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BRES2014-1111 (BRES)
49201 Avenida Anselmo 78-495 CALLE TAMPICO C' D "'d'' LA QUINTA, CALIFORNIA 92253 COMMUNITY DEVELOPMENT DEPARTMENT / BUILDING PERMIT Application Number: BRES2014-1111 Property Address: 49201 AVENIDA ANSELMO APN: 658290044 Application Description: 1000 SQ FT DETACHED CASITA Property Zoning: Application Valuation: $77,900.00 Applicant: JOSEPH BIRDSELL P 0 BOX 630 .LA QUINTA, CA 92247 NOV 17 201 CITY OF LA QUINTA COMMUNITY DEVELOPMENT DFF LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. \ License/Class: B License No.: 8112 i Date: ) t 3 /)'/ Cont racto / r ( ✓ r` OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any, city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Divisio of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for permit subjects the applicant to a civil penalty of not more than five hundred dolls s ($500).: (1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). ( I I am exempt under Sec. BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Lender's IIIIIIIIIIIIIIIIIIIIIIIII 27 IE , VOICE (760) 777-7125 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: -11/18/2014 Owner: VICKIE CAMPBELL 93 GIRALDA WALK LONG BEACH, CA 92253 Contractor: JOSEPH BIRDSELL P 0 BOX 630 LA QUINTA, CA 92247 (760)409-7070 Llc. No.: 811293 WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier: _ Policy Number:_ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Applicant: WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state I ws relating to building construction, and hereby authorize representatives of this city tenter upon the abQve- mentioned property for inspection purposes. \ Qpte: — Signature (Applicant or Agentl / FINANCIAL INFORMATION DESCRIPTION ACCOUNT: QTY AMOUNT PAID PAID DATE ADDITION, EA ADDITIONAL 500 SF 101-0000-42400 0 $124.72 $124.72 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE ADDITION, EA ADDITIONAL 500 SF PC 101-0000-42600 0 $34.80 $34.80 11/18/14 PAID BY METHOD RECEIPT #: CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION = ACCOUNT QTY AMOUNT PAID PAID DATE ADDITION, FIRST 100 SF 101-0000-42400 0 $120.83 $120.83 11/18/14 PAID BY METHOD. RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION: ACCOUNT QTY AMOUNT PAID PAID DATE ADDITION, FIRST 100 SF PC 101-0000-42600 0 $171.14 $171.14 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA Total Paid forADDITION: $451.49 $451.49 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE HOURLY PLAN CHECK - YES 101-0000-42600 1 $70.00 $70.00 11/18/14 PAID BY _ METHOD RECEIPT If CHECK If CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE HOURLY PLAN CHECK - YES 101-0000-42600 4 $280.00 $280.00 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA Total Paid forBLDG CITY STAFF - PER HOUR: $350.00 $350.00 DESCRIPTION ACCOUNT.. QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $4.00 $4.00 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $4.00 $4.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RESIDENTIAL, FIRST 1,000SF 101-0000-42403 0 $145.03 $145.03 11/18/14 PAID BY = METHOD . RECEIPT # CHECK If CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RESIDENTIAL, FIRST 1,000SF, PC 101-0000-42600 0 $47.86 $47.86 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA Total Paid for ELECTRICAL - NEW CONSTRUCTION: $192.89 $192.89 DESCRIPTION 'ACCOUNT QTY AMOUNT PAID PAID DATE CONDENSER/COMPRESSOR 101-0000-42402 0 $36.26 $36.26 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE CONDENSER/COMPRESSOR PC 101-0000-42600 0 $24.17 $24.17 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT QTY . AMOUNT PAID PAID DATE FURNACE 101-0000-42402 0 $36.26 $36.26 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT. QTY . AMOUNT. PAID PAID DATE FURNACE PC 101-0000-42600 0 $24.17 $24.17 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE VENT FAN 101-0000-42402 0 $60.45 $60.45 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT QTY' AMOUNT PAID PAID DATE VENT FAN PC 101-0000-42600 0 $24.15 $24.15 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA Total Paid forMECHANICAL: $205.46 $205.46 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE FIXTURE/TRAP 101-0000-42401 0 $84.63 $84.63 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT - QTY ' AMOUNT- PAID PAID DATE FIXTURE/TRAP PC 101-0000-42600 0 $84.63 $84.63 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE GAS SYSTEM, 1-4 OUTLETS 101-0000-42401 0 $12.09 $12.09 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE GAS SYSTEM, 1-4 OUTLETS PC 101-0000-42600 0 $24.17 $24.17 11/18/14 PAID BY METHOD RECEIPT # CHECK # CLTD BY JOSEPH BIRDSELL CHECK R2912 425 MFA DESCRIPTION - ACCOUNTQTYT. AMOUNT PAID PAID DATE SEPTIC SYSTEM 101-0000-42401 0 $12.09 $12.09 11/18/14 v ; ,zn,:: Z.:,, -cam '.� .::3,; PAID:BYy r'�rfMETHOD x�r-.. ;� ':.k==b- -_-E -n:..., t ;. ECEIP,Tr-#. 7° CHECK# s i CL'TD BY °Y--,zTh:aliZ des rSX•"x•"'o��:.,r.a.sYrS.Nliw..�h..., .:da6c: <4:�_.. i .-xd. ... 'YA_Y��Pa`�.E -z ,z".'c c.�i ,Y.e:`.,:- _1 i '•Mi JOSEPH BIRDSELL CHECK R2912 425 MFA i...:}.;,;v tS '3FX ,f. 4 7>DESCRIPTION J -_gf',:.'yb<b'B::€a 3 -IM, rt1 t': yg!�4'xattnE ''cit i ri.-.._. tl `Y'YACCOUNT�'# QTY . .' -,, `�AMOUNTfi p" E; •k-;.tz Mr, ..r .: a �` k_? 'PAID Y PAID" -DATE ,. ik?iR��.,�'.":Y..«�:ti?�$Q�§ �e ,:Y,. <r• k CS'.:.; tiY:T'YTey<� f � .,SEPTIC SYSTEM PC 101-0000-42600 0, $4.83 $4.83 11/18/14~ r�<�„ �7;d`'<�z._;�.,- PcAIDBY ;, fsm METHOD RECEIPT# CHECKCLTD BY; g ,; �r..,:✓.e'».?. iii. ;'{r}{ 9xYr':^-'Yil-.r,A eCl•,.f.,,k4'...i$;aw:3'erv,?c:YdF `�.t.Y,s..�>: : :'.as:,kfsr; •.'Y`;r::`: :..,,5: v_,? <.`e>:{r!i r.'hL t_ 4r•..r JOSEPH BIRDSELL i CHECK R2912 425 MFA sX ix i`?.'<'C'6.'`.ai7.3es;, ,s.'�: ka"x,',i y':`YRRii-s; 'T5.<�>iM?I4 �N�ti?u:. ;�,3�.,.x.:i S>'.. ..', .t 'E ;SKk•� . , S' 4..5`' i4.@ A` DESCRIPTION; K:> -.>'"%C- d'X•.''.2:'ii �; •'y <'Y�ShP'lu `. p?R:t-Lr�' s� YA000UNT�� X - 9,i ;QTLY ",#%'�(E?x?.3'ia@a'Srf}.%n. r+''. �' AMOUNT rd.5✓-=�S'i:i�.'fni;N�i<IE §PAIDf�r�, [ �r, yy M4 g EPAID�DATEr WATER HEATER/VENT WATER 1101-0000-42401 0 $12.09 $12.09 11/18/14 }•ii'• -:Yu n,?:-,-'�rtf d 'i. �,.+rvKx, .>'b'J5, 5 ''sij >':r . y, PAIDBY -.s<:f' , '....> al['>`{'°!.' �`.:;.'.E�>3 zs METIiOD y ` `...if'<.}Rf-' ...X .'E4W.p^; F§:RECEIP§T{ #' ^ ° ` # �CLTD BY $'^,$ F . -Y°3'4`YM3.: (_>: rz� �b•'rlYndr..:✓.:-.'d)„fF��;4�. g;t .CHECK faz ,. V - y! F t Vit•. JOSEPH BIRDSELL jj CHECK R2912 425 MFA d".y.' DESCRIPTIONS a C ".4'>,S §'-➢ i. r_: ;v'-a'>'c>SF�$&.S.i,£Y NxT P PAIDYt" F. PAID,DATE< r ? 5� k .,A000 F,,5 WATER HEATER/VENT PC • 1101-0000=42600 0 $7.25: $7.25 11/18/14 .;.Y � {-Ct.'. E.i!s'6_ nw,&#-.,r'>.": {�4 r � t�k' �` •.,4i' P' j y.-t£X4%'- wr ' £ METHOD'>. p ` bmv J:'4a :,..: * Yn >ir`•'.:' ` }�+ RECEIPT #�r Si. -4i _. "ir-r�'r.:l fi .,f BYr, _;:.._a�>,si,•sz'..�1.,�?-_. F:f.,..>.�2,Wf.,?�-!'..y:'r� ..:.r.,.$..S<r., .x...�ai-a �5.�' v�.rse..ri: ra.:?:xr!.+:3 ?:.+.i s.&:>.�_. zS..,.:,b...s z,..,....:.,_Y�....� , �.. �.�.. .rr_r_z.�.. .r<f rCLTD . ,:-•a fa' JOSEPH BIRDSELL ''' CHECK, R2912 425 MFA �Total:Paid for.PLUMBING FEES: $241.78 $241.78 Y .r fi: UNT QTY OUN-yfT 4� D DATE PAIQ;a C§e$ .3 _..•... :.<_'k x�F iY.. T-. .� .a a.,..T"tR`.:.:r`eK' , .. .. �,:�5 .... e :: .:.e r .i�F- SMI - RESIDENTIAL i :101=0000=20308. 0 - $10:13 _ ;$10.13 11/18/14 ;.;;3"... Y' -°'Y` - i'p:, wR'.�n.<.{y 'Y u,�^.:,rYwy,q'i'k" . {, <Y; r,." ✓',Y ,�. $::�BK,L'¢.§yJ ,��, ,! METHOD`' § 4. :.X< RECEIPT # k t ">T-}. CHECK # CLTD BY g� 0. Y ��..:: #.t..+ 4.✓✓.,. x'... D'.Y..:.:. i};'r ni0. :`Y .,.::u"[,rY r.4'v'.'��3 i :i Ec: JOSEPH JOSEPH BIRDSELL CHECK .'R2912 415" MFA Total Paid forSTRONG MOTION. INSTRUMENTATION SM! $10.13 • i •� f i. -� Description: 1000 SQ FT DETACHED CASITA CHRONOLOGY Type: BUILDING, RESIDENTIAL Subtype:. ADDITION Status: APPROVED Applied: 9/16/2014 SKH Approved: 11/5/2014 KHE Parcel No: 658290044 Site Address: 49201 AVENIDA ANSELMO LA QUINTA,CA 92253 Subdivision: LA QUINTA GOLF ESTATES 1 Block: Lot: 129 Issued: Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $77;900.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 10/8/2014 Details: NEW DETACHED CASITA. PUBLIC COUNTER VISIT STEPHANIE KHATAMI Printed: Tuesday, November 18, 201412:33:33 PM 1 of 4 O SYS7EhAS CHRONOLOGY CHRONOLOGY TYPE STAFF NAME ACTION DATE COMPLETION DATE NOTES "' PLAN CHECK COMMENTS FROM CONSULTANT RECEIVED KAY HENSEL 10/8/2014 10/8/2014 STRUC RFC 10/8/14 PLAN CHECK COMMENTS FROM CONSULTANT RECEIVED KAY HENSEL 11/5/2014 11/5/2014 STRUC APP. 11/5 PLAN CHECK PICKED UP MARY FASANO 10/8/2014 10/8/2014 PUBLIC COUNTER VISIT STEPHANIE KHATAMI 9/16/2014 9/16/2014 SENT TO PLAN CHECK CONSULTANT BUILDING BUCKET 9/16/2014 9/16/2014 SENT TO YOUNG. SK TELEPHONE CALL ARMEN ALTOUNIAN 11/6/2014 11/6/2014 CALLED JOSEPH BIRDSELL AND HE WILL PICK UP. TELEPHONE CALL JIM JOHNSON 10/8/2014 10/8/2014 PLANS READY FOR CORRECTIONS Printed: Tuesday, November 18, 201412:33:33 PM 1 of 4 O SYS7EhAS Printed: Tuesday, November 18, 2014 12:33:33 PM 2 of 4 ��� SYSTEMS CONDITIONS CONTACTS INFORMATION DESCRIPTION NAME TYPE NAME ADDRESSi ' CITY` STATE ZIP PHONE FAX EMAIL APPLICANT JOSEPH BIRDSELL P O BOX 630 LA QUINTA CA 92247 CONTRACTOR JOSEPH BIRDSELL P O BOX 630 LA QUINTA CA 92247 OWNER VICKIE CAMPBELL 93 GIRALDA WALK LONG BEACH CA 92253 Printed: Tuesday, November 18, 2014 12:33:33 PM 2 of 4 ��� SYSTEMS FINANCIAL INFORMATION DESCRIPTION ACCOUNT. QTY : AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY CLTD BY: ADDITION, EA 101-0000-42400 0 $124.72 $124.72 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA ADDITIONAL 500 SF ADDITION, EA 101-0000-42600 0 $34.80 $34.80 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA ADDITIONAL 500 SF PC ADDITION, FIRST 100 SF 101-0000-42400 0 $120.83 $120.83 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA ADDITION, FIRST 100 SF 101-0000-42600 0 $171.14 $171.14 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA PC Total Paid forADDITION: $451.49 $451.49 HOURLY PLAN CHECK - 101-0000-42600 1 $70.00 $70.00 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA YES HOURLY PLAN CHECK - 101-0000-42600 4 $280.00 $280.00 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA YES Total Paid forBLDG CITY -STAFF - PER HOUR: $350.00 $350.00 BSAS SB1473 FEE F 101-0000-20306 0 -$4.00 $4.00 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA Total Paid forBUILDING STANDARDS ADMINISTRATION $4.00 $4.00 BSA: RESIDENTIAL, FIRST 101-0000-42403 0 $145.03 $145.03 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL FMF 1,000SF Printed: Tuesday, November 18, 2014 12:33:33 PM 2 of 4 ��� SYSTEMS DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY CLTD BY. RESIDENTIAL, FIRST 101-0000-42600 0 $47.86 $47.86 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA 1,000SF, PC Total Paid for ELECTRICAL- NEW CONSTRUCTION: $192.89 $192.89 CONDENSER/COMPRES 101-0000-42402 0 $36.26 $36.26 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA SOR CONDENSER/COMPRES 101-0000-42600 0 $24.17 $24.17 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA SOR PC FURNACE 101-0000-42402 0 $36.26 $36.26 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA FURNACE PC 101-0000-42600 0 $24.17 $24.17 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA VENT FAN 101-0000-42402 0 $60.45 $60.45 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA VENT FAN PC 101-000042600 0 $24.15 $24.15 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA Total Paid forMECHANICAL:. $205.46 $205.46 FIXTURE/TRAP 101-0000-42401 0 $84.63 $84.63 11/18/14 R2912 425 CHECK • JOSEPH BIRDSELL MFA FIXTURE/TRAP PC 101-0000-42600 0 $84.63 $84.63 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA GAS SYSTEM, 1-4 101-0000-42401 0 $12.09 $12.09 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA OUTLETS GAS SYSTEM, 1-4 101-0000-42600 0 $24.17 $24.17 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA OUTLETS PC SEPTIC SYSTEM 101-0000-42401 0 $12.09 $12.09 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA SEPTIC SYSTEM PC 101-0000-42600 0 $4.83 $4.83 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA WATER HEATER/VENT 101-0000-42401 0 $12.09 $12.09 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA WATER HEATER/VENT 101-0000-42600 0 $7.25 $7.25 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA, PC Total Paid forPLUMBING FEES: $241.78 $241.78 SMI - RESIDENTIAL 101-0000-20308 0 $10.13 $10.13 11/18/14 R2912 425 CHECK JOSEPH BIRDSELL MFA Total Paid forSTRONG MOTION INSTRUMENTATION SMI $10.13 $10.13 Printed: Tuesday, November 18, 201412:33:33 PM 3 of 4 0?WSYS7Eti1S TOTALS: $1,455.75 $1,455.75 INSPECTIONS SEQID INSPECTION TYPE INSPECTOR SCHEDULED COMPLETED DATE DATE RESULT REMARKS NOTES FINAL" OWNER R IMI INI-CUI UlATIMd PARENT PROJECTS Attachment Type `CREATED OWNER DESCRIPTION PATHNAME REVIEWS RETURNED STATUS REMARKS DOC REVIEW TYPE REVIEWER SENT DATE DUE DATE 0 NOTES COMMENTS.docx ANSELMO.docx DATE DOC 9/16/2014 ARMEN 9/16/2014 9/30/2014 9/18/2014 REVISIONS REQUIRED IST PLAN CHECK RFC NON-STRUCTURAL AVENIDA ANSELMO.pdf I AVENIDA ANSELMO.pdf 1ST PLAN CHECK RFC ALTOUNIAN BUILDING 9/16/2014 9/30/2014 10/7/2014 REVISIONS REQUIRED 1ST PLAN CHECK RFC STRUCTURAL RFC BUCKET ARMEN 10/17/2014 10/21/2014 APPROVED APPROVED NON-STRUCTURAL .10/31/2014 APPROVED ALTOUNIAN STRUCTURAL KATHRYN 10/17/2014 10/31/2014 11/5/2014 APPROVED STRUC APPROVED SAMUELS I 1 11/5 R IMI INI-CUI UlATIMd Printed: Tuesday, November 18, 2014 12:33:33 PM • 4 of 4 • l?�SYSTEMS ATTACHMENTS Attachment Type `CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRA'KIT ENABLED""' DOC 9/18/2014 ARMEN ALTOUNIAN NS 1ST REVIEW 49-201 AVENIDA 0 COMMENTS.docx ANSELMO.docx DOC 9/16/2014 STEPHANIE KHATAMI APPLICATION 49201 APPLICATION 49201 0 AVENIDA ANSELMO.pdf I AVENIDA ANSELMO.pdf Printed: Tuesday, November 18, 2014 12:33:33 PM • 4 of 4 • l?�SYSTEMS Bin # Qty of La Quinta 111111111111111111111118 IE Building &r Safety Division P.O. Box 1504, 78-495 Calle Tampico . La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: y`1 2 AQ / �� 2 Owner's Name: A. P. Number: 2W &-'W Address: `j/ ACL City, ST, Zip: Legal Description: Contractor: Telephone: Address: Q �'3O Project Description: City, ST, Zip: �%Gs/�c� C� �22 / T G�G�S /� �G'2�I7> • 4/�O' ��i��� Telephone: _21Tziv YO% Fe�lll ::.«..,:.:;,:,.;:. :<:.;:•< dl�s� — — //�� L� r` ly State Lic. # : �� r City Lie. #;. Arch., Engr., Designer: Address: ',7 / G / City, ST, Zip: Telephone: O 2 Construction Type: cupancy: YP State Lic. #: / >; i'::<:f:>::>%>> =`>=< %=>=i>%>:I I Oject type circle one): Ne Add' Alter Repair Demo Name of Contact Person: �OcW,10 y jf,Q��GC Sq. Ft.: ��D� # Stories: # Units: Telephone #,of Contact Person: Estimated Value of Project: l APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections 1 Plan Check Deposit Truss Cala. �' Called Contact Person 8 Plan Check Balance. Title 24 Cala. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2" Review, ready for correction issue I Electrical Subcontactor List Called Contact Person I Plumbing Grant Deed Plans picked up S.M.I. H.O.A. Approval Plans resubmitted Grading IN HOUSE:- '`" Review, ready for correctionstissue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees Total Permit Fees lo�y3 Nls A IIIIIIIIIIIIIIIIIIIIIIIII 19 CERTIFICATE OF COMPLIANCE ,E Desert Sands Unified School District q`' `'o -- - — ---- 47950 Dune Palms Road ¢ BERMUDA DUNES O Date 11/7/14 La Quinta, CA 92253 CIO RANCHO MIRAGE d INDIAN WELLS ti 31618 (760) 771-8515 PALM DESERT LAQUINTNo. 4" ti INDIO y7� Owner Tim Stupka APN # 658-290-044-4 Address 49-201 Avenida Anselmo Jurisdiction La Quinta City La Quinta Zip Permit # Tract # No. of Units 1 Type Detached Guest House Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 49201 Avenida Anselmo 1000 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $3.36 X 1,000 S.F. or $3,360.00 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By OC-OneWest Bank - Joseph Birdsell Check No. 300250721 Bank Name/Recipient of Certificate Telephone 760-409-7070 Funding Residential BY Dr. Gary Rutherford Superintendent Fee collected /exem ted by Sh on vrey Payment Recd $3,360.00 `-'Over/Q-'dor- Signature . 9 , NOTICE: Pursuant to Government Code Section 66020(d)(1), his will servi to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the dat on which 1he building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another publ, entity uthorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting IIIIIII VIII III VIII IIII 20 IE Date: October 13, 2014 TO: Mr & Mrs Tim Stupka c/o Joe Birdsell, Birdsell Builders FROM: Bob Biffa, La Quinta Goff Estates HOA Director for Jimmie Woods, AC Chair RE: Review & Approval of Constructions Plans on 49201 Avenida Anselmo, La Quinta The construction plans for the following change to your residence were submitted by Joe Birdsell. Construct a free standing Casita near the rear of your property. The plans were reviewed with Jimmie Woods and the plans are approved for submittal to the City of LaQu i nta. If you have any additional inquiries regarding this project please.contact me at 760-636-3288 as I will be working with Jimmie Woods until he recovers from a recent surgery. . AL�� Bob Billa, Director LaQuinta Golf Estates HOA cc: Jimmie Woods, HOA AC Chair Peter Murphy, HOA President RECEIVED OCT 17 2014 CITY Or: LA QUINTA COMMUNITY DEVELOPMENT 1111011121 ►E CITY OF LA QUINTA SUB -CONTRACTOR LIST y. JOB ADDRESS PERMIT NUMBER OWNERI)m0lih-? BUILDER✓�-tc- This form shall be posted on the job with the Building Inspection Card at all times in a conspicuous place. Only persons appearing on this list or their employees are authorized to work on this job. Any -changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance -.eu:-- - r-._ _. _.I:�..t-1.. •_...J.. ..11 :..1.........f:.... --^+^A &—i—Ah + inn PmmMlnfn,i h.• �nnlirfbnt "r)n P►P» is not An arr..PntahIo re -,non -,e_ W :..:orkeis.Com ensation';Irisurance: -; : '• >'::. ;<:;:.:. City..'Busriess License: > :: :-.. Trade / Classification Contractor ,::.. ::'::•..'..:''''> State::Contractor.s License.... :: . :,..:.:. ; . Company Name Classification (e.g. A, B, C-8) License Number (xxxxxx) Exp. Date (xx/xx/xx) Carrier Name (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp. Date (xx/xx/xx) License Number (xxxx) Exp. Date (xx/xx/xx) EARTHWORK (C-12). ' '144, aca% 4.G 1,50 01 -CONCRETE FRAMING(C-5) . 9-31-15' 10%1,3 ([?- STRUCT'.:STEEL JC -51) - (MASONRY (C-29) PLUMBING (C-36► G '// le0� LATH; PLASTER ICc35) 9�f6,3 �( 6e►� �kw> aV f ir►s, L�f ��. -7; -15 60 3 �I DRYWALL (C-9):.:..: �6C�✓1�' Q. C, ' S"6� 6eA YAkelt, lei L q10 9 HVAC. (C-20) ELECTRICAL. (C SHEET METAL (C43) FLOOiRING `` ��((�� 44 GLAZING IC -17).' ..:::..:.