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HomeMy WebLinkAbout1546 OAK AVE; ; CB030459; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 07-29-200 . Residential Permit Permit No:. 0B030459 Building Inspection Request Line (760) 602-2725 Job Address: 1546 OAK AV C BAD Permit Type: RESDNTL . Sub Type: SFD Status: ISSUED Parcel No: . , Lot #: 0 Applied: 02/18/2003 Valuation: $442,436.00 Construction Type: NEW Entered By: SB . - Occupancy Group: - Reference #: , Plan Approved: 02/23/2004 # Dwelling Units: 1 Structure Type: SFD , - •Issued:- 02/23/2004 Bedrooms: 5 Bathrooms: 5 . inspect Area: PD Project Title: MSK HOMES SFD 4867 SF LiV 761 -' Orig PC#: GAR 440 SF DECK . . . Plan Check#: Applicant Owner I MSK MANAGEMENT, INC. 2141 PALOMAR AIRPORT RD CARLSBAD, CA 92009 __s_.•._ '. 'P' 619-929-0799 Building Permit / T o Add'l Building Permit Fee / (,,,,. $0.00 Add'IReci. Water Con. Fee - $0.00 . .; Plan Check / \."$1,04t95 Meter Fee . \ $190.00 Add'l Plan Check Fee / $120p0-. SDCWA Fees '- \-) " \ $3,206.00 . 'Plan Check Discount ,..,\ / $0.00'-- CFDPayffFee \ 7' 0) ' $0.00 Strong Motion Fee / -- —I 7 $44.24 i/PFFc \ j-' \$8,052.34 •1. Park in Lieu Fee $0.00 PFF (CFD Fund) ' '. \ / $7,432.92 - Park Fee / J'--- / $0.00 , License Tax.,. -7\ I) $0.00 LFM Fee ( "\.'$O.0O'—-License:Tax(CFDfund) \ )...,/ \ $0.00 Bridge Fee . Fe' Other Bridge Fee $0.00 Ttfic. lmpact(CFD Fund)) . $519.40 BTD #2 Fee ' ', , i $0.00- .Sidealk Fé 1 V1, J $0.00 BTD #3 Fee s000\ PLUMBING TOTAL.J 5 \TY $238.00 Renewal Fee . . $0.00 ( ELECTRlCALTOTAL $110.00 Add'l Renewal Fee \N..,$0.00 MECHANICAL TOTAL / $91.50 Other Building Fee ', \Z > so' .oO H6using Impact Fe" ' J / $0.00 Pot. Water Con. Fee T\$5,4OO.00.\,, Housing lnLieu Fee4' -) $4,515.00 Meter Size \ D1 Housing Cedit Eee. / / $0.00 . Add'l Pot. Water Con. Fee $1,348.00 Maste Drainale Fee / / $0.00 Red. Water Con. Fee \ • $0.00 \sewerFee - / $927.00 !NCQPAdditionälFees / $0.00 - '\ TOTAL PERMIT'FEES, \ ' $35,299.95 ' (\\\( / - ( Total Fees: $35,299.95 \ \Total Payments To Date-, $31,593:95 —Baiance Due: $3,706.00 : - N i / U 7 ..- 1653 07/29/04 0002-01 02 '• -.' - .. CGF" 3?O600- FINAPPOVAL Inspect c . Date: Clearance: NOTICE: Please take NOTICE that approval of your project includes the "Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." You have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must - - follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for •,. ,,. processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, - - - review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that youFright to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity ,- - changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any . tees/exactions of which you have previously been given a NOTICE similar to this or as to which the statute of limitations has previously otherwise expired i.j.. 4. . . - r - - * FOR OFFICE USE ONLY PERMIT APPLICATION PLAN CHECK NOCIG3 ( :' t' EST CITY OF CARLSBAD BUILDING DEPARTMENT ' o 1 635 Faraday Aye, Carlsbad, CA 92008 74 Plan Ck Dep ValidAle By_ 1 QJ Address (in ud ,Blduite,s., -, -' flUsiness Name (at this address) -- CA V Legal Description Lot No Subdivision Name/Number Unit No Phase No Total # of units Assessors Parcel# Existing Use Proposed s 6714 sei- Descriptionof Work' ' '''C ,"" S0FT. "', <', '; #of Stries '-' # of Bediboml # of Bathr6oths'5 2. 5 Name '.',Addres' Cit', :' St5it ,Zp T'If'phne Fax # —ftid ANT— Ccnt?!or flAge "forZCtiator E Oirer 'iAcnt foiO' JI1M j4tI PtuS ' fti d- Ul3L4JihI5 * i685 Name Address City State/Zip T hone # ]EFIT OWER r 'iô 621(Jh€r - -'•. -4~ Acie -- .-.; •. Name Address ' , city S,tate'Zip Telehonp N 1. L.. '(Sec. 7031.5 Business and Professions Code: 'Any City or County which require. a permit to construct; alter, ini demolish or-repair'any"structuré, prior to its issuance also requires the applicant for such permit to file a Signed statement that he is licensed pursuant to the provisions of the Contractor's License Law [Chapter, 9, commending with 'Section'7000 of Division-3 of the Básiness and-Professions Codel orthat- he is exempt therefroh,, and the basis for the alleged' ' 'e e pti n. Any violation of Section 7031.5 by ny a' Ii ant for a per it subjects.the applican t0 a ivil penalty of no'i ore, n five,Ikin ted doll r l$5001) 1sk D 941z ,CPriS13cI ' 'C -qo3" 3q,q3, - Name - IAddress City State/Zip Telephone # State License # L/c 7c £ License Class 8 / 4 C City Business License # Designer NameM . 8urgi'9€r Addr:ss iqq CAPlino De uaJ.4e City0j e/Zip Telephone StateLicense # 'i ' ' . - '. ' "'V ' ..q'ZOGLj . ' - 0405 Wojkers Compensation Declaration I hereby affirm under penalty of perjury one of the following declarations have and will maintain a certificate of cnsent to self insure for workers compensation as provided by Section 3700 of the Labor Code m for the perforance 'Of the work for which this permit is issued 0 I have and will maintain workers compensation as required by Section 3700 of the Labor Code for the performance of the work for which this permit is 'issued. My worker's compen ation insuran e carrier and polic number are:-- Insurance Company 5+ ike. 4it4 'Policy No 17 I I2Ic Expiration Date (THIS SECTION NEED NOT BE COMPLETED IF THE PERMIT IS FOR ONE HUNDRED DOLLARS ($1001 OR LESS) o CERTIFICATE OF EXEMPTION 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 WARNING: Failure to secure' o'ikers' Ca 1pènáti i'cocerage is 5unIawfuI, and shall'i'ubject n emplciyer to criminal enaIties and civil fines up' to one 'hundred'' thousand doll rs iOO 000) di t the cost of compensation damages as provided for in Section 3706 of the Lab code erestnttorney s fees -SIGNATURE - ' -' , - - - DATE (1,..,.? - 1 WT T ' * I hereby affirm ha I am exempt from the Contractor s License Law for the following reason:,. 0 I as own of the property Orr 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 Contractor's. License Law does not apply to an owner of property who builds or improves thereon and who does - such work himself or through his own employees, provided that such' 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 did not build or improve for the purpose of sale) 0 I as owner of the property am exclusively contracting with licensed contractors to construct the project (Sec 7044 Business and Professions Code The Contractor s License Law does not apply to an owner of property who builds or improves thereon and contracts for such projects with coritractorlsl licensed pursuànt.to the Contractors5LicenseLaw) , ..' • ,•- .' S . ' '• - "'' ' ' •.' ' - 0 I am exempt under Section Business and Professions Code for this reason 1. I personally plan to provide the major labor and materials ,for construction of the proposed propeity improvemert: 0 YES-;ONO -' -: '-4,..--' - ........•-- ''-'.'•':'-'.-•'-'.'' ,.S_'_, • ' - ' - S ' - 2 ((have / have not) signed an application for a building permit for the proposed work 3 I have contracted with the following person (firm) to provide the proposed construction (include name / address / phone number / contractors license number):, .1" 4 Iplan to provide portions of the work but I have hired the following person to coordinate supervise and provide the major work (include name / address /,phone number / Contractors license number) d. I will provide some of the work but I have contracted (hired) the following persons to provide the work indicated (include name / address / phone number / type of work): - ' ' ' - ' :" -- , ' 5 ' ,• - , 5' ' -, - •5' - ' - ' ' ' ' , ' '' ,PR0PERTY'0WNER-SIGNATURE, -'-'-' -- •' --''-5' ,-' ' -' - :' DATE ''' 5 ' • ':' - -' COMPLETE THITiöNiFORNö Is the applicant or future building occupant required to submit a business plan acutely hazardous materials registration form or risk management and prevention program under Sections 25505 25533 or 25534 of the Presley Tanner Hazardous Substance Account Act? 0 YES 0 NO Is the applicant or-futureL building occupant required to obtain a permit from the air pollution control'dist'rict or air quality management district? Oh'-YES 0 NO Is the facility to be constructed within 1 000 feet of the outer Ioundary of a school site? 0 YES 0 NO IF ANY OF THE ANSWRS ARE YES ,-.A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF'EMERGENCY SERVICES AND THE;AIR POLLUTION CONTROL DISTRICT. 18' CONSTRUCTION LENDING AGENCY 1••_ * __'_ *5 LIAU ',lhereby affirm that there is.a constructiàn lending'agn1cy•forthe 'performancei,f the'vork fowhi h this permit is i5ued (Sc 3076) Civil C dl.' : ' , ' '5 - ' - ' ' - ' • '5' - . 'i' ' -. ' ' S - 4LENDER'S NAME LENDER'S ADDRESS '- ' • , ' ' - ' •' ' -• 'A 4LcER have re on is correct and that the information on the plans is aicurate I aqrne to comply with all es and y authorize rep?eehtatives óf'the Cit, of Carlsbad io"eritertipdn the above mentioned inspecti NIFYAND KEEP HARMLESS JHE CITY_OF.CARLSBAD AGAINST' ALL LIABILITIES,COSTS E AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT2,0 SHA permit is required forexcavations over 5 0 deep and demolition or construction of structures over 3 stories in height EXPIRATION Every permit issued by the building Official under the provisions of this Code shall expire by limitation and become null and void if the building work authorized by such permit is not commenced within 180 days from the.date of such permit or if the building or work authorized by such permit is suspen ded or abandoned at any time after the work is commenced for a per iod'of 180 days (Section 1064 4 Uniform Building Code) • APPLICANT'S SIGNATURE DATE 'WHITE: File File - YELLOW: 'Applicant PINK: Finance , ' ' Inspection List V Permit#: CB030459 Type: RESDNTL SFD V MSK HOMES SFD 4867 SF LIV 761 V V GAR 440 SFVDECK Date Inspection Item Inspector Act Comments V 10/05/2004 89 Final Combo PD AP V 10/05/2004 89 Final Combo - : RI V 09/27/2004 89 Final Combo - •V RI 09/27/2004 89 Final Combo PD CO - V 09/08/2004 39 Final Electrical V PD AP 07/02/2004 22 Sewer/Water Service PS V AP V SEWER V 07/01/2004 22 Sewer/Water Service PD CA V V • 06/25/2004 82 DrywaII/Ext Lath/Gas Test : PD AP •• • - V 06/15/2004 16 Insulation V • PD AP V V 06/09/2004 14 Frame/Steel/Bolting/Weldin PD - AP V 06/09/2004 24 Rough/Topout PD AP - 06/09/2004 84 Rough Combo PD AP 06/08/2004 14 Frame/Steel/Bolting/Weldin PD CA 06/08/2004 24 Rough/Topout FD CA V • V 06/08/2004 24 Rough/Topout PD • CA V V 06/08/2004 24 Rough/Topout V PD CA • 06/08/2004 84 Rough Combo - V • .. PD CA V V 05/24/2004 13 Shear Panels/HD's PD AP V V • V V 05/18/2004 15 Roof/Reroof VPD AP V * 03/22/2004 11 Ftg/Foundation/Piers PD AP V 03/05/2004 21 Underground/Under Floor PD AP V V V - V V V V V V V V • 4 V Wednesday, October 06, 2004 V • V V - Page 1 of 1 V V V City of Carlsbad Bldg Inspection Request • For: 10/05/2004 Permit# CB030459 Inspector Assignment: PD Title: MSK HOMES SFD 4867 SF LIV 761 Description: GAR 440 SF DECK Type: RESDNTL Sub Type: SFD Phone: 760 526 Job Address: 1546 OAK AV ' Suite: Lot 0 Location: , Inspec r: APPLICANT MSK MANAGEMENT, INC. Owner: Remarks: Total Time: • Requested By: JIM Entered By: ROBIN CD, Description A Comment 19 Final Structural 29 Final Plumbing , 39 Final Electrical 49 Final Mechanical Associated PCRs/CVs Inspection History Date Description Act lnsp Comments 09/27/2004 89 Final Combo CO PD ' 09/08/2004 39 Final Electrical AP PD 07/02/2004 22 Sewer/Water Service AP PS SEWER • 07/01/2004 22 Sewer/Water Service CA PD 06/25/2004 82 Drywall/Ext Lath/Gas Test AP PD , 06/15/2004 16 Insulation AP PD , 06/09/2004 14 Frame/Steel/Bolting/Welding AP PD ' 06/09/2004 24 Rough/Topout AP PD 06/09/2004 84 Rough Combo , AP PD 06/08/2004 14 Frame/Steel/Bolting/Welding CA • PD • • 06/08/2004 24 Rough/Topout CA PD 06/08/2004 24 Rough/Topout CA PD T • 06/08/2004 24 Rough/Topout CA PD, 06/08/2004 84 Rough Combo CA PD • • 05/24/2004 13 Shear Panels/HD's '' AP PD • 05/18/2004 15 Roof/Reroof AP PD • S • Date: ' 09/27/2004 Permit Type: RESDNTL Sub Type: SFD Inspected Date By: 42,rz(-hJ 1,2 6'7T5 Inspected: 9' /2"cApproved: -6sapproved: Inspected Date - By: Inspected: Approved: Disapproved: Inspected : Date - By: Inspected: Approved: Disapproved: Comments: ____4LmIfliflrrT - Final Building Inspection Dept: Building Engineering1Plannung CMWD St Lite Fire Plan Check #: Permit#:. CB030459 Project Name: MSK HOMES SFD 4867 SF LIV 761 GAR 440 SF DECK Address: 1546 OAK AV Lot: Contact Person: JIM Phone: P7608452623 Sewer Dist: Water Dist: - 0• Technical Field Services, Iiic.2 0 Construction Quality Control - A 0 - 1'... Projet me: (), 4TFQProiect #: Date: /7O/ô', Day: -yJ Project ddress Jj'/, Author' City ( f Client:,' Building Permit# J59 Contractor ,Planfile#' Foreman: .•• Type of Inspection J((JL Vey U eather ;c'ode:' Report of work inscted [observed: : • - - A. L:1,i1L" ,c//74;1 . z'-1 6k" 11__ )-L .k ,-vip c Jc r IA(1 (_, IzwJ,q40iI 4t( I, oPa/A/ia 41 ,,k. S1 12Z ZC10 c 4'7 ll L-1 11-111A 3n I:/. aínrk,-y-', ,j.j/i_4 '-ô iei1 Lr I ?/)(. • : j..- •: ,6 e4cr I Vci cY a-' ,/jt7t .1ft2..y1 ?J 'e,Ac ,tL 1 .0 I •o, ,-:•. '' -: :'- 0 -- •• ,- •$0 •'• .•, .: 0 0 - * - 0 / • 4. - • • 0 - -• - •- 0 0 • / 00 - :-'., -• Sam1Taken:Yes No .-- ____ Typ Size QuantltX in Sample _______ Inspector 24i- p, City Cert. # Jobsitepresentative Yi~ Tpe-: /fl/ Inpector-inature : - • Hours or! - IT . / 0 •• --I,.--. 11 • I •) - -- - fu :•. -4' .. 0 0 - . - - - - -. 0 '• -. - - : .. Technical Field Services, Inc. Construction Quality Control I I Project Name: Oa A€ 2A- I TFS Project #: 1 t Date q 91 q 1 Day: Project Address: 305 c' L Author: . City: 300 91 40-j Client: M S Building Permit #: (, cCj /g3I7/,Q Contractor: Plan File #: / Foreman: Type of Inspection: ,ç Weather: Code: Report of work inspected obs&ved: ' 3/q "d i Jr—c, hWU) 4 i—/42E41k A., q Iti J :•)Ictv 'Tc - , ,1 a 2M j AO 4-171 /_ v 4 41L-4. 'tvk,,ri el A14 h14 . 'xac1 Samples Taken: Yes No _— Type: Size: Quantity in Sample: Inspector: , L-tl" !t%,lC) City Cert. # f)-77/ v Jobsite Representative: x / ICBO,/ 9q Type: C/Mi/ft O.T. Inspector Sinature Hours i'. zseiiog -venue, ounc 10 - arisoau, a. 92-uvo - 'i'ul i 72- Tr'r%m j.IA.L4iL1VLbIAI111NA.'. P.O.BOX1116 '' VISTA, C92085-1116 (760) 724-7826. Fax: (760) 724-1675 ' REPORT OF NONDESTRUCTIVE EXAMINATION OF WELDS Project: 1'4L/ AZ/p 'PCt Address: •' Code or Standard:4Z/S DII' £ Type of Test: (_i/t,€4SoA',C Method: Shear Wave Angle: ;7 Transducer Size: • 75X? < MHz: . 2- Type of Current: '' ' Rported To: /' ,t'e_ Weld Location 11 Date , Weld Identification Area Interpretation , Repairs Remarks Reject Accept. Reject ' Accept , __ ' " 7à/'',,____ ____ ' '1PP/.4 ____ 1)7 We, the undegd, certify that t).)tements in this record are correct and that the welds tested are in acc,rdance With the requiremen6f the abo=IiSted'~;dde of'and s.. ' ' • i'; Inspecto Level of Certifications Maiiucturer/Contractor: Authorized by: •_' Date - - -' - -: •:- • -.-- • •'- - V V VVVVVVVVV V VVVVVV V V rIVV4V - .JE.VL4MBERT INC. V V V P.O. BOX 1116 V V V V V V 10) J1 '2 9 (760) 724-7826 e FAX (760) 724-1675 APR o- i V V V V V V V V• INSPECTION REPORT PAGE / OF / V V V JOB#_____________ - V ••, V V V PORT#__________ PROJECT NAME: 1 4A 7('41 INSPECTION V MATERIAL IDENTIFICATION ADDRESS: 2'0 ) STRUCTURAL STEEU_V / FIELDWELDING' V• ARCHITECT: SHOP WELDINGS_V ENGINEER: A /,°I QV777 V ( ) IIS BOLT: V CONTRACTOR: V ( ) REBAR GRADE: V ; FABRICATION SOURCE: EPDXY: V V V 'INPECTION DATE: /()CONCRETECONC.M1X#PSI _V V PLAN FILE: ( ) ELECTRODE V /81 BLDGPERMIT2O 2)__C4 '3' a ( ) OTHER OTHER: s32'.C"L 3a"~ V _ VV .V V MATERIAL SAMPLING VV(V ) STRUCTURAL STEEL V ( V.) BOLTS VV:VV VV V CONCRETE / V ( ) REBAR (INSPECTION PERFORMED, JOB PROBLEM, MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS 1c:'7-(1 I __(it7CYiV, 4_//"f Or7 ç/V// Pin' 4vc // ,g/J V V V VV V V VV Certification of Compliance: All work, unless otherwise noted, complies with theVàpproved plans an,ØØpeciflcatlons an 2nJof bIng code NAME (PRINT) SIGNATURE . CERTIFICATION NO: 96I _79/• V / V V , V - V OFFICE USE ONLY BH:JO' REP ORT#___________ PROJECT NAME: 4/' 4Z"4C 4t*6I INSPECTION MATERIAL IDENTIFICATION ADDRESS '' A1, ( )STRTJCTURALSTEEL 4 FIELD WELDING'____________________ ARCH1TEC\(V14' SHOP WELDING ENGINEER: /1 /t% ( ) HS BOLT:_______________________ CONTRACTOR M S ,' ( ) REBAR GRADE FABRICATION SOURCE 2T ( ) EPDXY- INSPECTION DATE ( ) CONCRETE CONC. MIX #PSI - PLAN FILE ( ) ELECTRODE / 7/ // BLDG PERMIT 3 - C,ôJa' ( ) OTHER OTHER 3 Ct3ô '3-9 MATERIAL SAMPLING ( ) STRUCTURAL STEEL C ) BOLTS ( ) CONCRETE ( ) RE BAR I: INSPECTION PERFORMED, JOB PROBLEM,'MATERIAL IDENTIFICATION, PROGRESS, WORK REJECTED, REMARKS - X"xZ5-'J5 c7c/0 1.Liqf Fr fK Jt'4% L7f P/I-c/i UI - -5t / ( c/, Ii: <I ~ ' 4 /1- - /MSjv'-1 SzØç ,'*,IX ,'J - /;' AJ/a • i / Certification of Compliance: All work, unless otherwise noted, compiles with the approved plans ap,d specifications and the upJform bulldlng code NAME (PRINT)A7) J I€' SIGNATURE CERTIFICATION NO 19(1, 7)/ ,4-7, / OFFICE USE ONLY Servin Engineering 2382 Camino Vida Roble Suite F Carlsbad, CA 92009 (760) 931-1792 Fax (760) 931-1892 Email '-..i '. a e tr April 7, 2004 City of Carlsbad Attn: City Building Inspector RE: Oak Ave. Simpson Strong-Wall adhesive anchor bolt embedment The required holdown anchor bolt embedment for the 7/8" diameter ATR is 15H and is to be anchored with Simpson Set adhesive with a 1" diameter hole The required mudsill anchor bolt embedment for the 5/8" diameter ATR is 6" and is also to be anchored using Simpson Set adhesive but with a 3/4" diameter hole Special inspection is required for both bolts Please call me if you have any other questions or if any other further assistance is needed Thank you Sincerely, NICK SERVIN, PE, Principal Engineer #33538 C:\Documents and Settings\Administrator\Desktop\JOBS\Oak Avenue\Letterheadl wpd EsGil Corporation. In (Partnership with government for tBui(Iing Safety DATE: 5/30/03 U APPLICANT 't . JURISDICTION: City of Carlsbad Pt1REVIEWER !' U FILE PLAN CHECK NO.: 03-459 rev SET: I PROJECT ADDRESS: 3060 Highland Dr. PROJECT NAME: SFD for Mask Development Group Plan B LII The plans transmitted herewith have been corrected where necessar' and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. LI The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicnt's copy of the check list has been sent to: Z Esgil Corporation, staff did not advise the applicant that the plan check has been completed. LI Esgil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: S Telephone #: Date contacted:. (by: ) , Fax #: Mail Telephone • Fax In Person REMARKS: 1. All sheets of the plan shall be signed byj,person for their preparation. 2. City to approve the special inspection programP iterading plan shall be reviewed by the-soil engineer. (see page 7 of the report) 4. No PCR #was provided. By: David Yao Enclosures: original approved plan Esgil Corporation i:i GA D MB U EJ El PC 5/22 ' . , trnsmtl.dot 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 City of Carlsbad 03-459 rev 5/30/03 VALUATION AND PLAN CHECK FEE JURISDICTION: City of Carlsbad PLAN CHECK NO.: 03-459 rev PREPARED BY: David Yao DATE: 5/30/03 BUILDING ADDRESS 3060 Highland Dr. BUILDING OCCUPANCY: TYPE OF CONSTRUCTION: BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) revision - Air Conditioning Fire Sprinklers TOTAL VALUE Jurisdiction Code ICb IBY Ordinance Bldg Permit Fee by Ordinance I I Plan Check Fee by Ordinance $120.001 Type of Review fl Complete Review Structural Only _ E Repetitive Fee El Other Repeats IourIy I II Hour* Esgil Plan Review Fee I $96.00I * Based on hourly rate . . Comments Sheet 1 of 1 macvalue.doc - .., EsGil Corporation In Partnership with çoernrnentforBui(ding Safety DATE: .4/3/03 .. U &PPL CANT * : JURIS. JURISDICTION: City 6f Carlsbad --• .• U PLAN REVIEWER -.0 FILE' PLAN CHECK NO.: 03-459 , SET: H PROJECT ADDRESS 3060 Highland Dr PROJECT NAME SFD for MSK Development Group -Plan B LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction s building codes The plans transmitted herewith will substantially comply with'the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. Li The plans transmitted herewith haveS significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. . . Li The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. .. '- . Thapplicant's copy of the.check list is enclosed for the jurisdiction to forward to the applicant contact person. • . . LI The applicant's copy of the check list has been sent to: . . . -. Esgil Corporation staff did not advise the applicántthat the plan check has been completed. Li Esgil Corporation staff did advise the 9pplicant that the plan check has been completed. Person contacted: -: • Telephone #: •. Date contacted: (by: ) •• r Fax #: * Mail Telephone Fax In Person REMARKS: 1. All sheets of the plan shall be signed by the person responsible for their preparation. 2. All the structural sheets of the plan shall be signed by the engineer.(Mr. Servin). 3. City to approve the special. inspection program. 4. The site and grading plan shall be reviewed by the soil engineer.