (4'v)(A)(CM)(Ct) F'bxn = Fbxn4b)(X)(CM)(Ct)(Cv) .: Volume Effect V'n = (2/3)(F',nA) KF= 2.16/4)b E'x = Ex (CM)(Ct) Req'd S = Mu / F'bn ATL= 5w Ka+LL4/384E'I Seismic Per equatit Per equation 12.8-1 in ASCE 740 and equation 12.8-2 in ASCE 7-10: V= CSW CS = SDS / (R/1) Where: Now, per ASCE 7-10 Table 12.14-1 and equation 12.8-11 and 12.8-12:in ASCE 7-10- ,W= effective seismic weight CS = seismic response coefficient =, occupancy importance factor= 1 per ASCE?-10 Section 11.5.1 and Table 1.5-2 R= response modification factor' SDs = design spectral response acceleration parameter in the short period range Fx = C,,,V a�x= w, h,, k /Fwjhr k - Find Building Period Ta = Cthn Ta < T Therefore use: T= SD1 /SDs " CS = SDs / (R/1) V= CSW <--Determine "W" for shear equation below 40 of 43 ' � , 16`Suppo�in8[a|cu|adons Summ�Ave 'Remodel . Designer [Dilworth �Wind . � Reference: International Residential Code (|R[)and ASCE 7'1O . � ASCE 7'1D��m[d�edPd rnceure'K�anV0norcebdngSysbem'Method ' iWind Force Resisting ^. . Basic Wind Speed has been determined tobe11Omph from ASCE7'1Owind speed maps (with 3sec gusts` ~ ' Use topographic factor 'Kzt= Suburban. residentiaLre|atke|y�atarea - ' Reshdentka|Single Family, |= ASCE 7'1O'Table 1,1 X~ for Oto3UftASCE 7 Fig. 28.6'1 . ^ � . , Slope = atan(rbe/run) � � V= ASD Seismic Load (W �K^ . ' P,~ Pmo ` H = VVaUOrHe�ht (ft). . . Vx= w/nd (2a)+m/(L-2a)' ` ^ C,=ShearRe��anceAd Factor . / . . . . . [,= 1� ILJ) � - '� ^ � � IU=Sunnofthe�d��ua|shearwa|b ^ ^ � T= �.. ' . � ^ . . ' - ' _ . ' , . .. ' . ^ ' .^ � . . . . .Case A. ''\ ~ ^ ' � � - ' ^ - '� ` - W. ^ ' | � — ^' ' M � , . � Simplified Design Wind pressure, m=(p"n=�~°��*^30ft. _m,'^*� ^ ' � F 9/26/2016 - Supporting Calculations Summit Ave - Remodel Designer C. Dilworth r� Shear Connections Wall anchorage T and C = Wind*Wall Height/2 Diaphragm T„=C„= Mul b=w„L218b Total A=Ab+Av+An+Ac Ab 5vL3/8EAb A„ = vL/4Gt An= 0.1881 -en It is assumed that the diaphragm is fabricated and used in the dry condition (framing member MC<19%). From IBC Table 2305.2.2(1), the tabulated:value of en for 8d and 180 Ib/nail is 0.05 in. This is increased by 20 percent per footnote a, since Structural I sheathing is not being used, and divided by 2 per footnote d, based on framing moisture content(MC): Ac = i(AcX)/2b The average slip in a chord splice connection is assumed to be 1/32 in. It is assumed that the splice connections are located every 20 ft along a chord. Since there are two chords (tension and compression) the summation can simply be made for one chord and doubled. Therefore, A= Area of the chord cross section (inZ) b= diaphragm width, ft E= Modulus of elasticity of chords, psi en = nail deformation, (per IBC Table 2305.2.2(1) Gt= Panel rigidity through the thickness in Ib/in (IBC Table.2305.2.2(2) L= Diaphragm Length, ft v= maximum shear caused by design loads in direction under consideration, Ib/ft 2(o,X) sum of the product of individual chord splice slip values of the diaphragm and its distance to the nearest support; in -ft Post Design Urnin — Emin (CJCJ(CT)(Ci) FcE = 0.822E'min/(le/d)2 F c — Fc(CD)(CM)(CF)(Ci)(Ct) CP = (1+FCE/F«c)/2c - sgrt[((1+FcE/FMc)/2c)z - (Fce/Fyc)/c)) F'c= Fc(CD) (CJCJ(CF)(CP)(Ci) 42 of 43