` C «SGL; f• ClZS GAP3�b1a 3 -31 -Ib �v�✓�S� I�IAf►n��1 S �6�®aJo�j�?l! 511 L4 INSULATION(C-2) .' SEWAGE DISP - (C-42)' . ::'- PAINTING (C=33) ' : s ©Vl CLv' it? QZut1 C1 S5 ���� �� (( �^ [0 - /� 5+Atle (•P13vt 'i i�s� l'qS, p ran l O7 3' O, 31, K CERAMIC TILE (C-54) 12..x- T I IZ AKV It��E CABINETS IC -6) � FENCING (CA3) LANDSCAPING (0-27) '.?::++ POOL (C-53) is CE(�ir TIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD orip Project Name: STUPKA RESIDENCE's casita Calculation Datelrime: 11:42, Tue, Oct 14, 2014 Calculation Description: STUPKA RESIDENCE's casita Input File Name: 003-CBECC-STUPKA CASITA ver 3.ribd Ctirl CF1 R -PRF -01 Page 1 of 7 IIIIIII VIII III VIII IIII 22 GENERAL INFORMATION 01 Project Name STUPKA RESIDENCE'S casita IE 02 Calculation Description 1000 s.f. casita 03 Project Location 49201 AVENIDA ANSELMO 03 This building incorporates one or more Special Features shown below' 04 A City LA QUINTA CA 05 Standards Version Compliance 2014 06 Zip code 92253 07 Compliance Manager Version BEMCmpMgr 2013-3 (650) 08 Climate Zone CZ15 09 Software Version CBECC-Res 2013-3 (650) 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 45 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (FT2) 1000 15 Number of Zones 1 16 Slab Area (FT2) 1000 17 Number of Stories 1 18 Addition Cond. Floor Area NA 19 Natural Gas Available Yes 20 Addition Slab Area (FT2) NA 21 Glazing Percentage (%) 12.1% COMPLIANCE RESULTS 01 Building Complies with Computer.Performance 02 This building incorporates features:that require field testing and/or verification' by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features shown below' ENERGY USE SUMMARY 04 05 06 07 08 Energy Use Standard (kTDV/ft) Design Proposed Design Compliance Margin Percent Improvement Space Heating 1.20 0.76 0.44 36.7% Space Cooling 116.60 98.13 18.47 15.8% IAO Ventilation 1.12 1.12 0.00 0.0% Water Heating 20.96 32.40 -11.44 -54.6% Photovoltaic Offset ---- 0.00 0.00 ---- Compliance Energy Total 139.88 132.41 7.47 ° Registration Number: 214-N0116981A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance RECEV'V"EL-, OCT 17 2014 Registration Date/Time: 2014-1 5 •1 H eft ILAUT`JTA Report Version - CF1R-09042014-65tOMMUNITY DEVELOPMENT k BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION << v EPOM'EeviIe � BYA&- inc. at: 2014-10-14 11:44:39 C61TIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: STUPKA RESIDENCE's casita Calculation Date/Time: 11:42, Tue, Oct 14, 2014 Calculation Description: STUPKA RESIDENCE'S casita Input File Name: 003-CBECC-STUPKA CASITA ver 3.ribd REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. Ducts with high level of insulation Cool roof CF1 R -PRF -01 Page 2 of 7 PROJECT HERS FEATURES The following are project -level features that must be field -verified as a condition for meeting the modeled energy performance for this computer analysis. These, plus any additional HERS features listed in the building components tables below, reclure field verification by a certified HERS Rater. IAQ mechanical ventilation ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy use components included in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Use Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2)' 205.09. 197.62 7.47 3.6% ' includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION: 01 02' 03 04 05 06 07 Project Name Conditioned Floor Area (sft) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems STUPKA RESIDENCE's casita 1000 1 1 1 1 1 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Conditioned Conditioned HVAC System 1 1000 10 �----Elec-Gas A CW U I T VI �...'k— - -- BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE — BY Registration Number: 214-N0116981A-000000000-0000 Registration Date/Time: 2014-10-14 15:57:19 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-09042014-650 Report Generated at: 2014-10-14 11:44:39 CEIATIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: STUPKA RESIDENCE's casita Calculation Description: STUPKA RESIDENCE's casita Calculation Date/Time: 11:42, Tue, Oct 14, 2014 Input File Name: 003-CBECC-STUPKA CASITA ver 3.ribd CF1 R -PRF -01 Page 3 of 7 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft2) Window Area (ft) Tilt(deg) N-500 Conditioned R-21 WALL+ 1 EPS 45 Front 500 88 90 E-200 Conditioned R-21 WALL+ 1 EPS 315 Right 200 0 90 S-500 Conditioned R-21 WALL+ 1 EPS 225 Back 1 500 112.5 0.32 90 W-200 Conditioned R-21 WALL+ 1 EPS 135 Left 200 20 90 Ceiling (below attic) Conditioned R49 Ceiling below attic ---- ---- 1 1000 0.32 0.25 ATTIC 01 02 03 04 05 06 07 Name Construction Roof Rise Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Tile Roof 4 0.31 0.82 Yes Yes WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type r + : Surface (Orientation=Azimuth) Width(ft Height ) (ft) Multiplier Area (ft) U -factor SHGC Exterior Shading 3080 Window N-500 (Front -45) ---- -- 1 24.0 0.32 0.25 3080-2 Window N-500 (Front -45) ---- ---- 1 24.0 0.32 0.25 8050 Window N-500 (Front -45) ---- ---- 1 40.0 0.32 0.25 4020 Window S-500 (Back -225) ---- ---- 1 8.0 0.32 0.25 3016 Window S-500 (Back -225) ---- ---- 1 4.5 0.32 0.25 2050 Window W-200 (Left -135) ---- ---- 1 10.0 0.32 0.25 2050-2 Window W-200 (Left -135) 1 1 10.0 0.32 1 0.25 DOORS 01 02 03 04 Name Side of Building -- 2 U -factor 2880 S-500 C f Y 0 3 0.50 BUILDING & SAFETY DEPT. APPROVE® FOR CONSTRUCTION Registration Number: 214-N0116981A-000000000-0000 Registration Date/Time: 20t- yAlf1 5:57:19 BY HERS CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF111-09042014-650 S° CaICERTS inc. at: 2014-10-1411:44:39 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: STUPKA RESIDENCE's casita Calculation DatelTime: 11:42, Tue, Oct 14, 2014 Calculation Description: STUPKA RESIDENCE's casita Input File Name: 003-CBECC-STUPKA CASITA ver 3.ribd CF1 R -PRF -01 Page 6 of 7 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 08 Name Type Duct Leakage Insulation R -value Supply Duct Location Return Duct Bypass Duct HERS Verification Attic Default Ducts located in attic Sealed and tested 8 Attic Attic Has Bypass Duct Attic Default -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 01 02 03 04 05 06 Name Duct Leakage Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Return Supply Attic Default -hers -dist Required 6.0 Not Required Not Required Not Required HVAC -FAN SYSTEMS 01 02 03 04 Name _ Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed.PSC Furnace Fan 0.58 Required HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name VerifiedFanWatt Draw Required Fan Efficiency (Watts/CFM) HVAC Fan 1 -hers -fan Required 0.58 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Name IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentRpt 25 0.25 Default 0 Required COOLING VENTILATION 01 02 03 04 05 Name Cooling Vent CFM Cooling Vent WattpkCoEQII m bof g HERS Verification Whole House Fan 0 0.1 V t Not Required Registration Number: 214-N0116981A-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: Report Version - CFSR-0 vv APPROVE FOR CONSTRUCTION 2014-10-14 15:57:19 HERS Prouder: CaICERTS inc. TE BY ReoordGenerated at: 2014-10-14 11:44:39 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: STUPKA RESIDENCE's casita Calculation DatefTime: 11:42, Tue, Oct 14, 2014 Calculation Description: STUPKA RESIDENCE's casita Input File Name: 003-CBECC-STUPKA CASITA ver 3.ribd CF1 R -PRF -01 Page 7 of 7 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: ARMANDO CHAVEZ Company: Signature Date: TITLE 24 OF THE DESERT 2014-10-14 15:54:27 Address: CEA/HERS Certification Identification (If applicable): 44890 SEELEY DR, N.A. City/State/Zip: Phone: La Quinta, CA 92253 760 2781840 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of perjury, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. 3. The building design features or system design features identified on this Certificate of Compliance are consistent,with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agency for. approval with this building permit application. Responsible Designer Name: Responsible Designer Signature: � Ruben Romero r j/�///� Y Company: Date Signed: GLS ARCHITECTURE GROUP INC 2014-10-14 15:57:19 Address: License: 74491 JONI DR SUITE #9 N. A. City/State/Zip: Phone: Palm Desert, CA 92260 760-340-3528 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION Digitally signed by Ca10ERTS. This digital signature is provided in order to secure the content of this registered document, a in no way implies Registration Provider responsibili y for the accuracy of the information. DATE BY Registration Number: 214-N0116981A-000000000-0000 Registration Date/Time: 2014-10-14 15:57:19 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-09042014-650 Report Generated at: 2014-10-14 11:44:39 fA frjuC-� 1al- '�a�I� Eng I1Ir2�e►eZ'�Z�'2r1► � Ir2r2�C� 77570 Springfield Lane, Suite "D" Phone: (760) 360-9998 Palm Desert, CA 92211 Fax: (760) 360-9903 STRUCTURAL OBSERVATION REPORT FRAMING ONLY October 21, 2014 City Of La Quinta Building And Safety Department Re.: Stupka Residence At 49201 Avenida Anselmo, La Quinta Country Club, La Quinta, CA Gentlemen, We have performed structural observation per 2013 C.B.C. section 1704 for the framing condition prior to drywall and stucco. Based on our visual observation and to the best of our knowledge and experience, we believe that the framing that was completed at the time of our visit, per approved plans. Please note that this letter does not include or waive the responsibility for the City or the Special Inspectors from determining compliance with the approved plans. Please contact me should you need additional information regarding this approval. Respectfully, Reza Asgharpour, P.E. Y` / IIIIIIIIIIIIIIIIIIIII1 23 IE fA frjuC-� 1al- '�a�I� Eng I1Ir2�e►eZ'�Z�'2r1► � Ir2r2�C� 77570 Springfield Lane, Suite "D" Phone: (760) 360-9998 Palm Desert, CA 92211 Fax: (760) 360-9903 STRUCTURAL OBSERVATION REPORT FRAMING ONLY October 21, 2014 City Of La Quinta Building And Safety Department Re.: Stupka Residence At 49201 Avenida Anselmo, La Quinta Country Club, La Quinta, CA Gentlemen, We have performed structural observation per 2013 C.B.C. section 1704 for the framing condition prior to drywall and stucco. Based on our visual observation and to the best of our knowledge and experience, we believe that the framing that was completed at the time of our visit, per approved plans. Please note that this letter does not include or waive the responsibility for the City or the Special Inspectors from determining compliance with the approved plans. Please contact me should you need additional information regarding this approval. Respectfully, Reza Asgharpour, P.E. Y` / 1 I IIIIIII VIII III VIII IIII 24 IE -- °fir '• ��r�� C1TY OF LA QUINTA COMMUNITY DEVELOPMENT DARTMENT ` (760) 777-�---�_-Y OF INSPECTION RE UESiL"iN LL (760)777- 153 r. Owner VICKIE CAMPBELL Co' ntraCtor JOSS gIRD_E1L f4 Permit Number 6_2014.1111 ` }' POST ON JOB IN A CONSPICUOUS PLACE INSPECTOR MUST SIGN ALL APPLICABLE SPACES JOB ADDRESS 4920.1 AVENI NOTES_ N --QA ANSEL_ 11A0 EW DETACHED CASITA.' v ` ` l trROVALS DO NOT INCLUDE THE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING A. "uJNie car Ni` ERSiGE HEALTw, ,qv--Eg DEPARTMEW i7F FpCiA �6 "' t AGENrY HE TM A ' 9—TE: ry l ( `i v 1106% EXPANSION ARTA rn 0- a 1% SLOPE o cn PROPOSED 32' LEACH LINE -1 lze"isvo t --Au— PIT— -t orpr,," cera A"Lc t) N 3 G1"4a�s� 750 GAL. MIN REQUIRED SEPTIC TANK WITH 4°0 LEACH LINE: SECTION DETAIL Z3/8` w 4'-0' co �! 8f - ilo —_ PAT16ELEVATION SHALL BE SAME: AS FINISHED FLOOR. THRESHOLF HEIGHT CONC. PATIO SHALL. NOT EXCEED 7-3/4". (2013 CRC) o i i% SLOPE � �, MIN: ! � s PROPOSED CASITA FF: = 56.661 PAD 56.00' y 1% SLOPE ` LAJ MIN 1% SLOPE N MIS- N p .t C 6'=0" SETBACK N 1% SLOPE c1% SLOPE z M( Z 3' 8" MIN. 44"x36" EXTERIOR LANDING, ELEVATION SHALL BE SAME AS FINISH FLOOR; THRESHOLD HEIGHT," SHALL NOT EXCEED 1-1/2", 2013CRC �.� 1 TOP SITE PLAN _ pis• _ ,�° Q(�I( rllI III PLASTIC MEMBRANE 10 MIL. 4" LEACH LINE GRAVEL • 760.835. %363 felipo$lor . cryttaii,Cunt ALE 41 DF�AVVN BY EELIPE OROS DATE: 12:1$.2014 iOF 1 N LTJ C�1 U W w ry ^Q Q C/7 LLJz d I� dam' U) ALE 41 DF�AVVN BY EELIPE OROS DATE: 12:1$.2014 iOF 1 COUNTY OF RIVERSIDE DEPARTMENT OF ENVIRONMENTAL HEALTH 'v DEH -SAN -122 Rev: 5/14 Distribution: WHITE — Office File; YELLOW — Applicant; PINK — Bldg. Dept.; GOLDENROD — Plans/Records .LAND USE APPLICATION T PM Lot No. I � ASSESSOR'S PARCELMBER NU_ Gc1 `I ON# IN# LMS# EHS # It -to 1 SECTION A OWNER: AGENT/CONTRACTOR: 1 ADDRESS CITY ADDRESS CITY PHONE EMAIL PHONE EMAIL JOB PROPERTY ADDRESS CITY LOT SIZE WATER AGENCY/WELL USE OF PERMIT V h tA"t ' Sc?' 7 I SECTION B * FINANCIAL RESPONSIBILITY NOTE: Pertaining to Deposit -Based fee Payments - Fees placed on deposit are intended to pay for System review including approval and installation. The project owner or applicant named in Section B will be subject to billing requests for additional monies should fees deposited to that point be insufficient. At final approval, the project owner or applicant named will receive a finalstatement and notice of any final fees due or refunds due (as applicable). ROP Fees: For Alternate Systems,renewable operating permit (ROP) fees will be due upon finalization of the project. ROP fees ill,be issued; to the project owner or applicant-. Z1,w 11=11..e, t ;;-t named in Section B. + -t• U �•+�� SEND ALL BILLING MATTERS TO THE CLIENT OR ENTITY LISTED BELOW: 0".16.'S 41-11 fill Epliq RESPONSIBLE CLIENT / ENTITY NAME 722,11M I MAILING ADDRESS CITY/STATE ZIR, f-4 1 jJ PHONE a'n .. 1 , , ` . '. 1+ .'. ' �'• It `YM, it A 1 Applicant Signature: Date: J _r " Below - For Office Use Only SECTION C CHECK BOX IF REQUIRED If any box is checked, this application shall be considered rejected until the information is provided and the fees paid. Re -submittals later than 90 days after date noted below may require repayment of fees. ❑ Holding Tank Agreements Required ❑ Floor Plan and/or Plumbing Layout Required ❑ Certificate of Existing OWTS Required ❑ Special Feasibility Boring Report Required ❑ WQCB Clearance Required ❑ Detailed Contour Plot Plan Required (1 to 5 foot intervals) ❑ Soils Percolation Report Required PRE SITE INSPECTION REMARKS INITIALS & DATES Io �,rttw- se l' rt -. '11,A-4% A401 N4t t Alf ,J 7c' Pprvvc b -141 C __! M5-1Ac wi'� (oriANt ,:I/l%fV1 Cl .9VtP9/1 ,!V LXflLb.ii 'f"L'ith �trs-1^11 ('�(6 /y r1 t 5 V( An. E'-1(•kl roe � �w /c f� It-( f 1r 0 11 (.f r-Ct,L ) 60A" L e5 V^1I h SECTION D Soils Percolation/Boring report by Project # Date Type of System: New ❑ Replacement 1 ❑ Existing # Fixture units Septic tank Cap. (/ Soil Rate 11Pump ❑ Addition ❑ ATU ❑ Connect to Sewer # Bdrms Sq. Ft. Bottom Area Total Linear Ft. Sidewall allowance ft Rock/ sq ft running foot. Tested Depth Maximum Trench -Depth Install Lines ft long ft wide with min. inches rock below drain line, or ❑ Plastic Chambers Leach Lines/bedspecial design for slope Applicable ❑ N/A ❑ Overburden Factor: Pit Diameter No. Pits Pit below Inlet (BI) Pit Total Max AllowablDepth I Depth Well Approval Date: CONSTRUCTION / INSTALLATION_ INITIALS & DATES ("� �S� It A - L--6 r S1 POI '1 F o'^ f tp h vt N,L• G , ✓,4 (LA 13 Le w f-iN C.Vth 61 cv l P -i A 'j G l%v T- t/' fL SECTION E This Application is i$d Approved ❑ Denied regarding the design of the OWTS as indicated on the accompanied plot plan using the requirements set forth in Section D above. A building per is necessary for the construction of the above designed system. No construction is permitted in the required reserved 100% Expansion area. (1) Septic tank must be 100' minimum from any wells. (2) Leach lines must be 100' minimum from any wells including expansion area. (3) . Sewer lines must be 50' minimum from any wells. (4) Seepage pits must be, 150' minimum from.any wells including expansion areas. EHS"Signal 7�4, Date_: Environmental" Resources Management Office Locations Environmental Health - ERM Division Environmental Health - ERM Division Riverside Permit Assistance Center Indio Permit Assistance Center 3880 Lemon Street, Suite 200 47-950 Arabia Street, Suite A L Riverside, CA 92501 Indio, CA 92201 RIVERSIDE 951 955-8980 INDIO 760 863-7570 'v DEH -SAN -122 Rev: 5/14 Distribution: WHITE — Office File; YELLOW — Applicant; PINK — Bldg. Dept.; GOLDENROD — Plans/Records IIIIIIIIVIIIIIIVIIIIIII 25 IE �A tE CoP/ STRUCTURAL CALCULATIONS CITY OF LA OUINT a�,:L DING & SAFETY DE .CUSTOM CASITA APPROVED FOR CONSTRUCTION DATE ���-B FOR: TIM STUPKA"S.RESIDENCE 2a 49 AVENIDA ANSELMO LA QUINTA, CALIFORNIA CHARLES D. GARLAND, ARCHITECT LICENSE NO. 11991 EXP 10/31/15 74-991 JONI DR. SUITE #9 PALM DESERT CA 92260 PHONE: 760/340-3528 FAX:760/340-3728 RECEIVED OCT 172014 CITY OF LA QUINTA COMMUNITY DEVELOPMENT to 111; 1140 lal STRUCTURAL CALCULATIONS ❖ GOVERNING CODES.....................page 3 ❖ LOAD .......................................................Page 4 ❖ BEAM . .................................................. P, age 5 ❖ LATERAL ANALYSIS ........................ Page 9 ❖ SEISMIC ZONE ............................ Page 14 ❖ SHEAR WALL REQUIREMENTS.... Page 18 ❖ FOUNDATION ............................... Page 22 0 STRUCTURAL CALCULATIONS GOVERNING CODES r A- IBC 2012 OR CBC 2013 B- DESIGN LOADS a. ROOF LIVE LOAD 20, PSF b. ROOF DEAD LOAD 19 PSF c. WIND IMPORTANCE FACTOR 1.00 WIND ZONE 110 MPH EXPOSURE C d. SITE CLASS DEFINITION (D) e. OCCUPANCY CATEGORY II f. SEISMIC DESIGN CATEGORY (D) g. COEFFICIENT Cs 0.15 h. SEISMIC Ss1.5g i. SEISMIC Sl 0.6g j. FACTOR R 6.5 k. SEISMIC SDs 1.00 I. SEISMIC SD10.60 STRUCTURAL CALCULATIONS STRUCTURAL CALCULATIONS .. ... . ... ........ .......... . ............... ..... .. ........... ....................................... ............. ............. . ........... ...... ... ..... . .. . . ....... ... ........ .. ..... .. . .. ......... . ...... .... AM ......... .. .... DESIGN .... .. ..... . . . . .. ...... ... . ................. . ........... ................. ... ............. ...................... . .. ... ...... .... ........... ...... .. . ............. . . .. . ....... . ................. .............. . . . ......... . .... ...... . .. ....................... .......................... b 10-66 psi . .. ..... . . . ......... WdLAS FIR -LARCH No"i-', ........... ........................... ............... .. .................... ............. .................. .. . ............. ... ... . I ................. ........ ............ .... ..................... . .................. ........................... . . ........ .................... ... ............ . ......... .... ............. ...... . .. . ............... . ............ 0 psi .SPAN 4. Ift Fv=' 95 AREA = i12.0 I It 1700000 psi Load Factor Co- • .................. . . . ..... . ........ . ... .. ..................... . .... ................. . ........................ . ... . ............. ....... . ....................... . .............. ................. ........ ........... .. . ................................ ........................................... .......... ...... ............. ....... . ........... .. . ......... . ... . ....... ........ . .... Wet. Service Factor Cm 1. 00 -- - ---- - --- ---- - ----- . ........... ... ..........----- D.L 19.0 !Ib/ft Temperature Factor Ct= 1.00 -- - ----------------__--- - .... .... -- ----- . .......... t ----------- --------------- -------- . ........ . . ................. L.L 20.0 ;Ib/ft * Size Factor CF 1.0ull ............ ... ............ . ....................................................... ............................... .... .. . . ... . ............... ... . .. .... .... .. .... ...... .. ..... . ........................ I .......... TOTALI 39.0 l:Ib/ft Repetitive, m. Fact. Cr= 1.00 i ... ...... .. .. . .............. ........................... . ...... ............ . . .......... . .............. ... ............ . ...... .. .... . ........ ...... I . . .................................. ....... ........ . .......... .......... ........ . . . .... ................ .. .............. ...... . ......... . ......... .. . ........ Incising Factor Ci 1.00 I ....... ......... ........... .... ................ ............. ..................... ... .......... .................. ... . . .. . .............................. ....................... ........ ................. - ........................ .................. ....... ...... ...................... .4 ...... ................................. ........... W Shear stress Factor CH 1.00 468.0 IV ................ ft M= 1W x PT _8 46811b/ft M= I 936.01ft-lb M=: 11232'in-lb r . .............4.o0'...... ...... . . ... . . ..................... ..... ........... ..... .... ................. .. ... ............ .... . ....... . ........ .... . ... ..... . . ftV=jw,x CT-2,�* . ... ... ..... ......... ....... ... .............. ------------ ............. . .. ....... L-___-- . ........ . ...... 4-1111^ ....... ........... . . -- - ---- - V= BENDING; 9365b' ----- ------ .. . ... ------- ... . ...... -------- F'b=;,Fbx(CD)(CM)(Ct)(CF)( r ----------- F'b = 11250 ps i USE ...... . .......... I lReq'd S=lM/F'bl S 8.99 inA3 61 X 18 Area 41.3 _in_. A2 ......... . . .. ............. f b M/S 1 !Section=51.6 inA3 ............... ........ ....... . . ....... . . ..... F'b ACT. f b Moment Wine�i� 193 inA4 ........... ........................... . .......... ........... . ......... ..... . . . .... ... ......... . .... .... . .......... . ... ............... . ... ............................... . . . .. ... . ................................... ................................... . ...... . ... .. .. . ........ .................. f .... .... . ...... .... 12501 psi 1 > 217.8 1psi, 1'6K F'v = F%(CD)(CIVI)(Ct)(CH) f v= i 1.5V/ A F'v = -119; psi W> fv= 34.04 psi OK .. .. . .... ... . 'DEFLECTION .............. . . ..... ......i i i............ I I.. . . ... . .......... ...... . ........ 5WLLA4 0.0tin ........ . ..... K 384 E' I F 0 .............. ........... ........... - . ...... ................. ... . .. ...... ............. .... . . ......... ......... ..... .......... ........ ......... .......... ......... .. .. .... . ....... . . .. ........ ..... . ...... ....... ..... . .. . ................ ......... . ... .... ............. . .. . E'=;E M 0 1 1700000 psi I BffAw ....... 6 ............. ........ ------------ - - ------ - ---- -------- . . . . ............ ........ .. . ........ - - ------- — --------- - - - - ---- — ------ - ------ d max 240 ... Ifin I STRUCTURAL CALCULATIONS • BEAM DESIGN 3' HDR #2 ...... {�.._. _ 1 DOUGLAS FIR-LARCH No 1= ;Fb = 1000 'psi , .SPAN = 4.0 aft Fv= 95 psi _........_.._. ............_._- ..........................1......._:_.................._.................._..._.._........_............. ......... ....__................._. ......... _........_.......__ ... ..... ...._.._..- "€TRIG. AREA = 8.0 ft E - 1700000 psi _.-.._...........-.......... _............__... _.._...... ; .._._. __ ..__........_.... _.-..._ _.___... _... _.._....-_..-.. _.. Load Factor .Co = , I Wet. Service Factor CM = 1.001 0L= 19.0 ilb/ft Temperature Factor Ci=�,�W 1.001 L.L 20.0 llb/ft Size Factor CF= i 1.0G, ....................._................. ............ ................. ........................... ........ _............. ..... ............. .... ..._...................................................... _........ _............................. ......................... i.......x............................._......F.........................................................i..._...... .................................... s...._....... TOTAL 39.0 ilb/ft Repetitive m. Fact. Cr= ! 1.00; ......w...._......_.. _. _.. __ _ .. _ __ _ _.. , Incising Factor Ci = 1.00' .... Shear stress Factor CH 1.00' W = 312.0 Ib/ft i ; _Ll 8 ....... — •------...__.. ........... ... _ – – --------.----._ _..._- .-.-.. j -- W x -- - -- - -------- ------------ --..-..-- . 34?Ib/rt j - '---��1 M= 624-.-0:ft-Ib --j-- ....:......................:.... i............'s._...._.._...........................__..__.....:..................... .... .... .... ............... .......... ; _ _ I M 7488' in Ib . _._ ._._. BENDING V= 624Ib j j F"b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) _ F"b _, 1250 psi (........._............0 SE ............................................_...;............_...;_................................._.........-................. .............. _.............................. ._... - .....,.._...._. 1Req d S = M / F•b 1 , S= 5.99 in^3 1 6j X i8 Area 41.3 inA2 ! .......---..._.-_,._..__ 1--..-_-_.----+-----------?............... ..... _ - ---- .....-.;....-..-...-...,..--..-�. - - ;... f b = M/S ! Section= 51.6 in^3 # ........ ................... ....................... ................. .......................I......:......................... ...................................................................................................................................;.... ...........!.......................................... ......... .._.............. ...... ...... 'ALLOW F b = ! _ ACT. f b = 1 Moment of Inertia=; 193 in^4 1250psi > 145.2 psi OK . . i . ie SHEAR :............ ................................. _ f....... .......................... F'v = Fv(CD)(CM)(Ct)(CH} f v= 1.5 V / A ` !i _._.............._....<......._.....,._....__.._.... ..........................i _.......................... .........._...._.......... ........ _ ........................ _ 3 . .-. ) SOK , __..IF'v-119 psi > fv22.69 .........._.......................,......._............._..... ....... ............. ........._....._......... _ _......_...—._......_.... _—. ... ... .. ..... DEFLECTION ) ; ! - - ....._.. ... ......... . ... . :.--....................._._....._...._.....i..........:........................_.................._.._.............:....._....................... ....... ........,...... ......................_............ ____............... __.................................................. ............ _.....................i............. t.......... ............................................... ............ .......... .......................... ....._...... 5WLL^4 �W= 10.01 in t 1 384 E- I OK ! E'= E _.......(CM)(CG)(G) 1700000 psi ..........._A j _......._-.._...-.V..... BE .._.. _-! -_... &X i8' _... - d max = L / 240= 0.20 in i ! ' l i STRUCTURAL CALCULATIONS BEAM DESIGN HDR #3 DOUGLAS FIR -LARCH No 1= jFb = 1000 'psi !SPAN 8.0 ift 1 q2.O ft i Fv= E = 95 'psi 1700000; 1Load Factor Co = 1.2 D.L ......................................... ................ . ... . . .........................jL.L .................. 20.0 lb/ft lWet. ..... (Size Service Factor Cm ..... 1.00' ... . .... ..... Temperature Factor Ct 1.00! 1 . . . ........... 4 tF 1.00a1 . - - ---- . ............ .................... ......... . ..... . ... f ............. ......... . ............. . ........... . . TOTAL .........:........i-.-__._.___..___......_ 39.0 1, lb/ft .. Cry; Repetitive m. Fact. C 1.00i Factor Ci i 1.001 ........ _ ....... ___-.« -- Shear stress Factor CH foo, .0 !lb/ft ..,_._.__S__.____ --- ------- . ..... . ...... .... . . . ....... ...... . ... ... ... . ....... . .......... . ... ........ .......... .. ... ... .. .... . . .. ...... . .......... ......... .. . . ....... .... ... . .............. ............ ..... ...... .......... ............. . ... ... . ............... .... . ..... ............................. ......... . .......... 2 ... ....... jW x .... . .............. ..... ..... . ..... 468 M= 3744.01ft-lb ........... . ..... ........ .............. ........... . . . ........... ............... ........ BENDING 44928'in-lb .............. - - ---------- W x L / 2' , ......... . . .... . 187211b -------- ......................... ........... . . ........ ... . . .................. ............. . .. =t .. ........................... ...... . .... M= V= .. ... ...... ....... . . . ... . .. ....... ...................................................... V= ........ ........................... ............... .. .. .............. . ....... .... .......... ... . . . . . .. r..-_........._._,_.._..._. F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) . ..... ................ T . . . . . . Fb =i 12501psi USE ............................. . . . .......... lReq'd S M F'b I S= .__-_--..-•--_-..-__-_...__.3_.,.._.,._•_•..__._.._------------- ALLOW F'b 35.94 inA3 _7 ...... ............. .. . .... ........... 7 M /*-S,* 7 ............... 61 X 18 ............ . ............... Moment Area 41.3 ......... . ----------- _Section= 1 51.6 ... . of Inertia=' 193 inA2 ------------- --- --- A in 3 ... inA4 . . ...... .......__..__.................Y_.._....... .. .............. 12503psi > 871.4 psi 10K ...... . ... ... . .......... ........................... ..... . ........... .... . .... . .. . . ...................... ....SHEAR........... . ..... .......... . ........... .... . .. . ............ . .... F'v F\(CD)(CM)(Ct)(CH) . ... . ............ .. . .. ...... . ...... . F'v 119 psi .... . .................... . .. . ........... ................... . ...... .. . . . .................._............i..._.................. . . ... ..... . ................ .................... > .... .............. .. . ............ . .... ............... , fv= f,V ........... . ......................... ............ ..... .. ..... 1.5 V A: ------ 68.071 psi . ... ........... ..... ........ ... .. .... ....................... ............ .................... ........ . . . .. ............... 10K . . .............................. ...... . .... . .... ........................... .......... ................. . .. .......................... . ......... .................. . .. . . . . . ................... . . ............. ........... ......... . ... ............. .................. ....... . DEFLECTION .................. ..... 5WL LA4 0.13 in ...... . ........ ............. ....... ....... T . ........... ........... .......... .. 384 E' I ................... ........ ..... OK ......................... . . .................. ....................... .. ............. I E'= E (CM)(Q)(Q) 1700000 psi ...................... . j,/ max L/240 = 0.40 din BEAM ......... ..... ........... 6 X 18 --------- - - - -- ....... . ....................... ... ........ ----- -- STRUCTURAL CALCULATIONS i BEAM DESIGN ............................. i............ ............... ..... � .........................:..............................................._.........................................................i..__..............................................................._..................................._..__ i BEAM #1 ' i DOUGLAS FIR -LARCH No 1= ; Fb = 1000 ;psi SPAN = 5.0 ft Fv= 95 psi TRIB. AREA = 8.0 - - ft ' E = 1700000 psi .... ..... ................ .._..._. . ------------ _.._....-.....__....._ D.L= ............. ..._.._...._ 19.0 ;Ib/ft..: Load Factor CD= :Wet. Service Factor CM = _.............._...._.;.-__..__..____.__.....__.___..__.__.......... Factor.....Ct..-Y.Yu.u..........1....00-........................................ 1.00i __._.....f.......... ....._._..... ...._......_._.____ __.. . _.................. L.L= ...... .... ................................. 20.0 Ib/ft . _...._ ..............._._:Temperature Size Factor CF= 1.00' ................... ........................ ..... .................... ..... _............ ...................e TOTAL!39.0 �._.... _ Ib/ft _......_........_...._..._.. _ Repetitive m. Fact. Cr=� ..._..._.........._........ -- ..__....._.. ....._.........-.... Factor Ci=...._.... _ 1.001 + 1-00--------------- ........... ........ ............... ...... _... --_....-.. - ................ __..�.__.....--._.Incising Shear stress Factor CH= - ------------ 1.00 W = - 312.0 Ib/ft ----- 3 i i t � 3 , i I 3 .... ...... ........... .....-re_- ... _.__..,_._._. W..... ... ¢......................... _ W.X LZ.8-_ ........ IA ....... .........._.........._..........-__` ........... ._..................................... .............._.........................................._-... attlblfl ....... ........_....... ............... ..._ _....._.......__...... ... 1 M ...- . 1 975.01ft-Ib ............... .............................................. f................................................ M=' ........ 11700;in-Ib .........._.... t i BENDING 5.00 ft' V= X L / 2. 780Ib - I F"b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) j ---- ------------ _ - F"b = 1250 psi USE Re d S = M / F'b S= 9.36 in^3 6f X 8 Area =i 41.3 in^2 f b M/S -1 yS—ection= 51.6 in^3 ... ................ .._.................. ' ... ........ -............ _............. ... ALLOW F"b .......... ....... .......... ........... .... - ..... ._ = ........... _.... _..................... ......... _.......... __.................,..............._..........................._......_..............r......................_ TACT. f b = .............._.........._.....1................................................................................_...... Moment of Inertia=; 193 in^4 j1250 psi > 226.9 psi 1 p 1 O 7 i...__...-_�....... .:.... .......--....... SHEAR s —._...._.-_.... —._i_...._...._..... _. — ....... --- 1 ......_ F"v = Fv(CD)(CM)(Ct)(CH) f v= 11.5 V/ A _ F = 119 psi. > f v = 28.36 psi,. j OK 1 DEFLECTION SW�L^4Wy._-�«0.01 in ' 384 E" I 1_..._.. V 'OK - E"= E TCM)(G)(C) 1700000 psi E I i max BEAM _ 6X 8 .... ... -- { STRUCTURAL CALCULATIONS 0 4 • - r. i I BEAM DESIGN r .........:...:_.._._.........................._.._..__..__....................... ..................._...........: BEAM #2 _. .. , ....._... .._..._.. ... .... f...._.. DOUGLAS FIR -LARCH No 1= _...,.._. Fb = ......... .................. _ ... __..... 1000 psi ................. SPAN..._-.....) 6: �_:_ ft '_m.._.... Fv = 95 ps! ......_.._._a _., TRIB. AREA = 6.0 _.. ;. ft • ._,.,_ t ._ ...._......_.........._ E_ = -, - 1.700000: psi Load Factor CD= 1.2�';� I 'Wet. Service Factor CM = 1.00; '—� D. L= 19.0 Ib/ft 'Temperature Factor Ct =, 1.00; 20.0 ':Ib/ft Size Factor CF= - TOTALl 39.0 Ib/ft Repetitive m. Fact. Cr= 1.00; Incising Factor Ci = 1.00i i :Shear stress Factor CH= 1.= W = 234.0 lb/ft ...._......- .. ........................_.................................................._...................... ........... ....1..... _ 1 ~M=WxLZ/8 _..................... ............. ._............. _ s I 234Iblft i M= 7488.01ft-Ib M=i 89856ILI in -Ib ' --..................................... ..............._.._..._.._............................_................ __._..._..................................... ............._...a...._.._.................... _ ........................... . . . ..................... .............................:.._....................................,......._......_..............._........................ BENDING ..._..._. ........_ V= 1872:Ib ..... i....... -.........................................._.......................__............................................ I F"b=Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F"b = 1250 psi USE i _.__..--......,__-_..... Re d S - M / F"b: S= 71.88 in^3 .q..,.,-,_...- ..-....., _ _ ,_....... ............................. f b =M/S 6 X 10 Area =_ 52.3 ............... ......,,.,,__. Section=` 8_2.7 in^2 --.. in ^3 u ? ALLOW F'b = ACT. f b = Moment of Inertia=i -393 : OK in^4 i ............ ......... ..._......_....... .......... 1250: psi > ;1086.1 ........ ......._.............................rt................ _........._.................... ..............._.................................._.......................................t......_................................................_............_.................................... psi i _. ............. ..............................................._......1..... ................ .' ! ......... . 3 3 F"v = Fv(CD)(CM)(Ct)(CH) f v= 1.5 V/ A _ I F"v = 119 psi > fv= 53.74 psi SOK DEFLECTION ---- 5WLL^4--------- ^ 384 -E 0.52 E (CM)( )(C) in M _- ------ psi : .._.._... aK ----- i ......... - - - - •---- -- .................. --------- - BEAM 6X 10 i I max = L / 240 = 0.80 'in .................. .......... ........ ._...... ..........._.._... ... _.... _........ ..... --... ................ _.... ....._........_... .._.... _..... . - r. STRUCTURAL CALCULATIONS BEAM DESIGN . . .......... . . ........ . . .. ..... ... I ................... ....... ............. .. .......... ................ B 'ffAM #3 ... .... ........................ ............ ........... . ......... ................... ................................ ........ ... .. . . ..... . .................... ... . .. ......... . ........... . .... .... ............ . .. . .......... . . . . . ... .......... . ... ........ ..... DOUGLAS FIR -LARCH No ,1= Fb = 1000 !psi SPAN 8.0 Fv= 95 psi TRIB. AREA «: . . ... ... ft E 1700000 psi Load Factor CD= Met.. Senvice Factor CM 1.0U ------------------ - - - ----- _L ' Temperature Factor _T !Size --- ------- --.. . .... . ... . . 1.00i L = ffffbIb/ft Y Factor CF= TOTAL! 39.0 lb/ft Repetitivem. Fact. Cr= 1.00' 'Incising Factor Ci= .. . ....... ........ stress Factor CH ....... 1.001i W . . . . ............ ....... i.... 234.0 ilb/ ----------- ..... . ..... --- W x Ll 8 . . . . .. . ................ zaaitie ............................ . M= ............... . .. 1872 0`ft-Ib ..... ....................... ...... ........... .............. .. ... . . . ....... . ... M=l 22464Hn-lb. ..................... ................... ........... ..................... .. .. . ........................ ................................... . . .. ................. .......................... .... .................. .................................... .......... ........ .. . ........... . ..... .............. ....................... ....................... V=IWX L/7. i_ .... . .............. . . . ........... BENDING F b .. ............... .. ....... Fbx(CD)(CM )(Ct)(CF)(Cr)(Ci) .......................... ...... .............. ..... ... ... ................... ........ ..................... ....... ............. ....... ........... . .... V= ............................... . .. . . . . ........... 936 lb ....................... . . ... . ... ... ----------__ - – ----------_ -----«___..._..-:_ F'b = 1250 psi _._ _._«__---- _ ............ . ... . ................ USE .............. .......... Req'd S =IMF'b i S=: 17.971inA3 61 X 18 Area = 41.'3 inA2 ............ ------ if b =!M/S 1 ISection=' 51.6 inA3 ALLOW F'b:ACT. f b Moment of Inertia= 193 inA4 ....... . .. . . ........ . .. > — ----- . 4357 Psi OK . SHEAR F'v Fv(CD)(CM)(Ct)(CH) .............. -------- - --- ... ..... ---------- ...... .....___«_..____t__.._-----__ ............ .. ... I F:v = 119 --------------- psi > -------- f v=' 34.04 psi 10K .......... ------- .... .... ......................................... ................... ............ ..... .... DEFLECTION ........ .. ............. . .......................... . ........ ......... ............................ .. . .............. .. . . ........ . .. r...... . . . . ... ..... . . . .. . ...... ... . . ... .. . .. ... . .. ... .... . .... .. ........ . ............ ......... ......... .. . . . ......... .... . .......... .... . ............ ... .. ..... .......... ...................... .. .......................... ...... .... ...... .... ..... . ........................ ...... ..... ........... ... . ... . . ............ ......... . . . ........... ........................ 5WL LA4 0.07 in 384 E' I --- ----------- ------ --0----- 1 .... . . ... . . ..... E'= E 11700000 psi ........ .. .................... ................ . . ..... . . .... .............. . . . ................... . ... ...... .............. ... .......... . ...... ...................... .............. .................. . ..................... BEAM ..... E...._.... ................... . . . ................................... 61X 8 .... ---------- d max = L 246--=' .......... . . ... ... ... . ......................... ... . ....... ... .... . 6.'40 in ................... . .............. ................. . . . . ..... ............ ... . . . ............................... .. .................. .. ........ . . ..... ...... STRUCTURAL. CALCULATIONS _ COLUMN DESIGN j Column'-_ DOUGLAS FIR -LARCH No 2= Fc = 625 - psi le = 8.0 ift ; E=1 1600000 psi j LOAD' 1600 'lb Load Factor CD= 11.2�'; _ i Wet. Sery Factor Cm= '1.00i TOTAL; 1600.0 Ib Bucking.Stiffeners Ct= 1.00i _ P I Size Factor CF= 1.001 I ? Incising Factor Ci = 1.00; i Koe Buckling and Crushing Interaction c = 0.8(7 3 Fc* = Fc(CD)(CM)(Ct)(CF)(Cr)(Ci) 1 8.00 k: _ Fc* = 781.25 psi ' f. USE 19.3 in^2 Euler Critical Buckling.Stress for Columns ; 4 X6 Area = .................................. ... ..........................................._.................................._.._..........._..............._.........._....._............_...--_.... E..... ......_.I............ _ ............ _....,__..._............4.......................-........... _.. d - .... ..... -........_?_......._...._.:....... 5 5' in ..._....:.._........_ .... ..... a ..._._......-.__...._.._......................-._....... Foe = _._.}_._......_.___....__.........._�...__...__._ _.._.._... ............_ IKce E _ 1575.521 psi i i .......;...................__.........__..............._.._._. _ ._.. _...i_._....._._ I ._-_._ ............... ........................ ..........._.._.............._.__........._..._._.......... ._......................................._ ................ _.._............._..}......._........_.. (le / d)^2 i ....... ;..................... _........................................................... _......; ..._................. ?......__.._._......_...._ _............... _... ........... _...._..........,...._.................._............_._....... _._ ........ ............ .. ..........._ _.._............ _.._...... ...._.............._._......-._...... } ..._..._..._...... ... ...........{......._.....,..........__.......................... ..... 1 Column Stability Factor Cp= ' Cp = 1 +Foe /FC* — ;1 + Fc Fc') ; ^2 Fce/ Fc* i................_..__................_.__.............._.........._..__...._........__..............._..._. ............ ........_..._......... _ 2c a........................_.....; 2c I .................... c _ .....�... .............,..... _.... ..............._,......_—..,..._........_.._........ ........... }................. _........._..... _.-.._................. ... I CP = -....._............................ _ ......................................... 0.86858 ........._ ................_.__._.......... 1........... ._....._ t __.:...................................................... _.... ........... _.__.. .............. _..... _... _.__._ i � 3 F'c = Fc (CI?)(CD)(CM)(Ct)(CF)(Cr)(Ci)1 ; 1 F'c =1 679 psi I i P = F'c *A = 13062.6 10K ip = 1600.0 I s i i i j COLUMN; 4 X 6 STRUCTURAL CALCULATIONS 12 Wind Analysis for Low-rise Building; Based on ASCE 7-2010 LATERAL FORCE ANALYSIS IBC 2012 CBC 2013 ASCE 740. WIND: 110 mph Exposure C ........... ... ....... .. ........... .......... .,..... ....... ............. .... ....... . .......... -.... .......... .. ...... i...... ... ENCLOSED :qz= 0.00256X Kz Kzt Kid V12 INPUT DATA Exposure category (B, C or D, ASCE 7-10 26.7.3) Importance factor (ASCE 7.10 Table 1.5-2) IW = 1.00 ........... ............................ ........ ,,..................... Basic wind speed (ASCE 7.10 26.5.1 or 2012 IBC) V = 110c` .... ............................... Topographic factor (ASCE 7-10 269 & Table 26.8-1) KZr = 1.00 t Building height to eave he = 9 L Building height to ridge hr = 13 qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.85 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 ... .................. ................. ... ... ... .... ..... ...... ....:........... h = mean roof height= 11.00 qz= 22.38 PSF WIND LOAD = gzg1E+2E+3E+4E+0-18rW2 ANALYSIS WIND LOAD= 194 # ft P = qh [(G Cpf )4G Cpi )JI where: p =pressure inappropriate zone. (Eq. 28.4-1, page 298) Amin = 16 psf (ASCE 7-10 28.4.4) G CP r = product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp I = product of gust effect factor and internal pressure coefficient(Tab. 26.11-1, Enclosed Building, page 258) a= width of edge strips, Fig 28.4-1, rote 9, page 301, MAX[ MIN(0.1 B, 0.1 L, 0.4h), MIN(0.04B, 0.04L), 3] = Net Pressures (psf), Basic Load Cases Net Pressures (psf), Torsional Load Cases Surface Roof angle 9 = 15.64 Roof angle 0 = 0.00 Surface (+GCp I) Net Pressure with 1 T 2T 3T 4T Net Pressure with 1.67 -4.65 -3.36 -3.04 GCpt GCpr (+GCp;) (-GCp;) (+GCpI)(-GCp;) Net Pressure with 1 0.49 6.68 14.37 -0.45 -13.47 -5.77 2 -0.69 -18.60 -10.90 -0.69 -18.60 -10.90 3 -0.45 -13.43 -5.73 -0.37 -11.76 -4.06 4 -0.39 -12.17 -4.48 -0.45 -13.47 -5.77 5 0.40 4.70 12.40 6 -0.29 -10.05 -2.35 IE 0.74 12.08 19.77 -0.48 -14.11 -6.41 2E 1 -1.07 1 -26.73 1 -19.03 -1.07 1 -26.73 -19.03 Net Pressures (psf), Torsional Load Cases Surface Roof angle 0 = 15.64 G Cpr Net Pressure with (+GCp I) (-GCp I) 1 T 2T 3T 4T 0.49 -0.69 -0.45 -0.39 1.67 -4.65 -3.36 -3.04 3.59 -2.73 -1.43 -1.12 Surface Roof angle B = 0.00 G Cpr Net Pressure with (+GCp i) (-GCp ) 5T 1 0.40 1.18 3.10 Load Case A (Transverse) Load Case 8 (Longitudinal) Load Case A (Transverse) load Case 8 (Longitudinal) Basic Load Cases Torsional Lood Cases STRUCTURAL CALCULATIONS Basic Load Case A(Transverse Direction) Basic Load Case B (Longitudinal Direction) Area Pressure (k) with Surface (it) (+GCpi) (-GCpi) 1 990 6.61 14.23 2 2337 -43.46 -25.48 3 2337 -01.38 -13.39 4 990 -12.05 -4.43 1E 110 1.33 2.18 2E 260 -6.94 -0.94 3E 260 -4.57 -2.57 4E 110 1 -1.79 -0.94 98 Horiz 17.88 17.88 £ -84 -60 3E 260 Vert. -03.15 -44.67 Min. wind Horiz. 28.80 28.80 28.4.4 Vert. -80.00 -80.00 Basic Load Case B (Longitudinal Direction) Torsional Load Case A (Transverse Direction) Torsional Load Case B Lon itudinal Direction Area Pressure (k) with Surface (ft) (+GCpi) (-GCpi) 2 2337 43.46 -25.48 3 2337 -27.48 -9.49 5 608 2.86 7.54 6 608 -6.11 -1.43 2E 260 -6.94 -4.94 3E 260 -3.94 -1.94 5E 117 1.08 1.98 6E 117 -1.53 -0.63 98 Horiz. 11.57 11.57 £ -84 -60 3E 260 Vert. -68.75 -32.37 Min. wind Horiz. 11.60 11.60 28.4.4 Vert. -80.00 -80.00 Torsional Load Case A (Transverse Direction) Torsional Load Case B Lon itudinal Direction Design pressures for components and cladding p= yh[ (G Cp) - (G CPI)) where: pressure on component. E 30.4-1, 318 " h s l 2°"` } 2' ' 2 2' - ^' -'2 P=P P (4 p9 ) el tet is I I,$�itil Pmin = 16.00 psf (ASCE 7-10 30.2.2) i 1 r t l r r G Cp = external pressure coefficient. Walls i ~ 2 =L! 3 ' ~T'3 ' 2� see table below. (ASCE 7-10 30.4.2) Roof . • Roof Comp. a Cladding Area Pressure (k) with Torsion (11-k)(ftp Surface (ftp (+GCpi) (-GCpi) (+GCpi) (GCpi) 1 440 2.94 6.32 66 142 2 1038 -19.32 -11.32 -117 -69 3 1038 -13.94 -5.95 85 36 4 440 -5.36 -1.97 121 44 1 E 110 1.33 2.18 60 98 2E 260 -6.94 -4.94 -84 -60 3E 260 4.57 -2.57 55 31 4E 110 -1.79 -0.94 80 42 1T 550 0.92 1.98 -23 49 2T 1298 -6.04 -0.54 41 24 3T 1298 -4.36 -1.86 -29 -13 4T 1 550 1 -1.67 1 -0.62 -42 -15 Total Horiz. Torsional Load, MT 212 212 Design pressures for components and cladding p= yh[ (G Cp) - (G CPI)) where: pressure on component. E 30.4-1, 318 " h s l 2°"` } 2' ' 2 2' - ^' -'2 P=P P (4 p9 ) el tet is I I,$�itil Pmin = 16.00 psf (ASCE 7-10 30.2.2) i 1 r t l r r G Cp = external pressure coefficient. Walls i ~ 2 =L! 3 ' ~T'3 ' 2� see table below. (ASCE 7-10 30.4.2) Roof . • Roof Comp. a Cladding Area Pressure (k) with Torsion (ft -k) Surface (ftp (+GCpi) (-GCpi) (+GCpi) (-GCpi) 2 2337 -43.46 -25.48 -29 -17 3 2337 -27.48 -9.49 19 6 5 246 1.15 3.04 11 29 6 246 -2.47 -0.58 23 5 2E 260 -6.94 -4.94 89 63 3E 260 -3.94 -1.94 -50 -25 5E 117 1.08 1.98 24 44 6E 117 -1.53 -0.63 34 14 5T 363 0.43 1.12 -5 -13 6T 363 -0.91 1 -0.21 -10 2 Total Horiz. Torsional Load, MT 104.6 104.6 Design pressures for components and cladding p= yh[ (G Cp) - (G CPI)) where: pressure on component. E 30.4-1, 318 " h s l 2°"` } 2' ' 2 2' - ^' -'2 P=P P (4 p9 ) el tet is I I,$�itil Pmin = 16.00 psf (ASCE 7-10 30.2.2) i 1 r t l r r G Cp = external pressure coefficient. Walls i ~ 2 =L! 3 ' ~T'3 ' 2� see table below. (ASCE 7-10 30.4.2) Roof . • Roof Comp. a Cladding Zone 1 1 Zone 2 Zane 3 Zone 4 Zone 5 Pressure (Psf) Positive Ne Wive Positivo wgativo Positive hUBWNe PoSltiva NeaWlve Positive NOdWive 16.00 -22.14 16.00 -35.42 16.00 -53.70 23.54 -25.68 23.54 -30.41 STRUCTURAL CALCULATIONS i. '14 CALIFORNIA BUILDING CODE 2010 MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION_ ..............,. .... .......... ..........._....... w.....,. �.....�.F..,.._......... .�s ......... .. _ ... ..... ... ............................ ........ j.tip f % h 4 ..r�� �K„'�.�� jam_, '-�� �� 1'i7 � -•..� ,�� � '., t, �. '� ��k�'� 1 5 i�� a������ �`� �a � �; :� �''{�''� ``—",�• - �,; �- �i 4 i. � rid `� �-------� i. � •yam' ,(+�' c.. � � Vx •y. 1 � 7. -.. `may = j + _ '; ,„w '�.�.� .r�. a � r SLaa ry7 it ..... ..._..._._..._......_.__..._._.._.....__........_._.,....._......__.. i &I _...._...._...._......._..__........._.___.._.........._.._.........__..__.......__._........._..._._....._.._......_..__...._.......... -......__..._..................._...__..._..._ ....� i. '14 STRUCTURAL CALCULATIONS , ' STRUCTURAL CALCULATIONS SEISMIC (CONTINUED) ....... ... ROOF _D. L. . .............. 19 . . . .. ........... psi ---- - -------- - - -- .. . ......... . .... ........ . . . ............. ...... ....... ... . . ..... ........... . . . ...... . . . EXT. WALLS 15 i. SEISMIC ............... .. .. .................. WORST , V,= ...................... 50 2 0.16 TRANSVE ROOF Walls SEL .... 950 225 ............... WALL'HT j 1 LONGITUDINAL ........... . ............. ........ .... ................ . ... . .... .................... . . ........ .... . . . ..... ............ . WORST :45 FT ROOF 2: Walls = 5 ... . ......................... 855 225 ft .. ..................... 1 .. .. ......... 117� ... ... . .. ... .. ........ . ........... .... ........... . . ........ . .... ............. . ..... ................. X . i 0.16 ....... . .. .. . . ....... . .............. . . ........ - .......... . ... .... . . .. ............................................... . ..... X1 0.16 ....... . .. . ......... . ... --........-...........-.._•........... 188 # ft, (MAX) 172.8 #ft (MAX) ...... . . ........ ........... ........... . .. ............... . .... ...... ..... .. .... .. .......... .......... . . ............ . .... . . ............. ............. J ........... .. ................................................................. .. . .. .... ..... ............. .................... . .. .......... ...................... . ......... SEISMIC =151 PLF <1 94= WIND. ........... .. .... -------------- --17 ------- -T- 7 . ........ ........... . ........... ... W=' 194 2 T=C WLA 8b L= 45'. 982.125 -TB 1N—A—IL= TABLE 23-111-C-21 =50' TOTAL LOAD /NAIL= 1.237 ............ ...... .... ........ . ..... . . . . ...... . . .............. . . ............ . . PROVIDE (8 PAIR) 16 d COMMON ... . . ..... .. ....... . . . .......... @ E.A 4'-0" SPACE A TOP CHORDS 'A STRUCTURAL CALCULATIONS SHEAR WALL CONSTRUCTION D 1/2" GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (1 1/24 x 0.12" DIAMETER w/ 318" HEADS) OR 5d COOLER NAILS AT 7" OIC MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS (w/ 3" x 3" x 0.229' THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0" OIC MAX 16" O.C. FRAMING (ALLOWABLE LOAD: 75 Of — PER CBC 2010 TABLE 2306.7) D 7/8" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD, SILL AND PLATE @ 6" O/C MAX. w/ No. 11 x 1W GALVANIZED NAILS WITH 7/16' DIAMETER HEADS OR ATTACHED w/ No. 16 GAUGE STAPLES HAVING 7/8" LONG LEGS. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS 7" EMBED MIN (w/ 3" x 3" x 0.229" THICK PLATE WASHERS —SDC D ,BETWEEN NUT AND WOOD SILL) @ 48" O/C MAX. 16" O.C. FRAMING (ALLOWABLE LOAD: 180 plf — PER 2010 CBC TABLE 2306.7 ) THE NEXT THREE (3) SHEAR WALL TYPES SHALL ALL HAVE THE FOLLOWING IDENTICAL STRUCTURAL I WOOD PANEL DIAPHRAGM: (WALL1 , 2 & 3 ONLY) 3/8" C•D EXPOSURE I APA PLYWOOD OR 3/81' ORIENTED STRAND BOARD APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 1 D8d COMMON NAILS @ 6' O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12:' OIC AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS AT 48" OIC. (ALLOWABLE LOAD: 280 Of — PER 2010 CBC TABLE 2306.3) * CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4 AND 6 APPLY ONLY WHEN DIAPHRAGM AT BOTH SIDES OF) 2 D8d COMMON NAILS @ 4" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" ANCHOR BOLTS AT 32" O/C. (CALCULATE TO MAXIMUM OF 349 Of — PER 2010 CBC TABLE 2306.3) STUDS @16" O.0 CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) 3 D8d COMMON NAILS @ T' O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12° OIC AT ALL FIELDS. ANCHOR WITH %" DIAMETER BY 12" LONG ANCHOR BOLTS AT 32" 0/C. (ALLOWABLE LOAD: 550 pif — PER 2010 CBC TABLE 2306.3 ) * CONSTRUCTION NOTE(S) 1, 2, 3 & 6 APPLY (NOTES 4 & 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) NOTE VALUES ARE APPLICABLE TO DOUGLAS FIR LARCH FRAMING @ 16" O.0 STRUCTURAL CALCULATIONS 19 4 1>15/32" STRUCT. I APA PLYWOOD OR 15/321' ORIENTED STRAND BOARD (OSB) APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 2" OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" OIC AT ALL FIELDS. ANCHOR WITH DIAMETER ANCHOR BOLTS AT 16" O/C. —STATE EMBEDDED DISTANCE 7" MIN (ALLOWABLE LOAD: 730 Of — PER 2010 CBC TABLE 2306.3) CONSTRUCTION NOTE(S) 1, 2, 3, & 6 APPLY (4 AND 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) CONSTRUCTION NOTES: 1 32'x 3" x 0.229' PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT NUTS AND THE WOOD SILL. 2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS. 3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 plf SHALL BE APPLIED TO 3x OR WIDER STUDS. 4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A SHEAR WALL AND WITH MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE LOAD CAPACITY OF WALLS HAVING THE SAME PANELS AND NAILING APPLIED TO ONLY ONE FACE. 5 STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND WITH EDGE NAILING LESS THAN 6" 0/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES) 6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 plf SHALL BE PROVIDED WITH 3x P.T.D.F. SILL PLATES AND 12" LONG ANCHOR BOLTS OF THE DIAMETER PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET 7" INTO CONCRETE) 7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEM, ALL ANCHOR BOLTS SHALL HAVE A MINIMUM LENGTH OF 14', SETTING THEM A MINIMUM OF 4" INTO THE TOP OF THE FOUNDATIONS BEFORE POURING THE SLAB. S ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE INSERTS SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL POURING OF CONCRETE. 9 ALL ANCHOR BOLTS AND HOLDOWN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE CONCRETE HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE HAS HARDENED THAT RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER OF RECORD AS HE DEEMS NECESSARY, ITS REMOVAL AND REPOURING OF THAT PORTION OF THE CONCRETE. 10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCRETE POUR IN ORDER TO ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION. 11 ATTACHMENT OF A 3x SILLPLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF SIMPSON SDS %6 WOOD SCREWS AT 3" o/c. 12 ATTACHMENT OF A 2x SILL PLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF 16d @ SPACING INDICATED AT THE SHEAR WALL TABULATION. STRUCTURAL CALCULATIONS FOUNDATION ___._.._. _._.__.... _� _____ .__ ............... .. SOIL PRESSURE 1500 PSF { -__— LOADING ' j ROOF 35 WALLS = 15 H-1 = 13 ft j TYPICAL PERIMETER FOOTING AT 1 STORY 3 ----------_. Trib. Area (ft)=l18 ...---- ? _----_.____..._.__...........__..._--_-----_-.--._.........___.._.__.._ [LOADING: ._.____.._.--- ROOF = 630 #1 ..... ................ ........ ........... ...... ................. ....................... ._..............._.__...................... ............ ....... ....._._........ _.... . WALL = 195 -................. _...._............... .......... ....... .............. ... .................................... _._ #1 .._ ....... ......... ....................... i- - - ... ..._.......... ....... ................... .......................... __.................. W=j 825 _. . ........... L..---- - - REQ"D WIDTH = 0.55 ........... .......................... .................... ..................p................................................ #1 -........ -_._._.... . _...--------------:... FT / FT LEN6 I..... ....._......... ................. ........ .............................................................................._............. _........... .... ................. _. 12" WIDE x 12" CONTIN PERIM __................_................._..........._...4.............-........_......................_.....T.._.. FT, AND 2 # 4 BARS, CONTIN.. ...... ' STRUCTURAL CALCULATIONS ; .41 FOUNDATION POST 18" 14" \J18" 40" X 12" = 480SQ IN 1-1333 ....... .... ... F....._._._.._.....____......_....... IN SOIL PRESSURE RE -i 1000 ln� TOTAL LOAD =13,3004 i>2925# !OK a STRUCTURAL CALCULATIONS ---.-.......... ..... ...................... ........_.....--....... ............ _....... _....... _....................... ...................................... DERIVE GRADE BEAM ASSUME _ 2500;asi `GONG 5 .x.22 R t .__......��.._.._.._. .LOT ..................._.............-...._.... .............. ._............._...........:.................... DATAS: ................. .... ................ ........ .................. Lswl_....._2 tFy= _.. ......._-Lam _� 1.5 .yam..._...._.: Fc - h= € B= 32 JAS= ............. ---.-.......... ..... ...................... ........_.....--....... ............ _....... _....... _....................... ...................................... DERIVE GRADE BEAM ASSUME _ 2500;asi `GONG 5 .x.22 ca N Lu IMPERIALi$TRUCO. r - 701 E. 2nd Street Imperial, CA. 92251 RECEIVED OCT 17 2014 CITY OF LA QUINTA COMMUNITY DEVELOPME CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION 73-900 Dinah Shore Suite 202 Palm Desert. CA. 92211 PH (r760) 2+75-1816 FAX (r760) 832-7438 mss- `� jf=M=: Tim Stu -7 -kc :i f - -west 1ous+ y = 9 j Avenida Anselm - -,La Quinta, CA 92253 Truss Calculations Job # ITL-140813PD D�/ CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY Gh U. NS.� 7Np r PK -s eON y0 -�\ON RE P\ - L RAJ\s GGEP � SVBM woe P -col co G& fo c\O OMP\' `ocG°va°����es tdL O\\e bee Qco\e b si°y \,°eQ c dccoecce\a,L� s°\g �, ;,u°e' Q` a\\ c, \ ie5cg� Sib\e d abd cA v 0 { pet�0 e re jo � \\ine' at °cte°It sces�bm°th ma�' 0e n V tri\a& s4 �Pb�caG� n rld� n 0 3-O A2 (6) n J G Note: General Contractor / Owner Builder Must Verify Profiles, Pitch & Spans Prior To Placing Order. Alterations to trusses. Truss members and components shall not be cut, notched, drilled, spliced or otherwise altered in any way without written concurrence and approval of a registered design professional Alterations resulting in the addition W loads to any member (e.g.,HV AC equipment, piping, additional roofing or insulation, etc.) shall not be permitted without verification that the truss is capable of supporting such additional loading. C.B.C. 2303.4.5 1. ALL TRUSSES ARE MANUFACTURING WOOD TRUSSES. REFER TO TRUSS FABRICATORS DRAWINGS AND NOTES FOR ADDITIONAL INFORMATION. 2. VERIFY ALL DIMENSIONS. - 3. REFER TO ARCHITECTURAL AND STRUCTURAL PLANS FOR OVERHANG INFORMATION. ITL-140813PD Mr. Tim Stupka Guest House 49-201 Avenida Anselmo La Quinta, CA 92253 00¢�ZWmUWd¢ n.Z i 6gU�7',_. z0¢O¢ .>z wZ OV �KLLO: inyF K� u0��0�p QyUN 1 a ) a i N O j 1 B 5 5 ) 16 dr = a 7 J 0 ez D ) SBI � u D D 1 c rn 1 y D 0 J 9 p Q U n 0 n D 7 co 0 m c U a v 7 d y Q LUMBER SPECIFICATIONS TC: 2x4 OF #2 -BC: 2x4 OF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT - 12'OC. JON. BC LATERAL SUPPORT - 12'OC. LION. NOTE: 2x4 BRACING AT 24.00 UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- OVERHANGS: 25.1' 25.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,U20HS,Ul8HS,U16 = MiTek UT series 4 o� 0 0 20-00-00 HIP SETBACK 8.00.00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 0'- 0.0' TO 8' - TC UNIF LL( 100.0)+DL( 70.0)= 170.0 PLF 81- 0.0' TO 121 - TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 12'- 0.0' TO 20' - BC UNIF LL( 0.0)+DL( 25.0)= 25.0 PLF 0'- 0.0' TO 20' - TC CONC LL( 373.3)+DL( 261.3)= 634.7 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 261.3)= 634.7 LBS @ 12'- 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in i row(s) throughout 2x4 top chords, 9' oc in 1 row(s) throughout 2x4 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. CKIII16[1] This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GOF/Cq=1.00 1- 2=( 0) 42 2-10=(-132) 4016 10. 3=( 0) 130 2- 3=(-4344) 202 10-11=(-136) 4014 3.11=(-108) 236 3- 4=(-4346) 304 11-12=(-300) 4534 11- 4=( 0) 466 0.0' V 4- 5=(-4116) 298 12-13=(-136) 4014 11- 5=(-570) 120 0.0' V 5- 6=(-4116) 298 13. 8=(-132) 4016 5-12=(-570) 120 0.0' V 6- 7=(-4346) 304 6-12=( 0) 466 0.0' V 7- 8=(-4346) 202 12. 7=(-108) 236 8- 9=( 0) 42 7.13=( 0) 130 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -127/ 1908V -34/ 34H 5.50' 3.05 OF ( 625) 20'- 0.0' -127/ 1908V 0/ ON 5.50' 3.05 DF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL =0.009' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = .0.011' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = -0.093' @ 12'- 0.0' Allowed = 0.636' MAX TL CREEP DEFL = -0.263' @ 12'- 0.0' Allowed = 0.954' MAX LL DEFL = 0.009' @ 22'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.011' @ 22'- 0.6' Allowed = 0.209' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.169' MAX HORIZ. LL DEFL = 0.029' @ 19'- 6.5' MAX HORIZ. TL DEFL = 0.057' @ 19'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 7-11-11 in the plane ofathe truss only. L 4-02-04 3-09-07 2-00-05 2-00-05 3-09-07 4-02-04 634.70# 634.70# 12 12 4.00 C-- M -4x6 M -3x4 M -4x6 a4. 