(see page 7 of the report) • - - .. - By: David Yao • . . Enclosures: Esgil Corporation . , . ..: • El GA El MB El EJ El PC 3/27 . . trnsmti.dot 9320 Chesapeake Drive, Suite 208 • San Diego; California 92123 • (858) 560-1468 • Fax (858) 560-1576 0 . . - EsGil Corporation In 'Partners flip with Government for cBuz&fing Safety DATE March 31 2003 JURISDICTION: Carlsbad 0 PLAN REVIEWER U FILE PLAN CHECK NO 03-459 SET I PROJECT ADDRESS 3060 Highland Dr. PROJECT NAME SFD for MSK Development Group The plans transmitted he have been corrected where necessary and substantially comply with the jurisdiction's building codes The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LI The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck The check list transmitted herewith is for your, information The plans are being held at Esgil Corporation until corrected plans are submitted for recheck The applicant .'s copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person The applicant's copy of the check list has been sent to Jim Kamphuis 1542 Oak Ave. Carlsbad, CA 92008 LII Esgil Corporation staff did not advise the applicant that the plan check has been completed Esgil Corporation staff dud advise the applicant that the plan check has been completed Person contacted Jim Kamphuis Telephone # 760-434-6645 (NJ; L A6 uE Date contacted 3 IH /0.3 (b-y:' by fr- ) Fax # 760-434-6685 Mail —TeIephone Fax— In Person LII REMARKS * . By Bill Elizarraras Enclosures Esgil Corporation D GA LI MB El EJ [] PC 2/19/03 trnsmtldot 9320 Chesapeake Drive, Suite 208 • San Diego California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 03:459 March 3, 2003 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES 4,. .. PLAN CHECK NO.: 03-459 JURISDICTION -Carlsbad PROJECT ADDRESS: 3060 Highland Dr. FLOOR AREA: 4867 'sq.ft. Dwelling STORIES: 2 761 sq.ft. Garage . 440 sq.ft. Deck HEIGHT: 26' REMARKS: I DATE PLANS RECEIVED BY DATE PLANS RECEIVED BY JURISDICTION: ESGIL CORPORATION: 2/19/03 DATE INITIAL PLAN REVIEW PLAN REVIEWER: Bill Elizárraras COMPLETED: March 3, 2003 FOREWORD (PLEASE READ): * This plan review is limited to the technical requirements contained in The Uniform Building Code, Uniform Plumbing Code, Uniform Mechanical .Code, National Electrical Code and state laws regulating energy conservation, noise'àttenuation and access for the dis*abled. This plan review - is based on regulations edforçed by the Building Department. You may have other corrections based on, laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those'.departments may be required prior to the issuance of a building permit. Present California law mandates that residential construction comply with the 2001 edition of ,the California Building Code (Title 24), which adopts the following model codes: 1997 -UBC, * 2000 UPC, 2000.UMC and 1999 NEC (all effective 11/1/02). The above regulations apply toresidential construction, regardless of thecode editions adopted by ordinance The following items listed need clarification, modification or change. All items must be satisfiOd before the plans will be in conformance with the citedcodes and regulations. Per Sect 106.4.3, 1997 Uniform Building Code, the approval of the plans does not permit the violation of any state, county or.city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number; specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 03-459 March 3, 2003 - . PLANS Please make all corrections on the original tracings and submit two new complete sets of prints, to: Esgil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, California 92123, (858) 560-1468. Plans, specifications and calculations shall be signed and sealed by the California stéte licensed engineeror architect responsible for their preparation, for plans deviating from conventional wood frame construction. Specify expiration date of license. (California Business and Professions Code). Provide a statement on the Title Sheet of the plans stating that this project shall comply with the 2001 edition of the California Building Code (Title 24), which adopts the 1997 UBC, 2000 UMC,2000 UPC and the 1999 NEC. On the cover sheet of the plans, specify any items requiring special inspection, in a format similar to that shown below. Section 106.3.2. I . REQUIRED SPECIAL INSPECTIONS In addition to the regular inspections, the following checked items will also require Special Inspection in accordance with Sec. 1701 of the Uniform Building Code. ITEM '.. S REQUIRED? S REMARKS FIELD WELDING . PER UBC @ MOMENT FRAME When special inspection is required, the architect or engineer of record shall prepare an inspection program which shall be submitted to the building official for approval prior to issuance of the building permit. Please review Section 106.3.5. Please complete the attached form. FIRE PROTECTION Show locations of permanently wired smoke detectors with battery backup: a) Centrally located incorridor or area giving access to bedroom room #5; GENERALRESIDENTIALREQUIREMENTs Sleeping rooms shall have a window or exterior door for emergency escape. Sill height shall not exceed 44" above the floor. Windows must have an openable area of at least 5.7 square feet with the minimum openable width 20" and the minimum openable height 24". The emergency door or window shall be openable from the inside to provide a full, clear opening without the use of separate tools., Section 310.4. @ Bedrooms #2 & 3. .5:5: 5• 5 :. : Carlsbad 03-459 March 3, 2003 ,. ROOFING. Show the required ventilation fOr attics (or enclosed rafter spaces formed where ceilings are applied directly to theunderside of roof rafters). The minimum vent area is 1/150 of attic area (or 1/300 of attic area if at least 50% of the required - vent is at least 3 feet above eavé vents or cornice vents). Show area required and area provided. Section 1505.3. Balconies and decks exposed to the weather and sealed underneath shall be sloped aminimum of 14 inch per foot for drainage. Section 1402.3. Specify deck finish and ICBO number if applicable. • . •.' FOUNDATION -REQUIREMENTS Provide a copy of the project soil report prepared by a California licensed architect or civil engineer. The report shall include foundation design recommendations based on the engineer's findings and shall comply, with UBC Seótion 1804. S 12: Investigate the, potential for seismically induced soil liquefaction and soil instability in Seismic Zones 3 and 4. This does not apply to detached, single- story dwellings. Section 1804.5 13. Provide a letter fom the soils engineer confirming 'that the foundation plan, • grading plan and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). FRAMING Specify truss identification numbers on the plans. Show on the 'plans all structural requirements developed in the structural calculations. Section 106.3.3. See Grid Line #5 & 7 for missing hold downs. Show location of atticaccess with a minimum size of 22"x30". Section-1505.1. MECHANICAL (UNIFORM MECHANICAL CODE) 'Show the location, type and size (BTU's) of all heating and cooling appliances or systems. ' •' - • ,.' S - , , Specify on the plans the following information for the fireplace(s), per Section a) ICBO approval number,, or equal. (The provided number is wrong). ' b) Show height of chimney above roof per l.C.B.Q.•apØroval or UBC Table 31-B. - 4 Carlsbad 037459 March 3, 2003 .' ELECTRICAL (NATIONAL ELECTRICAL CODE) 19. Note .on the plans that receptacle outlet locations will comply with NEC Art. 210-52(a). -. . 20. Per NEC Art. 210-11 (c)3, note on the plans that bath room 'circuiting sháll'be either: A 20 ampere circuit dedicated to each bathrooth, br ' At least one 20 ampere circuit supplying only bathroom receptacle outlets. 21. All bedroom branch circuits now require arc' fault protection. Note clearly on the • plans that "Bedroom branch circuits will be arc fault circuit protected." NEC Art. 210-12(b).' • ' .'. -1' ' FLUMBING (UNIFORM PLUMBING CODE) 22. Note on ,the plans that "Combustion air for fuel burning water heaters will be - provided in accordance with UPC Section 507 and Table 5-1". .' ENERGY CONSERVATION 23. 'Provide fluorescent general lighting (40 lumens-, per watt minimum) in kitchen(s) and bathrooms (containing a tub.orshower). ' , 24. NOte on the plans: "The manufactured windows shall have a label attached certified by the National Fenestration Rating Council (NFRC) and showing compliance with the energy calculations." •. - . CITY REQUIREMENTS All new residential buildings, including additions, require a soils report. An update letter"is required if the report is more than 3 years old. If a room addition is less than '1000 sq. ft. in area and only one story, then a soils report is not required. Under this condition, Esgil staff shbuld advise the City (upon final transmittal) to place their "soils notice" stamp on the plans. New residential units must be pre-plumbed for future sIar water heating. Note "two roof Jacks must be installed" where' the water heater is in the one story garage and directly below the most south facing roof (City Ordinance No. 8093). Note "two 3/4" copper pipes must be installed to the most convenient future solar panel location when the water heater is not in a one story garage and is not directly below the most south facing roof. (City Ordinance No. 8093). All piping for present or future solar water heating must be insulated when in areas, that are not heated or.cool,e6 by mechanical 'means (City Policy). f --j. Carlsbad 03-459 March 3, 2003 . 29. - Th6 following note should be given with each correction list: Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for commercial/industrial projects (two sets of plans for residential projects). For expeditious processing, corrected sets: can be submitted in one of two ways: . Deliver all corrected sets of plans and càlcülations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92008, (760) 602-2700. The City will route the plans to EsGil Corporation an&the Carlsbad Planning, Engineering and Fire Departments: Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208,-San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. - To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes 'have' beeri made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans.. .. . Have changes beep' made to the plans not resulting from this correction list? Please indicate: Yes U No U The jurisdiction has contracted with Esgil'Corpdration located at 9320 Chesapeake Drive, Suite 208, San,Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project.lf you have any questions regarding these plan review items, please contact Bill Elizarraràs at Esgil Corporation. Thank you. ' 1, I, . - . ,- • Carlsbad 03-459 March 3, 2003 VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad, PLAN CfrIECK NO.: 03-459 PREPARED BY: -Bi1lElizarraras DATE: March3, 2003 BUILDING ADDRESS: 3060 Highland Dr. BUILDING OCCUPANCY: R3/U1 TYPE OF CONSTRUCTION: VN BUILDING PORTION AREA (Sq. Ft.) Valuation Multiplier Reg. Mod. , VALUE ($) = Dwelling 4867 Per City Value- • 442,436 Garage 761 - Deck's 440 Air Conditioning Fire Sprinklers __________ _____________ ___________ ____________• ______________ TOTAL- VALUE ' ,: 442,436 Jurisdiction Code 1cb IBY Ordinance ' Bldg. PermitFeebyOrdinance- Plan check Fee by Ordinance '• - $1,041 Type of Review: - El Complete Review fl Structural Onl' - El Repetitive Fee Repeats - - El Other - Hourly Hour * Esgll Plan Review Fee $897.681 Comments - - - ' - • .Sheet lofl - - • , ' - macvalue.doc - - - 4 .4. IItIL " - BUILDING P LANCHECK CHECKLIST, 1• - r s . -. . . . ., " . ..,. - -, - .. .30 -• . . . -.. . -•. - ,. DATE 3c3 tPLANCHECKNO CBp-/S BUILDING/ADRESS 306 - PROJECT DESCRIPTION ASSESSORSPARCELNUMBER EST VALUE -__ - '.4- --- .. - - ..,% 4.. ... . ................. _ft•__ .- - " -, -..' - .5_, - I ' -. :5 . . '.:-' • -. . - F_ . F' - .. '.4 ' 4 • .F. "' - F ' , • - ENGINEERING DEPARTMENT ' APPROVAL , .5 DENIAL tw The item you have submitted for review has been .. ?1eas4e see the ttached report of deficiencies4 approved The approval is.-based on plans marked wit Make necessary c0i"rections to plans information and/or specifications provided .4 in your or speci icatio for compliance- with applicable submittal; therefore any changes to these items after" codes and standards.. Subrnit corrected plans and/0r • this date including field modifications must be.,,-,-. specifications to this office for review reviewed by this office to insure continued I 4 conformance with applicable codes Please review * , carefully all comments attached as failure to comply,1 , S with instructions in this report can result in - .suspension of permit to build. j,_ 'a' s ' A Right of Way permit is required prior ,too construction of the followin,g improvements ' y ate 44 Date ;.. ..... FOR' OFFI.CIALU.SEONLY. 1 --': ('. ENGINEERING AUTHORIZATION TO ISSUE BUILDING PERMIT / By Date:......___ ( AcNTS ENGINEERING DEPT;CáNTACT PERSON .. . . cationApplication ' Name JOANNE JUCHNIEWICZ -' . City of Carlsbad .4 7 ' Dedication Checklist - . .. . --- & . . -' . 4 S. Improvement Application. F - - . ' Address: .1635 Faraday Avenue, Carlsbad,-CA 92008 -' '-- • S - . . . .4 - . . - . ''F •- .- -' . ' Improvement Checklist • - F Phone:. (760) 6022775 4 + 44 ¶ S4 Future Improvement Agreement / -; ' CFD INFORMATION V. Grading Permit Application 7 Parcel Map No 4 -h Grading Submittal Checklist Lots , 44 Right of-Way Permit Application ' Recordation Right-of-Way Permit Submittal Checklist Carlsbad Tract: and Information Sheet " - .•4 ' - ' 1' Sewer Fee Information Sheet • A-4 S S ;-4 5' -•- - S r - -. • . .4, -. •i''- • f,.. . ',-' -,- 'i'. -k -'' - 5, -' 44, I F ,, 44 4 5. H:4WORD4DOCSCHKtSVBuIIngPIanthedCkIStPOrm(Gefle5C).dOC - ' - . , 4 . -. . . 4 - . . - ..ony Rev.7114100. 4' ' F" -r•'• j 5', • ' . 's ' •. it 4 F , 4 -F -. .. -, 1' 4 - '* -- • -. :-- - F BUILDING PLANCHECK CHECKLIST 1ST 2ND RD Provide a fully dimensioned site plan drawn to scale. Show: i\JG A. North Arrow F. Right-of-Way Width & Adjacent,treets B: Existing & Proposed Structures G. Driveway widths Existing Street Improvements H. Existing or proposed sewer. lateal Pro rty Lines. . I. Existing or proposed water service E ements •• J. Existing or pro posed irrigation service I .. •• • .. 0 . U . . Show on site plan: . . . . . . . . A. Drainage Patterns . Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. ADD .THE FOLLOWING NOTE: "Finish grade will provide a minimum positive drainage of 2% to swale 5' away from building." B. Existing & .Proposed SlQpes and Topography C. Size, type, location, alignment of existing or proposed sewer and water service (s) that ives the project. Each unit requires a separate service, however, seco d. dwelling units and apartment compleës are an exception. D. S er and water laterals should not be located within proposed driveways, per andards. . . : C... .. . . El B Assessor's Parcel T bb dr Include on title 'sheet: • ' ' •'. • . A.' Site address • • . ..' • ... •'.- L? C. egai Description C? 030 t1$ c c3 o Yo . For commercial/industrial buildings and. tenant improvement p'r'ojects, incIud.fty ........' ' total building square footage' with.ftio square footage for each different use,q existing sewer permits showing square footage of different uses (manufacturing,' , - • ' . ' ' warehouse, office, etc.) previously approved. . • . EXISTING PERMIT NUMBER DESCRIPTION H:/WORDDOCS\CHKBoJIdbrg Pancfledc Cld$t Form (Genert).doc 2 . ' ' Rev. 7/14/00 It .S,• S. S BUILDING PLANCHECK CHECKLIST 1ST 2ND 3rd •D /CRETIONARY APPROVAL COMPLIANCE '. •. < /4,a-. Project does not comply with the following Engineer g Conditions of approval for ;) tT0 C01-, r&io,V 7-7 El 0 0 4b A7nditions are in compliance Date - D~ICATION REQUIREMENTS edationfor all street Rights-of-Way adjacent to the building site and any storm / drain or utility easements on the building site is required for all new buildings and A (J for remodels with a value at or exceeding $15.000, pursuant to Carlsbad Municipal Code Section 18.40.030 Dedication required asfollows: S Dedication required. Please have 6 registered Civil Engineer or Land Surveyor prepare the appropriate-legal description together with an 8 1/2" x 11" plat map and submit with a title report. All easement documents must be approved and signed by àwner(s) prior to issuance of Building Permit, Attached please find an application form and submittal checklist for the dedication process. Submit the .• ... completed application form with the required checklist items and fees to the Engineering Department in person. Applications will not be accept by mail or fax. Dedication completed by Date IMPROVEMENT REQUIREMENTS 0 0 0 6a All needed public improvements upon and adjacent to the building site must be • constructed at time of building construction whenever the value of the construction exceeds $75000, pursuant to Carlsbad Municipal Code Section •18.40.040. • S .• Public improvements required as follows Attached please find 'an application form, and submittal checklist for the public improvement requirements. A. registered Civil Engineer must prepare the appropriate improvement plans and submit them together with the. requirements on the attached checklist to the Engineering Department through a separate plan check process. The completed -application form and the requirements on the St . . H:\WORD\DOCS\CHKLS'flBuildiflg Plancfled, Ckist Form (RIDDLE - HARVEY 7-12-00).doc . • - 3 S - • Rev. 12/26/90 BUILDING PLANCHECK CHECKLIST ST 2ND 3RD checklist must be submitted in person. Applications by mail or fax are not accepted. Improvement plans must be approved, appropriate securities, posted and fees paid prior to issuance of building permit Improvement Plans signed by Date fl fl 6b. Construction of the public improvements may be deferred, pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent propertytitle report or current grant deed-on the property and processing fee of $310 so we may s.. prepare the necessary Future Improvement Agreement. This agreement must be signed, notarized and approved by the City prior to issuance of a Building permit Future public improvements required as follows EJ 6c Enclosed please find your Future Improvement Agreement Please return agreement signed and notarized to the Engineering Department Future Improvement Agreement completed by Date D LII Eli 6d No Public Improvements required SPECIAL NOTE Damaged or defective improvements found adjacent to building site must be repaired to the satisfaction of the City Inspector prior to occupancy. GRADING PERMIT REQUIREMENTS The conditions that invoke the need for a grading permit are found in Section 11 06 030 of the Municipal Code El El El 7a In 'equate information available on Site Plan to make a determination on grading r quirements Include accurate grading quantities (cut, fill import, export) . Grading Permit required. A separate grading plan prepared by a registered Civil. Engineer must be submitted together with the completed application form attached NOTE The Grading Permit must be issued and rough grading approval obtained prior to issuance of a Building Permit Grading Inspector sign off by Date j( /c Graded Pad Certification required (Note Pad certification may be required even if a grading permit is not required) H:\WORD'DOCS\CHKLST\BUiIdfl9 Plancheck Cklnl Foe,, (Geneeic 7.14.00).doc 4 • Ron. 7/14100 BUILDING PLANCHECK CHECKLIST 1ST 2ND 3R0 7d No Grading Permit required U U U 7e If grading is not required, write No Grading" on plot plan MISCELLANEOUS PERMITS U E ' 8. A RIGHT-OF-WAY. PERMIT is required to do work in City Right-ofWay and/or private work adjacent to the public Right-of-Way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain sewer and water utilities Right-of-Way permit required for - U U 9. INDUSTRIAL WASTE PERMIT If yourfacility is located in'the City of Carlsbad sewer service area, you need to contact the Carlsbad Municipal Water District, located at 5950 El Camino Real, Carlsbad, CA 92008. District personnel can provide forms and assistance, and.will check to see if your business enterprise is on the EWA Exempt. List. You may telephone (760) 438-2722, extension 7153, for assistance I trial Waste permit taccepted by . . - .