00 2-00 JOB NAME: Tim Stupka's-Guest House - Al Truss: Al DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085279 TRANS ID: 410231 4-00-08 3-04-08 5-02 20-00 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater then design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPVWTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E 3-04-08 4-00-08 Scale: 0.3001 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a non -corrosive environment, and are for"drycondition' of use. 6. Design assumes full bearing at an supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. =connector size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 2-00 LUMBER SPECIFICATIONS TC: 2x4 OF D2 .BC: 2x4 OF A2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 25.1' 25.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 10-00 5-04-14 TRUSS SPAN 20'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-07-02 4-07-02 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W 1GDF/Cq=1.00 1. 2=( 0) 43 2. 8=( -97) 1561 3. 8=(-339) 104 2- 3=(-1712) 164 8- 9=( -25) 1044 8- 4=( -50) 436 3- 4=(-1471) 150 9- 6=(-128) 1561 4- 9=( -49) 436 4. 5=(-1471) 150 9- 5=(-339) 104 5- 6=(-1712) 164 6- 7=( 0) 43 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -73/ 919V -431 43H 5.50' 1.47 OF ( 625) 20'- 0.0' -73/ 919V 0/ OH 5.50' 1.47 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = -0.060' @ 10'- 0.0' Allowed = 0.636' MAX TL CREEP DEFL = -0.173' @ 13'- 0.8' Allowed = 0.954' MAX LL DEFL = 0.037' @ 22'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ 22'- 0.6' Allowed = 0.209' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.113' MAX HORIZ. LL DEFL = 0.020' @ 19'- 6.5' MAX HORIZ. TL DEFL = 0.038' @ 19'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, UWFRS(Dir), 10-00 load duration factor=1.6, Truss designed for wind loads 5-04-14 in the plane of the truss only. 12 12 4.001 - M -4x6 a 4.00 A n^ 6-11-04 6-01-08 6-11.04 2-00 20-00 JOB NAME: Tim Stupka's-Guest House - A2 Scale: 0.3001 2-00 C 60384 * EXP. 06/30/16 * CIV3// P \TFOF CALW" '\ WARNINGS: GENERAL NOTES, unless otherwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, in"nmon of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively braced throughout their length by is the responsibility of the erector. Additional permanent bracing of unless continuous sheathing such as plywood sheathing(TC) and/or drywali(BC). DATE • 10/13/2014 - the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ : 6085280 4. No bad should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in . TRANS I D : 410231 are complete and at no time should any bads greater than design bads be applied to any component. S.pu Com Trus has no control over and assumes no responsibility for the assumes are used a non -corrosive environment, and are for'dry condhion' of use. 8. Design assumes fun Dearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. 7. Deg eryssumes adequate drainage is provided. 8. This design Is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of which will be furnished upon request. Imes coincide with joint center lines. _ VIII VIII VIII VIII VIII VIII VIII II I IIII MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 9. For indicate sae palate m designvalues 10. For basic connector plate design vetoes see ESR -1311, ESR -1988 (M7eq 2-00 C 60384 * EXP. 06/30/16 * CIV3// P \TFOF CALW" '\ LUMBER SPECIFICATIONS TC: 2x4 OF d/2 .BC: 2x4 OF k2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 10-00 5-04-14 TRUSS SPAN 20'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-07-02 4-07-02 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 VAX MEMBER FORCES 4W /GDF/Cq=1.00 1- 2=( 0) 43 2- 7=(-156) 1563 3- 7=(-339) 103 2. 3=(-1714) 192 7- 8=( -55) 1046 7. 4=( -48) 436 3. 4=(-1473) 178 8- 6=(-130) 1568 4- 8=( -34) 441 4- 5=(-1477) 171 8. 5=(-344) 89 5- 6=(-1719) 177 BEARING MAX VERT VAX HORZ BRG REQUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -77/ 931V -33/ 44H 5.50' 1.49 OF ( 625) 20'- 0.0' -23/ 779V 0/ OH 5.50' 1.25 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = -0.060' @ 10'- 0.0' Allowed = 0.636' MAX TL CREEP DEFL = -0.173' @ 13'- 0.8' Allowed = 0.954' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.114' MAX HORIZ. LL DEFL = 0.020' @ 19'- 6.5' MAX HORIZ. TL DEFL = 0.038' @ 19'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 10-00 in the plane of the truss only. 5-04-14 12 12 4.00 17 - M -4x6 a 4.00 A n^ 6-11-04 6-01-08 6-11-04 L 2-00 20-00 JOB NAME: Tim Stupka's-Guest House - A3 Scale: 0.3076 Truss: A3 DES. BY: LJ DATE: 10/13/2014 -SEQ.: 6085281 TRANS ID: 410231 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility, of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. S. CompuTms has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPVWfCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1998 (MiTek) LLJ C 60384 * EXP. 06/30/16 T1 rFOFCA01 J�J ;'r LUMBER SPECIFICATIONS TC: 2x4 OF #2 „BC: 2x4 OF 92 WEBS: 2 x 4 OF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. ------------------------------------- ------------------------------------- NOTE: 2x4 BRACING AT 24'OC LON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED ------------------------------------- OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,U20HS,M18HS,M16 = MiTek MT series ch�O O 20-00-00 HIP SETBACK 8-00-00 FROM END WALL LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 0'- 0.0' TO 8'- 0.0' V TC UNIF LL( 100.0)+OL( 70.0)= 170.0 PLF 8'- 0.0' TO 12'- 0.0' V TC UNIF LL( 40.0)+OL( 28.0)= 68.0 PLF 12'- 0.0' TO 20'- 0.0' V BC UNIF LL( 0.0)+DL( 25.0)= 25.0 PLF 0'- 0.0' TO 20'- 0.0' V TC CONC LL( 373.3)+DL( 261.3)= 634.7 LBS @ 8'- 0.0' TC CONC LL( 373.3)+DL( 261.3)= 634.7 LBS @ 12'- 0.0' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. ( 2 ) complete trusses required. Join together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 9' oc in 1 row(s) throughout 2x4 bottom chords, 9' oc in 1 row(s) throughout 2x4 webs. 4-00-10 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1- 2=( 0) 42 2. 9=(-168) 4018 9. 3=( 0) 130 2. 3=(-4348) 214 9-10=(-172) 4014 3.10=(-110) 240 3. 4=(-4348) 316 10-11=(-342) 4536 10. 4=( 0) 466 4- 5=(-4118) 310 11-12=(-218) 4024 10- 5=(-586) 126 5- 6=(-4120) 320 12- 8=(-214) 4026 5-11=(-568) 112 6- 7=(-4350) 328 6.11=( 0) 468 7- 8=(-4354) 254 11. 7=(-142) 134 7-12=( 0) 130 BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -131/ 1919V -24/ 35H 5.50' 3.07 OF ( 625) 20'- 0.0' -77/ 1768V 0/ OH 5.50' 2.83 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.009' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.011' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = -0.093' @ 12'- 0.0' Allowed = 0.636' MAX TL CREEP DEFL = -0.263' @ 12'- 0.0' Allowed = 0.954' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.170' MAX HORIZ. LL DEFL = 0.029' @ 19'- 6.5' MAX HORIZ. TL DEFL = 0.057' @ 19'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=11.6, Truss designed for wind loads 7-11-11 in the plane of the truss only. 4-02-04 3-09-07 2-00-05 2-00-05 3-09-07 4-02-04 634.70# 634.70# t2 12 4.0017 a 4.00 M -4x6 M -4x6 lI-qYA 4-00-08 3-04-08 5-02 L 2-00 20-00 JOB NAME: Tim Stupka's-Guest House - A4 3-04-08 Scale: 0.3201 4-00-08 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: A4 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web Dmdng must be installed where shown +, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughouttheir length by ' is the responsibility of the erector. Additional Apermanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 10/13/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ �1 C C r] SEQ : 6085282 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective Contractor. 5. Design assumes trusses are to be in . TRANS I D : 410231 are complete and at no time should any loads greater then design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the used a non-corosive environment, and are for'dry condition' of use. 6. Design assumes fug bearing at all supports shown. Shim or wedge if faDricafwn, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUVJfCA in BCSI, copies of which will be famished upon request. lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 9.Diggs indicate size plate cinches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) p 4-00-08 LUMBER SPECIFICATIONS TC: 2x4 OF k2 -BC: 2x4 OF A2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT — 12'OC. UON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek UT series (2)M -1.5x4 or equal, typical at uprights. 0 r; 0 N 12 4.00 17 TRUSS SPAN 6'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-00 3-00 12 a 4.00 M -4x6 2-00 JOB NAME: Tim Stupka's-Guest House - C1 Truss: C1 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085283 TRANS ID: 410231 M -1.5x4 3-00 6-00 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by UW TPTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E M-1 .5x4 3-00 2-00 t2 0 N Scale: 0.4902 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of Component is the responsibility of the building designer. 2. Design assumes the lop and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, and are for 'dry cordition' of use. 6. Design assumes fug bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage Is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Note:Truss design requires continuous bearing wall for entire span UON. LUMBER SPECIFICATIONS TC: 2x4 OF q2 .BC: 2x4 OF q2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 25.1' 25.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,U20HS,M18HS,U16 = MiTek MT series 12 4.00 C--' TRUSS SPAN 6'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 3-00 3-00 M -4x6 12 4 4.00 2-00 JOB NAME: Tim Stupka's-Guest House - C2 Truss: C2 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085284 TRANS ID: 410231 L 3-00 3-00 6-00 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUMCA in SCSI, copies of which wig be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 2-00 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.039' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = 0.018' @ 8'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.039' @ 8'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = -0.013' @ 1'- 3.3' Allowed = 0.169' MAX TC PANEL TL DEFL = -0.011' @ 1'- 3.3' Allowed = 0.253' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.031' MAX HORIZ. LL DEFL = 0.001' @ 5'- 10.3' MAX HORIZ. TL DEFL = 0.001' @ 5'- 10.3' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N Scale: 0.5027 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-cortoslve environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Diggs indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (M7ek) CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( 0) 51 6-7=(-108) 120 6-2=(-368) 170 2.3=(-131) 61 7.8=( -33) 52 2.7=( -17) 116 3.4=(-131) 61 7.3=(-121) 0 4-5=( 0) 51 7-4=( .17) 116 4.8=(-368) 170 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -54/ 382V -89/ 89H 5.50' 0.61 OF ( 625) 6'- 0.0' -54/ 382V 0/ OH 5.50' 0.61 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.039' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = 0.018' @ 8'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.039' @ 8'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = -0.013' @ 1'- 3.3' Allowed = 0.169' MAX TC PANEL TL DEFL = -0.011' @ 1'- 3.3' Allowed = 0.253' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.031' MAX HORIZ. LL DEFL = 0.001' @ 5'- 10.3' MAX HORIZ. TL DEFL = 0.001' @ 5'- 10.3' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 N Scale: 0.5027 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-cortoslve environment, and are for -dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Diggs indicate size of plate in Inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (M7ek) IlAlllllllll) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 20'- 0.0' Design conforms to main windforce-resisting TC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 1. This design is based only upon the parameters shown and is for an individual system and components and cladding criteria. -BC: 2x4 OF #2 building component. Applicability of design parameters and proper SPACED 24.0' O.C. 2. 2c4 compression web bracing must be installed where shown +, Incorporation of component is the responsibility of the building designer. WEBS: 2x4 OF STAND 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively braced throughout their length by Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, unless continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 10/13/2014 LOADING 3. 2x Impact bridging or lateral bracing requi ed where shown ++ (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), TC LATERAL SUPPORT <= 12'OC. MON. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF load duration factor=1.6, TRANS I D : 410231 design loads be applied to any component. 5. Com Trus has no control over and assumes no re pu responsibility for the DL ON BOTTOM CHORD = 5.0 PSF Truss designed for wind loads BC LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 39.0 PSF in the plane of the truss only. Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Note:Truss design requires continuous C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2013 NOT BEING MET. 10. For basic connector plate design values see ESR -1311, ESR -l988 (MTeW bearing wall for entire span MON. M,M20HS,Ml8HS,Mi6 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP (2)M -1 .5x4 or equal, AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. typical at uprights. 10-00 10-00 5-04-14 4-07-02 4-07-02 5-04-14 12 12 4.001— M -4x6 a 4.00 M -3x4 M -3x4 10-00 10-00 2-00 20-00 JOB NAME: Tim Stupka's-Guest House - C3 Scale: 0.3626 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual /� Truss: C3 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2c4 compression web bracing must be installed where shown +, Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively braced throughout their length by is the responsibility of the erector. Additional permanent bracing of unless continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 10/13/2014 the overall structure s the responsibility of me building designer. 3. 2x Impact bridging or lateral bracing requi ed where shown ++ SEQ. : 6085285 4. No load should be applied to any component until after all bracing and fasteners 4. installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in are complete and at no time should any loads greater than used a non-cortosive environment, for'dry TRANS I D : 410231 design loads be applied to any component. 5. Com Trus has no control over and assumes no re pu responsibility for the and are cond'nion' of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if fabrication, handling, shipment and Installation of components. necessary 7. Design assumes adequate drainage is provided. S. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center in BCSI, copies of which will be famished upon request. lines coincide with joint center lines. I III I VIII II II II II VIII I III III II I INTPWVECA 111111111 9. Digits indicate size of plate N Inches. ^ MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -l988 (MTeW 2-00 C 60384 * EXP. 06/30/16 FCAIL\@ m 0 0 LUMBER SPECIFICATIONS TC: 2x4 OF #2 .BC: 2x4 OF 112 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 25.1' 25.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,U20HS,U18HS,U16 = MiTek MT series 0 0 10-00 5-04-14 TRUSS SPAN 20'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-07-02 4-07-02 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC20131IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1. 2=( 0) 43 2. 8=( -97) 1561 3. 8=(-339) 104 2- 3=(-1712) 164 8- 9=( -25) 1044 8. 4=( -50) 436 3- 4=(-1471) 150 9. 6=(-128) 1561 4. 9=( -49) 436 4. 5=(-1471) 150 9. 5=(-339) 104 5. 6=(-1712) 164 6- 7=( 0) 43 BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -73/ 919V -43/ 43H 5.50' 1.47 OF ( 625) 20'- 0.0' -73/ 919V 0/ OH 5.50' 1.47 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = -0.060' @ 10'- 0.0' Allowed = 0.636' MAX TL CREEP DEFL = -0.173' @ 13'- 0.8' Allowed = 0.954' MAX LL DEFL = 0.037' @ 22'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ 22'- 0.6' Allowed = 0.209' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.113' MAX HORIZ. LL DEFL = 0.020' @ 19'- 6.5' MAX HORIZ. TL DEFL = 0.038' @ 19'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Oir), 10-00 load duration factor=1.6, Truss designed for wind loads 5-04-14 in the plane of the truss only. 12 12 4.00 U- M -4x6 a 4.00 6-11-04 6-01-08 6-11-04 2-00 20-00 JOB NAME: Tim Stupka's-Guest House - C4 Scale: 0.3001 Truss: C4 DES. BY: W DATE: 10/13/2014 SEQ.: 6085286 TRANS ID: 410231 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown *. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the Ilmitations set forth by TPWVrCA in BCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathirg(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for 'dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) 2-00 LUMBER SPECIFICATIONS TC: 2x4 OF q2 .BC: 2x4 OF 112 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'OC. LON. BC LATERAL SUPPORT <= 12'OC. LON. OVERHANGS: 0.0' 25.1' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 20'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10-00 10-00 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/I8C2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1. 2=(-1719) 177 1. 7=(-128) 1568 2- 7=(-344) 89 2- 3=(-1477) 171 7- 8=( -53).1046 7. 3=( -35) 441 3- 4=(-1473) 178 8- 5=(-154) 1563 3- 8=( -48) 436 4. 5=(-1714) 192 8- 4=(-339) 103 5. 6=( 0) 43 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -231 779V -441 33H 5.50' 1.25 OF ( 625) 20'- 0.0' -77/ 931V 01 OH 5.50' 1.49 OF ( 625) 5-04-14 4-07-02 4-07-02 5-04-14 12 12 4. 00 17-- M -4x6 4 4.00 A n- VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.060' @ 10'- 0.0' Allowed = 0.636' MAX TL CREEP DEFL = -0.173' @ 6'- 11.2' Allowed = 0.954' MAX LL DEFL = 0.037' @ 22'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ 22'- 0.6' Allowed = 0.209' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.114' MAX HORIZ. LL DEFL = 0.020' @ 19'- 6.5' MAX HORIZ. TL DEFL = 0.038' @ 19'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 6-11-04 6-01-08 6-11-04 JOB NAME: Tim Stupka's-Guest House - C5 Truss: C5 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085287 TRANS ID: 410231 . 