• re:, VNO. 0 11 PDES PERMIT omplies with the City's requirements of the National Pollutant Discharge mination System: (NPDES) permit. The aplicant shall provide best management practices to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas Plain's for such improvements shall be approved by e City Engineer prior to issuance of grading or building permit, whichever "occur ir U U s f t 11 %Required fees are attached U No fees required WATER METER REVIEW U U 12a. Domestic (potable) Use . . Ensure that the meter proposed by the.owner/developer is not oversized. Oversized meters are inaccurate during low-flow conditions. If it is oversized, for the life of the meter, the City will not accurately bill the owner for the water used. . All single family dwelling-units received "standard" 1" service with 5/8" service. H:WORDDOCS\CHKI.STl8W1cflng Planthedc Ckist Form (Generlc).doc 5 - Rev. 7114100 - 'ED BUILDING PLANCHECK CHECKLIST 3RD, , If owner/developer proposes a size other than the "standard", then owner/developer must provide potable water demand calculations, whiOh include total fixture counts and maximum water demand in gallons per minute (gpm). A typical fixture count and water demand worksheet is attached Once the gpm is provided, check against the "meter sizing schedule" to verify the anticipated meter size for the unit 'Maximum service and meter size is a 2" service with a 2" meter. If a developer is proposing a meter greater than 2", suggest the installation of multiple 2" services as needed to provide the anticipated demand (manifolds are considered on case by case basis to limit multiple trenching into the street) D 12b. Irrigation Use (where recycled water is not available) All irrigation meters must be sized via irrigation calculations (in gpm) prior to approval. The developer must rovide these calculations. Please follow these guidelines: 1. If the project is a newer development (newer than 1998), check the recent improvement plans and observe if the new irrigation service is reflected on the improvement sheets. If so, at The water meter ,station, the demand in gpm may be listed there. Irrigation services are listed with a circled "I", and potable water is typically a circled 'W The irrigation service should look like Q STA 1+00 Install 2" service and 15' meter (estimated 100 gpm) 2. If the improvement plans do not list the irrigation meter and the service/meter will be installed via another instrument such as the building plans or grading plans' (wl a right of way permit of áourse), then the applicant must provide' irrigation calculations for estimated worst-case irrigation demand (largest zone with the farthest reach) Typically, Larry Black has already reviewed this if landscape plans have been prepared, but the applicant must provide the calculations to you for your use. Onôe' you have received a good example of irrigation calculations, keep a set for your reference In general the calculations will include Hydraulic grade line Elevation at point of connection (POC) Pressure at POC in pounds per square inch (PSI) ' Worse case zone (largest, farthest away from valve Total Sprinkler heads listed (with gpm use per head) Include a 10% residual pressure at point of connection • 3 In general, all major sloped areas of a subdivision/project are to be irrigated via separate irrigation meters (unless the project is only SF0 with no HOA) As long as the project is located within the City recycled water H:WORDDOCSCHKLS'flau!kflng Planthedi ClInt Fonn (Genestc).doc • ' 6 • ' " • Rev. 7114100 BUILDING PLANCHECK CHECKLIST . 1ST 2ND -3 RD service boundary, the City intends on switching these irrigation - services/meters to a. new recycled water line in the future.- El - 0 El 12c. Irrigation Use (where recycled water is available) 1 * . 1. Recycled water meters are' sized the same as the irrigation meter above. 2. If a project fronts a street with recycled water, then they should be . - connecting . to this line to irrigate slopes within the development.- For - . subdivisions, this should have been identified, and implemented on the : improvement plans. Installing recycled water meters is a benefit for the applicant since they are exempt from paying the San Diego County Water - Capacity-fees. However, -if they front a street which the recycled- water is - -. there, but is not live (sometimes they are charged with potable water until - ' recycled water is available), then the applicant must pay the San Diego Waér Capacity Charge. If within three years, the recycled water line is - - charged with recycled waterby CMWD, then the applicant can apply for a. refund to he San Diego County Water Authority (SDCWA) for a refund. . . . However, let the applicant know that we cannot guarantee the refund, and - - - . they must deal with the SDCWA for this: 0 13. Additional Comments: • - - - -- - - -.- 'S • - -. - ---- 1 -- .*,- • - .. . - - • • . - - .. - • • , - -- - , • t - - - - , - _5 1•- .• - * • •- . • , - * • HWORDlDOCSCHKLS11ui0flng Plandrod, Cirist Form (Geneflc)doc • - - - - 7 -. . -• -. - - -- ROY. 7114100 - S ENGINEERING DEPARTMENT FEE CALCULATION WORKSHEET . ." 0 ,s4icnate based on unconfirmed information from applicant. ... F3 Calculation based on building plancheck plan submittal. Address: .3o P1 Bldg. Permit No. . Prepared by: ,\ te: __________ Checked by Date: EDUCALCULATIONS: List types and square footaes for all uses. . Types of Use: . Sq. Ft./Units: , EDU's: Types of Use:, Sq.,Ft /Units EDU's: ADTCALCULATIONS: List types and' square footges for all uses. . '.. . ... .. Types of Use: S FQ, Sq. Ft./Units:._._____S . _. ADT's: .-1- Types of Use:'' ' Sq. FtiUnits:..', ADT's .. . 4 FEES REQUIRED: : . .. . WITHIN CFD: DYES (no bridge &thorouhfare fee in District #1, reduced Traffic Impact Fee) PARK-'IN-LIEU FEE ' ' PARK AREA &,.#: . * 7FEE/UNIT: ' '. - . X NO-UNITS.- I . .. E4. TRAFFIC IMPACT FEE . ADT's/UNITS: . .( X FEEIADT: O- ' =$ j RIDGE AND THOROUGHFARE FEE (01ST #1 DIST #2 DIST #3 ADTs/UNlTS_- ."X FEE/ADT:______ . .. 4 FACILITIES MANAGEMENT FEE ..- ZONE: - 2 UNIT/SQ.ET.: X - FEEISQ.FT.IUNIT: 5. SEWER FEE - I -' X FEE/EDU:-'7 =$ /tF1T AREA: EDU's: '' . -• X - FEE/EDU: ', ' - =$ - SEWER LATERAL ($2,500) =$______________ DRAINAGE FEES .PLDA - : - HIGH ,. /LOW . . . ACRES: -- ' . . X FEE/AC: 8. POTABLE WATER FEES UNITS COD CONNECTION FEE METER FEE SDCWA FEE IRRIGATION op - lof2 'F:FEE CALCULATION WORKSHEET.doc . * * . I' Rev. 7114100 £ City of Carlsbad I 111 11F'AITI ii. 11.1:1:1 d 111.1 April 1, 2003 MSK Development Attn: Joe Gallagher 1542 OakAvenue .. 0 Carlsbad; CA 92008 MS 02-13 MSK DEVELOPMENT A preliminary decision has been made, pursuant to Section 20.24.120 of the City of Carlsbad Municipal Code, to approvéthe tentative parcel"map of the proposed minor, subdivision subject to conditions that follow in this letter. Unless specifically stated in the condition, 'all of the following conditions, upon the approval of this tentative parcel map, must be met prior, to approval of a final parcel map. NOTE: Unless specifically stated in, the condition, all of the following conditions, upon the approval of this proposed tentative map, must be met prior to approval of a parcel map Engineering Conditions General I. . . Prior to hauling dirt or construction materials to or. from any proposed construction site within this prOject, Developer shall apply for and obtain approval from, the City Engineer for the proposed haul route 2 Developer shall submit to the City Engineer, a reproducible 24" x 36" mylar copy of the tentative map and a digital copy of said map reflecting the conditions approved by the final decision making body. The reproducible shall be sUbmitted to the. City engineer, reviewed and, if acceptable; signed by the City's project engineer and project planner prior to submittal of the building plans, final map or grading plans, whichever occurs first. The digital file copy shall be submitted in a. format as approved by the City Engineer. .. Developer shall and does hereby agree to indemnify, protect, defend and hold harmles the City of Carlsbad, its CoUncil members, agents, officers, and representatives, from and against any and all liabilities, losses, damages, demands, claim and costs, including court costs and attorney's fees incurred by the City arising, directly or indirectly, from (a) City's approval and issuance of this tentative parcel map, (b) City's approval or issuance ofany permit or action, whether discretionary or non-discretionary, in connection with the use contemplated herein, including an action filed within the time period specified in Government Code Section 66499.37 and (c) Developer's installation and operation of the facility permitted hereby, including without limitation, any and all liabilities arising from the emission by the facility of electromagnetic fields or other energy waves or emissions. The Findings and Conditions from the Planning Department Memo, dated April 7, f - 1635 Faraday Avenue. Carlsbad, CA 92008-7314• (760) 602-2720. FAX (760) 602-8562 • 2003, is hereby a part of this approval and fully en orceable. The Memo is • included as an attachment to this letter. Fees/Agreements - .1 5. Developer shall cause property owner to execute and submit to the City Engineer for recordation the City's standard form Drainage Hold Harmless Agreement regarding . drainage across the adjacent property. 6. Developer shall cause.property owner to execute, record and submit a recorded copy to • the City Engineer, a deed restriction on the, property which relates to the proposed cross' lot drainage as shown on the tentative map. The deed restriction 'document shall be ma -form acceptable to the City Engineer and shall: A , Clearly delineate the limits of the drainage course; ' • '. ' S ' State that the draiñaé course is to be maintained in perpetuity by the underlying property owner; and - ' State that all future use of the property along the drainage course will not restrict, impede, divert or otherwise alter drainage flows in a manner that will result in damage to the underlying and adjacent properties or the creation of a public nuisance. 7.., Developer shall cause property owner to enter into Neighborhood Improvement ,a Agreement with the City forthe' future public improvement of Highland Drive and Oak Avenue.. along the subdivision frontage for a half street width of 30 feet. Public "improvements shall include but are not linited to paving, base, sidewalks, curbs and gutters, grading,, clearing and grubbing, undergrounding or. relocation of utilities, fire hydrants, street lights, and retaining walls. , . • ' ',Prior to approval of añy'grading or building permits for this project, Developer shall cause Owner to give written consent to-the City Engineer to the annexation of the area shown within the boundaries of the subdivision into the existing City of Carlsbad Street Lighting and Landscaping District No. 1, on -a form provided by the City Engineer. . Grading • '• . . S Based upon a review of the proposed grading and the grading quantities shown on the tentative map, a grading permit. ' this project is required. Developer shall apply for and obtain a grading permit from the City Engineer. ••. - ' Dedications/Improvements ,Developer shall cause Owner to execute a covenant of easement for cross lot drainage and shared access between parcels 1,_2 and 3 as shown 6n the tentative map. The obligation to execute and.record the covenant of easement shall be shown and recording information called out on ,the parcel map. Developer shall. provide City. Engineer with proof of recordation prior to issuance of, building permit.' • : - Additional drainage easements may be required. Developer shall dedicate and provide or install drainage structures, as may be required by . the City Engineer, prior to or concurrent with any grading or building permit. 12. Developer shall comply with the City's requirements of the National Pollutant Discharge 'S ,,, ' • S , & 5- .- • ,,• 5. . ' • S Elimination System (NPDES) permit. Developer shall provide improvements constructed. pursuant to best management' practices as referenced in the "California Storm Water Best Management Practices Handbook" to reduce surface pollutants to an acceptable level prior to discharge to sensitive areas. Property owners shall be responsible for maintaining the grass swale abutting the easterly propertyline on their property in perpetuity. Said swale shall be maintained in a condition that satisfactorily removes pollutants as intended per its design. Final Map Notes 13. Developer shall show on Parcel Map the net developable acres for each parcel. 14. Note(s) to the following effect(s) shall be placed on the map as non-mapping data A Building permits will not be issued for development of the subject property unless the appropriate agency determines that sewer and water facilities are available.' . No structure, fence, wall, tree, shrub, sign, or other object over 30 inches above the street level may be placed or permitted to encroach within the area identified as sight distance corridors. . . (Covenant of easement recording information.) . * Code Reminder The project is subject to all applicable provisions of local ordinances, including but not limited to the following: The tentative map shall expire twnty-four (24) months from the date this tentative map approval becomes final. : Developer shall exercise special care during the construction phase of this project to prevent offsite siltation. Planting, and erosion control shall be provided in accordance with Carlsbad Municipal Code Chapter 15.16 (the Grading Ordinance) to the satisfaction Of the City Engineer. Carlsbad Municipal Water District 15. Prior to issuance of building permits, Developer shall pay all fees, deposits, and charges for connection to public facilities. Developer ihall pay the San Diego County Water Authority capacity charge(s) prior to issuance of Building Permits. 16. The Developer shall install potable water services and meters at a location approved by the District Engineer. The locations of said services shall be reflected on public improvement plans. 17. . The Developer shall install sewer laterals and clean-outs at a location approved by the District Engineer. The locations of sewer laterals ,shall be reflected on public improvement plans. 18. This project is approved updn the express condition that building permits will not be - issued for the development of the subject property, unless the District Engineer has determined that adequate water and sewer facilities are available' at the time of S occupancy. A note to this effect shall be placed on the Parcel Map, as non-mapping data S . 5'•_S . - S H 19. Fire sprinkler systems shall be installed for buildings on Parcels I and 2 subject to the Fire Marshal's approval. The developer may request a review of the preliminary decision with the City Engineer in writing within ten (10) days of the date of this letter. -Upon such written request the City Engineer shall arrange a time and place with the developer for such review. The City Engineer has reviewed each of the exactions imposed on the developer contained in these conditions of approval, and hereby finds, in this case, that the exactions, are imposed to mitigate impacts caused by or reasonably related-to the project, and the extent and degree of the exaction is in rough proportionality to the impact caused by the project. If yoU have any questions, you may contact David Rick at (760) 602-2781. ROBERT J. WOJCIK - 'Deputy City Engineer Attachment: Memo from the Assistant Planning Director dated April 7, 2003. - c: file -• -- - - - -•- - David Rick, Assistant Engineer - ,.' Van Lynch, Senior Planner.,. .- - -. S - 02/20/2004 10:17 FAX 17604384178 CITY OF CARLSBAD wjui . . ", OF,CARLSOAD GRADING INSPECTION CHECKLIST FOR PARTIAL SITE RELEASE'.. PROJECT INSPECTbR_/24'ViJ p4.r5 . DATE: ' 'q PROJECT ID-'f.f c"- /3 GRADING PERMIT NO 7o' LOTS REQUESTED FOR RELEASE. _L'J± I 4j NIA NOT APPLICABLE '1= COMPLETE . . . o = INCOMPLETE OR UNACCEPTABLE n rivAiJ Site access to requested lots adequate and logically grouped. Site erosion control measures adequate. Overall site adequate for health, safety and welfare of public. Letter from OwnerDev. requesting partial release of specific tots, pads or bldg. . 8 W X 11 site plan (attachment) showing. requested tots submitted. Compaction report from soils engineer submitted. (If soils report hai been submitted with a previous partial release, a letter from soils engineer referencing the soils report and identifying specific lots for release lots shall accompany subsequent partial releases). EOW certification of work done with finish pad elevatiOns of specific lots to, be released Letter must state lot (s) is 41aded to within a tenth (.1) of the approved grading plan; Geologic engineer's letter if unusual geologlc'or subsurface conditions exist , Fully functional fire hydrants within 500 feet of building combustibles and an all weather roads access tosite Is required. Parbal release of grading for the above stated lots Is approved for the purpose of building permit issuance. Issuance of building permits is still subject to all normal City requirements required pursuant to the building permit process E1 Partial release of the site is denied for the following reasons Pr ect lr(spector • • . Date ' Z/z o/O Construction Manager Date.. . • S H\L1BRAMV1TATMDSPWfWORMS'PAP.TS1TEFR)4 • , ' • ' , / / PLANNING DEPARTMENT BUILDING PLAN CHECK REVIEW CHECKLIST Plan Check No CB O3 O1 5 9 Address1D(O t-(ieh I0i1.c1 Dr Planner Chris Sexton ' . • , ..Phone (760) 602624 APN: I±54---JI 0B Typeof Project & Use:S4 Net Project Density: DU/AC Zoning: - lOiO eraI Plan: P-1—M Facilities Management Zone: I CFD (in/out) #Date of participation: Remaining net dev acres: (For non-residential development: Type of land used created b' this Circle One, permit: 0 0 0 .c .z . Legend: Item CompIete 0 Item incomplete.- Needs your action .' 0 0 Environmental Review Required: 'YES NO TYPE DATE OF COMPLETION CCompliance with conditions of approval? if not, state conditions which require action. Conditions of Approval: ORO 1, 1Discretionary Action Required YES ____ NO TYPE APPROVAL/RESO; NO. . '. DATE1 — . -. PROJECT NO M () I-3 OTHER RELATED CASES Compliance with conditions or approval? If not, state conditioné which require acti n. Conditions of Approval 4Jôo 1,1 lLpplv vaQ_____d LdW-U L5t U. Ez 0 Coas'. '-'tal Zone Assessment/Compliance Project site located in Coastal Zone? YES____ NO CA Coastal. Commission Authority?' YES NO____ If California Coastal Commission Authority Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego CA 92108-4402; (619) 767-2370 Dètermineitatus (Coastal Permit Required or Exempt):- Coastal Permit Determination Form already completed? YES_ NO____ If NO, complete Coastal Permit Determination Form now Coastal Permit Determination Log # Follow-Up Actions Stamp Building Plans as "Exempt" or "Coastal Permit Required" (at minimum Floor Plans). Complete Coastal Permit Detèrmiñation Log as needed 121/11 0 Inclusionary Housing Fee required YES V" NO _ ''.._-.. (Effective date of lnclusionarHousing Ordinance -May 21, 1993) 14z bzl Data'EntryCompiete1? YES NO (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) • Site Plan H:'.ADMIN\COUNTER\BldgPlnchkRevChklst Rev 9/01 • / OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER I'Th 1 H:'ADMiN\cOUNTER\sidgPinchkRevChklst 4. 1 - ;-. •1 - a • a - Rev 9/01 O M 0 1. Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements right-of-way width, dimensional setbacks and existing topgraphical lines (including all side and rear yard slopes) 4 O 0 0 2 Provide legal description of property and assessor's parcel 'umber a — 0 . Policy144— Neighborhood Architectural Design Guidelines 1 Applicability YES NO a O 0 0 2 Project complies YES NO________ Zoning Setbacks Front: Required O' Shovh cgaf. -. Interior Side Required L L Shown 7 ?' Street Side: Required Shown Rear: Required •I'l.-A! - Shown Top of slope Required Shown 0 2 Accessory structure setbacks .- — Front . .. Required Shown '& Interior Side ' —- Required ._—' Shown Street Side Required tJ \ Shown J .- -Rear: • Required f Shown Structure separation Requir Shown f'D 0 3 Lot Coverage: Required qo 7o Shown L4/ O7, VtJ 0 4 Height Required Shown L 0 5 Parking Spaces Required Shown' (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown Additional Comments/ )ec.L- o-pp-b ic-L 01 0 —_rtviuu1 Va 40 — . _1 - V - 4,• - .. - Structural Calculations - . - 'Tor" 4 4- 'S ..z -- - 44,,• Projct * - • - MSK Development Group ,' Oak"Aivinue Project I2OakAvic- :. Carlsbad, CA 92064 -. 4 - '• - - . . .. . - V. 4 6) -4. 4,• .4- 4 C/O - -, Mark Burgrnger a - --..--•. -. ValleVerdeRanch Studio ;-,-' 42944 Camino Del Valle r — Poway, CA 92064 , - 858-6i3-O656 .4 - Ike A •4, -, 1' a a 4 a ' 4 a Nick Servin - Alpha & Omega Developments 4- 2382 Camino Vida Roble, Suite F Carlsbad, CA 92009w (760) 931-1792, FAX (760)'93 1-1892, FAX2 (603) 484-7917 4 - I - • :- - - 4. .4 4 - a —AD INV - Nick Servin L RCE 33,538, EXPIRES 6/30/2006 - - Engineer does not take any responsibility for constriuctionj or control of the job Engineer's responsibility is solely limited to the design of the structural members included herein Any changes to design, structural members or configuration shall void calculations Supervision may be contracted for assurance of proper construction a .4 4 4, •,- -- . .-. -4. . .4.' 4, . • '4' - - 1 - - .4 - - 44 - •-." . 4_-.4 • - -, - . - -- . . ._ 4, • 4jt . - - * . - No DESCRIPTION SHEETS 1 Engineering Assumptions 1 2 Framing Calculations Fl -F3 6 3 Footing Calculations, Pads P1 - 77 4 Lateral Calculations, Wind & Seismic Li - 5 Shear Wall Schedule & Miscellaneous details ENGINEERING ASSUMPTIONS LOAPS: - ROOF: DEAL) LOADS: . TILE . 12.0 PSF ... FRAMING . 3.0 PSF PRYWALL 2.0 PSF INSULATION . 0.5 PSF MISCELLANEOUS . .1.0 PSF. PL"(WOOP . 1.5 PSF . . TOTAL: . .. . 20.0 PSF . . . . ... LIVE LOADS: . .. SLOPE (4:12 . 20.0 PSF . . SLOPE 2: 4:12 . 16.0P5F . FLOOR: . , .. ... DEAD LOAPS: . . FRAMING . . 5.0 PSF . . ... PLYWOOD . •. 3.0 PSF. . CARPET/PAP 2.0 PSF . CEILING . . ' 3.0 PSF -. MISCELLANEOUS 2.0 PSF . .. . - - - TOTAL: 15.0 PSF LIVE LOAPS: - . FLOOR - 40.0 PSF . .PECK . .60.0P5F . SOILS INVE51IGA1IQN Y: . . NONE AVAILABLE, ASSUME 1000 PSF SOIL SEARING PRESSURE FRAMING - . . .. .Fv F17.. .FSI P51 . .FSI 2X, 4X FRAMING PFL #2 MIN U.N.O. 95 &75 1,600,000 Ox AND LARGER PFL #1 MIN U.N.O. - . - 1,350 . 1,600,000 PARALLAMS 2.OE WS- 290 2,900 2,00,01 - Engees Computation Pad COMPANY PROJECT ATI %VoodWo'rks® SOFIWARF FOR WOOD DESIGN Jan. 9, 2003 08:30:46 1 RB-i Design Check Calculation Sheet LOADS: (Ibs, psf, or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 20 (6.00) NO 2 Dead Full Area 16 (6.00) NQ *Tributary Width (ft) ._ MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 4 Dead 895 t 895 ILive 17 . Total 895 4 . . 895 I Bearing: - 1.0 . 1.0 LLength I Lumber-soft, D.Fir-L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: lCBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stresspsi, and in) Criterion Analysis Value. Design Value Analysis/Design Shear fv @d = 33 Fv = 85 fv/Fv = 0.39 Bending(+) fb = 430 - Fb' = 972 fb/Fb' = 0.44 Live Defln negligible Total Dfl'n 0.08 = <L/999 0.53 = L/180 0.16 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr iC# Fb+= 900 0.90 1.00 1.00 1.000 1.20 1.000 1.00 - Fv = 95 0.90 1.00 1.00 (CH = 1.000) 1.00 . 1 1 Fcp'= 625 1.00 1.00 -1 - = 1.6 million 1.00 1.00 . 1 Bending(+) : LCI( 1 = D only, M = 1790 1b5-ft . Shear : LC# 1 = D only, V = 895, V@d = 722 lbs Deflection: LC# 1 = D Only EI= 369.34e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis Output) .j DESIGN NOTES: - - Please verify that the default deflection limits are appropriate for your application. - Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT . %VoodVVorks® SOFIWAREFOR WOOD DESIGN 0 Jan. 9, 2003 08:37:49 R13-2 Design Check Calculation Sheet LOADS: (Ibs, psf, or plf) . :. Load Type Distribution Magnitude Location [ft] Pattern Start Ehd Start End Load? .. . - 0 0 1 Dead Full Area 20 (6.00) No 2 Dead Full Area 16 (6.00) No *Tributary Width (ft) 0 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): ink Ll Dead 1826 - . 1826 Live 0• . 0 . Total 1826 . 0 . 1826 Bearing: Length 1.0 . 1.0 PSL, 2.OE, 2900Fb, 3-1!2x11-114" 0 Self Weight of 12.3 plf automatically included in Roads; Load combinations: ICBO-UBC , SECTION vs. DESIGN CODE NDS-1997: ( Ibs, Ibs-ft, or in) 0 0 Criterion Analysis Value Design Value Analysis/Design 0 - .Shear V @d = 1612 yr = 6733 V/Vr = 0.24 Bending.(+) M = 7306 Mr = 16173 M/Mr = 0.45 0 0 . .• Live Defl'n negligible 0 0 0 Total Defl'n 0.61 = L/315 1.07 = L/180 0.57 ADDITIONAL DATA: 0 FACTORS:F CD CM Ct, CL CF CV Cfu Cr 0 LC# Fb'+= 2900 0.90 1.00 1.00 1.000 1.01 1.000 1.00 1.00 . 1 Fv' = 285 0.90 1.00 . 1.00 . (CH 1.000) .1 . 0• Fcp'= 750 . 1.00 1.00 E' = 2.0 million 1.00 1.00 0 1 Bending(+): LC# 1 = D only, H = 7306 lbs-ft Shear : LC# 1 = D only, V = 1826, V@d = 1612 lbs . Deflection: LC# 1= D only EI= 830.57e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. 0 (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 0 Please verify that the default deflection limits are appropriate for your application. - 0 SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT jJ WoodWbrks'. SOFTWARE FOR WOOD DESIGN Jan. 9, 2003 14:43:05 RB-3 Design Check Calculation Sheet LOADS: (Ibs, psf, or pif). Load Type Distribution Magnitude Location [ft] Pattern - Start End Start End Load? 1 Dead Full Area 20 (6.00) No 2 Live Full Area 16 (6.00) No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' Dead 388 Live 288 Total 676 676 Bearing: - - - Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 4x12" Self Weight of 9.35 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv@d = 18 Fv' = 95 .fv/Fv' = 0.19 Bending(+) fb = 165 Fb' = 990 0.17 Live Defl'n 0.00 = <L/999 0.20 = L/360 0.02 Total Defl'n 0.01 = <L/999 0.40 = -L/180 0.03 ADDITIONAL DATA: . . FACTORS: F CD CM Ct CL CF CV' Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' 1.6 million 1.00 1.00 . , Bending(+) : LCfr 2 = D+L, M = 1014 lbs-ft Shear : LC# 2 = D+L, V = 676, V@d = 465 lbs Deflection: LC1I 2 = D+L EI= 664.44e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. - (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) 0 DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported accordingto the provisions of NDS Clause 4.4.1. 0) ; 6' 388 288 F--4 COMPANY PROJECT J WoodW6r"kso. , - SOFIWREFOR WOOD DESIGN - Jan. 9, 2003 14:45:47 R134 Design Check Calculation Sheet LOADS: (Ibs, psf, or pif) Load Type Distribution . Magnitude Location [ft] Pattern - Start End Start End Load? 1 Dead Point 1500 .- 1.00 No 2 Live Point 1200 1.00 No 3 Dead Point - 388 1.00 ,No 4 Live Point - 288 1.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): -- I 0' 6 -1 1 Dead 1597 .; . , - 338 Live 1240 248 Total 2837 . 586 Bearing: 1.1 1.0 Length PSL,2.0E, 2900Fb, 3-112x7-114" Self Weight of 7.93 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (Ibs, Ibs-4, or in):- Criterion Analysis Value Design Value Analysis/Design Shear -- V @d = 2832 Vr 4821 V/yr = 0.59 Bending(+) N = 2813 Mr =. 7836 M/Mr = 0.36 Live Defl'n 0.03 = <L/999 0.20 = . L/360 0.13 Total Defl'n. 0.07 = L/968 0.40 = L/180 0.19 ADDITIONAL DATA: - . ... FACTORS: F CD CM, Ct CL. CF CV Cfu Cr -LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.06 1.000 . 1.00 1.00 2 . Fv = 285 1.00. 1.00 1.00 (CM = 1.000) . 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 11.00 1.00 . . 2 Bending(+) : LC# 2 = D+L, M = 2813 lbs-ft Shear : LC# 2 = D+L, V= 2837, V@d = 2832 lbs - - Deflection: LC# 2 = D+L EI= 222.30e06 lb-in2 Total Deflection = 1.50(Defln'dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) . . - (All LCs are listed in the Analysis output) . - - . DESIGN NOTES: Please verify that the default deflection limits are appropriate for your applicatipn. . SCL-BEAMS (Structural Composite Lumbr): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. I COMPANY PROJECT ©.;WOod Works®. SOFTWARE FOR WOOD DES?CN - Jan. 13, 2003 11:03:17 R13-5 Design Check Calculation Sheet LOADS: ( Ibs, psf, or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full-Area 20 .(18.00) NO 2 1 Live Full Area 15 (18.00) No *Tributary Width (ft) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): 0. 61 Dead 1103 - . 1103 Live 810 . 810 Total 1913 1913 1.0 Bearing: ' 1.0 Length Lumber-soft, D.Fir-L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d 66 Fv =. 95 fv/Fv' = 0.69 Bending(+) fb = 690 . Fb' =.1080 fb/Fb' = 0.64 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.11 Total Defl'n 0.06 = <L/999 0.40 = L/180 0.16 ADDITIONAL DATA: . -. FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 •1.00 1.00 1.00 (CH = 1.000) - .2 Fcp'= 625 1.00 1.00 - = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M= . 2870 lbs-ft . Shear : LC# 2 = D+L, V = 1913, V@d = 1422 lbs . . Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact -,C=construction) (All LC's are listed-in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending-members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT . Woodwbrks.® SOFIWAPEFOR WOOD DESIGN Jan. 13, 2003 14:49:18 RB-6 Design Check Calculation Sheet LOADS (ibs psf, or pit) *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) I 0' 6' Dead 368 .. 368 Live 259 259 Total 627 - . 627 Bearing: Length 1.0 V. 1.0 Lumber-soft, D Fir-L, No 2, 4x10" .. Self Weight of 7.69 plf automatically included in loads - -- V - - •V Lateral support: Top= full, Bottom= at supports; Load combinations: iCBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi;and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 22 Fv' = - 95 fv/Fv'- 0.23 Bending(+) - fb = 226 Fb' = 1080 fb/Fb' = 0.21 Live Defl'n 0.01 = <L/999 0.20 = L/360 V 0.03 Total Defl'n 0.02 = <L/999 - 0.40 = L/180 - - 0.05 ADDITIONAL DATA: V . FACTORS: F . CD CM Ct CL . CF CV Cfu Cr LC# Fb+= 1 900 1.00 - 1.00 1.00 1.000 1.20 1.000 1.00 1.00 . 2 V Fv.' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 B' = 1.6 million 1.00 1.00 V 2 . Bending(+) : LC# 2 = D+L, H = 940 lbs-ft' V V Shear : LC# 2 = D+L, VV= 627, V@d = 466 lbs . Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 . Total Deflection = 1.50(Defln dead) + Defln Live. . V (D=dead L=live S=snow W=wind I=impact C=construction) V (All LC's are listed in the Analysis output) DESIGN NOTES Please verify that the default deflection limits are appropriate for your application. V Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4:1. Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 20 (5.75) No. 2 Live Full Area 15 (5.75) No COMPANY PROJECT jJ WoodWorkso SOFIWAREFOR WOOD DESIGN Jan. 13, 2003 14:49:93 RB-7 Design Check Calculation Sheet LOADS (lbs psf, orplf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Point 388 5.00 No 2 Live Point 288 5.00 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (In) 01 12' Dead 272 . S. 208 Live 168 120 Total 440 J. . 328 Bearing: 1.0 .. '1.0 Length Lumber-soft, D.Fir-L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) .. . - Criterion Analysis Value Design Value Analysis/Design - Shear fv @d = 20 Fv' 95 fv/Fv' = 0.21 I Bending(+)" fb = 506 Fb =1080 fb/Fb' = 0.47 Live Defln 0.05 = <L/999 0.40 L/360 - 0.12 LTotal Defln 0.16 = L/927 0.80 = L/180 0.19 ADDITIONAL DATA: . FACTORS: F CD CM Ct CL CF CV Cfu Cr "LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00' 1.00 2 ' Fv' = 95 1.00 1.00 1.00 (CH 1.000) - 2 Fcp= 625 1.00 1.00 . - = 1.6 million 1.00 1.00 'j 2 Bending (+) : LC# 2 = D+L, M = 2106 lbs-ft S Shear : LC# 2 = D+L, V = 440, V@d = 435 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 - Total Deflection = 1.50(Defln dead) + Defin Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis. output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1 -: - S COMPANY PROJECT J WoodWorks® SOFIWAREFOR WOOD DESIGN Jan. 13, 2003 15:31:14 RB-8 - Design'Check Calculation Sheet LOADS: (ibs, psf, or pif) Load Type Distribution Magnitude Location [ft] Patern - Start End Start End Load? 1 -' Dead Full Area 20 (5.00) . No' 2 Live Full Area - 16 (5.00) No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) Dead 765 765 Live ' 560 560 Total 1325 - , . 1325 - Bearing: 1.0 - - - S 1.0 Length Lumber-soft, D.Fir-L, No.2, 4x12"; Self Weight of 9.35 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: lCBO-UBC SECTION vs. DESIGN CODE NDS-1997:( stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design . . . .' Shear fv @d = 44 Fv' =. 95 fv/Fv = 0.46 Bending(+) fb = 754 Fb' = 990 fb/Fb' = 0.76 Live 'Defl'n 0.10 = <L/999 0.47 L/360- . 0.22 - Total Defl'n 0.32 = L/529 0.93 = L/180 0.34 .. ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb+= 900 1.00 1.00 ' i.00 1 1.000 -1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH =' 1.000) 2 Fcp= 625 1.00, 1.00 = 1.6 million 1. 00 1.00 ' - . 2 - Bending(+): LC# 2 = D+L, M = 4639 lbs-ft Shear : LC# 2 = D+L; V = 1325, V@d = 1148 lbs Deflection: LC# 2 = D+L EI= 664.44e06 lb-in2 . Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind !=impact C=construction) (All LC's are listed in the Analysis output) - DESIGN NOTES: 1.' Please verify that the default deflection limits are appropriate for your application. - - 2. Sawn lumber bending members shall be laterallysupported according to the provisions of NDS Clause 4.4.1. - COMPANY PROJECT WoodWorks® SOFIWARE FOR WOOD DESIGN Jan. 14, 2003 14:33:44 RB-9 Design Check Calculation Sheet LOADS: (Ibs, psf, or pif) Load Type Distribution Magnitude Location [ft] Patten Start End Start End Load? 1 Dead Full Area 20 (3.00) NO 2 Live Full Area 16 (3.00) No 3 Dead Point 765 4.75 No 4 Live Point 560 4.75 N& "rrioutary wiatn (tt) - MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0 Dead 712 712 Live . 508 . . -508 Total 1220 . 1220 Bearing: Length 1.0 . . 1.0 Lumber-soft, D.Fir-L, No.2, 4x12" Self Weight of 9.35 plf automatically included in loads; . . Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC . -. SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear Lv @d = 42 Fv' = 95 fv/Fv' = 0.45 Bending(+) fb = 727 Fb' = 990 fb/Fb' = 0.73 Live Defl'n 0.04 = <L/999 0.32 = L/360 0.12 Total Defln 0.12 = L/940 0.63 = L/180 0.19 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp= 625 . 1.00 1.00 = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 =.D+L, N = 4471 lbs-ft Shear : LC# 2 = D+L, V = 1220, V@d = 1110 lbs Deflection: LCIt 2 = D+L EI= 664.44e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defin Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LCs are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.41. - COMPANY PROJECT jJ %VoodVVorks - SOFTWARE FOR WOOD DESIGN - V. Jan. 14, 2003 15:06:17 RB-b - Design Check Calculation Sheet '. LOADS: (Ibs, psf, or pif) - 1' Load Type Distribution Magnitude . Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 20 (4.00) No 2 Live Full Area 16 (4.00) . No 3 Dead Point 712 4.50 No 4 Live Point 508 4.50 No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 01 19, Dead '1448 - , 0 1073 Live '996 0 . -'. - 728 Total 2443 - -, 0 1801 Bearing: , 1.0 .1 1.01 Length PSL, 2.OE, 2900Fb, 5-114x9-114" ' - Self Weight of 15.18 plf automatically included in loads; - - Load combinations: ICBO-UBC - . - . SECTION vs. DESIGN CODE NDS-1997: ( Ibs, Ibs-ft,.or in) .Criterion Analysis Value Design Value Analysis/Design Shear .V @d = 2321 Vr =- 9227 V/Vr.= 0.25 Bending(+) M = 10199 Mr = 18623 M/Mr = 0.55 Live Defl'n 0.39 = 1.24 = - L/584 0.63 = L/360 0.62 Total Defl'n L/183 1.27 L/180 0.98 ADDITIONAL DATA: FACTORS: F CD CM Ct -CL 'CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 '1.00 1.000 , 1.03 1.000 1.00 1.00 2 Fv' = 285 1.00 ' 1.00 1.00 ' (CH 1.000) , 2 Fcp'= 750 1.00 1.00 E = 2.0 million 1.00 1.00 0 ' 0 2 Bending(+): LC# 2 = D+L, M = 10199 lbs-ft. Shear : LC# 2 = D+L, V = 2443, V@d 2321 lbs Deflection: LC# 2= D+L EI= 692.52e06 16in2 Total Deflection = 1.50(Dèfln dead) + Defin Live. 0 (D=dead L=live S--'snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) 4-' 0 DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. ., - COMPANY PROJECT . G_W ood Wo r k s® - SOFTWARE FOR WOOD DESIGN - Jan. 14, 2003 16:00:26 RB-11 Design Check Calculation Sheet -. LOADS:- (Ibs, psf, or pif) -- - Load Type Distribution Magnitude Location [ft] Pattern Start End Start. End Load? 1 Dead Full Area 20 (8.50P No 2 Live Full Area 16 (8.50)1 No *Tributary Width (ft) .. . MAXIMUM REACTIONS (113S) 'and BEARING LENGTHS (in): : I . - . 0' .--.. . . 12' I Dead 1076 1076 Live' - 816 . , 816 Total 1892 ' . . ..... 1892 Bearing: - Length 1.0 ,,- . . 1.0 Lumber-soft, D.Fir-L, No.2, 4x12" Self Weight of 9.35 pIt automatically included in loads; '- Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION-vs. DESIGN CODE NDS-1997 (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear, fv @d = 61 Fv' = 95 fv/Fv' = 0.64 Bending(+) fb = 923 Fb', = 990 fb/Fb = 0.93 ,Live Defin 0.10 = <L/999. 0.40 = L/360 0.24 Total Defln 0.28 = L/506 0.80 = L/180 0.36 ADDITIONAL DATA: FACTORS: F CD CM Ct . CL CF CV Cfu Cr . LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10, 1.000 1.00 1.00 2 Fv' = . 95 1.00 1.00 , 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 ' - 2 Bending(+): LC# 2 = D+L, M = 5676 lbs-ft Shear 0 : LC# 2 = D+L, V = 1892, V@d.= 1596 lbs- Deflection: LC# 2 = D+L EI= 664.44e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead, L=live S=snow W=wind I=impact C=construction) * (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWor& SOFTWARE FOR WOOD DESIGN Jan. 14,2003 16:03:15 RB-12 Design Check Calculation Sheet - LOADS: (ibs, psf; or pif) : Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Point 1076 7.50 No 2 Live Point 816 7.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 01 15' Dead 614 . - .. . 614 Live 408 . 408 Total 1022 1022 Bearing: Length 1.0 1.0 PSL, 2 OE, 2900Fb, 3-1/2x9-1/4" Self Weight of 10.12 plf automatically included in loads; Load combinations: ICBO-UBC . SECTION vs. DESIGN CODE NDS-1997: ( ibs, ibs-ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 1014 yr = 6151 V/yr = 0.16 Bending(+) M = 7380 Mr = 12416 M/Mr = 0.59 Live Defl'n 0.21 = L/838 0.50 = L/360 0.43 Total Defl'n 0.68 = L/265 1.00 = L/180 0.68 ADDITIONAL DATA FACTORS: F CD CM Ct CL CF CV Cfu Cr 'LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00 1:oo 2 Fv' = 285 1.00 1.00 1.00 (CH= 1.000) 2 Fcp'= 750 1.00 1.00 = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7380 lbs-ft Shear : LC# 2 = D+L, V = 1022, V@d = 1014 lbs Deflection: LC# 2= D+L EI= 461.68e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. - (D=dead Llive S=snow W=wind I=impact C=construction) . (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. - - COMPANY PROJECT Wood\AIorks® 1: SOFTWARE FOR WOOD DESIGN Jan. 14, 2003 16:05:46 RB-13 Design Check Calculation Sheet [LOADS: (Ibs, psf, or pif) : Load Type Distribution Magnitude Location (ft) Pattern Start End Start End Load? 1 Dead Point 1076 3.25 . NO: 2 Live Point 816 3.25 NO MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): - 0 - - Dead 563 . 563 Live . 408 408 Total 971 . 971 Bearing: 1.0 - 1.0 Length Lumber-soft, D.Fir-L, No.2, 4x10" . Self Weight of 7.69 plf automatically included in loads Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC .. . SECTION vs. DESIGN CODE NDS-1997: ( stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design 'Shear, fv @d = 45 Fv = 95 fv/Fv' = 0.47 Bending(+) fb = 749 Fb' = 1080 fb/Fb' = 0.69 Live Defln '0.02 = <L/999 0.22 = L/360 0.10 Total Defl'n 0.07 = <L/999 0.43 = L/•180 0.15 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 '1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 . (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - = 1.6 million 1.00 1.00 : 2 Bending(+): LC# 2 = D+L, N = 3115 lbs-ft Shear : LC# 2 = D+L,V = 971, V@d = 965 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis Output) . DESIGN NOTES: - Please verify that the default deflection limits are apropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. I' 'XI' - COMPANY PROJECT * J WoodWorks® SOFTWARE FOR WOOD DESIGN Jan. 14, 2003 16:08:06 RB-14 Design Check Calculation Sheet LOADS: (Ibs,psf,orplf) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 20 (5.00)1 No 2 Live Full Area 15 (5.00). No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 01 12' Dead 646 646 Live 450 . . . 450 Total 1096 1096 Bearing: 1.0 1.0 Length Lumber-soft, D.Fir-L, No.2, 4x10" Self Weight of 7.69 plf automatically included in loads; •. Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC - SECTION vs. DESIGN CODE NDS-1997: (stress=psi;and in) I Criterion lAnalvsis Value IDesign Value Analysis/Design Shear Ifv @d = 44 Fv' = 95 fv/Fv' = 0.47 Bending(+) fb = 791 Fb' = 1080 fb/Fb' = 0.73 Live Defln 0.09 = <L/999 0.40 = L/360 0.24 Total Defl'n 0.30 = L/481 0.80 = L/180 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# * Fb+=. 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 - Ell = 95 1.00 1.00 * 1.00 (CM = 1.000) . -• 2 . Fcp'= 625 1.00 1.00 = 1.6 million 1.00 1.00 . . 2 Bending(+): LC# 2 = D+L, M = 3288 lbs-ft . Shear : LC# 2 = D+L, V = 1096, V@d 955 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. *, (. Q COMPANY PROJECT Wood Works®b. SOFYWAREFOR WOOD DESIGN Jan. 14, 2003 16:13:15 RB-15 Design Check Calculation Sheet LOADS: (Ibs, psf, or pif) . . Load Type Distributi'on Magnitude Location [ft] Pattern7 - Start End Start End Load? 1 Dead Full Area 20 (19.00) No 2 - Live Full Area 15 (19.00) . -- No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) - - -. 0' -. . . 4' . Dead 772 - 772 Live 570 . - . 570 Total 1342 . - ,. . 1342 Bearing: 1.0 - - 1.0 Length - . Lumber-soft, D.Fir-L, No.2, 4x8" . .. - Self Weight of 6.03 plf automatically included in loads; Lateral support:.Top= full, Bottom= at supports; Load combinations: iCBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stresspsi, and in) Criterion Analysis Value Design Value Analysis/Design - Shear fv@d = 55 Fv' = 95 fv/Fv' = 0.58 Bending(+) fb = 525 Fb' = 1170 fb/Fb' = 0.45 ,.. Live Defl'n 0.01 = <L/999 0.13 = L/360 . 0.07 -. Total Defl'n 0.03 = <L/999 0.27 = L/180 0.10 ADDITIONAL DATA: - FACTORS: F CD CM Ct CLI CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30, 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 - (CH = 1.000) 2 Fcp'= 625 1.00 1.00 = 1.6 million 1.00 1.00 - 2 Bending(+) LC# 2 = D+L M = 1342 lbs-ft Shear : LC# 2 = D+L, V = 1342, V@d = 937 lbs Deflection: LC# 2 = D+L EI= 177.83e06 lb-in2 - Total Deflection = 1.50(Defln dead) + Defln Live. - (D=dead L=live S=sñow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: - Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. F-i 41 COMPANY PROJECT WoodWorks® r SOFTWARE FOR WOOD DESICN Jan. 15, 2003 10:10:44 RB-16 Design Check Calculation Sheet LOADS: (Ibs, psf, or plf) Load Type Distribution Magnitude Location [ft] Pattern Start , End Start End Load? 1 Dead Full Area ' 20 (15.00) No 2 Live Full Area 16 (15.00) No 3 Dead Point 1500 1.00 No - 4 Live Point '1200 . 1.00 No VY.LALS1 MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 3' Dead 1464 964 Live 1160 --'• 760 Total 2624 . - . 1724 Bearing: 1.2 . . • 1.0 Length . ' -Lumber-soft, D.Fir-L, No.2, 4x12' Self Weight of 9.35 plf automatically included in loads; ' Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stresspsi, and in) ADDITIONAL DATA FACTORS: F CD .. CM Ct- CL •CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' 95 1.00 1.00 . 1.00 - (CH = 1.000) 2 Fcp'= 625 LOO 1.00 E' = 1.6 million 1.00 1.00 . 