20-00 2-00 �o 0 Scale: 0.3201 ()FESS/Q� WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component Is the responsibility of the building designer. Cy 3. Additional temporary Orating to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' O.C. respectively unless braced throughout their length by i 2 is the responsibility of the erector. Additional po y permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). (� the overall structure i5 the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++w C 60384 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. d' fasteners are complete and at no time should any bads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for 'dry condition* of use. * EXP- 06/30/16 5. CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. - fabnieation, handling, shipment and installation ofcomponents. S. This design furnished subject to the furns set forth by 7. Design assumes adequate drainage is provided. Plates sj CIVIL n TPUN?CA in SCSI, copies of which will be furnished upon request. will be 8. shall a boated on both faces of truss, and placed so their center lines coincide with ' Int center lines. TFQF 9. Dgits Indicate size of plate in inches. CALF()� MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF k2 .BC: 2x4 OF p2 TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 2'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1-11-11 12 4.00 C--- JOB NAME: Tim Stupka's-Guest House - S2 Truss: S2 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085288 TRANS ID: 410231 2-00 2.00 IPBOVIDE FULL BE RI G-Jts: 3 4 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greaterthen design bads be applied to any component, 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPWVECA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( O) 43 2-4=(0) 0 2-3=(-53) 16 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -101/ 382V 0/ 39H 5.50' 0.61 OF ( 625) 1'- 10.9' -25/ 44V O/ OH 1.50' 0.07 OF ( 625) 2'- 0.0' -64/ 31V 0/ OH 1.50' 0.05 OF ( 625) Scale: 0.7650 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' O.P. and of 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shag be located on both faces of truss, and placed so their center lines coincide with joint center lines. - 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'• 0.6' Allowed = 0.139' MAX TL CREEP DEFL = •0.042' @ -2'- 0.6' Allowed = 0.209' MAX BC PANEL LL DEFL = •0.003' @ 1'- 0.9' Allowed = 0.053' MAX BC PANEL TL DEFL = 0.004' @ 1'- 0.9' Allowed = 0.071' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. to C13 • o 0 TRUSS SPAN 2'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 1-11-11 12 4.00 C--- JOB NAME: Tim Stupka's-Guest House - S2 Truss: S2 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085288 TRANS ID: 410231 2-00 2.00 IPBOVIDE FULL BE RI G-Jts: 3 4 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greaterthen design bads be applied to any component, 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPWVECA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( O) 43 2-4=(0) 0 2-3=(-53) 16 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -101/ 382V 0/ 39H 5.50' 0.61 OF ( 625) 1'- 10.9' -25/ 44V O/ OH 1.50' 0.07 OF ( 625) 2'- 0.0' -64/ 31V 0/ OH 1.50' 0.05 OF ( 625) Scale: 0.7650 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' O.P. and of 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shag be located on both faces of truss, and placed so their center lines coincide with joint center lines. - 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'• 0.6' Allowed = 0.139' MAX TL CREEP DEFL = •0.042' @ -2'- 0.6' Allowed = 0.209' MAX BC PANEL LL DEFL = •0.003' @ 1'- 0.9' Allowed = 0.053' MAX BC PANEL TL DEFL = 0.004' @ 1'- 0.9' Allowed = 0.071' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LUMBER SPECIFICATIONS TC: 2x4 OF R2 _8C: 2x4 OF q2 TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 12 4.00 C--' TRUSS SPAN 3'- 11.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-00 2-00 1-11-11 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( 0) 43 2.4=(0) 0 2.3=(-56) 14 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -91/ 396V 0/ 56H 5.50' 0.63 OF ( 625) 1'- 11.2' -491 46V 0/ OH 1.50' 0.07 OF ( 625) 3'- 11.7' -11/ 101V 01 OH 1.50' 0.16 OF ( 625) JOB NAME: Tim Stupka's-Guest House - S4 Scale: 0.7816 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = -0.003' @ 1'- 3.8' Allowed = 0.213' MAX TC PANEL TL DEFL = 0.003' @ 1'- 2.3' Allowed = 0.320' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co t` 0 C 60384 * EXP. 06/30/16 * 'C(V1`\j gTFOF CA\. WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: S4 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their length by s the responsibil ty of the erector. Add tional pertnane d Dracin of 9 continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 10/13/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6085289 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be in TRANS I D : 410231 are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the used a noncorrosive environment, and are for "dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 8. This design is famished subject to the limitations set forth by 8. plates shall be located on Doth feces of buss, and paced so their center TPIM?CA in BCSI, copies of whltlt will be famished upon request. lines coincide with joint center tines. IIIIII VIII VIII IIII VIII I III VIII II I IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = -0.003' @ 1'- 3.8' Allowed = 0.213' MAX TC PANEL TL DEFL = 0.003' @ 1'- 2.3' Allowed = 0.320' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co t` 0 C 60384 * EXP. 06/30/16 * 'C(V1`\j gTFOF CA\. LUMBER SPECIFICATIONS TC: 2x4 OF R2 _BC: 2x4 OF R2 TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = UiTek MT series to . o1 O TRUSS SPAN 5'• 11.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 4.00 C --- JOB NAME: Tim Stupka's-Guest House - S6 Truss: S6 DES. BY: W DATE: 10/13/2014 SEQ.: 6085290 TRANS ID: 410231 IIIIIII VIII VIIIA II VIII VIIIA IIIIIIIII 2-00 2-00 1PROVIDE FULL BEA ING J s: 4 3 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( 0) 43 2-4=(0) 0 2.3=(-79) 23 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -86/ 397V 0/ 73H 5.50' 0.64 OF ( 625) 1'- 11.2' •7/ 130V 0/ OH 1.50' 0.21 OF ( 625) 5'- 11.7' 23/ 154V OI OH 1.50' 0.25 OF ( 625) L 3-11-11 Scale: 0.6446 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parametersshown and is for an Individual and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracingof 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design bads be applied to any component. and are for "dry condition' of use. S. CompuTrus has no control over and assumes no responsibility for the S. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary' shipment and Installation of components. 7. Design assumes adequate drainage is provided. 6. This design is fumished subject to the limitations set forth by 8.. Plates shag be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of which will be furnished upon request.lines coincide with joint center lines. - - 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) VERTICAL DEFLECTIONLIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX BC PANEL LL DEFL = -0.003' @ 1'- 0.9' Allowed = 0.053' MAX BC PANEL TL DEFL = -0.008' @ 1'- 0.9' Allowed = 0.071' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.049' MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 5'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8A,BCOL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M C; O N C 60384 * EXP. 06/30/16 C //3// \TFOFCALWO LUMBER SPECIFICATIONS TC: 2x4 OF S2 .BC: 2x4 OF #2 TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. UON. Connector plateprefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek UT series Kr • c7 O JOB NAME: Tim Stupka's-Guest House - SS4 Truss: SS4 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085291 `TRANS ID: 410231 0 TRUSS SPAN 3'- 11.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF 12 4.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREUENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-00 1-11-11 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TP9WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER M O Scale: 0.9424 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at to' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywallIS.). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry oand'aion" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTeW C 60384 * EXP. 06130/16 LP CIV \TEDFCAUF�� CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=(-49) 16 1-3=(0) 0 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -2/ 135V 0/ 30H 5.50' 0.22 'OF ( 625) 1'- 11.2' -4/ 53V 0/ OH 1.50' 0.08 OF ( 625) 3'- 11.7' -18/ 102V 0/ OH 1.50' 0.16 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX BC PANEL LL DEFL =0.001' @ 1'- 0.9' Allowed = 0.053' MAX BC PANEL TL DEFL = .0.003' @ 1'- 0.9' Allowed = 0.071' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.014' MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M O Scale: 0.9424 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at to' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywallIS.). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry oand'aion" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTeW C 60384 * EXP. 06130/16 LP CIV \TEDFCAUF�� LUMBER SPECIFICATIONS TC: 2x4 OF k2 .BC: 2x4 OF k2 TC LATERAL SUPPORT <= 12'OC. LION BC LATERAL SUPPORT <= 12'OC. UON OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series c; r� 0 JOB NAME: Tim Stupka's-Guest House - J2 Truss: J2 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085292 TRANS ID: 410231 12 4.00 17- TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x4 2-00 1PROVIDE FULL BEAR ING•Jts:_2__3,4 WARNINGS: 1. Builder and erection contractor should be advised of alt General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WfCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 8-00 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC201311BC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( 0) 43 2.4=(0) 0 2-3=(-56) 39 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -931 360V 0/ 39H 5.50' 0.58 OF ( 625) 1'- 10.9' .961 82V 0/ OH 1.50' 0.13 OF ( 625) 8'- 0.0' 0/ 31V 0/ OH 1.50' 0.05 OF ( 625) Scale: 0.7462 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at to' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry conddion' of use. 6. Design assumes full bearing at an supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L1360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = -0.005' @ 1'- 0.8' Allowed = 0.072' MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.5' Allowed = 0.109' MAX BC PANEL LL DEFL = -0.025' @ 3'- 7.4' Allowed = 0.353' MAX BC PANEL TL DEFL = -0.061' @ 4'- 9.4' Allowed = 0.471' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.061' MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 LLJ C 60384 r * EXP. 06/30/16 S'T CIVIL Y_ 9rFOFCALIFo LUMBER SPECIFICATIONS TC: 2x4 OF 52 BC: 2x4 OF q2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. LON. Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, I M,M20HS,M18HS,V16 = MiTek MT series 0-11-03 12 4.00 C --- M-1 .5x4 II Vi I O O O O 1� M -3x6 JOB NAME: Tim Stupka's-Guest House - JS2 Truss: JS2 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085293 TRANS ID: 410231 TRUSS SPAN 6'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the IimBations set forth by TPVWTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E 6-11-08 PROVIDE FULL BEARING'Jts:1 2 3 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1.2=(-6) 36 1-3=(0) 0 1-2=(-48) 0 BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0 0/ 9 9 V 0/ 7H 5.50' 0.16 OF ( 625) 0'- 10.4' -162/ 5V 0/ OH 1.50' 0.01 OF ( 625) 6'- 11.5' 0/ 33V 0/ OH 1.50' 0.05 OF ( 625) Scale: 0.9504 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughoul their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a non-combslve environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all suppons shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shag be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.000' @ 0'- 5.5' Allowed = 0.012' MAX LL DEFL = 0.000' @ -1'- 0.5' Allowed = 0.197' MAX TC PANEL TL DEFL = 0.000' @ 0'- 5.7' Allowed = 0.080' MAX BC PANEL TL DEFL = -0.068' @ 3'- 8.1' Allowed = 0.409' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.068' MAX HORIZ. LL DEFL = -0.000' @ 0'- 10.4' MAX HORIZ. TL DEFL = -0.000' @ 0'- 10.4' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LUMBER SPECIFICATIONS TC: 2x4 OF q2 .BC: 2x4 OF k2 TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series JOB NAME: Tim Stupka's-Guest House - J4 Truss: J4 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085294 TRANS ID: 410231 12 4.00 C--- M -3x4 TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-00 1PROVIDE FULL B A NG'J s: 3 8-00 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUVVrCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( 0) 43 2-4=(0) 0 2.3=(-56) 42 BEARING MAX VERT MAX HORZ 8RG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -58/ 380V 0/ 56H 5.50' 0.61 OF ( 625) 3'- 10.9' -99/ 123V O/ OH 1.50' 0.20 OF ( 625) 8'- 0.0' 0/ 36V 01 OH 1.50' 0.06 OF ( 625) Scale: 0.6462 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at Z o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-conosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shag be located on both faces of truss. and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311. ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.130' MAX BC PANEL LL DEFL = -0.032' @ 3'- 7.4' Allowed = 0.353' MAX TC PANEL TL DEFL = -0.025' @ 2'- 2.2' Allowed = 0.320' MAX BC PANEL TL DEFL = -0.106' @ 4'- 2.4' Allowed = 0.471' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.106' MAX HORIZ. LL DEFL = -0.000' @ 3'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 3'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ' r 0 ?q4 � LUMBER SPECIFICATIONS TRUSS SPAN 6'- 11.5' TC: 2x4 OF 92 LOAD DURATION INCREASE = 1.25 .Be: 2x4 OF H2 SPACED 24.0' O.C. WEBS: 2x4 OF STAND LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF Be LATERAL SUPPORT <= 12'OC. JON. DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LETINS: 2-07-11 2.07.11 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector plate prefix designators: REQUIREMENTS OF CBC 2013 NOT BEING MET. C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,920HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 2-11-03 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 4.00 E--- N O OD O O 1 JOB NAME: Tim Stupka's-Guest House - JS4 Truss: JS4 DES. BY: W DATE: 10/13/2014 SEQ.: 6085295 "TRANS ID: 410231 6-11-08 P OVIDE FULL BEARING,) WARNINGS: 1. Builder end erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. S. This design is furnished subject to the limitations set forth by TPWJrCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC201311BC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( -8) 32 1-4=(0) 0 1.2=(-33) 5 2.3=(-13) 24 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' 0/ 153V 0/ 24H 5.50' 0.24 OF ( 625) 2'- 10.4' -121/ 83V 0/ OH 1.50' 0.13 OF ( 625) 6'- 11.5' 0/ 33V 0/ OH 1.50' 0.05 OF ( 625) Scale: 0.7004 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T O.C. and of 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condhion' of use. S. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003' @ 2'- 5.2' Allowed = 0.078' MAX TL CREEP DEFL = -0.007' @ 2'- 5.2' Allowed = 0.117' MAX LL DEFL = 0.000' @ -1'- 0.5' Allowed = 0.130' MAX Be PANEL TL DEFL = -0.068' @ 3'- 8.1' Allowed = 0.409' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.068' MAX HORIZ. LL DEFL = -0.001' @ 2'- 10.4' MAX HORIZ. TL DEFL = 0.001' @ 2'- 10.4' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co n 0 LUMBER SPECIFICATIONS TC: 2x4 OF A2 BC: 2x4 OF N2 TC LATERAL SUPPORT <= 12'OC. LION BC LATERAL SUPPORT <= 12'OC. JON OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,U20HS,Ml8HS,Ml6 = MiTek MT series TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 4.00 C --- This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1.2=( 0) 43 2.4=(0) 0 2-3=(-76) 25 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -55/ 437V 0/ 73H 5.50' 0.70 OF ( 625) 5'- 10.9' -68/ 175V 0/ ON 1.50' 0.28 OF ( 625) 8'- 0.0' 01 47V 0/ ON 1.50' 0.07 OF ( 625) 2-00 8-00 JOB NAME: Tim Stupka's-Guest House - J6 Scale: 0.5712 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.063' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.095' MAX TC PANEL LL DEFL = 0.055' @ 3'- 2.2' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.158' @ 3'- 10.9' Allowed = 0.471' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.139' MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 5'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10,, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ih 0 N WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: J6 and Warnings before construction commences. building component Applicability of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' O.C. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 10/13/2014 the overall structure is the responsibility ofthe building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6085296 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in - TRANS I D : 410231 are complete and at no time should any roads greater than design roads be applied to any component. assumes are used a non -corms ve environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if ' 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,necessary. shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is fumished subject to the limitations set Porth by 11, Plates shall be located on both faces of truss, and placed so their center TPUWfCA in BCSI, copies of which will be furnished upon request. Tines coincide with pint center Imes. i IIII I VIII VIII VIII VIII VIII II II II I IIII 9. Indicate size of plate in . MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E For values 10. For basic connector plate desgn values see ESR -1311, ESR -1988 (MiTek) design VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.063' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.095' MAX TC PANEL LL DEFL = 0.055' @ 3'- 2.2' Allowed = 0.354' MAX BC PANEL TL DEFL = -0.158' @ 3'- 10.9' Allowed = 0.471' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.139' MAX HORIZ. LL DEFL = -0.000' @ 5'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 5'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10,, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. ih 0 N LUMBER SPECIFICATIONS TC: 2x4 OF H2 .BC: 2x4 OF #2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 1210C. LON. LETINS: 3.00-00 3.00.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,UIBHS,Ml6 = MiTek MT series N O O O O • 1 TRUSS SPAN 6'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITEDSTORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-11-03 12 4.00 C--- JOB NAME: Tim Stuoka's-Guest House - JS6 Truss: JS6 DES. BY: LJ DATE: 10/13/2014 _SEQ.: 6085297 TRANS ID: 410231 6-11-08 PROVIDE FULL BEARINGGJtS:1 3 4 WARNINGS: 1. Builder and erection contractor should be advised of ell General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. TTa design's furnished subject to the limitations set forth by TPVWTCA In BCSI, copies of whirls will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=(-81) 41 1-4=(0) 0 1-2=(-66) 34 2.3=(-24) 46 BEARINGMAX VERT MAX HORZ BRIGREQUIRED BRIGAREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' 0/ 220V -1/ 41H 5.50' 0.35 OF ( 625) 4'- 10.4' -82/ 153V O/ OH 1.50' 0.24 OF ( 625) 6'- 11.5' 0/ 33V 0/ ON 1.50' 0.05 OF ( 625) Scale: 0.6379 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building cemponem. Applicability of design parameters and proper incerporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at Y o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses am to be used in a non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.047' @ 2'- 9.3' Allowed = 0.145' MAX TL CREEP DEFL = -0.107' @ 2'- 9.3' Allowed = 0.217' MAX LL DEFL = 0.000' @ -1'- 0.5' Allowed = 0.063' MAX TL CREEP DEFL = 0.000' @ -1'- 0.5' Allowed = 0.095' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.062' MAX HORIZ. LL DEFL = -0.011' @ 4'- 10.4' MAX HORIZ. TL DEFL = 0.017' @ 4'- 10.4' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. LUMBER SPECIFICATIONS TC: 2x4 OF #2 .BC: 2x4 OF p2 TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 4.00 C--- 2-00 12BOVIDE FULLBE ING'J s: 3 A 8-00 JOB NAME: Tim Stupka's-Guest House - J8 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W IGDF/Cq=1.00 1-2=( 0) 43 2-4=(0) 0 2.3=(-99) 33 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -57/ 495V 0/ 90H 5.50' 0.79 DF ( 625) 7'- 10.9' -32/ 229V 0/ OH 1.50' 0.37 DF ( 625) 81- 0.0' 0/ 65V 0/ OH 1.50' 0.10 DF ( 625) Scale: 0.5462 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = -0.188' @ 4'- 5.8' Allowed = 0.494' MAX TC PANEL TL DEFL = -0.468' @ 4'- 5.8' Allowed = 0.742' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.291' MAX HORIZ. LL DEFL = -0.000' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 7'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co N WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an individual Truss: J8 and Warnings before construction commences. building component. Applicability of design parameters and proper - 2. 