2 Bending(+) : LC# 2 ,= D+L, M = 2349 lbs-ft . . . . Shear :. LC# 2 = D+L, V = 2624, V@d = 2109 lbs Deflection: LC# 2 = D+L EI= 664.44e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. -.. (D=dead L=live S=snow W=wind I=impact C=onstruction) (All LC's are listed in the Analysis output) DESIGN NOTES: ' Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Design Value Analysis/Design Shear fv@d = 80 Fv' = 95 fv/Fv' = 0.85 Bending(+) fb = 382 :Fb' - 990 fb/Fb' = 0.39 Live Defl'n 0.00 = <L/999 0.10 = L/360 - 0.02 Total Defl'n 0.01 I= <L/999 0.20 = L/180 0.03 COMPANY PROJECT 1J WoodWorks'-_ SOFTWARE FOR WOOD DESIGN Jan. 9, 2003 08:47:49 F13-1 Design Check Calculation Sheet LOADS (lbs, psf, or pif) S Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? 1 Dead Full Area 20 (10.00)1 No 2 Live Full Area 16 (10'.00)i No 3 Dead Full Area 12 (10.00)1 No 4 Dead Full Area 15 (1.00P No 5 Live Full Area 40 (1.00)1 No 'LtiuuLry wiutn LE) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' 21' Dead 3759 3759 Live 2100 2100 Total 5859 5859 Bearing: 1.5 1.5 Length PSL, 2.OE, 2900Fb, 5-114x14' Self Weight of 22.97 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (lbs, lbs-ft. or in) Criterion Analysis Value Design Value Analysis/Design Shear V @d = 5208 yr = 13965 V/yr = 0.37 Bending(+) M = 30758 Mr = 40743 M/Mr = 0.75 Live Defl'n 0.36 = L/691 0.70 = L/360 0.52 Total Defl'n 1.34 = L/187 1.40 = L/180 . 0.96 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1;00 1.000 0.98 1.000,. 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 .1.00 2 Bending(+) : LC# 2 = D+L, N = 30758 lbs-ft Shear : LCI( 2 = D+L, V = 5859, V@d = 5208 lbs Deflection: LC# 2 = D+L EI=2401..00e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. S COMPANY PROJECT jJ Wo o d Wo rks® ' - SOFIWARE FOR WOOD DESIGN' Jan 92003 090018 FB2 Design Check Calculation Sheet LOADS (lbs psf, or pit) Load 'Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 15 (17.50) No 2 Live Full Area 40 (17.50) . No *Tributary Width (ft) - --- MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Dead 1250 Live 3150 Total 4400 . . • Bearing: - Length 1.7 - , -• .. . 1.7 PSL,2.OE, 2900Fb, 3-1!2x14" . . - Self Weight of 15.31 plf automatically included in loads Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (ibs, Ibs-ft, àr in) V Criterion Analysis sign Value Analysis/Design Shear V @d = 3259Vr = 9310 V/Vr = .0.35 Bending(+) M = ValueT00.60 . 990.0Mr = 27162 M/Mr = 0.36 Live Defl'n 0.06 = <L/999.30 = L/360 0.22 TotalDefln 0.10 = <L/999 = L/180 0.17 ADDITIONAL DATA FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' 285 1:00 1.00 1.00 .(CH 1.000) 2 Fcp= .750 1.00 1.00 - - . E = 2.0 million 1.00. 1.00 N 2 Bending(+): LC# 2 = D+L, M = 9900 lbs-ft Shear : LC# 2 = D+L, V = 4400,, V@d = 3259 lbs - Deflection: LC# 2 = D+L EI=1600.67e06 lb-in2 Total Deflection = 1 50(Defln dead) + DeflnL.tve (D=dead L=live S=snow W=wind I=impact C=constrüction) (A11 LCs are listed in •the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. V -1 ~ .91 3150 4400 1250 V. COMPANY PROJECT Woo,dWo*rks', SOFIWARE FOR w000 DESIGN - Jan. 9, 2003 09:23:02 F13-3 Design Check Calculation Sheet LOADS: (Ibs, psf, or pif) .; . Load Type Distribution Magnitude Location (ft) Pattern Start, End Start End Load? 1 Dead Point 1250 1.00 No 2 Live Point 3150 1.00 No I MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): . ,E•. : -';• 0' Dead 911 Live 2250 900 Total 3161 1275 Bearing: - Length 1.2 , . 1.0 PSL, 2.OE, 2900Fb; 3-112x9-114". . . Self Weight of 10.12 plf automatically included in loads; Load combinations: ICBO-UBC SECTION vi. DESIGN CODE NDS-1997: ( Ibs, lbs-ft, or in) . . . Criterion Analysis Value Design Value Analysis/Design Shear V @d = 3153 Vr = 6151 V/Vr = 0.51 Bending(+) M = 3154 Mr = 12416 M/Mr'= 0.25 Live Defl'n 0.01 = <L/999 0.12 = L/360 0.07 Total Defl'n 0.01 = <L/999 0.23 = L/180 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL ' CF CV Cfu Cr .LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fit' = 285 1.00 1.00 1.00 (CH= 1.000) 2 Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 . 2 Bending(+) LC# 2 = D+L, M = 3154 lbs-ft Shear : LCI( 2 = D+L, V = 3161, V@d = 3153 lbs Deflection: LC# 2.= D+L EI= 461.68e06 lb-in2 Total Deflection = 1.50(Defln dead) + DeflnLive. (D=dead L--live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) - DESIGN NOTES: . Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary dsign only. For final member design contact your local SCL manufacturer. ell COMPANY PROJECT Q),_WoodWorks' ® SOFTWARE FOR WOOD DESIGN. Jan. 15, 2003 09:30:35 FB-4 Design Check Calculation Sheet LOADS (lbs psf, or plf) ' f Load Type Distribution Magnitude Location [ft] Pattern - Start End Start End Load? 1 Dead Full Area 15 . (8.00)1 NO 2 Live Full Area 40 (8.00) No 3 Dead Point, 1464 . 2.50 No 4 Live Point 1160 2.50 No *Tributary Width (ft) .. . --,..-... MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' 5, I. Dead - 1055 . . 1055 Live .. 1380 , 1380 Total ' 2435 ' .. , 2435 Bearing: Length 1.1 0 . 1.1 Lumber-soft, D.Fir-L, No.2, 4x12" ........ Self Weight of 9.35 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) . Criterion Analysis Value Design Value - Analysis/Design Shear fv @d = 77 Fv' = 95 fv/Fv' = 0.81 Bending(+) fb = 761 ' Fb' 990 ' fb/Fb' 0.77 Live Defl'n 0.01 = <L/999 0.17 = L/360' 0.09 Total Defl'n 0.03 = <L/999 0.33 = L/180- - 0.10 ADDITIONAL DATA: . . FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00. 1.00 1.00 ' (CH = 1.000) . 2 Fcp'= 625 1.00 1.00 , - -- - = 1.6 million 1.00 1.00 . 2 Bending(+)-: LC# 2 = D+L, M = 4684 lbs-ft Shear : LC# 2 = D+L, V = 2435,' V@d = 2014 lbs Deflection: LC# 2 = D+L EI= 664.44e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=irnpact C=construction) , .. . (All LC's are listed in the Analysis output) DESIGN NOTES: . . . Please verify that the default deflection limits are appropriate for your application. - Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT' Wood, Works", - SOFTWAREFOR WOOD DESIGN Jan. 9, 2003 09:37:34 FB-5 Design Check Calculation Sheet LOADS: (ibs, psf, or pit) , , •,, Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead . Full Area 15 (12.00)1 NO 2 Live Full Area 40 (12.00)1 No '!,Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' Dead 977 - Live 2400 ' S 2400 Total 3377 . ,. 3377. Bearing: . Length 1.3 -•- .. 1.3 PSL, 2 OE, 2900Fb, 3-112x14 Self Weight of 15.31 plf automatically included in loads; * Load combinations ICBO UBC SECTION vs. DESIGN CODE NDS-1997: ( ibs, Ibs-ft, or in) Criterion Analysis Value Design Value Analysis/Design Shear V -@d = 2589 Vr = 9310 V/yr = 0.28 Bending(+) M = 8441 Mr = 27162 M/Mr = 0.31 Live Defln 0.07 = <L/999 0.33 = L/360 0.20 Total Defln 0.11 = <L/999 0.67 =. L/180 .' ' 0.16 ADDITIONAL DATA: . . FACTORS: E CD CM Ct -CL CF CV Cfu Cr LC# Fb+= 2900 1.00 1.00' 1.00 1.000 0.98 1.000 1.00 1.00 2 Tv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 .. ' 1.00 1.00 . -. E' = 2.0 million 1.00 1.00 , 2 Bending(-i-): LC# 2 = D+L, M =' 8441 lbs-ft Shear : LC# 2 = D+L, V = 3377, V@d = 2589 lbs Deflection: LC# 2 = D+L EI=1600. 67e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live., -' (D=dead L=ljve S=snow W=wind Iimpact C=cons'tructjon) - - (All LC's are listed in the Analysis output) DESIGN NOTES Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 1& 977 COMPANY PROJECT (Ii WoodWorks® - SOFTWARE FOR W000 DESIGN .. Jan. 9, 2003 09:50:24 1713-6 Design Check Calculation Sheet - LOADS: (Ibs, psf, or pif) .' . Load Type Distribution Magnitude Location [ft] Pattern - Start End Start End Load? 1 Dead Full Area 15 (8.00)1 No 2 Live Full Area 40 (8.00) No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' Dead 1015 . Live 2400 2400 Total 3415 . - . 3415 Bearing: . -. Length 1.3 - : 1.3 PSL, 2 OE, 2900Fb, 3-112x14 - Self Weight of 15.31 plf automatically included in loads; Load combinations: ICBO-LJBC . SECTION vs DESIGN CODE NDS 1997 (lbs lbs ft or in) Criterion Analysis-Value Design Value . Analysis/Design Shear V @d = 2884 yr = 9310 V/yr = 0.31 Bending(+) M = 12806 Mr = 27162 M/Mr = 0.47 Live Defl'n 0.23 L/790 0.50 L/360 0.46 Total Defl'n 0.37 = L/483 1.00 = L/180 0.37 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb+= 2900 1 1.00 1:00 1.00- 1.000 0.98 1.000 1.00 1.00 2 Fv 285 1.00 -' 1.00 1.00 (CH.= 1.000) 2 Fcp'= 750 1.00 1.00 = 2.0 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 12806 lbs-ft - Shear. : LC# 2 = D+L,V = 3415, V@d = 2884 lbs Deflection: LC# 2 = D+L EI=1600.67e06 ,lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LCs are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. .- COMPANY PROJECT Q)WoodWorKS-. SOFTW4RF FOR WOOD DESIGN -. Jan. 9,2003 09:55:11 F13-7 Design Check Calculation Sheet LOADS: (Ibs, psf, or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 15 (9.75)y No 2 Live Full Area 40 (9.75)lr No *Tributary Width (ft) . MAYIMIIM RFA(TIflNS 1Ihanti REARING LFNTHS 1in: I 0' . . 5' I Dead 404 . 404 Live . 975 . 975 Total . 1379 . 1379 Bearing: - Length 1.0 . 1.0 - PSL, 2.OE, 2900Fb, 3-112x14" Self Weight of 15.31 plf automatically included in loads Load combinations: lCBO-UBC . , . . . .- - . ..... SECTION vs. DESIGN CODE NDS-1997: ( Ibs, lbs-ft, or in) - - Criterion Analysis Value iDesign Value Shear. V @d = 735 Vr = 9310 V/Vr = Bending(+) N =1724Mr = 27162 Analysis/Desn_n M/Mr = Live Defl'n 0.00 = <L/999 0Total 0.17 = L/360 Defl'n 001 = <L/999 0.33 = L/180 0 ADDITIONAL DATA: FACTORS: F CD CM Ct CL 'CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CM = 1.000) 2 Fcp'= 750 1.00 1.00 E' = 2.0 million 1.00 1.00 . 2 Bending(+) : LC# 2 = D+L, M = 1724 lbs-ft Shear : .LC# 2 = D+L, V= 1379, V@d = 735 lbs Deflection: LC# 2 = D+L EI=1600.67e06 lb-in2 Total Deflection= 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) . DESIGN NOTES: . . Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. COMPANY PROJECT jJ WoodWorks' SOFTWART FOR WOOD DESIGN Jan. 9, 2003 10:05:57 F13-8 - Design Check Calculation Sheet - LOADS: (Ibs, psf, or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 20 (9.00) No 2 Live Full Area 16 (9.00) No 3 Dead Full Area 12 (10.00) No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): . * Dead 0 ' 918 Live 432 432 Total 1350 . . 1350 Lumber-soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; . . Lateral support: Top= full, Bottom= at supports; Load combinations: ICBO-UBC - ....... SECTION vs. DESIGN CODE NDS-1997: ( stress=psi, and in) . . . . . Bearing: Length 1.0 . . 1.0 Criterion Analysis n Value Analysis/Design Shear fv @d = 64 = 95 fv/Fv' = 0.67 Bending(+) fb = ValuerFb' 793 = fb/Fb' = 068Live 1170 Defl'n 0.02 = <L/999 = L/360 0.12 Total Defl'n 0.10 = L/728 L/180 0.25 ADDITIONAL DATA: . FACTORS: F CD CM Ct -CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 2025 lbs-ft Shear : LC# 2 = D+L, V = 1350, V@d 1078 lbs Deflection: LC# 2 = D+L EI= 177.83e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow Wwind I=impact C=construction) (All LC's are listed in the-.Analysis output) - DESIGN NOTES: . Please verify that the default deflection limits are appropriate for your application; Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. - COMPANY PROJECT , WoodWor ks'® SOFTWARE FOR WOOD DESIGN - Jan. 9, 2003 10:11:35 F13-9 Design Check Calculation Sheet. LOADS: (Ibs, psf, or pif) . . . Load Type Distribution Magnitude Location [ft] Pattrn - . Start IEnd Start End Load? 1 Dead Full Area 15 (10.00) . NO 2 Live Full Area 40 (10.00) No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): . .. . I 0' 8 Dead 637 . . . . 637 Live 1600 . . . 1600 Total 2237 . . . . . -. 2237 . Length . 1.0 Bearing: . - . . . 1.0 - Lumber-soft, D.FirL, No.2, 4x12" , ..- Self Weight of 9.35 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: lCBO-UBC .........- SECTION vs. DESIGN CODE NDS-1997: ( stress=psi, and in). Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 65 Fv = 95 fv/Fv = 0.69 Bending(+) fb= 727 Fb = ?990 . fb/Fb' = 0.73 Live Defin 0.06'= <L/999 0.27 = 11 L/360 0.21 Total Defl'n 0.09 = <L/999 0.53 = L/180 0.17 ADDITIONAL DATA: FACTORS: F CD CM . Ct CL CF CV Cfu . Cr LC# Fb'+= 900. 1.00 1.00 1.00 1.000 ,l.10 1.000 1.00 1.00 2 . Fv' = 95 1.00 1.00 1.00 (CM = 1.000) - 2 Fcp= 625 - 1.00 1.00 E = 1.6 million 1.00 1.00 . 2 Bending(+) : LC# 2 = D+L, M = 4475 lbs-ft - Shear : LCII 2 = D+L, V = 2237, V@d = 1713 lbs . Deflection: LC# 2 = D+L EI= 664.44e06 lb-in2 - Total Deflection = 1.50(Defln dead) .+ Defln Live. (D=dead L=live 5=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis-output) . DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. - . - COMPANY . PROJECT WoodWorks ,® SOFTWARE FOR WOOD DESIGN Jan. 9, 2003 10:18:26 FB-10 •. Design Check Calculation Sheet• LOADS: (ibs, psf, or pit) - , . •. Load Type Distribution Magnitude Location [ft] Pattern Start End -Start -End Load? . 1 Dead Full Area 15 - (8.75) 2 Live ' Full Area, '40 (8.75) !No 3 Dead Full Area 20 (19.00) IwO 4 Live, Full Area ' 16 (19.00) -' Iwo ' *Tributary Width (ft) .. . , . . MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): * 0 ,•• 4' Dead 1038 - 1038 Live 1308 1308 Total 2346 -. . - 2346 - 1.1 Bearing: . ,-' 1.1 Length - Lumber-soft, D.Fir-L, No.2, 4x10"L. - I Self Weight of 7.69 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: lCBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) • .. I - Criterion Analysis Value Design Value Analysis/Design ' Shear fv @d = 67 Fv' = 95 fv/Fv' = 0.70 - Ben ding (+) fb = 564 Fb' = 1080 - fb/Fb' = 0.52 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.08 Total Defl'n' 0.02 = <L/999 0.27 = L/180 0.08 ADDITIONAL DATA:. - . - - • , . • FACTORS: F . CD CM •Ct CL CF CV Cfu Cr LC# - Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2- - Fv' = 95 1.00 1.00 1.00 (CR = 1.000) - 2 Fcp'= 625 1.00 • 1.00 • - - -. * E' = 1.6 million 1.00 1.00 - . - 2 - Bending(+): LC# 2 = D+L, M = 2346 lbs-ft Shear - : LC# 2 = D+L, V = 2346, V@d =,1442 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defin Live. (D=dead L=live 'S=snow W=wind I=impact C=construction) * (All LC's are listed in the Analysis output) DESIGN NOTES: - • , - . - Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the pràvisions of NDS Clause 4.4.1. i'. * .-- p,- - ' . • - COMPANY PROJECT WoodVVorks® SOFIWARF FOR W000 DESIGN - Jan. 9, 2003 12:21:02 F13-11 Design Check Calculation Sheet LOADS: (Ibs, psf, or pit) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 15 (8.75P No 2 Live Full Area 40 (8.75)1 No 3 Dead Full Area 20 (19.00)1 No 4 Live Full Area 16 (19.00) No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' 4' Dead 1038 . 1038 Live 1308 . . 1308 Total 2346 0 . . 2346 Bearing: - - Length 1.1 . 1.1 Lumber-soft, D.Fir-L, No.2, 4x10" Self Weight of 7.69 pIt automatically included in loads; . Lateral support: Top= full, Bottom= at supports; Load combinations: iCBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LCI( Fb'+= 900 1.00 1.00 1.00 1.000 1.20 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 (CH = 1.000) 2 Fcp' 625 1.00 1:00 - = 1.6 million 1.00 1.00 . 2 Bending(+): LC# 2,= D+L, M = 2346 lbs-ft Shear : LC# 2 D+L, V = 2346, V@d 1442 lbs Deflection: LC# 2 = D+L EI= 369.34e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defin Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Criterion Analysis Value Design Value Analysis/Desigh Shear fv @d = 67 Fv' = 95 fv/Fv = 0.70 Bending(+) fb = 564 Fb' = 1080 fb/Fb' = 0.52 Live Defl'n 0.01 = <L/999 0.13 = L/360 0.08 Total Defl'n 0.02 = <L/999 0.27 = L/180 0.08 COMPANY PROJECT jj %Vood'iVorks® SOFTWARE FOR WOOD DESIGN Jan 9 2003 12:59:06 FB 12 Design Check Calculation Sheet LOADS (lbs psf, orpif) Load Type Distribution Magnitude . Location [ft] Pattern Start End . Start End Load? 1 Dead Full Area 15 (7.00) No 2 Live Full Area - 40 (7.00) No 3 Dead Full Area 12 (10.00) No *Tributary Width (ft) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0 Dead 459 4 Live 560 Total 1019 . . . 1019 Bearing: - 1.0 1.0 Length Lumber-soft, D Fir-L, No 2, 4x6 Self Weiht of 4.57 plf automatically included in loads; Lateral support: Top= full Bottom= at supports; Load combinations: iCBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) - Criterion . Analysis Valu Design Value Analysis/Design Shear fv @d- 61 Fv = 95 fv/Fv = 0.64 Bending(+) fb = 693 . Fb = 1170 fb/Fb' = 0.59 Live Defln 0.02 <L/999 0.13 = L/360 0.16 Total Defl'n 0.05 = <L/999 0.27 L/180 ., 0.17 ADDITIONAL DATA: . . .. FACTORS: F CD CM Ct CL CF CV .Cfu Cr LC# Fb-i-= 900 1.00 .1.00 1.00 1.000 1.30 1000 1.00 1.00 2 Fv = 1 95 1.00 1.00 . 1.00 . (CH = 1.000) 2 Fcp'= 625 . 1.00 1.00 .. - = 1.6 million 1.00 1.00 . . - 2 Bending(+) : LC# 2 = D+L, M = 1019 lbs-ft Shear :,LC# 2 =D+L, V = 1019, V@d = 786 lbs Deflection: LC# 2 = D+L EI= '77.64e06 lb-in2 . Total Deflection = 1.50(Defln dead) + Defln Live. . •. . (D=dead L=live S=snow W=wind I=impact.. C=construction) (All LCs are listed in the Analysis output) DESIGN NOTES: . . Please verify that the default deflection limits are appropriate for your application. - Sawn lumber bending meribers shall be laterally supported according to the provisions of NDS Clause 4.4.1:.. - 4 -459 560 -- Criterion jAnalysis Value IDesign Value Analysis/Design Shear V @d = 1919 yr = 6151 V/yr = 0.31 Bending(+) M = 8019 Mr = 12416 M/Mr = 0.65 Live Defl'n 0.49 = L/364. 0.50 L/360 0.99 Total Defl'n 0.81 = L/222 1.00 = L/180 0.81 COMPANY • PROJECT J'J Wood Works® -, SOFTWARE FOR WOOD DESIGN - Jan. 9, 2003 14:52:51 FB-13 Design Check Calculation Sheet LOADS: (ibs, psf, or pif) Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full Area 15 (5.00) No 2 Live Full Area 40 (5.00) No *Tributary Width (ft) . MAXIMUM REACT-IONS (Ibs) and BEARING LENGTHS(in): 01 15' Bearing: Length 1.0 1.0 - - - - - - PSL, 2 OE, 2900Fb, 3-112x9-114 Self Weight of 10.12 plf automatically included in loads; Load combinations: lCBO-UBC . -. SECTION vs. DESIGN CODE NDS-1997: ( ibs, ibs-ft; or in) . S Dead 638 638 Live 1500 1500 Total 2138 2138 ADDITIONAL DATA FACTORS: F CD CM Ct CL- -CF CV Cfu Cr . LC# Fb'+=' 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00 1.00 2 Fv = 285 1.00 1.00 1.00 (CH = 1.000) 2 S Fcp= 750 1.00 1.00 . . .. . S E = 2.0 million 1.00 1.00 2,- ,j. Bending(+): LC# 2 = b+L, M = 8019 lbs-ft - Shear : LC# 2 = D+L, V = 2138, V@d = 1919 lbs Deflection: LC# 2 =,D+L EI= 461.68e06 lb-in2 Total Deflection = 1 50(Defln dead) + Defin Live (D=dead L=live S=snow W=wind I=impact C=construction) (All LC 's are listed in the Analysis output) DESIGN NOTES Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. 'I I - .-. COMPANY PROJECT (n).woo,dworks'.. SOFTWARE FOR W000 DESIGN Jan. 9, 2003 14:55:41 F13-14, Design Check Calculation Sheet LOADS (lbs psf, or pif) Load Type I Distribution Magnitude Location (ft] Pattern Start End Start -End Load? 1 Dead Full Area - 15 (11.75)1 No 2 Live Full Area 40 (11.75)1 No 3 Dead Point 1597 . 3.00 No 4 Live Point 1240 3.00 No *Tributary Width (ft) -" MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): Dead 1466 . . 1343 Live -2195 2100 Total 3661 : - . 3443 Bearing: - - Length 1.4 . 1.3 • . PSL, 2.OE, 2900Fb, 3-112x9-114",- Self Weight of 10.12 plf automatically included in loads; - Load combinations: ICBO-UBC -- SECTION vs. DESIGN CODE NDS-1997: (ibs, ibs-ft, or in) - - - Criterion Value Design Value Analysis/Design Shear @d = 3155 I yr = 615l TAnalysis = 8029 V/Vr,= 0.51Bending(+)M Mr = 12416 Defl .07 = <L/999 M/Mr = 0.65 Live 0.22 = L/360 Defl'.14 = L/547 J0.43_= . 0 .31Total _L/180 0.33 - ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2900 1.00 1.00 1.00 1.000 1.03 1.000 1.00 • 1.00 2 Fv = 285 1.00 1.00 1.00 (CH = 1.000) 2 - - -. Fcp'= 750 1.00 1.00 - E' = 2.0 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 8.029 lbs-ft Shear : LC# 2 = D+L, V = 3661, V@d = 3155 lbs Deflection: LC4( 2 = D+L EI= 461.68e06 lb-in2 - Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow, W=wind I=irnpact C=construction) (All LC's are listed in the Analysis output) • DESIGN NOTES: - 1 Please verify that the default deflection limits are appropriate for your application. 2. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary your local SCL manufacturer. - . - - design only. For final member design contact - COMPANY PROJECT Wood Works® SOFTWARE FOR WOOD DESIGN Jan 9 2003 14:58:20 FB 15 Design Check Calculation Sheet LOADS (lbs psf, or pif) Load Type Distribution Magnitude Location [ft]. Pattern • . .. Start End- Start End Load? 1 Dead . Full Area 15. (4.50) No 2 Live Full Area 40 (4.50) . No *Tributary Width (ft) [MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) 0. ..• .. .1 11 121 Dead 461 461 Live .1080 . . 1080 Total 1541 . .• . . - . 1541 Bearing: Length 1.0 . .. - ,. . 1.0. Lumber-soft, D.Fir-L, No.2, 4x12" Self Weight of 9.35 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Load combinations: iCBO-UBC SECTION vs DESIGN CODE NDS 1997 (stress"-psi, and in) Criterion Analysis Value IDesign Value Analysis/Design - Shear fv @d = 50 Fv' = 95 fv/Fv'. = 0.52 Bending(+) fb = 751 - Fb ="990 fb/Fb' = 0.76 - Live Defl'n -0.13 = <L/999 0.40 L/360 . 0.32 Total Defl'n . 0.21 = L/694 0.80 = L/180 0.26 - ADDITIONAL DATA FACTORS F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00. 