2x4 compression web bracing must be installed where shown*, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracingof continuous sheathing such as plywood sheathing(TC) and/or drywaft(BC). DATE: 10/13/2014 the overall structure's the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ /1 SE SEQ . : 6085298 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 410231 design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the and ere for "dry condition' of use. - 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary. shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUN?CA in SCSI, copies of whish will be famished upon request.lines micawith joint center lines. I IIIIII IIII VIII VIII VIII VIII VIII IIII IIII 9. Diggs Indicate size of plate in inches. • MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = -0.188' @ 4'- 5.8' Allowed = 0.494' MAX TC PANEL TL DEFL = -0.468' @ 4'- 5.8' Allowed = 0.742' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.291' MAX HORIZ. LL DEFL = -0.000' @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 7'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. co N LUMBER SPECIFICATIONS TC: 2x4 OF R2 ,BC: 2x4 OF #2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 6-10-07 6-10.07 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,920HS,M18HS,U16 = UiTek MT series N O O O 1 12 4.00 f7 TRUSS SPAN 6'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)tDL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING NET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 6-11-03 11 7.A JOB NAME: Tim Stupka's-Guest House - JS8 Truss: JS8 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085299 TRANS ID: 410231 6-11-08 PROVIDE FULL BEARING'Jts:13 4 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWfCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1.2=(-456) 173 1-4=(0) 0 1.2=(-197) 378 2-3=( -25) 68 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' 0/ 287V -2/ 58H 5.50' 0.46 OF ( 625) 6'- 10.4' -42/ 221V 01 OH 1.50' 0.35 OF ( 625) 6'- 11.5' 0/ 33V 01 OH 1.50' 0.05 OF ( 625) co N Scale: 0.6076 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at Y o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for 'dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7.Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTel) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.032' @ 6'- 5.4' Allowed = 0.212' MAX TL CREEP DEFL = -0.076' @ 6'- 5.4' Allowed = 0.317' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.044' MAX HORIZ. LL DEFL = -0.006'.@ 6'- 10.4' MAX HORIZ. TL DEFL = 0.009' @ 6'- 10.4' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. C 60384 * EXP. 06/30/16 * s CIV \lF�FCAUF��/ LUMBER SPECIFICATIONS TC: 2x4 OF #2 .BC: 2x4 OF R2 TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. LON. OVERHANGS: 25.1' 0.0' Connector plate -prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,U16 = MiTek MT series to 7% 0 0 TRUSS SPAN 9'- 10.9' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 10 2-00 8-00 1-10-15 1PROVIDE FULL s JOB NAME: Tim Stuoka's-Guest House - JA -CL Truss: JA -CL DES.' BY: LJ DATE: 10/13/2014 -SEQ.: 6085300 TRANS ID: 410231 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Wamings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPVVVrCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Scale: 0.4737 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathhrg(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment and are for'dry.condaion' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. - 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = 0.116' @ 3'- 10.8' Allowed = 0.496' MAX TC PANEL TL DEFL = -0.247' @ 3'- 10.9' Allowed = 0.744' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.162' MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.2' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 r 0 M C 60384 * EXP. 06/30/16 * ATF O�IVI� CALk CBC2013/IBC2012 MAX MEMBER FORCES 4W /GOF/Cq=1.00 1-2=( 0) 43 2.5=(0) 0 2.3=(-84) 94 3.4=(-74) 9 BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -47/ 458V 0/ 106H 5.50' 0.73 OF ( 625) 7'- 11.2' -62/ 514V 01 OH 1.50' 0.66 OF ( 625) 7'- 11.2' 0/ 54V 0/ OH 1.50' 0.09 OF ( 625) 91- 10.9' -100/ 4V 0/ OH 1.50' 0.01 OF ( 625) Scale: 0.4737 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathhrg(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment and are for'dry.condaion' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. - 9.Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = 0.116' @ 3'- 10.8' Allowed = 0.496' MAX TC PANEL TL DEFL = -0.247' @ 3'- 10.9' Allowed = 0.744' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.162' MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.2' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 r 0 M C 60384 * EXP. 06/30/16 * ATF O�IVI� CALk LUMBER SPECIFICATIONS TC: 2x4 OF #2 :BC: 2x4 OF #2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. UON. LETINS: 3-00-00 3.00.00 Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series cm O CO O CD L JOB NAME: Tim Stupka's-Guest House - JAS -CL TRUSS SPAN 8'- 10.4' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 8-10-07 12 4.00 G_ -- 6-11-08 IPROVIDE FULL BEARING Jts:1 3 5 4 1-10-15 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=(-102) 45 1.5=(0) 0 1.2=(-107) 59 2-3=( -68) 82 3-4=( -65) 11 BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' O/ 246V -2/ 74H 5.50' 0.39 OF ( 625) 6'- 10.7' 93/ 465V 0/ OH 1.50' 0.60 OF ( 625) 6'- 10.7' 0/ 33V 0/ OH 1.50' 0.05 OF ( 625) 8'- 10.4' -72/ 19V 0/ OH 1.50' 0.03 OF ( 625) Scale: 0.5857 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.106' @ 2'- 9.3' Allowed = 0:212' MAX TL CREEP DEFL = -0.250' @ 2'- 9.3' Allowed = 0:319' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.146' MAX HORIZ. LL DEFL = -0.025' @ 6'- 10.7' MAX HORIZ. TL DEFL = 0.041' @ 6'- 10.7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration,factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 r - C? M WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: JAS -CL and Warnings before construction commences, building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY: LJ temporary bracing to insure stability during construction 3. Additioresponsty 'responsibility 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is theof the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywa8(BC). DATE: 10/13/2014 the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ C /� SEQ : 6085301 4. No bad should be applied to any component until after all,bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in . TRANS I D : 410231 fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the assumes are used a non-cerosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 8. This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so (heir center TPUWfCA in BCSI, copies of whits will be furnished upon request. lines coincide with joint center lines. I IIIIII VIII VIII VIII VIII VIII VIII I II IIII 9. Digits indicate size e of plate inches. ' MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.106' @ 2'- 9.3' Allowed = 0:212' MAX TL CREEP DEFL = -0.250' @ 2'- 9.3' Allowed = 0:319' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.146' MAX HORIZ. LL DEFL = -0.025' @ 6'- 10.7' MAX HORIZ. TL DEFL = 0.041' @ 6'- 10.7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration,factor=1.6, Truss designed for wind loads in the plane of the truss only. rn 0 r - C? M LUMBER SPECIFICATIONS TC: 2x4 OF k2 .BC: 2x4 OF #2 TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,MIBHS,M16 = MiTek MT series LID 7[C. JOB NAME: Tim Stupka's-Guest House - JB2 Truss: JB2 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085302 TRANS ID: 410231 12 4.00 1--- TRUSS SPAN 4'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+•DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M-3x4 2-00 1PROVIDE FULL BEARING* Js: 3 4-11-08 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design bads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1.2=( 0) 43 2-4=(0) 0 2-3=(-61) 28 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -87/ 363V O/ 39H 5.50' 0.58 OF ( 625) 1'- 10.9' -55/ 55V 0/ OH 1.50' 0.09 OF ( 625) 4'- 11.5' 0/ 19V 01 OH 1.50' 0.03 OF ( 625) Scale: 0.7519 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorosive environment, and are for'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both !aces of truss, and placed so their center lines coincide with joint center lines. 9. =connector size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = •0.042' @ -2'- 0.6' Allowed = 0.209' MAX TC PANEL LL DEFL = •0.004' @ 1'- 0.8' Allowed = 0.072' MAX BC PANEL TL DEFL = 0.004' @ 1'- 8.3' Allowed = 0.268' MAX BC PANEL LL DEFL = -0.011' @ 2'- 4.2' Allowed = 0.201' MAX BC PANEL TL DEFL = 0.011' @ 2'- 2.2' Allowed = 0.268' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.035' MAX HORIZ. LL DEFL = 0.000' @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000' @ 1'- 10.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 C 60384 * EXP. 06/30/16 \OFCAI_ j 9TF CAl\F�QL LUMBER SPECIFICATIONS TC: 2x4 OF 92 ,BC: 2x4 OF 92 TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12.0C. UON. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc U,U20HS,Ml8HS,MI6 = MiTek MT series 0 0 TRUSS SPAN 4'- 11.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)rDL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. k�f6C! 12 4.00 D 2-00 4-11-08 1PROVIDE FULL BEARING:Jts:2.3.41 JOB NAME: Tim Stupka's-Guest House - JB4 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1.2=( 0) 43 2.4=(0) 0 2-3=(-58) 14 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -65/ 374V 0/ 56H 5.50' 0.60 OF ( 625) 3'- 11.1' -29/ 111V O/ OH 1.50' 0.18 OF ( 625) 4'- 11.5' 0/ 29V 01 OH 1.50' 0.05 OF ( 625) Scale: 0.7144 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.028' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.042' MAX BC PANEL LL DEFL = -0.014' @ 2'- 4.2' Allowed = 0.201' MAX TC PANEL TL DEFL = -0.019' @ 2'- 3.8' Allowed = 0.321' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = -0.000' @ 3'- 11.1' MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1' Design conforms to main windforce-resisting system and components and cladding criteria. .Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 LU CJ60384r'EX�. \TFOFCA0F0 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: JB4 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown r, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' O.C. respectively unless braced throughout their len by is the responsibility of the erector. Additional permanent bracing of ggllh continuous sheathing such as plywood sheathirg(TC) and/or dnywall(BC). DATE: 10/13/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown SEQ. : 6085303 4. No bad should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in TRANS I D : 410231 are complete and at no time should any loads greater than design loads be applied to any component. 5. Com uTrus has no control over and assumes no re p responsibility for the assumes are used a non-corosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and Installation of components. necessary 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 6. Plates shall be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of whim will be furnished upon request. lines coincide with joint center lines. I IIIIII IIII II II IIII VIII I II II II II I IIII 9. m mates. con size . MiTek USA, Inc./CampuTruS Software 7.6.6(1 L) -E palate For b sic 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.028' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.042' MAX BC PANEL LL DEFL = -0.014' @ 2'- 4.2' Allowed = 0.201' MAX TC PANEL TL DEFL = -0.019' @ 2'- 3.8' Allowed = 0.321' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = -0.000' @ 3'- 11.1' MAX HORIZ. TL DEFL = -0.000' @ 3'- 11.1' Design conforms to main windforce-resisting system and components and cladding criteria. .Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 LU CJ60384r'EX�. \TFOFCA0F0 LUMBER SPECIFICATIONS TC: 2x4 OF R2 .BC: 2x4 OF q2 TC LATERAL SUPPORT <= 12.0C. UON. BC LATERAL SUPPORT <= 1210C. LION. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc U,U20HS,U18HS,Ul6 = MiTek MT series u7 o1 O TRUSS SPAN 5'- 11.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 4.00 C--- JOB NAME: Tim Stupka's-Guest House - JB6 Truss: JB6 DES. BY: LJ DATE: 10/13/2014 SEQ.: 6085304 TRANS ID: 410231 2-00 4-11-08 1-00-03 WARNINGS: I. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any bads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPWVTCA in BCSI, copies of which will be famished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E ' This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Scale: 0.6446 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper inoorporallon of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown - f 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint centerlines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX BC PANEL LL DEFL = -0.013' @ 2'- 4.2' Allowed = 0.201' MAX TC PANEL TL DEFL = -0.024' @ 2'- 6.1' Allowed = 0.424' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.035' MAX HORIZ. LL DEFL = .0.000' @ 4'- 10.7' MAX HORIZ. TL DEFL = -0.000' @ 4'- 10.7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M ('7 O N CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1.2=( 0) 43 2.5=(0) 0 2-3=(-60) 57 3-4=(-44) 9 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' 61/ 382V 0/ 73H 5.50' 0.61 OF ( 625) 4'- 10.7' -20/304V 0/ ON 1.50' 0.39 OF ( 625) 4'- 10.7' 01 32V 0/ ON 1.50' 0.05 OF ( 625) 5'- 11.7' -681 3V 0/ ON 1.50' 0.00 OF ( 625) Scale: 0.6446 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper inoorporallon of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown - f 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint centerlines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX BC PANEL LL DEFL = -0.013' @ 2'- 4.2' Allowed = 0.201' MAX TC PANEL TL DEFL = -0.024' @ 2'- 6.1' Allowed = 0.424' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.035' MAX HORIZ. LL DEFL = .0.000' @ 4'- 10.7' MAX HORIZ. TL DEFL = -0.000' @ 4'- 10.7' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M ('7 O N LUMBER SPECIFICATIONS TC: 2x4 OF q2 .BC: 2x4 OF q2 TC LATERAL SUPPORT <= 1210C. LION. BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,U20HS,Ml8HS,UI6 = MiTek MT series u7 C. O O TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 4.00 17 2-00 4-06 JOB NAME: Tim Stupka's-Guest House - JBB Truss: JB8 DES. BY: LJ ,- DATE: 10/13/2014 SEQ.: 6085305 TRANS ID: 410231 1PROVIDE FULL BEA NG Jts:2 5 3 4 3-06 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( 0) 43 2-5=(0) 0 2.3=(-77) 54 3-4=(-47) 13 BEARING MAX VERT MAX HORZ BRG REOUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -51/ 347V 0/ 91H 3.50' 0.56 OF ( 625) 4'- 4.3' 0/ 30V 0/ OH 3.50' 0.05 OF ( 625) 4'- 5.2' -38/ 310V 0/ OH 1.50' 0.40 OF ( 625) 81- 0.0' -18/ 98V 0/ OH 1.50' DAB OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX BC PANEL LL DEFL = -0.010' @ 2'- 0.3' Allowed = 0.170' MAX BC PANEL TL DEFL = -0.015' @ 2'- 2.1' Allowed = 0.226' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.2' MAX HORIZ. TL DEFL = -0.001' @ 7'- 11.2' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration-factor=1.6, Truss designed for wind loads in the plane of the truss only. N Scale: 0.5462 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before construction commences. - building component. Applicability of design parameters and proper 2. 20 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector. Additional permanent bracing of 7 o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). the overall structure Is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No toad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a norroorrosNe environment, design loads be applied to any component. and are for *dry condition' of use. , 5. CompuTrus has no control over and assumes no responsibility forthe .6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This des' n is furnished subject to the limitations set forth b x1 1 8. Plates shall located on bosh faces of truss. and placed so their center IM/T TPCA In SCSI, copies of which will be famre r ished upon quest. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF q2 „BC: 2x4 OF #2 TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT - 12'OC. UON. OVERHANGS: 25.1' 0.0' Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,U20HS,Ml8HS,Ul6 = MiTek MT series to Ot O TRUSS SPAN 9'- 9.5' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 19 2-00 4-06 JOB NAME: Tim Stuoka's-Guest House - JB -CL 5-03-08 JEROVIDE FULL REARING*Jts:2.6.3.4.51 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER L Scale: 0.4797 WARNINGS: CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1. This design is based only upon the parameters shown and is for an Individual Truss: JB -CL and Warnings before construction commences. building component. Applicability of design paremeters and proper 1.2=( 0) 43 2.6=(0) 0 incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of 2.3=(-93) 54 DATE: 10/13/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown . - SEQ. : 6085306 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in a 3-4=(-50) 24 are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the used non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if fabrication, handling,necessary. shipment erM installation of components. 7. Design assumes adequate drainage is provided. 4-5=(-30) 0 8. Plates shall be located on both faces of truss• and placed so their center BEARING TPUVVECA in BCSI, copies of which will be furnished upon request. MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS 10. For basic connector pplate design values see ESR-1311,ESR•1988(MTep REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'• 0.0' 45/ 347V OI 106H 3.50' 0.56 OF ( 625) 4'- 4.3' OI 30V 0/ OH 3.50' 0.05 OF ( 625) 4'- 5.2 -37/ 309V 0/ OH 1.50' 0.40 OF ( 625) 8'- 5.2' -42/ 228V 01 OH 1.50' 0.29 OF ( 625) 9'• 9.5' S/ 3V 0/ OH 1.50' 0.00 OF ( 625) L Scale: 0.4797 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX BC PANEL LL DEFL = -0.010' @ 2'- 0.3' Allowed = 0.170' MAX BC PANEL TL DEFL = -0.015' @ 2'- 2.1' Allowed = 0.226' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = -0.001' @ 8'- 5.2' MAX HORIZ. TL DEFL = -0.001' @ 9'- 8.8' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IN O O M WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual Truss: JB -CL and Warnings before construction commences. building component. Applicability of design paremeters and proper 2. 2x4 compression web bracing must be installed where shown •. incorporation of component Is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathngCFC) andlor drywall(BC). DATE: 10/13/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown . - SEQ. : 6085306 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in a TRANS I D : 410231 are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the used non -corrosive environment, and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim orwedge if fabrication, handling,necessary. shipment erM installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss• and placed so their center TPUVVECA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. I IIIIII II I VIII VIII I III II I VIII II I IIII Digns ind 9. icato size m plate inches. . MiTekUSA, InC./COmpuTruSSOftware7.6.6(1L)-E 10. For basic connector pplate design values see ESR-1311,ESR•1988(MTep VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.037' @ -2'- 0.6' Allowed = 0.139' MAX TL CREEP DEFL = -0.042' @ -2'- 0.6' Allowed = 0.209' MAX BC PANEL LL DEFL = -0.010' @ 2'- 0.3' Allowed = 0.170' MAX BC PANEL TL DEFL = -0.015' @ 2'- 2.1' Allowed = 0.226' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.035' MAX HORIZ. LL DEFL = -0.001' @ 8'- 5.2' MAX HORIZ. TL DEFL = -0.001' @ 9'- 8.8' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. IN O O M 1111111111111 LUMBER SPECIFICATIONS: CHORDS: (2) 2x4 OF #1&BTR Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series MSHS-3x14 .tn o� — — 0 M -3x8 11-02-04 SPAN HIP CORNER RAFTER SETBACK 8.00.00 FROM END WALL TOP CHORD LL (20 PSF) + DL (14 PSF) = 34 PSF LOAD DURATION INCREASE = 1.25 + 12 2.83 0 M-3 M -3x6+ M -3x6- M -3x6 - This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Refer to CompuTrus rafter detail for complete specifications. M -5x8 SUPPORT AT HIP CARRIER 11-02-04 2-10-11 L_ L 2-10-11 2-08-07 11-04-08 JOB NAME: Tim Stupka's-Guest House - A-CR1 Scale: 0.5150 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual Truss: A - C R 1 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Z o.c. and at 10' o.c. respectively unless braced throughout their length by is me responsibilay of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(SC).. DATE: 10/13/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6085307 4. No bad should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in TRANS I D : 410231 are complete and at no time should any loads greater than design bads be applied to any component. used a nonronosive environment, and are for *dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, ha handling, ng, shipment and installation of components. necessary. 