1.000 11.10 1.000 1.00 1.00: 2 Fv = .95 1.00 1.00 1.00 . (CH 1.000) 2 . Fcp= 625 100 1 .00, - E 1.6 million 1.00 1.00 2 Bending(+) LC# 2 = D+L M = 4623 lbs-ft Shear : LC# 2 = D+L, V =1541, V@d= 1300 lbs ..Deflection: LC# 2 = D+L EI= 664 .44e06 lb-in2 .. • Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wjnd I=impact C=construction) - (All LCs are listed in the Analysis output.) DESIGN NOTES: .. - - -- • Please verify that the default deflection limits are appropriate for your application. - Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.41' - t C. COMPANY PROJECT WoodWorks 1,•, SORWARE FOR WOOD DESIGN Jan. 15, 2003 10:1353 FB-16 Design Check Calculation Sheet LOADS: (Ibs, psf, or pif) 4 Load Type Distribution Magnitude Start End Location [ft] Start End pa4tern Load? 1 Dead Full Area 15 (8.00) No 2 Live Full Area 40 (8.00) No 3 Dead Point - 7807 1.50 No 4 Live Point 6246 1.50 No *Tributary Width (ft) - MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0. . S 3. Dead Live 4106 3603 . 41061 3603 Total 7709 7709 - Bearing: - Length 2.9 2.9 PSL, 2.OE, 2900Fb, 3-112x14' :1 Self Weight of 15.31 plf automatically included in lOads; Load combinations: lCBO-LJBC SECTION vs. DESIGN CODE NDS-1997: ( Ibs, Ibs-ft, or in ) - Criterion Analysis Value Design Value Analysis/Design .. Shear V. @d = 7191 Vr = 9310 V/yr = 0.77 . Bending(+) M = 11052 Mr = 27162 M/Mr = 0.41 Live Defl'n 0.00 = <L/999 0.10 L/360 0.04 1 Total Defln 0.01 = <L/999 0.20 = L/180 -- 0.06 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr . LC# Fb+= 2900 1.00 1.00 1.00 1.000 0.98 1.000 1.00 1.00 2 Fv' = 285 1.00 1.00 1.00 (CH = 1.000) 2 Fcp'= 750 1.00 1.00 = 2.0 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M = 11052 lbs-ft 5 ..j .. . Shear : LC# 2 = D+L, V = 7686, V@d = 7191 lbs Deflection: LC# 2 = D+L EI=1600.67e06 lb-in2 - Total Deflection = 1.50(Defin dead) + Defln Live. ' (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. SCL-BEAMS (Structural Composite Lumber): the attached SCL selection is for preliminary design only. For final member design contact your local SCL manufacturer. . . . FJ1 TJ-Beam(TM)6.Q5 Serial Number: . 14" TJI®IPro(TM)-250 @ 16" o/c Pagel Engine Version: 112 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN . CONTROLS FOR THE APPLICATION AND LOADS LISTED 206 - Product Diagram is.Conceptual. LOADS: . . Analysis is for a Joist Member. . .: Primary Load Group Residential Living Areas (psf) 40.0 Live at 100 % duration 150 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total , 1 Stud wall 3.50 2.25 547 / 205 / 0 / 752 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ-Strand Rim Board® * 2 Stud wall 3.50" 2.25" 547 /205 / 0 / 752 A3: Rim Board 1 Ply 1 1/4" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIERS I BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS Maximum Design Control Control Location Shear (Ibs) 736 -730 1710 Passed (43%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 736 ' 736 1170 - Passed (63%) Bearing 2 under Floor loading Moment (Ft-Lbs) . 3697 3697 5418 Passed (68%) MID Span 1 under Floor loading Live Load Defi (in) 0.378 0.502 Passed (U637) MID Span I under Floor loading Total Load Defl (in) 0.520 1.004 Passed (L/463) MID Span 1 under Floor loading .. TJPro - 36 30 Passed - Span 1 -Deflection Criteria: STAN DARD(LL:1J480,TL:U240). . . -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32, 5/8 Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 78" 0/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM . -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32', 5/8" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of thedeck has not been performed by-the program. Comparison Value: 1.62 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. • -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. --Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: ' • OPERATOR INFORMATION: Oak Avenue Copyright © 2002 by True Joist, a Weyerhaeuser Business TJI® and P2-Beam® are registered trademarks of TriSs Joist. c-I Joist, Pro and TJ-Pro are trademarks of Trus Joist. - • - - •. -. - - - . 34 A VA 14" TJI®/PrO(TM)250 @ 16" o/c Page Engine Veron1512 THIS PRODUCT'MEETS OR EXCEEDS THE SET DESIGN .' CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Loa Group V V 20' 1.00" Max. Vertical Reaction Total (lbs) 752 . Max. Vertical Reaction Live (,lbs) V547 V 547 Selected'Béaring Length (in) 2.25(W) 2.25(W) ' V V VVV • V - V Max. Unbraced Length (in) 32-. V .. ... Loading on all spans, LDF 1.00 , Dead + Floor V Design Shear (lbs) . , 730 -730 .' : '-' •;.-L Max Shear (lbs) 736 736 V Member Reaction(lbs) V 736 736 ., V Support Reaction (1b) 752 752 . . Moment (Ft-Lbs) 3697 . Live Deflection (in) 0.378 Totà1 Deflection V 0.520 Loading on all spans, LDF = 0.90 , Dead Only Design Shear (lbs)'. 199 -199 Max Shear (lbs) , - 201 -201 MemberReaction (lbs) , 201, . 201 ' V Support Reaction (lbs) ' 205 - 205 Moment (Ft-Lbs) - .1008 V V ...............V :' V 4. PROJECT INFORMATION: V ' ' OPERATOR INFORMATION: Oak Avenue Copyright 5 2002 by Tus Joist, a Weyerhaeuser Business IJIS and TJ-BeassB are registered trademarks of Trus Joist. c-I Jojst, Pro and TJ-Pro are trademarks of Trus Joist. 4 - COMPANY PROJECT WoodWorks' . . SOFrWARE FOR WOOD DESIGN Jan. 8, 2003 16:00:36 FJ2. Design Check Calculation Sheet LOADS: ( lbs, psf, or pit) Load Type Distribution Magnitude Location [ft] Patt7 Start End Start End Load? 1 Dead Full Area . 15 (16.0) No 2 Dead Full Area 40 (16.0) No *Tributary Width (in) MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in): 0' Dead 444 - -444 Live Total 444 . :- 444 Bearing: Length 1.0 .. 1.0 Lumber-soft, D.Fir-L, No.2, 2x12" Spaced at 16" c/c; Self Weight of 4.01 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(refer to online help); Load combinations: lCBO-UBC SECTION vs. DESIGN CODE NDS-1997: (stress=psi, and in) . . .. Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 33 Fv' = 85 fv/Fv' = 0.39 Bending(+) . fb = 484 Fb = 931 fb/Fb' = 0.52 Live Defin negligible Total Defl'n 0:16 = L/861 0.77 = L/180 0.21 ADDITIONAL DATA: - - .. . - FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb+= 900 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.15 1 Fv 95 0.90 1.00 1.00 (CH = 1.000) 1 Fcp= 625 1.00 1.00 = 1.6 million 1.00 1.00 1 Bending(+) : LCIt 1 = D only, M = 1277 lbs-ft . . Shear : LC# 1 = D only, V = 444, V@d = 372 lbs Deflection: LC# 1 = 0 only -EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln dead) + DefinLive. . (D=deadL=live S=snow W=wind I=impact C=construction)- (Ail LC's are listed in the Analysis output) DESIGN NOTES: . . . Please verify that the default deflection limits are appropriate for your application. . -- Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. . COMPANY PROJECT WoodWorks® SOFTWARE FOR W000 OESCN Jan. 14, 2003 16:22:33 FJ-3 - Design Check Calculation Sheet S LOADS: (Ibs, psf, or pif) . . .. . Load Type Distribution Magnitude Location [ft] Pattern Start End Start End Load? 1 Dead Full.Area 15 (16.0) No 2 Dead Full Area 40 (16.0)1 No *Tributary Width (in) MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): I 0' . - -..SS. Dead 348 . . 348 Live Total . 348 . 348 Bearing: Length 1.0 1.0 Lumber-soft, D.Fir-L, No.2, 2x12" Spaced at 16" c/c; Self Weight of 4.01 plf automatically included in loads; - - - Lateral support: Top= full, Bottom= at supports; Repetitive factor: applied where permitted(referto online help);Load combinations: ICB.O-UBC SECTION vs DESIGN CODE NDS 1997 (stress=psu and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 24 Fv' = . 85 fv/Fv' = 0.29 Bending(+) fb = 297 Fb' = 931 fb/Fb' = 0.32 Live Defl'n negligible [_gal Defl'n 0.06 = <L/999 0.60 = L/180 ' 0.10 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF -CV Cfu Cr LCII Fb'+= 900 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.15 1 Fv' = 95 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 625 1.00 = 1.6 million 1.00 1.00 1 Bending(+): LC# 1 = D only, M = 782 lbs-ft I Shear : LC# 1 = D only, V = 348, V@d 275 lbs Deflection: LC# 1 = D only EI= 284.76e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) - DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. 0 - COMPANY PROJECT WoodWorks'. . SOFIWARE FOR WOOD DESIGN Jan. 16, 2003 11:02:53 C-i S - •': Design Check Calculation Sheet LOADS:.( lbs, psf, or pif) Load Type Distribution Magnitude Start End Location (ft] Start End Patten r Load?. 1 Wind Partial Area 19 (16.0) 20.00 21.00 No, 2 Wind Partial Area 19 (16.0)7 15.00 20.00 No 3 Wind Partial Area 17 (16.0) 0.00 . 15.00 No 4 Dead Axial 380 (Eccen ricity = 0.0 in 5 Live Axial 304 (Eccen ricity 0.0 in *Tributary Width (in) MAXIMUM REACTIONS (Ibs): 0' 21' Dead Live 245 . 252 Total Lumber Stud, D.Fir-L, No.2, 2x8" Spaced at 16" c/c; Self Weight of 2.58 plf automatically included in loads; Pinned base; Loadface = width(b); Ke x Lb: 1.00 x 0.00= 0.00 [ft]; Ke x Ld: 1.00 x 21:00= 21.00 [ft]; Lateral support: top = Lb, bottom = Lb; Repetitive factor: applied where permitted(refer to online help); Load combinations: ICBO-UBC ##~ WARNING: Member length exceeds typical stock length of 18.0 [ft] SECTION vs. DESIGN CODE NDS-1997: (stresspsi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 33 Fv' = 152 fv/Fv' = 0.22 Bending(+) , fb = 1180 Fb' = 1987 fb/Fb' = 0.59 Axial ft = 68 Fc' = 372 fc/Fc' = 0.18 Axial Bearing fg = 68 Fg' = 2020 fg/Fg' = • 0.03 Combined (axial compression + side load bending) Eq.3.9-3 = 0.67 Live Defl'n 1.35 = L/186 1.40 = L/180 0.96 Total Defl'n 1.35 = L/186 1.40 = L/180 0.96 ADDITIONAL DATA:: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 , 1.60 1.00 1.00 'i.000 1.20 1.000 1.00 1.15, 4 Fv' = 95 1.60 1.00 1.00 (CH = 1.000) 4 0 Fcp'= 625 1.00 1.00 5 - FC' = 1350 1.00 1.00 1.00 1:05 (Cp = 0.262) 2 Fc' = 1350 1.60 --combined comp. + bending-- (Cp = 0.169) 4 = 1.6 million 1.00 1.00 4 Fg' = 2020 1.00 1.00 2 Bending(+) : LC# 4 = D+W, M = 1292 lbs-ft Shear : LC# 4 = D+W, V = 252, V@d = 238 lbs Deflection: LC# 4 = D+W ' EI= 76.21e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. Axial : LC# 2 = D+L, P = 738 lbs Combined : LC# 4 = D+W, CD= 1.60 (1 - fc/FcE) = 0.90 5 (D=dead L=live S=snow W=wirid I=impact C--construction) . (All LC's are listed in the Analysis output) DESIGN NOTES:. 1. Please verify that the default deflection limits are appropriate for your application: Height 0'-15 : 15'-2O' 20'25' - -5'30' -30'40' 40'60' Ce 1.06 1.13 1.19 4.23 1.31 A.43 P(psf) 17.4 18.5 0.2 :21.5 23.4 Upper Roof Diaphragm - Top plate height= 21'-O" Force to - diaphragin= (Z.Z y Ii,,s- 'lP iZ5' Lower Roof Diaphragm Top plate height= 10'-0" Force to diapbragm= 2o,zr'3'~ I 5Y?.,Fy Je.-rAy'+ iI'FxS• - Zc4 PLF + / 7 4 r -x 104 12to PL,- 'I Co 0 C 0 Seismic Design Analysis General Design Information V=25CJW R Soil Profile Type Sd Seismic Zone Factor Z= 04 Occupancy Categoiy: 1= 1.0 Light Framed Structural Panels R= 55 Near Source Factor: N8= 1.0 . Seismic Coefficient C= 0.44(1.0)-=i 044 - S V=(2.5)(0.44)(1.0) W=-0.20W- 5.5 - -- - - - Divide by 1.4 for ASD S. Assume p1.0 V= ( 0.20W )(10/1'.4)= 0.143W 5 Seismic Weight: Roof: Area= 73- F Weight b( 444-O :1 Wall Weight-- )z 2 F> Total Weight= &4440M-± I4CC#I -00 tr Floor: Aea= G7' 4s ,'l 73fZ Weight= ISFfx '73F- oz- - S Wall Weight= )Zfx t' 'xZ Total Weight= 0*4-+ 1104o'q70&,5' S. S Total Building Weight= V=(0.1)f045 744 It e, Vtr 1AL r21 -42ie4 04fl OH 0 C 0 ci) H Z-2-c7 IOx( I ZZ-G' IOc ZO /O- 1O,cJ ?IDxZO 2. HA WALL ziWe4~ 5PLF V57 z FLcC HAY, WALL i' Z Z-5B75 *7 f7f SIX1EDTLER® Enneers Computation Pad I- No.937811Ej)STAEDTLE .. ". Engineers Computation Pad Al.e- -..,-:'' ;y.• • 0 : C ' 1' \\ ' . " ' . il .. ' ' H - ( ':.S'. '\\ •" ..• •.- 'l\ (\ ®- >— • • '". • . '*:-' •''..' ..•• .' " •' ".: • '''•'; ••.'. No. 937 811 E SrIEDTLER® EnneerS Computation Pad H H II 41. VT it 0 0 ON 0 Overturning Analysis •... : Project: Oak Avenue Project Location; Carlsbad;Ca. 92064 Wall: #1 Wall Line I Loading Wall Shear. FWIND= .2414-lb VWIND= 101 plf FSEISMIC= 3009 lb . vsElsMlc= 125 pit DL Trib. Width= 12.0 ft - . . '. . •1.- - -' DL= 20.0 psf : WaH.lnput . .. Panel HIW Ratio .. .... Wall Line Length= 24.0 ft 0.42 <=2 (Zone 4) Wall Length= 24.0 ft , <=3.5 (Zone 3) . Height= 10.0 ft. Wall Weight= 12.0 psf I d Uplift From Wall Above P(Wind)= 0 lbs . . . di P(Seismic)= 0 lbs . Wall #1 -' d= 0..0 ft dl= 0.0 ft •. . P(Wind)= .O lbs P(Séisrnic)= 0 lbs Wall #2 d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs . . . P(Seismic)= 0 lbs Wall #3, .. - d=: 0.'0 ft . . dl= 0.0 ft . . . P(Wind)= 0 lbs . . . P(Seismic)= 0 lbs Wall #4 d= 0.0 ft .- .. . . dl= 0.0 ft .:. Overturning Wind Resisting Net OTM Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs .• 24,140 69,120 . -44,980 -1,914 . . . . -,.. Seismic - Resisting Net OTM . Holdown - OTM Mom Force . ft-lbs ft-lbs ft-lb Lbs 30,090 93,312 -63,222 -2,690 .. Shear Holdown -. . . -• • .. Wall . .: . . . Mark . • Type Bolt Capácity . . . • 1 None N/A • . Overturning Analysis . -. Project: Oak Avenue Project .. Location: Carlsbad, Ca'.-92064 Wall: #2 Wall Line I Loading Wall Shear FWIND= 3604 lb VwIND= 133 plf FsEISMIc= 4454 lb VSEISMIC= 165 plf DL Trib. Width= 9.0 ft * DL= 15.0 psf Wall Input Panel HIW Ratio Wall Line Length= 27.0 ft . 1.67 <=2 (Zone 4) •: Wall Length= 6.0 ft ' <=3.5 (Zone 3) * Height= 10.0 ft ' Wall Weight= . 12.0 psf - - - P ' T' d Uplift From Wall Above . - ,y c;. P(Wind)= 0 lbs P(Seismic)= 0 lbs . Wall #1 d=.• 0.0 ft, . di=- 0.0 ft P(Wind)= 01 lbs . P(Seismic)= 0 - lbs . Wall #2 d= 0.0 ft di 0.0 ft P(Wind)= 0 lbs . .. .. P(Seismic)= 0 lbs Wall #3 . . . d=, 0.0 ft . . dl= 0.0 ft, . P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d= 0.0 ft dl= 0.0ft . . Overturning Wind .. Resisting Net OTM Holdown - OTM - Mom Force . ft-lbs ft-lbs ft-lbs Lbs 8,009 3,060 4,949 900 : - Seismic Resisting Net OTM . Holdown OTM Mom Force - ft-lbs ft-lbs ft1bs Lbs 9,898 . 4,131. 51767 1;049 Shear Holdown .- Wall Mark Type - Bolt Capacity . S • 1 HTTI6 5/8" 3,480 ' . .. • Overturning Analysis— Project: Oak Avéhue Project. . S Location: Carlsbad, Ca. 92064 Wall: #3 WaIl. Line 1 Loading . Wall Shear .. .:L -.. FWIND= 3604 lb VWIND 133 plf . FSEISMIC= 4454 lb VSEISMIC= 165 pIt DL Trib. Width= 0.7 ft DL=, 15.0 psf Wall Input . Panel HIW Ratio - Wall Line Length= 27.0 ft 1.18 <=2 (Zone 4) Wall Length=. 8.5 ft <=3.5 (Zone 3) Height= 10.0 ft . Wall Weight= 12.0 psf • . d Uplift From Wall Above P(Wind)= 0 . lbs . di P(Seismic)= 0 lbs Wall #1 5. d= 0.0 ft - . . i= 0.0 ft . P(Wind)= 0 lbs ,T • P(Seismic)=.. . 0 lbs Wall #2 . d= 0.0 ft . . di= 0.0 ft . P(Wind)= 0 .. lbs P(Seismic)= 0 lbs Wall #3 -:d= 0.0ft S S 'dl= -0.0 ft . . P(Wind)= 0 lbs ., . . P(Seismic)= 0 . lbs Wall #4 d= 0.0 ft dir 0.0 ft . . S . Overturning Wind. Resisting Net OTM Holdown. OTM Mom Force S ft-lbs ft-lbs ft-lbs Lbs - S 11;346 31132 8,214 1,027 S. • Seismic Resisting Net OTM Holdown S • OTM . Mom Force ft-lbs ft-lbs ft-lbs Lbs 14,022 • 4,228 9,794 1,224 5 5 Shear Holdown Wall S Mark Type Bolt Capacity 1 • HTTIB 5/8" 3,480 -.: . - S - - .• .- S. L-H Overturning Analysis V : V - . ••VV - Project: Oak Avenue Project . Location: Carlsbad, Ca. 92064 Wall: V #4 Wall Line I V Loading Wall Shear V FWIND= 3604 lb . . VWIND, 133 plf V V V V FSEISMIC= 4454 lb V vsEsMIc= 165 plf V V DL Tub. Width= 1.0 ft V DL= 20.0 psf , , V V V V V Wall Input V Panel H/WRatio VV Wall Line Length= , 27.0 ft ' 0.80 <=2. (Zone 4) Wall Length= 12.5 ft V V <=3.5 (Zone 3) V V Height= 10.0 ft Wall Weight=. 12.0 psf V V V JD d Uplift From Wall Above P(Seismic)= 0 lbs Wall #1 di 0.0 ft V V V V, P(Wind)= 0 lbs V• V V ,NT V P(Seismic)= 0 - V lbs . Wall #2 V d= '0.0 ft . . dl= 0.0 ft P(Wind) V 0 lbs P(Seismic)= 0 , ' lbs Wall #3 d= 0.0 ft dl= 0.0 ft V - V V •V V V P(Wind)= V 0 lbs V V V P(Seismic)= 0 lbs ' Wall #4 V V d= '0.0 ft V . , V 0.0 ft. Overturning' Wind V ' V V ' VVV V , V - V Resisting Net OTM Holdown ' V OTM , Morn , Force ft-lbs ft-lbs ft-lbs Lbs V V V V V V 16,685 ' 7,292 9,394 V 783 V V • V V V - V Seismic V V • V V Resisting ''Net OTM Holdown OTM ' Mom Force V V V ft-lbs V ft-lbs V ft-lbs 'Lbs V V •V , V V V V 20,620 V 9,844 10,777 V 898 V V Shear Holdowñ Wall Mark Type Bolt Capacity .• , V , 1 HTTI6 5/8" V 3,480 - V • V Overturning Analysis Project: Oak Avenue Project Location: Carlsbad, Ca. 92064 . . Wall: #1 Wall Line 3 . Loading ,. Wall Shear FWND= 5396 lb . . VWND= 284 Of FsEIsMIc= 6726 lb . vsElsMlc= 354 plf . . DL Trib. Width=, 3.0 ft . . .. . . .. ,•• DL= . 20.0 psf . Wall Input . . . . ' . Panel H/W Ratio . . . Wall Line Length= 19.0 ft . 0.53 <=2 (Zone 4) . Wall Length= 19.0 ft <=3.5 (Zone 3) ,• Height= . .10.0 ft . •. - . . . ' . . Wall Weight= 12.0 psf . P •. •: - Uplift From Wall Above. . ..,: P(Wind)= . 0 lbs T : I df.It.2 P(Seismic)= .. 0 lbs. Wall #1 . yr- d= 0.o ft . . N' di= 0.0 ft . . . P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #2 . d= 0.0 ft . . . . . .. -. di= 0.0 ft P(Wind)= 0 . lbs . . . P(Seismic)= 0 lbs Wall #3. . . :- d= 0.0-ft' dl= 0.0 ft . . . . .• P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 . . d= 0.0 ft . . . .. dl= 0,0 ft -. Overturning. . . .. •. . Wind Resisting Net OTM Holdown OTM •. Morn - . Force ft-lbs ft-lbs ft-lbs Lbs . 53,960 .21,660 32,300 1,746 Seismic . .. . Resisting Net OTM . Holdown . . . OTM Mom . Force ft-lbs ft-lbs ft-lbs Lbs 67,260 29,241 38,019 2,055 <. . •• - . . .. Shear. Holdown Wall • • . . . •: . • Mark -Type Bolt Capacity 4 CMSTI6 N/A 4,690' - .• HTTI6 .5/8" 3,480 . . •'• . . ., ,.. . - --: - ..- ., • . . - Overturning Analysis Project: Oak Avenue Project Location: Carlsbad, Ca. 92064 -: - Wall: #2 Wall Line 3 Loading Wall Shear FwIND= 8056 lb VWIND= 895 pi FSEISMIC= 9410 lb . vsEIsMtc 1046 plf * DL Trib. Width= 9.0 ft • - DL= 115. 0 psf Wall Input - Panel H!WRatio .5... Wall Line Length= 9.0-ft • 1.11 <2 (Zone 4) Wall Length= -, 9.0 ft • <=3.5 (Zone 3) Height= 10.0 ft = . Wall Weight= 8.0psf S • S d Uplift From Wall Above P(Wind)= 0 lbs P(Seismic)= .0 lbs Wall #1 d= 0.0 ft . P. dl= 0.0 ft P(Wind)= 0 lbs T S P(Seismic)= 0 lbs Wall #2 d= 0.0 ft . S d1 . S P(Wind)= 0 lbs S. P(Seismic)= 0 lbs Wall #3 d=.0.oft * dl= 0.0 ft .. . P(Wind)= 0 lbs • . P(Seismic)= 0 lbs Wall#4 d= 0.0 ft dl= 0.0 ft . .. . Overturning S • '. . - Wind - S . Resisting Net OTM Holdown OTM M6m . Force . S ft-lbs ft-lbs ft-lbs Lbs 80,560 5,805 74,755 8,795 Seismic S - • - Resisting Net OTM Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs - - .•• 94,100 7,837 86,263 10,149 . . . Shear Holdown Wall . - • Mark Type Bolt Capacity 5 .•, • - B HDI4A • 1' 11,080 • . - ., IS • S. • S • Overturning Analysis . J Project: Oak Avenue Project Location: Carlsbad, Ca. 92064 . . Wall: #1 * Wall Line -5 Loading Wall Shear -V FWIND= 55381b vwi= V 316 plf . .. FSEISMIC= *.541*)0 lb VSEISMIC= 309 plf ,,• DL Trib Width= 15.0 ft J DL= 20.0.psf . V Wall Input Panel H/W Ratio Wall Line Length= 17.5 ft ..1.20 <=2 (Zone 4) .: . -• Wall Length= 17.5 ft . .. <=3.5 (Zone 34 . . Height= 21.oft- Wall Weight= 12.0 psfV - S. ., . V V p d - Uplift Froth Wall Above . . . . P(Wind)= 0 lbs V VVI di P(Seismic)= 0 lbs . Wall #1 V V '1 -t ". d= 0.o ft V P.4, I dl=' 0.0 ft . •V V .• . V V P(Wind)= V V 0 - lbs P(Seismic)= 0 lbs Wall #2 V V d= 0.0 ft V V V V • V dl=,, 0.0ft V V V P(Wind)= V lbs V V V V V P(Seismic)= 0 - lbs . . Wall #3 d= 0.0 ft V V V V V V V di= 0.0 ft P(Wind)= 0 lbs V • V 4 . V.. V -. P(Seismic)= 0 lbs Wall #4 • V V V V V d=V 0.0 ft V •V V dl-- 0.oft Overturning V V V V V ., • V Wind V V V V V . V • V V V V V V Resisting Net OTM V Holdown V V V OTM Mom V Force V V V ft-lbs . ft-lbs ft-lbs Lbs 116,298 56,350 59,948 V 3,526 V V V • -. V V V Seismic V Resisting NetVOTM Holdown VV V V V * V V V V OTM V Mom V Force V : •.. V V ft1bs . ft-lbs ft-lbs Lbs 113,400 76,073 .37,328 - Shear Holdown V V V V V V Wall V •V V V V V V V V Mark Type Bolt V Capacity V V V V V N/A V V V VV ••• . V V V V V VV V Overturning Analysis - Project: . Oak Avenue Project Location: Carlsbad, Ca. 92064 Wall: #2 Wall Line'5 Loading Wall Shear JwlND= 1044 lb JND 31 plf, : - FSEISMC 803 lb .. vsisic= 24 pIt DL TribWidth= 0.0 ft DL= 200psf Wall Input . Panel HIW Ratio - Wall Line Length= 34.0 ft . : 0.57 <=2 .(Zone 4) .• Wall-Length= 175 ft : : :<=3-5 (Zone 3) . . Height= 10.0 ft • Wall Weight= 0.0 psf d Uplift From WallAbove ' , . -_ P(Wind)= 0 lbs I--1 fl• P(Seismic)= 0 lbs Wall #1 d 0.0 ft •,• . N' dl= 0.0 ft - -, P(Wind)= 0 lbs . ,T P(Seismic)= • 0 lbs , Wall #2 d= 0.0 ft -. d1= 0.0 ft . -'•: ' -. - __________ P(Wind)= 0' • lbs . . . P(Seismic)= 0 lbs' Wall #3 " • d= - 0.0 ft -.. • .. d,= 0.0 ft . . . .• . . P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d= 'O.oft '- dl= 0.0 ft . • Overturning Wind Resisting Net OTM Holdown •- - OTM Mom . Force ft-lbs ft-lbs ft-lbs Lbs 5,374 0 5,374 316 +3526 Seismic ' . - • ' . Resisting Net OTM Holdown . OTM Mom Force . . ft-lbs • ft-lbs • ft-lbs . Lbs • -' • ,, = . T.. - 4,133 0 ' 4,133 243. +2196 -. - • - Shear - Holdown .',Wall • • ' • Mark Type Bolt - Capacity • • • . •... ••• 5 HTT22 5/8" 5,250 - - , - - • . . . i.., - . -. :. ',.- • -.- . S •• Overturning Analysis - Project Oak Avenue Project Location Carlsbad Ca 92064 Wall: #3 Wall Line S '. .. Loading Wall Shear FWIND= 8268 lb - VWIND= 243 pIt FSEISMIC= 7449 lb VSEISMIC= 219 plf DL Tnb Width= 0.7 ft DL= l5opsf Wall Input Panel HIW Ratio Wall Line Length= 34.0 ft 1.54,<=2 (Zone 4) Wall Length= 6.5 ft <=3.5 (Zone 3) Height= .10.0 ft Wall Weight= 12.0 psf P Uplift From Wall Above t P(Wind)= -T-7— lbs I di P(Seismic)= 0 lbs'.Wall #1 '-r / d= 00ft di=. 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #2 d= 00ft dl= :0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 A= 0.0 ft dl= COft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d= 0.0 ft dl= '0.0 ft Overturning Wind • Resisting Net OTM Holdown . 0 • . 0 - OTM Mom v Force ft-lbs ft-lbs ft-lbs Lbs 0 15,806 1,832 13,975 2,329 • . Seismic 0 0 • • 0 0 Resisting Net OTM Holdown 0 0 OTM Mom Force ft-lbs, ft-lbs ft-lbs Lbs • • 14,241 2473 11,768 1,961 Shear . . Holdown 0 • Wall - 0 . Mark 0 0 Type • Bolt - Capacity 0 • 0 2 HTTI6 5/8" 3,480 Li Overturning Analysis . . Project: Oak Avenue Project Location Carlsbad,. Ca. 92064 , Wall: #4 Wall Line 5 = Loading . Wall Shear FwIND= 8268 lb VWIND= 243 pIt li FSEISMIC= 7449 lb vêEIsMIc= 219 pIt --- DL Tub. Width= 10.5 ft DL= 15.0 psf ' S Wall Input . .,. Panel HIW Ratio Wall Line Length= 34.0-ft , 0.69. <=2 (Zone 4) - '• . -' Wall Length= 14.5 ft '- : <=3.5 (Zone 3) . Height-- 10.0 ft . . Wall Weight= 12.0 psf . . :j P .. -. Uplift From Wall Above 1 d P(Wind)= 0 . lbs . •• di' P(Seismic)= 0 . . lbs. . Wall #1 . l d= 0.0 ft ' ,. - - p4,, . - di=.0.0ft P(Wind)= 0 . lbs . ,T P(Seismic)= 0 lbs Wall #2 d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs ' :5 P(Seismic)= 0 lbs . Wall #3 . . . -'d= 0.0 ft di= 0.0 ft - '.4 . , .• . P(Wind)= 0 lbs P(Seismic)= . 0 lbs Wall #4 d= 0.0 ft dl= 0.0 ft Overturning Wind Resisting Net OTM Holdown ' S • : ' • OTM. - - - Mom - Force ft-lbs ft-lbs ft-lbs ' Lbs • - 35,261 19,448 15,812 1,129 Seismic . - S • Resisting' Net OTM Holdown . : •. • • -- 5 OTM Mom - Force ft-lbs • . ft-lbs ft-lbs Lbs • ' 31,768 26,255 5,513 .394 Shear Holdown Wall ' . • S Mark Type Bolt • - Capacity S 2 • HTTI6 . 5/8' 3,480 - :. •. . -• - S - .. - Overturning Analysis Project Oak Avenue Project Location Carlsbad Ca 92064 Wall #1 Wall Line 7 Loading - H Wall Shear .. FwiND= 2556 lb vwi 160 plf S FSEISMIc=- 1683 lb vsEisMpc= 105 pIt DL Trib Width= 5.0 ft DL= ,20 .0 psf, Wall Input Panel H!W Ratio .. Wall Line Length= 16.0 ft 1.43 <=2 (Zone 4) Wall Length= 7.0 ft I . <=3.5 (Zone 3) Height= 10.0 ft Wall Weight= 12.0 psf P Uplift From Wall Above P(Wind)= 0 - lbs . .1 l di. P(Seismic)= . 0 lbs . •. Wall #1 - - - d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs . . . P(Seismic)= 0 lbs Wall #2 d= 0.0 ft . di= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 . d= 0.0 ft .. dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 . lbs Wall #4 .d= 0.0 ft . . .. dl= 0.0 ft Overturning Wind Resisting Net OTM Holdown OTM Mom . Force . • S. ft-lbs . . . ft-lbs ft-lbs Lbs 11,183 3593 7,589 1,168 Seismic Resisting Net OTM Holdown . ., OTM Mom . Force . S ft-lbs ft-lbs ft-lbs • Lbs 7,363 4,851 2,512 386 . • S Shear Holdown * .• . Wall Mark Type Bolt Capacity 1 CSI6 . N/A 1,650 .• S • S - Overturning Analysis Project: V Oak Avenue Project Location: . Carlsbad, Ca. 92064 r . •V V•V - Wall: #2 'Wall Line 7 V Loading Wall Shear V V -. •' V FwIND= 2556 lb VWIND= 160 pIt FSEISMIC=, 1683 lb -. \ISEISMIC= 105 p11 . V DL Trib.Width= 5.0 ft DL= 20.0psf Wall Input V : Panel HIW Ratio V V Wall Line Length= 16.0 ft V V 1.11 <=2 (Zone 4)V V Wall Length= 9.0 ft -. <=3.5 (Zone 3) V V V VV Height= 10.0 ft, Wall Weight= 12.0 psf - V V V V V V V V . • .1\d - Uplift From Wall Above V VP(Wfld)= V 0 . V lbs V V V V V I di V V P(Seismic)= 0 V lbs Wall #11'V V V r / V V V d= 0.0 ft . V ,V V • V V p4, V V dl= 0.0 ft P(Wind)=' 0 V lbs • V; V V V V P(Seismic)= 0 lbs V V Wall #2 V V V V V d= 0.0 ft dl= 0.0 ft V V P(Wind)= 0 lbs V V V V V V P(Seismic)= 0 lbs V Wall #3 V V V V V V d= V 0.0 ft V V V V dl= 0.0 ft V V V V V P(Wind)= 0 lbs P(Seismic)= 0 V lbs Wall #4 VVVd= 0.0 ft V V V V V dl= 0.0 ft V V •V . Overturning Wind V V V Resisting , Net OTM Holdown V V V OTM V V Mom Force V V ft-lbs V ft-lbs ft-lbs V Lbs V •- . V V V 14378 5,940 V 8,438 993 V V V VVV V V Seismic • V V VVV V • V V Resisting Net OTM Holdown V V V V OTM Mom V Force V V V ft-lbs ft-lbs ft-lbs Lbs 9,467 8,019 1,448 170 Shear • - Holdown • V V V Wall V V ' Mark V Tye Bolt Capacity • V V V V V V 1 CSI6 N/A 1,650 V V • V V V V V V V• V V • Overturning Analysis .. ., . Project: Oak Avenue Project Location: Carlsbad, Ca. 92064 Wall: #4 Wall Line 7 . Loading . Wall Shear FWIND= 3816 lb VW1ND= 170 pIt . 0 FSEISMIC= 2493 lb VSEISMIC 111 plf . DL Trib Width= 0.7 ft DL= 15.0 psf .- . Wall Input Panel MW Ratio Wall Line Length= 22.5 ft ,. 0.83 <=2 (Zone 4) Wall Length= 12.0 ft <=3.5 (Zone 3) Height= 10.0 ft Wall Weight=. 12.0psf . . . . . P Uplift From Wall Above - . . 0 'I" d 1' P(Wind)= 1168 lbs . di P(Seismic)= 386 lbs . Wall #1 0 'j' / d= 7.0 ft 0 p-i, dl= 0.0 ft :. . P(Wind)= 0 . lbs P(Seismic)= . 0 . lbs . Wall #2 d= 0.0 ft di= 0.0 ft . . P(Wind)= 0 lbs P(Seismic)= 0 ' lbs Wall #3 d=- . 0.0 ft dl= 0.0 ft P(Wind)= . 0 lbs 0 0 • P(Seismic)= 0 lbs Wall #4 . . . . . d= 0.0 ft di= 0.0 ft Overturning Wind Resisting Net OTM Holdown OTM S Mom Force - ft-lbs ft-lbs ft-lbs Lbs 28,528 6,242 22,286 1,938 Seismic - Resisting Net OTM Holdown S - OTM Mom Force . ft-lbs ft-lbs ft-lbs Lbs . 0 15,998 8,427 . 7,571 658 . . . . . . Shear Holdown . - . . .' S - 0 • I - Wall -. . Mark • Type -Bolt Capacity S 1 HTTI6 5/8" 3,480 ,• - •• S - . - - S. .. -- - L2Z- Overturning Analysis Project: , Oak Avenue Project - - Location: Carlsbad, Ca. 92064 Wall #1 Wall Line"ine B Loadiqg___L Wall Shear . FWIND=- 5112 lb VWIND= 487 plf, FSEISMIC= 5238 lb . . - VSEISMIC 499 pIt . DLTrib.Width= 15.0 ft ., DL= 20.0 psf . . Wall Input Panel H!W Ratio Wall Line Length=. 10.5 ft . 1.54 <=2 .(Zone 4) Wall Length= 6.5 ft ' <=3.5 (Zone 3) Height 10.0 ft . . Wall Weight=. 12.0 psf . . . Uplift From Will Above P(Wind)= 0 lbs . . di P(Seismic)= 0 lbs Wall #1 d= 0.0 ft . . . . P\j/ di= - 0.0 ft .5 . . P(Wind)= 0 lb P(Seismic)= 0 lbs Wall #2 . . 0.0 ft . dl= 0.o ft, . . . . . P(Wind)= 0 lbs:,. . '. . . ... .P(Seismic)= 0 lbs Wall #3 d= 0.0 ft . . di= 0.0 ft . . . . P(Wind)= 0 lbs * P(Seismic)= 0 lbs Wall #4 -. . d= 0.o ft dl= 0.0 ft . . .. Overturning Wind Resisting Net OTM Holdown OTM -' Mom . Force ft-lbs ft-lbs . ft-lbs Lbs - 31,646 51915 25,731 4,288 Seismic Resisting Net OTM. Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs .. . . S. 32,426 7,985 24,440 4,073 * . Shear Hôldown Wall Mark Type Bolt Capacity 6 CMSTI6 .N/A 4,690 • .. .5 S. * :. TS • S ,,' L-Z Overturning Analysis . . . -•• .. -.. Project: ....-Oak Avenue Project - 1. Location: •. Carlsbad, Ca. 92064 , . . .. . Wall: #2 Wall , Line B Loading ' Wall Shear..- .. .. - FWIND= 6582 lb :. VWIND . . 549 plf •. . ' FSEISMIc 64581 ' b . •. vsEIsMIc 538 plf . DL Trib. Width= 8.0 ft DL= 15.0 psf Wall Input Panel H!W Ratio Wall Line Length= 12.0 ft 57 1.25 <=2 (Zone 4) . Wall Length= 8.0 ft '' <=3.5 (Zone 3) Height= 10.0 ft . . . . . Wall Weight= 12.0 psf . . . . P . . . Uplift From Wall Above P(Wind)= 4288 lbs P(Seismic)= 4073 lbs Wall #1 d= 6.5 ft di= b.0 ft . . . . . P(Wind)= 0 lbs P(Seismic)= . 0. lbs , Wall #2 d= 0.0 ft : . 00 • 0 di= .0.0 ft . P(Wind)= 0 lbs. - P(Seismic)= 0 lbs Wall #3 d=. 0.0 ft . . . . dl= 0.0 ft . . . - P(Wind)=- 0 lbs . • P(Seismic)= 0 lbs Wall #4 d= 0.0 ft . di= 0.0ft . 0, , • . - . - Overturning , Wind Resisting Net OTM Holdown 0 OTM Mom Force . ft-lbs ft-lbs ft-lbs Lbs 71,752 5,120 66,632 8,884 Seismic Resisting Net OTM Holdown OTM Mom Force :. ft-lbs ft-lbs. ft-lbs Lbs- 69,528 6,912 62,616 8,349 Shear Holdown Wall Mark - Type Bolt Capacity 6 HDIOA 7/8" 9,540 - -.. ..• .... , . L-2. Overturning Analysis S .: Project: Oak Avenue Project Location: Carlsbad, Ca. 92064 Wall: #1 Wall Line D . ;.... - Loading Wall Shear . FWIND= 1750 lb VWIND 80 plf FSEISMIC= 1750 lb . VSEISMIC= 80 plf DL Trib. Width= 10.0 ft . DL= 15.0 psf Wall Input . Panel HIW Ratio Wall Line Length= 22.0 ft 0.83 <=2 (Zone 4) Wall Length= 12.0 ft <=3.5 (Zone 3) Height= 10.0 ft -Wall Weight= 8.0psf . . P Uplift From Wall Above P(Wind)= 0 lbs di . P(Seismic)= 0 lbs Wall #1 . .. ." d= 0.0 ft di= 0.0 ft . P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #2 d= 0.0ft dl= 0.0 ft P(Wind)= 0 lbs 2 P(Seismic)= 0 lbs . Wall #3 . . . . . . d= 0.0 ft dl= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d= 0.0 ft dl= 0.0 ft Overturning Wind . S Resisting Net OTM Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs - Lbs 9,545 11,040 -1,495 -130 Seismic • Resisting Net OTM Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs • . S -• 9,545 .14,904 -5,359 -466 5 Shear • Holdown Wall . Mark Type Bolt Capacity S 1 None N/A . .. Overturning Analysis Project:: Oak Avenue Project . . '. 'Location: •, Carlsbad, Ca: 92064 Wall: , #1 . , Wall Line F , ' = ."• Loading Wall Shear ' FwIND= 6816 lb VWIND= 802 pIt " •. ' FSEISMIC= 6426 lb ' VSEISMIC ' 756 plf ' DL Trib. Width= 1.0 ft DL= 20.0 psf . ., I •' - Wall Input Panel HM Ratio - Wall Line Length= 8.5 ft. 1.18 <=2. (Zone 4) Wall Length 8.5 ft . <=3.5 (Zone 3) Height=' •10.0 ft - Wall Weight= 8.0 psf P .:. Uplift From Wall Above . P(Wind)= 0 lbs • . ' di ' P(Seismic)= 0' lbs . Wall #1 d= 0.0 ft . ', N-• di= 0.0 ft .'• P(Wind)= 0 lbs P(Seismic)= 0. . lbs Wall #2' d= 0.0 ft .H. '•' ' - dl"- 0.0 -ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 . . - d= . 0.0 ft, '• . d1=. 0.0 ft , ' . . . . •. . ' P(Wind)= '0' lbs P(Seismic)= 0 lbs ' Wall #4'. d= 0.0 ft dl"-, . 0.0 ft Overturning' • •' . . .. I • . Wind... Resisting Net OTM . Holdown - OTM , Mom . ' , Force • • . ft-lbs ft-lbs ft-lbs 'Lbs • • 68,160 ' 2,408 65,752 -- 8,219 - • • . . .;. -. Seismic . , •. .. . . . ' ' ..' ' - Resisting Net OTM Holdown • . OTM Mom . Force . • - ft-lbs ft-lbs , ft-lbs • Lbs 64,260 - 3,251 61,009 7,626 • ' • . ' Shear Holdown . . . Wall Mark Type Bolt Capacity . . . ' . . 8 CMSTI2 N/A 9,640 • • .. • . L-2 Overturning Analysis Project: Oak Avenue Project i Location: Carlsbad, Ca. 92064 . Wall: #2 ' Wall Line F Loading Wall Shear . ,.-• .: . - FwIND= 8986 lb vwIND= 399 plf i . '. FSEISMIC= 8326 lb VSEISMIC= 370 plf DL Trib. Width= 10.0 ft . :. DL= '15.0 psf • Wall Input Panel HIW Ratio ' ': . .. •. Wall Line Length= 22.5 ft 0.63 <=2 . (Zone 4)- Wall Length= 16.0 ft . ' <=3.5 (Zone 3) ' ... 'Height= 10.0 ft Wall Weight= 8.0psf P Uplift From Wall Above ' 'F 'I d 1' .:'-H': P(Wind)= 8219 ' lbs ' . ': . 'I di' . .. :. P(Seismic)= 7626 lbs ' Wall #1 "i' d= 16.0 ft ' ' N-' dl= 8.0 ft P(Wind)= 0 ' lbs P(Seismic)= 0 lbs Wall #2 d= 0.0 ft dl= 0.0 ft ' P(Wind)= 0 ' lbs P(Seismic)= 0 lbs Wall #3 d= 0.0 ft dl=' 0.0 ft ' P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #4 d= 0.0 ft di= 0.0 ft ' . ' . • '• ' Overturning . Wind Resisting Net OTM Holdown OTM , Mom • Force ' '• ft-lbs ft-lbs ft-lbs Lbs • ' 129,652 19,627 110,026 7,098 Seismic ' Resisting Net OTM , Holdown OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs 120,215 26,496 93,719 6,046 • ' Shear Holdown Wall • ' Mark Type Bolt Capacity • ' . 8 HD8A 7/8" ' 7,460 ' Overturning Analysis .. -. .. Project: Oak Avenue Project Location: . Carlsbad, Ca. 92064 Wall: #3 Wall Line F Loading Wall Shear . FWIND= 8986 lb vwirio= . 399 plf . FSEISMIC= 8326 lb .VSE;smic= 370 Of . .... DL Trib. Width= 10.0 ft . . 1 . .. .. DL= 150psf Wall Input . Panel HM Ratio -Wall Line Length= 22.5 ft . 1.54 <=2 .(Zone4) -- '-.. Wall Length= 6.5 ft . <=3.5 (Zone 3) . Height= 10.0 ft -. Wall Weight= 12.0 psf P - ... Uplift From Wall Above P(Seismic)= 0 lbs Wall #1 1 P(Wind)= 0 - lbs ,T P(Seismic)= 0 lbs Wall #2 d= 0.0 ft . d,= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 lbs Wall #3 d= 0.0 ft - di= 0.0 ft P(Wind)= O. lbs - - P(Seismic)= 0 lbs. Wall #4 d=- 0.0 ft di 0.0 ft .-. Overturning Wind . . . Resisting Net OTM . Holdown ,. -.. . OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs - ---. 25,960 3,803 22,157 3,693 Seismic .--- Resisting Net OTM Holdown . OTM Mom . Force - ft-lbs ft-lbs ft-lbs Lbs , 24,053 5,133 18,920 3,153 . . .- Shear Holdown Wall . Mark Type BOlt Capacity 5 HTT22 5/8' 5,250 . - .. L2 Overturning Analysis :. . Project: Oak Avenue Project .. . Location: Carlsbad, Ca. 92064 - .- Wall: #1 Wall Line G . Loading ' Wall Shear FWIND= 3408 lb .. . vwi= 310 plf V FSEISMC= 2376 lb VSEISMIC= 216 plf DL Trib. Width= 2:0 ft V DL= 20.0 psf Wall Input Panel H!W Ratio . Watt Line Length= 11.0 ft 1.82 <=2 (Zone 4) V Wall Length= 5.5 ft . . .. <=3.5 (Zone 3) Height 10.0 ft . ... • Walt Weight= 12.0 psf - . V Uplift From Wall Above P(Wind)= 0 lbs di • P(Seismic)= 0 lbs . Wall #1 -4' / . V ..-- • A= 0.0 ft , . p.4,.- V dl= 0.0 ft V V P(Wind)= 0 lbs . . . P(Seismic)= V 0 lbs Watt #2 • V d= 0.0 ft di= 0.0 ft P(Wind)= • 0 lbs T . P(Seismic)= 0 lbs Watt #3 V • V d= 0.0 ft •.. di' 0.0 ft ..- . . P(Wind)= . 0 lbs . V •• V V P(Seismic)= 0 lbs Watt #4 V V • d=. 0.0 ft V •V VS djr' 0.0 ft Overturning • :. . - V V V Wind - V • V • • VS Resisting Net OTM. Hotdown • V • OTM Mom Force ft-lbs ft-lbs ft-lbs Lbs ' • . V • V 17,040 1,613 15,427 3,085V . V • V Seismic , VS : . • V V V V Resisting Net OTM • Hotdown . • . S V OTM Mom Force V V V ft-lbs ft-lbs ft-lbs Lbs....................V 11,880 2,178 9,702 .' 1,940 Shear • Hotdown . : •,. . V . . Wall • V V , .. . Mark T7pe Bolt Capacity V V V 3 CMSTI6 N/A 4,690. V V, • V • • • . V • . L-C Overturning Analysis Project: Oak Avenue Project Location: Carlsbad, Ca. 92064 Wall: #2 Wall Line G . * Loading Wall Shear FwIND= 5088 lb VWIND= 636 plf FSEISMIC= 3216 lb VSEISMIC= 402 plf . . . -. DL Trib. Width= 6.0 ft . . DL= 15.0 psf . Wall Input Panel HIW Ratio .. Wall Line Length= 8.0 ft . . 1.25 <=2 .(Zone,4) Wall Length= 8.0 ft <3.5 (Zone 3) Height= 10.0 ft *. Wall Weight= 12.0 psf 0 _ P /I .0 0 d Uplift From Wall Above 4/ -. P(Wind)= 3085 lbs I di P(Seismic)= 1940 lbs Wall #1 , d= . 1.5 ft di= 0.0 ft P(Wind)= 0 lbs P(Seismic)= 0 - lbs Wall #2 d= 0.0 ft . * dl= 0.0 ft P(Wind)= 0 lbs . P(Seismic)= 0 lbs . Wall #3 d= 0.0 ft . . dl= 0.0 ft - .. . P(Wind)= 0 - lbs . .' . P(Seismic)= 0 lbs Wall #4 d= 0. oft 0 di=`b 0.0 ft Overturning Wind • Resisting • Net OTM Holdown . :. OTM Mom Force ft-lbs - ft-lbs ft-lbs Lbs -55,508 4,480 51,028 6,804 Seismic ' Resisting Net OTM Holdown OTM Morn Force ft-lbs ft-lbs ft-lbs Lbs 35,070 6,048 29,022 3,870 - Shear Holdown • - - Wall - * Mark Type Bolt Capacity 6 HD8A 7/8" 7,460 : •• ST71EDTLER® EnneerS Computation Pad SE4EDTLER® No. Engineees Computation Pad STXIEDTLER® Engineers Computation Pad SrIEDTLER® '0 Enneers Computation Pad ® No.937811E ST1EDTLER Engineers Computation Pad Moment Frame Analysis. Project: Oak Avenue L-lN Address . . . . Phone Date 01/13/03 . P2 C w2 d Dimensions . H2 H1= 16 ft. . . . . ;. H2= 0 ft. . JD . > b wi e . -. Lx= 13 ft. . . HI Loads . . .. . P1= 2,556 lbs. l a if P2= 0. wl= 0 lbs. plf . . '. . . . .. .,.. . w2= 0 plf . . ., . .. . :. Lx Gravity Loads Only . . . . . . . .. . . . Beam shear @ c-d = 0 lbs. Moment @ midspan c-d = 0 lbs-ft. Moment @ends c-d,c-b,d-e = 0 lbs.-ft. Column axial @ c-b & d-e = 0 lbs. Beam shear @ b-e = 0 lbs. Moment @ midspan b-e = 0 lbs.-ft. Moment @ ends b-e = 0 lbs.-ft. Column axial @ b-a & e-f . = 0 lbs. Moment @ ends b-a & e-f = 0 lbs.-ft. Lateral Loads Only Beam axial @ c-d = 0 lbs. Beam shear @ c-d . = . 0 . lbs. Moment @ ends c-d,c-b,d-e = 0 lbs.-ft. Column axial @ c-b & d-e = 0 lbs. Column shear @ c-b & d-e = 0 lbs. Beam axial @ b-e 1,278 lbs. Beam shear @ b-e = 1,573 lbs. . Moment © ends b-e = .10,224 lbs-ft. Column axial @ b-a & e-f = 1,573 lbs. Column shear @ b-a & e-f = 1,278 lbs. Moment ,@ ends b-a & e-f = 10,224 lbs.-ft. Superpdsition (Gravity Loads + Lateral Loads) Beam axial © c-d = 0 lbs. Beam shear c-d = 0 lbs. For Beam c-d Design Beam max. moment @ c-d = 0 lbs.-ft. Column axial © c-b & d-e = 0 lbs. Column shear © c-b & d-e = 0 lbs. For Column c-b & d-e Design Column moment @ c &d-e 0 lbs.-ft. Beam axial @ b-e = 1,278 lbs. S Beam shear @ b-e = 1,573 lbs. For Beam b-e Design Beam max. moment © b-e = 10,224 lbs.-ft Column axial @ b-a & e-f = 1,573 lbs. S Column shear @ b-a & e-f = 1,278 lbs. For Column b-a & e-f Design Column moment @ b-a & e-f = 10,224 lbs.-ft 2TI1FTrI D ® No. 937 811E " Engineers Computation Pad It tçj r > ZD HI c It Nj 'I N \ JJ\ I, • ;' ? ID N - z -4 -17 I 0'- 1 ,.. riiriii D® No.937811 E ' Engineers Computation Pad :D Q~N qi ,( )( v.—TI kA it Lrl N .. ... ....................................... .................... 0 ZS3 I 0 T C' çi; 7c .1 cSI c_I' ! T . I rc .1 0 - & T r N 7 S11EDTLER® Engieers Computation Pad SUIEDTLER® Enneers Computation Pad a , No. SI1EDTLER Engineer1s Computation Pad it ' I - _ In 0 S S S L ' I LA • S -5;- 1 1 S H S S SS SS 555 SSSS 5555• it is :$ T'/L 1, • • . ., : . -, j • . 4 . • V 'S--- • - . %. Tr . Z .• ... . I ii • - Lii. . • .: H.. • • • . .. ,., . •, .• . : . .• .L . v'J ,• .. . . - -4., • = H II (' \' - 'i : I r - ' • • In I- No. 937 811 E S1EDTLER® Engineer's Computation Pad• Footing Calculations :•. ..• Project: Oak Avenue Project, Carlsbad, Ca: 92,064 Address . . .-.. Phone 1 Date 01/15/03 . .. .• -':: Allowable Soil Pressure: 1,000 psf - S. Pad No. Description Loads Total + Pad Pad Reinforcing Req P # of Loading . Depth Lengths #4 bars ea/way Items Lbs Lbs Inches Inches. 3" clearance -. 1 G-1 3,780 .5 S.- 1 .- . .:.. . 3,780 15 23 3'-- 2 G-1 . 3,780 2- FB-8 1,350 2 . .. -. 2 . 5,130 155 27 3 -, •. + 3 G-2 3,420 . . 3 5-- 3 3,420 15 22 3 . 4 G-4 -12587 , ... 4 + RB-5 1,913 4 4 - . . 14,500 15 . 46 6 5 FB-16 71709 .. . - 5 . -. 5 5 7,709 15 .' 33 -. 4 6 FB-16 7,709 . . . 6 FB-1 - 5,859 6 6 13,568 15 44 6 '- - 7 FB-1 5,859 7 FB-1 .5,859 ... . ... S 7 , FB-2 4,400 7 . 16,118 15 + 48 - 6 - 8 FBi 5,859 - 8 . . ,- 8 8 + 5,859 15 29 4 9 FB-3 3,161 9 . . 3,161 15 21 3 . S 10 RB-6 627 . 10 RB-7 . 328 10 , FB-15 1,541 .. 5. .. - 10 2,496 15 - . 19 ' 2 11 FB-5 3,377 - 3,377 . 15 22 3 5 - FOOTING SCHEDULE Pad Ftg . Ftg Reinforcing. Required No. Depth Length #4 bars ea/way P- # Inches Inches 3" clearance 1 is 23 3 . . ;. .2 ..15 27 3. 3 .15 22 .3 . . .,i . ,-•,, - 4 15 46. 6 :4 515 33 4 .. 6 15. 44 6 . 7 . 15 48 . 6 . . • ..1• 8 15 29 4 . 9 15. 21 3 • .i . • 10. . .15 19 2. . . 11 15 22 3 4 1 4 .4. . 17-Z Footing Calculations Project: Oak Avenue Project, Carlsbad, Ca. 92064 V Address . . V. Phone Date 01/15/03 Allowable Soil Pressure: 1,000 psf - Pad No. Description. Loads ' Total .. Pad Pad Reinforcing Req .- # of Loading . Depth Lengths # 4 bars ea/way . Items Lbs Lbs : Inches Inches 3" clearanc . V. 1 FB-5 3,377 . 1 FB-5 3,377 . V V 1 6,754 V 15 31 2 FB-6 3,415 -- .2 2 2 V 3,415 15 22 3 V V 3 FB-14 3,661 3 V V V V V 3. 3 V . 3,661 15 23 . . 3 4 V V V ••V V V V V 4 V V V 4 . O V V V 00 . V 5 V 5 V V V V 4 V V 5 V V V 0 . ••0 0 6 . V 6 6, V 6 V .0 0 V 7 V V . . V, V V .V V V VVV .0 0 .0 8 V V V 8 8 V ' 8 V 0 V 0 0 V V 9 V V• V V V V 9 9 V V VV V V 9 V0 . 0 0- V 10 10 V V V• V V . V V 10 10 O '•.--. 0 0 V 11 V 0 V. o 0. V V FOOTING SCHEDULE . . . .. . , Pad Ftg - Ftg Reinforcing Required No. Depth Length #4 barsea/way P-# Inches Inches 3" clearance .1. 15 31 4 :- 15 .22 3.. .4 3 •. . 15 23 3 . 4. 15 0 0 .5. 15 0 0 . _. . 6 As 0 0 . . . 7 15 0 0 8 15 0 0 .- - : '• 9 is 0 0- •. . . 10 15 .0. 0 11 is, 0 0 . - . .,,,•.. ..-. .. -4... ...- . . - . . -a FOOTING SCHEDULE Pad Ftg Ftg Reinforcing Required No. - Depth Length #4 bars ea/way P-# Inches Inches 3" clearance 0 1 '15 24 3 , 0 2' 18 30 4 3 '. 18 36 5 . 4 18 48 6 5 . 18. 0 0 ' 6 18 0 , 0 0 7 18 0 0 . 8 18 0 0 9 .. 18 0 0 , 10 ' 18 '0 ' 0 11 '18 0 0. ' , ® No. 937 811E VSTAEOTLM Engineer's Computation Pad A a- C 0 0. E SHEAR WALL SCHEDULE--SINGLE SIDED SHEATHING .-, MATERIAL BOUNDARY NAILING ANCHOR BOLTS SOLE PLATE NAILING BLOCK/SILL ALLOWABLE SHEAR SHEAR WALL IAOV WJLdUtTY I - pty AD (B4) CIQØ IA" JIO X iu incbes inches oc inches oc incbesoc I 3/8' SID 8d@6 48 16d®6 24 220 2 3/8' STD 8d @6 36 .. 16d @6 20 260 3 3I' STD 8d@4 33 1(@5 16 320 4 3/3U STD 8d@4 24 ISI8' oc' 14 380 * 5 318' SID 8d@3 22 LS@18"oc 12 - 450 6 - 3/8'STD 8d@2 16 LS@12'oc , 8 640 7 3/8' STRUCTURAL I 8d@2 14 LS@10'oc 6 730 8 3/8" STRUCTURAL 1 I0d@2 12 LS@8'oc 6 870 NOTES: - '120x1LAGSCREW A FIELD NAILING (FN)TOBEAT12'OcMINIMIJM •- B A35 INDICATES 'SIMPSON' ASS OR A35F FRAMING ANCHOR, OR EQUIVALENT C ALL BOLTS, STRAPS AND HOLDOWN ANCHORS SHALL BESET PRIOR TO POURING OF CONCRETE ORFOUNDA11ON INSPECTION D FOR SHEARWALLS 4' THRU 8' USE 3x STIJDS PLATES & PLYWOOD BLOCKING wl STAGGERED NAILS TO AVOID WOOD SPLITTING E COMPOSITE PARTICLE BOARD PANELS MAY BE SUBS1TTIYFED GRADE 2MW F PROVIDE 2'x2"x3/16' PLATE WASHERS AT EACH BOLT. EMBED BOLTS A MINIMUM OF 7" INTO CONCRETE G THERE SHALL BE A MINIMUM OF TWO BOLTS PER PLATE WITH ONE BOLT LOCATED NOT MORE THAN 12' OR LESS THAN SEVEN BOLT DIAMETERS FROM THE END. SHEAR WALL SCHEDULE--DOUBLE SIDED SHEATHING MATERIAL BOUNDARY NAILING ANCHORBOLTS SOLEPLATE LAG BLOCK/SIlL ALL OWABLE SHEAR SHEAR WALL MARK PLY OR OSB (BN) 3/4"x 14' SCREWS (SN) 112'0x7" HGAIO inches oc niches oc niches oc niches oc A 318'STRtJCr1 10d@4 18 8 12 1020 B 3/8" STDRTJCT 1 10I @3 14 6 10 1330 C 3/8'STRUCrI 8d@2 13 6 9 1460 D 3/8" STRUCFI 1@2 U 6 8 1740 NOTES: A FIELD NAILING (FN) TO BE AT 12" oc, MINIMUM S B HGAIO INDICATES 'SIMPSON HGAIO FRAMING TIE C ALL BOLTS, STRAPS AND HOLDOWN ANCHORS SHALL BE SET PRIOR TO POURING OF CONCRETE OR FOUNDATION INSPECTION D ALL FRAMING TO BE 3x6 MEMBERS B COMPOSITE PARTICLE BOARD PANELS MAY BE SUBSTITUTED GRADE 2MW F PROVIDE 2'x2'0/16" PLATE WASHERS AT EACH BOLT. EMBED BOLTS A MINIMUM OF 7' INTO CONCRETE 0 THERE SNAIL BE A MINIMUM OF TWO BOLTS PER PLATE WITH ONE BOLT LOCATED NOT MORE THAN 12' OR LESS THAN SEVEN BOLT DIAMETERS FROM THE END. - COMPANY PROJECT WoodW6rks - Mar. 11, 2004 12:22:19 RB-12 Design Check Calculation Sheet LOADS: (lbs, psf, or pit) .. Load Type Distribution IMagnitude Location [ft ) Pattern Start Eñd Start End Load? 1 Dead Point 1076 7.50 No 2 Live Point 816 7.50 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in): 0' 15 Dead 651 ' . ' . 