7, Design assumes adequate drainage is provided. 8. This design is fumished subject to the limitations set forth by 8. Plates shall be boated on both faces of truss, and placed so their center TPUWfCA in BCSI, copies of which will be famished upon request. Tines coincide with joint center lines. I IIIIII I III VIII II II I II VIII VIII IIII IIII 9. a sae plate m mares. + MiTek USA, Inc./CompuTrus Software 6.3.2(OL)-Z For b sic co 10. For basic connector plate design values see ESR•1311, ESR -1988 (MTeq p PROVIDE SUPPORT w C) 0 M 11111111111111 LUMBER SPECIFICATIONS: CHORDS: (2) 2x4 OF #1&BTR Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series I 0 0 MSHS-3x14 M -3x8 11-02-04 SPAN HIP CORNER RAFTER SETBACK 8.00.00 FROM END WALL TOP CHORD LL (20 PSF) + OL (14 PSF) = 34 PSF LOAD DURATION INCREASE = 1.25 + M - 11-02-04 12 2.83 o M -5x8 M -3x6- ' M -3x6+ M -3x6-— ' I SUPPORT AT HIP CARRIER 11-02-04 L L 2-10-11 2-08-07 14-06-11 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Refer to CompuTrus rafter detail for complete specifications. 1-05-02 M-3x6(S) SUPPORT TOP CHORD AT 48° O.C. 6-00-14 C 603,84 * EXP.06130/16' s C Tq�FOFCA\.\F0�% • 'e JOB NAME: Tim Stupka's-Guest House - B-CR1 Scale: 0.4414 • WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss : B - CR 1 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively braced throughout their length; Is me responsibility of the erector. Additional permanent bracing of unless y continuous sheathing drywall DATE: 10/13/2014 the overall structure is the responsibility of the building designer. such as plywood sheathing(TC) and/or BC . 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ : 6085308 4. No load should be applied to any component unfit after all bracing and fasteners 4. Installation of loos is the responsibility of the respective contractor. 5. Design trusses to be in . TRANS I D : 410231 are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the assumes are used a non -corrosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if shipment arld installation ofcomponems. fabrication, handling,nessaryass. m T, Desceign ues adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPVWTCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIII I I I VIII VIII II II II I VIII IIII IIII 9. Dgds indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software6.3.2(OL)-Z 10. Por basic connector plate design values see ESR -1311, ESR -1988 (MTek) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Refer to CompuTrus rafter detail for complete specifications. 1-05-02 M-3x6(S) SUPPORT TOP CHORD AT 48° O.C. 6-00-14 C 603,84 * EXP.06130/16' s C Tq�FOFCA\.\F0�% 1111111111111 LUMBER SPECIFICATIONS: CHORDS: (2) 2x4 OF N1&BTR Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 1j1,M20HS,N18HS,916 = MiTek MT series M 9 O 11-02.04 SPAN HIP CORNER RAFTER SETBACK 8.00-00 FROM END WALL TOP CHORD LL (20 PSF) + OL (14 PSF) = 34 PSF LOAD DURATION INCREASE = 1.25 + This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Refer to CompuTrus rafter detail for complete specifications. M -5x8 12� 2.831---- M -3x6- I M -3x6+ — PROVIDE SUPPORT N M -3x6- 0 M -3X6- SUPPORT AT HIP CARRIER CO MSHS-3x14 M -3x8 11-02-04 2.10-11 2-08-07 11-04-08 JOB NAME: Tim Stupka's-Guest House - B-CR2 Scale: 0.5150 WARNINGS:GENERAL NOTES, unlessotherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual Truss: B - CR 2 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Z o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent brac ng of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 10/13/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 6085309 4. No bad should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design trusses to be in TRANS I D : 410231 are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no comrel over and assumes no responsibility for the assumes are used a non -corrosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if fabrication, handling,necessary' shipment and installation Of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limbations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. VIII III I VIII 1111111111 111 111111111 1111 MiTek USA, Inc./CompuTrus Software 6.3.2(OL)-Z 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (Mi eg C 60384 * EXP. 06/30/16 sr C)VI) �rFOFCA��F% LUMBER SPECIFICATIONS: CHORDS: (2) 2x4 OF N18BTR Connector plate prefix designators: C,CN,CIB,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek UT series . rn 7� 0 11.02-04 SPAN HIP CORNER RAFTER SETBACK 8-00.00 FROM END WALL TOP CHORD LL (20 PSF) + DL (14 PSF) = 34 PSF LOAD DURATION INCREASE = 1.25 + M -3x6 - MSHS-3x14 M -3x8 12 2.83 0 M M -3x6+ This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Refer to CompuTrus rafter detail for complete specifications. M -5x8 M-3x6- SUPPORT AT HIP CARRIER 11-02-04 2-08-03 2-10-11 2-08-07 11-02-01 PROVIDE SUPPORT JOB NAME: Tim Stupka's-Guest House - C-CR1 Scale: 0.5206 ()FESS/QN WARNINGS: GENERAL NOTES, urdessotherwisenoted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual and Warnings before building component. Applicability design Truss: C - C R 1 construction commences. of parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. ((✓ DES. BY: LJ 3. Additional temporary bracing to insure stability during construction 2. Design assumes the lop and bottom chords to De laterally braced at 2' and at 10' o.o. respectively unless bathed throughout their length i DATE: 10/13/2014 is the responsibility of the erector. Additional )by po y permanent bracing of continuous sheaN(ng such as pywood sheathing(TC) and/or tlrywall(BC). continuous . the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ w C 60384 SEQ. : 6085310 4. No bad should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. fasteners S. Design assumes trusses are to be in TRANS I D : 410231 are complete and at no time should any loads greater than used a non -corrosive environment, design bads be applied to any componentantl are for condition' of use. 5. CompuTrus has no control over and assumes no responsibility for the 8. Design assumes full bearing at all supports shown. Shim or wedge it EXP. 06130116 fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage Is provided. 6. This design is furnished to limitations sTgTFOF subject the set forth by 8. Plates shall be located on both faces of truss, and placed so their centerCIVI TPIIWrCA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. • I III I VIII VIII VIII III I II VIII II I IIII 111111111111111 9. Dig s Indicate size of plate In inches. MiTek USA, Inc./CompuTrus Software 6.3.2(OL)-Z 10. For bask connector plate design values see ESR•l 311, ESR -1888 (1011'e1Q CA�„1F co 0 1- C) co Tift !00 -ES Evaluation Report Reissued December 1, 2010 This report is subject to renewal in two years. wvm,Jcc-es.orq 1 (800) 423-6587 1 (562) 539-0543 A Subsidiary of the International Code Council' DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1.200 www.mii.com EVALUATION SUBJECT: MiTek TRUSS CONNECTOR PLATES: TL1B, MT1B, MT18HSTM, MIBSHS-, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: s 2009 Intemational Building Code (2009 IBC) ■ 2009 International Residential Code (2009 IRC) ■ 2006 international Building Code (2006 IBC) a 2006 International Residential Code (2006 IRC) ■ 1997 Uniform Building Code TM (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek®TL1Band MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 31e inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth.per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25'inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in'/2-inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.2 MiTek® MTIBHSTm: Model WIT181-IS' metal truss connector plates are manufactured from minimum No. 18 gage 10.0466 inch total thickness (1.18 mm)], ASTM A .653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating 10.0005 inch -thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 31e inch (9.5 mm) long, punched in pairs formed at right angies to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25 inch. (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek®M16SHST": Model M18SHSTm metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 -inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A 653 SS, Grade 80 steel, with a G60 galvanization. coating J0.0005 inch thickness on each side (0.013 mm)] and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3/e -inch -long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in '/2 -inch -width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure i for details. 3.4 MiTek TL20 and MT201": Models TL20 and MT20T"^ metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [D.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 318 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on 'Revised April 2011 ICC.ES Evoluarton Reports are not to be cnosirued as representing aesthetics or any other aurihutec nm specificolly addressed. nor are ihev to he consvued as an endorsement of the subject oJYhe report or a recommendation for its usc. There is nu ivorroniv by ICC Evaiuotion Service. LLC. express or implied, as pli !_ in anyftndmg or other matter in this report, or as to any product covered by the reourt. Pane 1 of 3 Copyright O 2011 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek). FOR GABLE ENDS UNDER 6'-1' IN HEIGHT /)CnmpijTrus, Inc. MINIMUM GABLE STUD GRADE-2x4 STUD GRADE DOUG-FIR Custom Software Engineering Manufacturing rARI FEND (2) BRACING FOR GABLE END FILE NO: GABLE 90C (- 6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 10E AT 16-0' o.c. OR AT RLINE. ATTACH WITH 16d iHOWN IN (). RAL ATE M-2.: QROFESSIp\ Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-05, Enclosed, Cat.2, Exp.C, gable end zone, load duration factor=1.6 M -2.5x4 EXP. 3/31/'15 Q - G1( ENG�� sT9TF OF C Al CUTOUT FOR 4x2 OUTLOOKER OFF STUD CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CI ITOI IT FOR 4x2 OUTLOOKER 1x4 ADD-ON. ATTACH WITH Bd NAILS AT 9' o.c. 4x2 OUTLOOKER DETAILS OVER STUD CocnpuTc-us, enc.' FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. RIDGE EXTENDED END JACK END JACK ON ENGINEERING FILE NO: CALIF HIP DETAIL DATE: 07/23/08 REF: 25,15-1 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 BLOCK :TER nt II u2 II a3 II 04 o%orESS/O q a-10zl No.�Ud EXP. 3/31/15 EN TqT� OF CAt1F0��\ COMMON TRUSS A -A I 0 HIP TRUSS See Engineereing for Details * 2x4 LATERAL BRACING AS SPECIFIED ON ENGINEERING 2x4 vertical at 4'-0" o.c. typical Ell CompuTpus. Icic. Custom Software Engineering Manufacturing 3-1( PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf Bottom chord of Hip 2'-0" oc typical No. 1 truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord . of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. OFESS/p�ql JO � x FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 IBC 2009 / CBC 2010 SEQ: S5480564 PJO. 0806 EXP. 3/31/15 EN G1\' P gTFOF CAOFa ` _ Hip No. 1 truss tOd SIDE VIEW end jack 3-10d pressure block ALTERNATE FRAMING DETAIL AROUND 30" ACCESS CampuThus. Inc. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT �OQ?,OFESS/ONq ui V' m Of No. 0806 EXP. 3/31/'15 ENGtN� OFC 24" L 24- L 24 24- t 24' L 24" L 24" L NOTE: REFER TO APPROPRIATE ENGINFERINrDETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) 24" L 24• L 21" 30' clear L 21" L 24• L 24• ! �SectA-A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 IBC 2009 / CBC 2010 SEQ: S5480563 Ladder Frame Between trusses with 2x4 at 48" o.c. Section A -A (bottom view) • 1 .�7 �C(3 puTc-US. In�- Custom Software Engineering Manufacturing +Install 2X4 bracing at flat top chord areas at 2'-0' o.c. unless otherwise noted nT.COTWAI c unN 16'-0' TYPICAL HIP OVERFRAMING DETAIL M-10 AT VERTICALS. UON. FILE NO: HIP OVERFRAMING DETAIL DATE: 07/01/09 REF: 25,15-1 IBC 2009 / CBC 2010 SEQ: 5482635 o0ESS/O,v O l JO NS � uCi Of No. 0806 EXP. 3/31/75 .4111 Q s L2 EN TgT�OF CAO?O�� 8'-0' #1 14'-0• 6° Hip #4 � 1� Hip #2 For Truss Details not shown see appropriate CompuTrus design. Note: Flat over framing material to be equal or better in size and grade of Flat portion of structural member. CompuTc�us. ���. Custom Software Engineering Manufacturing LUMBER SPECIFICATIONS: 2X4 #2 DF -L CHORDS 2X4 STD. DF -L STUDS M -4x4 M -5x6 A I Z 1 ' A FILE NO: SC GABLE END DATE: 07/01/09 REF: 25-1 IBC 2009 / CBC 2010 SEQ: 5482634 CUTOUT FOR 2x4 °OFF STUD" ADD-ON SAME SIZE AND _ GRADE AS TOP CHORD - ----------- WITH 16d NAILS AT 12" O.0 -' - ADD ON SPLICE TO OCCUR AT PANEL POINTS WITH CLUSTERS 2 -16d NAILS OUTLOOKERS PER DETAIL (1/4" MAX. OVERSIZE CUT)' M-10 ONE SIDE AND (2) 14 GA 2" 2x4 CONST. DOUG. STAPLES ON OTHER SIDE FIR AT 32" O.C. MINIMUM GRADE CHORDS AND STUDS 2'-0" M -3x6 MIN. OR USE SAME SIZE AS ON TRUSS BALLOON FRAME BEARING WALL T( SCISSOR BOTTOM CHORD II -ll- BEARING CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL. 0�kdFESSION f CID 2. w m No. 0806 EXP. 3/31/15 � 4ii/l3 e- \re OF CA _\FO SCISSOR G/ END FRAME 16d AT 24" O.C. 2x4 BLOCK w/3 -16d EACH END re op. 4 -16d , 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24" O.C. TO WALL PLATE SECTION A JANUARY 1, 2009 SCAB APPLIED CIVERRANGS ST-REP13A ` TRUSS CRITERIA: MiTek USA, Inc. Page 1 of 1 LOADING: 40-10-0-10 0 0o DURATION FACTOR: 1.15 0 00 SPACING: 24" O.C. aTOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6" O.C.. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x NOTE: TRUSS BUILT WITHOUT AN'OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ' QROF ESS/pN\ SOO � 74486 m EX 2461-13 _ FOFCA 'cf EBRUARY 14, 2012 CONVENTIONAL VALL`�YFRAMING DETAIL ST-VALLEY1 - o0 =00 o0 0 00 D=a MiTek USA, Inc. RIDGE BOARD ( SEE NOTE #6 ) MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS C. POST (24"0. ) .GABLE END, COMMON TRUSS rL/HIV 0r—U I IVIV GENERAL SPECIFICATIONS TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.151") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 -)NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d,(3.5- X.131') TOENAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3 ) 16d (3.5" X.131") TOE -NAILS. Q?,OFESS/ON 7. SUPPORT THE VALLEY RAFTERS W ITH 2 x 4 POSTS 48" O.0 ( OR LESS ) ALONG EACH RAFTER. (`O S00 q� INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS �Q 0 N F2 WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131-) NAILS. C_CD 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN 74486 rn YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED ;0 (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. * EX 31-13 .07 OF ----- -------------------- ------------------------ ----- ----- i, , n u u n ❑ u �� , y , u u u u ❑ u � , VALLEY PLATE I ( SEE NOTE #4 ) POST VALLEY RAFTERS ( SEE NOTE #8) ( SEE NOTE #2) _LL PLAN DRAWING C. POST (24"0. ) .GABLE END, COMMON TRUSS rL/HIV 0r—U I IVIV GENERAL SPECIFICATIONS TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.151") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 -)NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d,(3.5- X.131') TOENAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH ( 3 ) 16d (3.5" X.131") TOE -NAILS. Q?,OFESS/ON 7. SUPPORT THE VALLEY RAFTERS W ITH 2 x 4 POSTS 48" O.0 ( OR LESS ) ALONG EACH RAFTER. (`O S00 q� INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS �Q 0 N F2 WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.131") NAILS. FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131-) NAILS. C_CD 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN 74486 rn YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED ;0 (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. * EX 31-13 .07 OF btTAIL FOR COMMON AND END JACKS ` `' M11/SAC - 8 -20PSF 8/31/2005 PAGE 1 �r a MAX LOADING (pSO SPACING 2-0-0 I I MiTek Industries, Inc. OTCLL 20.0 Plates Increase 1.15 1 BRACING Western Division TCDL 16.0 Lumber Increase 1.15 I TOP CHORD Sheathed. BCLL 0.0 Rep Stress Incr ves I BOT CHORD Rigid ceiling directly applied. I BCDL 10.0 I_ MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF. DF -L No.t BOT CHORD 2 X 4 SPF, HF, DF -L No.2 NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. - 3x4 = LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (0.162"DIA, X 3.5" LGT) TOE NAILS 8-0-0 • B..U_0 6-0-0 EXT. 2--0-0 4-U-0 2-0-0 EXT. EXT. 2-p-0 EXT. 2-0-0- 2-0-0 CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS I , 3X4 — BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. 2-0-U 8-0-0 CONN. W/2 16d COMMON WIRE(0.I62"DIA. X 3.5") LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ® WARNING - Verlb design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE.7777 Greenback Lane m Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Sul fabrication, quality control• storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSI1 Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofrio Crive, Madison- WI 53719. MiTek r "I .iAN�JARY 1, 2009 STANDARD REF*N'lR�,FZR ADDING I ST-REP10 A FALSE BOTTOM CHORD �0 aaaa 0 0� a o0 a MiTek USA, Inc. VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3) - 10d (0.131 " DIAM. x 3" LONG) NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SYP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BEJUSED) 2 x 4 NO.2 (OR BETTER) SPF, HF, DF OR SYP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM MiTek USA, Inc. Page 1 of 1 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. TRUSS SPAN NOTES: 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. Q?,0FESS10N SOON ��Fc 2 G)4486 m AlMMAi�A cC—Im OF CM - 0 VIXF�N 12, 2009 0� baa 0 00 0 00 a MiTek USA. Inc. WEB BRACING RECOVA14ENDATIONS ST-WEBBRACE MiTek USA, Inc. Page 1 of 1 i MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C, 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL A B C D A I B i C D C I D 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 11791768 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 29/6 OF THE WEB FORCE. 18'-0" 894 1048 1048 1572 20'-0" 805 943 943 1414 Bay size shall be measured in between the centers of pairs of diagonals. FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS. STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- ronec oonrinir_ intern. i nnnxt r 11— eun oonnl ICT COFCIFICATIr1N Q,?,OF ESS/ON\ SOO �����0 N o�F� 2 m " 74486 c uW,5FA clvr SOF CAL GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 29/6 OF THE WEB FORCE. A -OR- - 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER. AS THE LATERAL BRACE MATERIAL. AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2.8d (0.131')2.5') FOR 1x4 BRACES. 2-10d (0.131'x 3') FOR 2x3 and 2x4 BRACES, AND 3-10d (0.131'x3') FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0.131'X2.5') NAILS FOR 1x4 LATERAL BRACES. 2-10d (0.131'x3') NAILS FOR 2x3 and 2.4 LATERAL BRACES, AND 3.10d (0.131")3') FOR 2x6 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSB-89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. —Socindustry.com and w .tpinst.org D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL. - 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS. STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE -STABILIZER- ronec oonrinir_ intern. i nnnxt r 11— eun oonnl ICT COFCIFICATIr1N Q,?,OF ESS/ON\ SOO �����0 N o�F� 2 m " 74486 c uW,5FA clvr SOF CAL