651 Live 408 . '. . - ' ' ' * 408 Total 1059 . * 1059 Bearing: Length 1.0 1.0 Timber-soft, D.Fir-L, No. 1, 6x12" ' Self Weight of 15.02 plf automatically included in loads; Lateral support: Top= full, Bottom= at supports; Lold combinations: ICBO-UBC . SECTION vs. 'DESIGN CODE NDS-1997: (stress=psi, and in) . . Criterion Analysis Value Design Value Analysis/Design Shear -. fv @d = 25 Fv' = 85 fv/Fv' = - 0.29 Bending(-i-). fb = 744 Fb' = 1350 fb/Fb' = 0.55 Live Defl'n 0.09 = <L/999 0.50---- L/360 . . 0.18 Total Defl'n 0.29.= L/625 1.00 = L/180 . 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 . (CM = 1.000) 2 Fcp'= 625 - 1.00 1.00 = 1.6 million 1.00 1.00 2 Bending(+) : LC# 2 = D+L, M= 7518 lbs-ft Shear : LC# 2 - D+L, V = 1059, V@d =1044 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Defln dead) + Defln Live. . (D=dead L=live S=snow W=wind I=impact C=construction) (All LCs are listed in the Analysis output) DESIGN NOTES: . . .. . 1. Please verify that the default deflection limits are appropriate for your application. 2: Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. (AN1 o5t L / N CL 0 0. E H IC) to r;: /7 2741 PT. Jdt c tc, (2-) 1O - UA C17604-KZC'Xl' r- !*O'/Z 610' i9 7cc'f) Ilt 'i ("- q14) -_L 35 tf4.3 -. ••i_ , .-u'ü—. __________________ • - --.-.- . . - . . - - I75Z(tOf. 7IN4. : o 10 A4l'cr -- I J rw4w-..Iq owl L0, m4l. ~kl~l Warning: (Post at Job Site) ftkm to kftm Ue.e In*ucttons may resit in of I, or property tgs ,t. c.*S - teat, 'mSN ate. S teSteS - bcçs Sale I sat. a .s P.ltnd te, ZZ 'taeSa atSe at P Ta CS%.a.u1C' Ta eleUtna. SUItS AT IrSIN A p.SaThNflal. las ft i A t,alLLM..,Scl.aT.as1&e MWP 5LOUtPIDL IaPLeaIY,as1 55 UNLOADING AVID LATERAL BENDING & rVE1 IIAOILTHJS RAT Itente a as C.Qa 0 It Itala..w. flUI&fl. ,1 a. Slalflpoae wrTaas fl.NA WflUIIttV 5N5'fl'g*flTafln h.rflyt.aeteJtsaItl.la.. UI t.% 5550 .eans.. 00 Cl ba •4e ..ISU Zn .t.d flea -- at zn JOB SITE STORAGE A, __ La 00,SOUI. NSNaD 511155 0000 :•-= SO flflt.Na.t c •____ we s-a -- U----- UFT1IG 1RUSSES -M& MAXJIIIJA LATERAL BEMNG - NL151 W1IIrSI b_ asciUanit Ta 100as1LII SLT a S A _ WsteOPflt i b_SUs_IUS 00 00 00T5 001500 oua nasms .vn..ewa. .5510 NSa lIt TaT nfl Na BEGINNING THE ERECTION PROCESS SlIt GNS S 505CU NS 5N W t5Sa It4aeI .555.t IteSt.. -- •S 75 -. SbUIN.P5 #5.at It.S btaN . .st.5 - eT*tdS - -- -- senSUal IN SI 1000MIIut.OS saTal '55,551.5W ERECTION TOLERANCE 1*al.%a,-,aa. Ii.. V.SUTDS_t,aDWflS_CTrSS t%OflSi - - flStlUI4C4lt a_fleS - 005Sl-i_- PIPSS - S_OS a_al BRCV'IG REQUIRE4TS FOR 3 PLANES OF ROOF Ie bUI. S flGN.S *55 51.5 OsOSaLa a Ci_a S_.NS1W. S_It 00005 15 - It al Na.e •al ---9---- _a__b_ - 4 -- a CTi_ NOt Sa00am w IllS NOPNaS151 10 PL" CL E.R.T.0 TRUSS S CERTW1ED INSPECTION ICSO AA-5 13 II STRICT ACCORDANCE WiTH UBC 25-17 PREFABRICATED STACKING MATERIALS N 500155555 wINO loom 00555 fl mommsm- Sr 5555.551 S 15*5 - - 50055 tSI 105 SasS_ton 545551 15555 P055 CORRECTION OF ERRORS li_se S .ae*. S Na .Ln*ease..a.. .5 0055515000T50 55500 P5*5555 55*55. ass,. 10 o 155%. Pt OS nsa *5• 55 5.5555 ' P 195 .0. last nW. .etSU S S was_si. as r10p54W5 W9W. tIti 55Na.e5al.sa SLaN.0 Sr.. fla Ur*5wt laS 1 5 tseadslPat.5Us_tSrflS k.a55..fl ba 0.559.5555.1.. 500500505.00.1005. 00 55511 IWUIstS. 51 Las It TEMPORARY ERECTION BRACING 1V.eItmtt.5%1a5Il S.at.e 15115 5150.al s1W rWtN54bS.stsflfli Pt.s.M00s_fl,e. srØtS.5 a b... al ts_5W55 b_tIe b_I. 5001 P111115 rsn.,5.ft. bit. 5 la 55505a w51fl55.ksa..dfl. .5.11sSb_.S_ a. aSs ii. Nd Its a s_50055959N.alal.. ill flb.I*5bi.aa £alSS - 545.S.LaO's&ItVaItCIa ssfltSU PERMANENT TRUSS BRACING p.sss .. •s 55 w*5S.59N - St• t.ittso.Pe.sb*va t.nIt...anc 00001• La N*sSaiSnN 51 5It.W U SWlTa5N fl.bq IS sets_s ..i S - sop l 5aw5 a SPECIAL DESIGN REQthREMENTS _s-. S55..t00ltolaal s_alSt.5.b_.aes S. b_NO LUMBER SPECIFICATIONS SIZE SPECIE GRADE PANEL(S) TOP CHORDS: 2x6 OF #2 1-5 WPTOI4 CHORDS: 2x4 OF #2 1-4 WEBS: 2x4 DFN *3 1-8 TC LATERAL SUPPORT <= 12"OC, DON. BC LATERAL SUPPORT <- 12"OC, UON. NOTE: 1Z3 BRACING AT 24" O.C. FOR ALL FLAT TOP CHORD ABEASNOP SHEATHED. $ 30- 0- 0 MONO HIP sE'raACl( 8- 0- 0 FROM END WALL ldiSl/TPI 2 MMER FORCES W4WRGD LOAD DURATION INCREASE - 1.25 + F 1- -6702 B 1- 6358 N 1- 978 w 5- -2008 T 2- -6298 B 2- 8290 N 2- -2144 'N 6- 1818 LOADING F 3- -8262 83- 7876 II 3 -46 N 7= -5450 PC UNIF LL( 32.0)+DL( 28.0)- 60.0 PLF 0' .0" TO of T 4= -6182 B 4= 4980 N 4- 448 NO- -426 .0" VERT F 5= 0 TC UNIF LL( 80.0)+DL( 70.0)- 150.0 PLF 8' .0" TO 30' .0" VERT BC UNIF LL( .0)+DL( 25.0)- 25.0 PLF 0' .0" TO 30' .0" VENT LEET - 2448 'RIGHT 2642 It CONC LL( 298.7)+DL( 261.3)- 560:0 LBS 8 8' .0 BEARING AREA REQUIRED (SQ. IN) Join together with 3";.131 DIA GUN nails staggered at • jolwr 10 4.23 Dr / 6.52 SF / 6.21 SPF ( 2 )'complete trusses required. JOINT 1 3.92 UP / 6.05 HF / 5.76 SPF 12" cc throughout top chords, - - 12" cc throughout bottom chords, 12" cc throughout webs. * OFESS,o,, LU FNGN 8-00-00 12 '1 22-00-00 4.00" C-5.5x7.7 $ C-5x5 .1 (S) C-3x4.3 1.50" C-3z94 C-i. 5x3.4 CID It 974 huh 111111! 111111111111111 oil lilt ItIlI Hill ((IIIIIIf (III C-25x6 20-00-00 10-0040 30-00-00 Scale: 1/4" JOB NAME: BURGINGER This design prepared from computer input by Escondido Truss / Randy woueNos: . General Notes, unless otherwise noted: Design conforms to UBC-97 AnVer: 1.09(1L) -w FILE NO.: I. Pied all G.ns,at Notes and Warnings before conat,udton of 5uu15. Builder and stamen corSidor should be advised of ii) G.noral Netas and hvamtes bsfod. conerecaon COnVflifl Desln to support loads as shown. Ign ass uims the to and bottom chords to be laterally braced at idflt 1Z-0 & M *bradng 3 dgin or ISrCtIY&1cin, ad where shown + + DATE 3/18/2003 must be dealiped and provided by dealliner of complete sbuchm. *slaunas no such I 'd d MU a. //\CIUMPUTrus 6. Shlrn u 11 be .1 all supports shown. or wedge if Compuous reaponallallily for laredrig. L Neld after atbracingand Inc. DES.7BY: u- d tob? pieced sothorccntor - SEQ.: 1145012 lude be '° "V "° B. Cutni.haao000nttuloourandauwnsan*ranalWatyfsrtha Jeandu,dpn,.ntandb,stauaaanefca,rccnsme. lines coincide with atitt center itiWa. ILUW.CTt.RDIS .rouiacone .CuiiPJTERtYSTWS 9 Digitslndi tesize of plate tnl as fthenuDus 10 F baIl va Plate. Indicated by the prefix by Do TrUSS Ptet. InWauta 1n8r1d05 Wood mouse. HIB.V. I copy of 11. The Coniutfl Nflt SectiOn Plate Is Indicated by the prefIx CN the desIgnator (1 InoicateS 18 nsteilai 13 useD. JI others are pp. ga. which 111 be fwnlahad by Computtus upon raqusat. LUMBER SPECIFICATIONS 39- 6- 0 GIRDER TRUSS SUPPORTING 19- 0- 0 ARSI/TPI 3 MEMBER FORCES W4WRGD LOAD DURATION INCREASE -. 1.25 + T 1- -1791 1689 W 1- -240 W 8- 5241 SIZE SPECIEGRADE PANEL(S) V 2- -1656 -237 N 2- 2682 if 9- -111 TOP CHORDS: LOADING - . 3 1161 -2274 w 3• -1581 Nb- -2874 2x 6 DF #1 1- 9 V 6- 4068 B 6- -3030 if 6- 3057 W11 2991 BOTTOM CHORDS: IC DM15' LL( 32.0)+DL( 29.0)- 60.0 PLF 0' .0" TO 39' 6.0" VERT -486 B 5'" -3054 N 5- -2898 W12- -t695 2x 8 DF- •i i--S : BC UNIS' LL( 134.1)+DL( -171.5)- 305.6 PLF 0' .0" TO 39' 6.0" VER? -498 B 6= 2337 N 6= -6132 w13- 2568 2 4 43 -1-14 x DFN r1+r, ( 3 ) complete trusses required. - V 1'" -3348 B 7 4257 N 7 891 W14 -156 j Join together with 3"x.131 DIA GUM nails staggered at T 6- -6213 B 8 5982 - TC LATERAL SUPPORT <= 12UOC, DON. k-k-k -A 12: oc throughout V 9 -6348 BC LATERAL SUPPORT < 12"OC, DON. jJ oc throughout bottom chords, 121 oc throughout wets - LEFT - 1788 RIGHT - 3354 NOTE: 1X3 BRACING AT 24" O.C. FOR $ stagger splices on adjacent members. . M. - 9300 8 161- 60"- - ALL FLAT TOP CHORD AREAS NOT SHEATHED. - V BEARING AREA REQUIRED (SQ. IN) V - - JOINT 1 2.86 Dl' / 4.41 HF / 4.21 SPF S - - JOINT 10 - 5.37 DF I 828 HF I 789 Spa' V - - - JOINT 13 -14.88 Dl' / 22.97 HF / 21.88-595' 00510. 2: 3700.00 LBS DRAG LOAD. + Laterally brace to roof diaphragm - V + 2x4 web brace required. - V - 18-00-00 - 3-06-00 V 18-00-00 -S • 12 C-12x14.5 C-5.5x9.4 - 12 - V 5x6 + c_2 5x6 C5x14 FESS04, -- /C30.7 41 P C-7x94(S) / f(?(f2 / V I(1 N€iV4IS9S iI 19-09-00 V 19-09-00 tL*'XP/I3i07 1*1 16-06-00 - i - 23-00-00 Scale: 3/16" - PROVIDE FULL BEARING. 39-06-00 - V •\ 1. i- JOB NAME: BORGINGER This design prepared from computer input by E.lprb n' - WAIwIVeGS: General Notez, unless otherwise noted: Design conforms to UBC- 97 AnVer: 1.09 (1L) -w - FILE NO.: 2 Read all Gsnsnd Noise and Wanikige bsfori Cocotn,oi)On of trusses. Builder and stsdlors coithider should be advised of CU General Notes and =:=Jlsdwhei.uhornn Deslan to Support toads as shown. eJn assumes the top and batten, chords to be laterally braced at . 1 red where shown Von of res !Yl DATE: 3/18/2003 for bracing. - - 6. estgn assuns2ibeatlng at all supports shown. Shim or wedge If - I - Computrus uarms. no ruponolbUity such 5. No load should be applied to any Ceripanint CrIB after all bracing and QeC9SSary. I]fl1U rus nil DES. BY: fooi,sWa are coniplale and it no time should a leads omitst than dsiten s 5loaft : the - - V SEQ.: 1145013 be applied to any component. B. Conipijinji baa no control over and euwns, no rsapcflatblttty for lbs dV o vdW on bSt2e8fld placed so center - - .WM PIT fofolcatien, ban shipment arid b,at,flation of cenipenint.. design ft ku dshad aftea to the timitaftne an truss; designs sea forth 1Ô.grThis - banvalue9fthe Con utnjs Plate. Indicated by the Prsttx - by the Truss Pbs. Institute Bracing Wood Truss., Hl5.I1'. a copy of Ii. The Corrputns Net Section Plate Is Indicated by the prefix CN' the - -- it (IV) Indlcate3 18 CUM niotertal Is used. MOthers are O ga pp. - whlti wra be Furnished by Coroputnit upon request LUMBER SPECIFICATIONS 38- 0- 0 HIP SETBACK 8- 0- 0 FROM END WALL ANSI/IPX 3 MENDER FORCES W4WKGD WAD DURATION INCREASE - 1.25 + 1 1- 5919 5 1- -5445 N 1= -5640 N 6- -1560 SIZE SPECIE GRADE PANEL(S) 1 2- -4017 B 2- -5445 N 2!. 9519 N 7- -171. Top ciloiws: WADING P 3= -3867 B 3= 8559 W 3 -18. W 8 369 2z 6 DP #2 1- 7 . T 4= -9369 B 4- 10716 w 4= -5031 N 9= -3177 BOTTOM CHORDS: IC UNIF LL( 32.0)+DL( 28.0)- 60.0 PLF 0' .0 TO 8' .0" VERT T 5- -10566 B 5= 10335 N 5= 1278 9110= 1335 2z 4 DF #2 1- 6 TC.UNIF LL( 80.0)+DL( 70.0) 150.0 PLF 8' .0" TO 30' .0" VEAl 1 6= -7371 B 6- 7455 WEBS; TC UNIP LL( 32.0)+DL( 28.0). 60.0 PLF 30' .0" TO 38' .0" VEAl T 7= -7857 2x 4 DEW #3 It 3-10 BC 01118' LL( .0)+D1;( 25.0)- 25.0 P1.8' Or .O'.TO 38' .0" VEAl 2x4 DEN #1-2 2 . . . . . .1 TC ONC LL( 298.7)+DL( .261.3)- 560.0 LBS 8 8' .0" LEFT -2214 RIGHT 2814 TC LATERAL SUPPORT <= 120C, (JON. . Ic CONC LL( 298.7)+DL( 261.3)- 560.0 LBS 8 30' .o' INT.50 8 2 7.0 BC LATERAL SUPPORT <- 12"OC, CON.. 3 ) complete trusses required.. - BEARING AREA REQUIRED (SQ. IN) NOTE 1X3 BRACING AT 24D.C.FOR Join together with 30z.131 01A CUB nails staggered at . JOINT 1 3.54 OF / 5.46 HF I 5.21 SPFALL FLAT TOP CHORD AREAS NOT SHEATHED. 12: cc throughout top chords, . JOINT 8 4.50 OF / '6.95 HF / 6.62 SPF 12 oc throughout bottom chords, . JOINT 9 9.17 DF / 14.15 HF / 13.48 SPF - 12" oc throughout webs. 8-00-00 . .. 22-00-00 . . 8-00-00 12 C-5x6(S) 12 . S 4.Oo C-5.50 •. ' C-3x6 ' 1.50" C-3x4.3 C-5.50.7zzj400 Co / gc...2 5x6 C-2 5x4 3 C-3x7 7(S) C-3x4 3 C-2.50.47 / C-1.5x3.4 C-2.5x4.3 F,,cq I.vI I Anchor o resist C-5x11 9 r k $\X5 uplift shown. . ' : ' •. k* 1*1 20-00-00 18-00-00 2-07-00 't 35-05-00 00 S . . PROVIDE FULL BEARING. 38-00-00 Scale: 3/16" JOB NAME: BURGINGER . . This design prepared from computer input by Escondido Truss / Randy WAl5OS: ' . Go noted: . Design conforms to UBC-97 AriVer: 1.09(11.) -W Rud an G.,wrsl Noise and mh,ga buds comanudlen dtn.Uu. I. Design to siper1 toads as shown. BuIlds, and melon contractor should be adwaad of an General Nodsa and 2. Design assumes the top and bottom chords to be laterally braced at FILE NO.; 3 2.r1"5" " I'°°°" , * 3. ?a°a?nectivet 4. Ali lebral fame modeling elements Such as nW and P"- &191.8 assurms trusu are ulred where shown + + 11,11000M DATE 3/18/2003 .must be designed and provided by A 1- alsomplefesiTuctum, 6. L fbrd luan* of us 9 assurIts full bearing at all suppoits shown. Shim or wedge CI]m uTrus Inc. DES. BY; n loadstmapp ,fluslL and a Ono should SOY : vi lb1sLs%d placed so u-ant center 6. Cocwia,v. ha. no o 'r sad seesaws no sspons1bIlIty forth. ' . '"° .coierutoe atsTm MS co SEQ.:. 1145014 fo,,ha.dues..h7. This design to tdandbaas.fce.o,..nla. lÔ.t0 the 11mitatioss an trimsdasigns ad forth . For basl in gatesouuie Conutris Plate. Indicated by the prefix by the mrs. pint, Inailtuim 1nes1dnq wood muse. ilosair, a copy of II. The see R, 4211. Conutrtis Nql Sectioq Plate Is lndlted by thg prefix CN the width will 55 lulniahid y COISPUINO o,, designator (le) Incicetes to pa. material is teas. All others are u pa. LUMBER SPECIFICETIONS - TRUSS SPAN 38'- .00° ANSI/TPI SINGLE MEMBER FORCES W4WRGD LOAD DURATION INCREASE - 1.25 T 1- 537 8 1- -503 W 1.- -395 W 6- 11 SIZE SPECIE GRADE PANEL (S) SPACED 24.0° O.C. . T 2- 872 B 2- -75 w 2- -1563 w 7- -499 TOP CHORDS: I T 3- -717 8 3= 705 N 3. 965 N 8- 292 2x 6 DF #2 1- 7 LOADING T 4- -1259 B 4= 1655 N 4- -517 W 9= -261 BOTTOM CHORDS: LL( 16.0)+DL( 14.0) ON TOP CHORD 30.0 PSP T 5- -1309 B 5- 2018 w 5- 665 2z 4 DI' *2 1-5. . DL ON BOTTOM CHORD - 10.0 PSF* T 6- -1915 I WEBS: TOTAL WAD - 40.0 PSF T 7- -2154 2a 4 DFN *3 1- 9 - i5 PSI' REDUCTION TREES OR BOTTOM CHORD, AXIAL STRESS ONLY. -, LEFT TC LATERAL SUPPORT <- I2°OC, UON. . . RIGHT BC LATERAL SUPPORT <- 1200C, GON. INT. . NOTE 113 BRACING AT 24° 0 C FOR $ BEARING AREA REQUIRED (SO. IN) ALL FLAT TOP CHORD AREAS NOT SHEATHED. . JOINT 1 - .04 DF / .06 HF I .06 SPF JOINT 8 1.54 OF / 2.38 HF / 2.27 SPF JOINT 9 2.68 DI' / 4.13 HF / 3 94 SPF COND. 2:!3600.06 LBS DRAG LOAD NOTE Truss not symmetrical Orientation as shown 16-00-00 6-00-00 16-00-00 1'- 1' 1' •1' 12 CN18-9x13 6 C-5 5x6 12 No 4 06 10-001-00 8-06-00 29-06-00 18-00-00 PROVIDE FULL BEARING. 38-00-00 . Scale: 3/16° JOB NAME: BURGINGER . This design prepared from computer input by Escondido Truss / Randy WARNINGS: GonlNots.. unless otherwise noted: Design conforms to UBC-97 AnVer: 1.09(1L) -w 1. Road 00 Geiwol Notes and Walling, b.foa cóflaiiuc*Ion of ba's.'. 1. Design to support loads an shown. - - 2.. Builds, and erection contractor should be adofold gull 0.11.41 Not., and 2. Pgn assurana the tap and bottom chords to be laterally braced at FILE NO.: 4 - Waning, batons 3 21O•C• d5 ridQlng or Ô °°T ulred where thown 3. US cusprailion o..b biodnj 0041 55 Installed whets shown,. f °b ' th udivo frod - [~DATE: 3/18/2003 .must be designed and provided bydaskinerofoomplato abucturs, : for *d Uon*afuse j /\ Coniputlul olsen.. no ,upoftalbllliy for audi bracing. . 6. lealgn 5asum55 hill beating at all supports shown. Shim or wedge T I 5. No load should 5. applied to any cuonsett untS 0155.11 SlicIng 1101 DES. BY: compW and should Oily leads gwltsr than dadgn us 1.laIis I be or plad so that center loads appftd to any cornponent.& a' controlo.,r end assumes no lilponllhlllty forth. p -. UCOIRNINO CrahUT55SYSIn00 th SEQ. : 1145015 fob do andnn&sslpn.ntand SiawlaaIoncicoonwes. 1ó.F budc uduetheConusRate. Indicated by the preflx - 7. This "Sign to fumiliwd sublets 10th. limitations on U%lss dealdfl$ Mforth 'C ,see 1.C8.O. R.R. 4211. - by the Truss Plato brailtut, ln'Dradng Wood Truss.,. Hladr. a copy of 11. The CotapuiNs Net Sedlon Plate Is InStated by the ptofix CN the which will a. fumIt.d by Conputria upon ,.g,sai. desIgnator (10) IndIcates 18 go. nsterlal Is used. All others are 0 pa. LUMBER SPECIFICATIONS 38- 0- 0 HIP SETBACK 6- 0- 0 FROM END WALL AIISI/TPI 3 MER FORCES W4WRGD LOAD DURATION INCREASE - 1.25 + • T 1= -7491 B 1- 7107 II 1- 1638 W'5= -1278 SIZE SPECIE GRADE PANEL(S) T 2= -6966 B 2= 13620 N 2- -6819 N 6- 1038 - TOP CHORDS: LOADING T 3= -14469 B 3-' 15681 N 3- 1038 N 7- -6019 2x 6 DF 82 1- 6 T 1- -14469 B 4- 13620 N 4- -1278 N 8- 1 638 BOTTOM CHORDS: TC UNIF LL( 32.0)+DL( 28.0)- 60.0 PLF 0' .0" TO 6' .0" VENT T 5- -6966 B 5- 7107 2x 6 DF 82 1- 5 TC UNIF LL( 64.0) +DL( 56.0)- 120.0 PLF 6' .0" TO 32' .0" VERT WEBS: TC UNIF LL( 32.0)+DL( 28.0)." 60.0 PLF 32' .0" TO 38' .0" VERT 2x 4 DFN #3 1- 8 BC UNIF LL( .0)+DL( 20.0)- 20.0 PLF 0' .0" TO 38' .0" VENT LEFT - 2601 RIGHT - 2601 TC LRTERAL SUPPORT c." 120C, DON. TC CONC LL( 160.0)#DL( 140.0)- 300.0 LBS 8 6' .0" BC LATERAL SUPPORT <- 12"OC, UON. TC COliC LL( 160.0)+DL( 140.0)- 300.0 LBS 0 32' .0" BEARING AREA REQUIRED (SQ. IN) JOINT 1 4.16 OF I 6.42 HF / 6.12 SPF 4NOTE: 1X3 BRACING AT 24" D.C. FOR ALL FLAT TOP CHORD AREAS.NDT SHEATHED. nails staggered at JOINT 7 4.16 OF / 6.42 HF / 6.12 SPF 44.4 12" cc throughout top chords. COND. 2: 1931.00 LBS DRAG LOAD. MVM 12" cc throughout bottom chords, 12" oc throughout webs. . - \* 'k 'v' •'-' 6-00-00 26-00-00 6-00-00 1. (. 12 . 4.00E C-5.5x7.7 12 c-U9.4 1.50" C-3x9.4 C-5 .5x7.7 . 4.00 C-3x6 C-30.7 C-2.5x4.3 C-5x6(S) C-2.5x4.3 • C-30.7 C-3x6 20-00-00 18-00-00 38-00-00 Scale: 3/16" - fl JOB NAME: BURGINGER This design prepared from ccmpnter input by Escondido Truss I Randy WARNINGS: . - Gen.ral Notes. unless otherwtsenoted: Design conforms tot3BC-97 AziVer: 1.09(114-N - - - PILE lEO.: S 1. Raid all Gu,srtai Notes and Warnings before coasilutitdn of trilaiss. 2. 8uUd.r and ssscilan contractor should be advtaid of ill Ososmi Notes and before - Design to euppori loads se DeIgn a9Sul1ldS the lop and bottom chords to be laterally braced at o.c. end t I2-C' rreectlyely• WanIng ha bmiaDsdst,Stu atmon*. 1*3 coow,vsalou sib most 3. tirpect bstdgl or total btodn ltanulred where shown . + DATE: 3/18/2003 4. lfo,oams&51n ndpen%wisnlbraulng. V : u5e5aebe us Inis ann COmPUOUS asesa no siponithOltyfo, such bilctng. & No load ibotdd be to wdll bracing applIed any compenint altar all and 6. DesIgn assurnR?for I bearing at oil supports shown. Shim or wedge If DES. BY: we and alw should any toads aisanar thin design V fasteners k CC SEQ.: 1145 vi goods be appiled to any cornponent. - G. Conrputzva has no control over and u.umss no ruponèlbtuly for to. fabicatlon, flng shipment and Instiltatlon of cortpen.nth. placed so Ittey center -Islip indi to sme pi in lajt For baslcolm tues of the Conutrüs Plain, Indicated by thá prefix wsenaclucwn .sntrtmonou .CJT8tSY5TElti 7. niladailgn I. lumishad subject to Iiie tln,dUoo, on troth dUNns ati forth 4211. - - by th Truss Phie tnstltut$ bt'Uranffig Wood Tulsa.. HiBdi". a copy of - which will be funduhid by Ccmpuuua upon request. liThe Coirputitjp NQt Section Plate Is Indicated by thg prefix 'CJ the V desIgnator lnoItes 18 At (Ia; go. material is uses. others are pa. LUMBER SPECIFICATIONS SIZE SPECIE. GRADE PANEL (S) TOP CHORDS: 2x6 OF *2 1-6 BOTTOM CHORDS: 2x4 DF #2 1,2,4,5 2x4 DE #14BR 3 WEBS: 2x4 DFN *3 1-8 TC LATERAL SUPPORT <- 12"OC, DON. - BC LATERAL SUPPORT <- 12"OC, DON. - 19-00-00 12 4.00 -' C-7x9.4(S) 0.25" TRUSS SPAN 381- .00" ANS!/TPI SINGLE MEMBER FURCES W4WRGD LOAD DURATION INCREASE - 1.25 597 8 1- -561 w 1- -400 IN 5= 767 SPACED 240" O.C. 827 B 2- 616 W 2= -1979 N 6= -573 1' 3- -956 3-3= 1049 N 3- 553 N 7- 476 LOADING T 4- -1477 1702 N 4= -311 w 8- -311 - LL( 16.0)-eDL( 14.0) ON TOP CHORD 30.0 PSF T 5- -2149 2213 - DL ON -BOTTON CHORD - 10.0 PSF* T 6- -2357 TOTAL LOAD 40.0 PSF *5 p3p REDUCTION TAREN ON LEIT = 44 RIGHT = 1058 BOTTOM CHORD, AXIAL STRESS ONLY. TNT. - 1808 9 81- 6.0" BC CONC LL4DL' 250.0 LBS 9 19' .0" BEARING AREA REQUIRED (SQ. IN) JOINT 1 .07 OF / .11 HF / .10 SPY JOINT 7 1.69 DF / 2.61 BF / 2.49 5FF JOINT 8 2.89 DF / 4.46 HF / 4.25 SPY - NOTE:Truss not symmetrical - • Orientation as shown. , 19-00-00 1' C-5x6 : 12 . 6 0" 4 00 C-5x6(S) .1.500 cE.5x4.3...o:3x6 , • 5x6 flc3x7.7 .c2.5x4.3:26s - C-2.5x4.3 . . . 4 rc3 • M1,07 IX 0-00-00 18-00-00 8-06-00 . 29-06-00 PROVIDE FULL BEARING. 38-00-00 -4. Scale: 3/16" JOB NAME: BORGINGER . This design prepared from computer input by Escondido Truss 1 Randy WIalIDIGS; . GenamlNotss. unless otherwise noted: Design conforino to UBC-97 AnVer: 1O9(1L) -w 6 RaId ill O.nseil Nalas ar.d Warning, bate,, C iesuctton of nina's. Bulte.r and suctIon coribacte' aliold be advla.d sf111 General Rang and I. Design to suppoft toads as shown. 2. DeSign assumes the top and bott ccn chords to be laterally braced at FILE NO.: Warnings before construction esnrn.snca'. sust be Installed whom shown -.3 1x3 corrvassion W" t PJntara,c.rsctulIng.ianLlsnasha,ts.rcwsryandpsrnan.ntbuctag, ndailr-O'1C.3. reseralgoclreely. uired whom shown. * : the respectire contractor. DATE: 3/18/2003 must be designed and pnwided by designer of complain, structure. for Caixputtim "aunts no tsllionnibllSy such teasIng. Ithod' of Mil f)eslgn s. No load .iloiild be OpPited to any Coninonsni oa91 aft., all bracing and 6. nsSun ill bootIng suppods Shown. 81dm or wedge if necçssary. . =PuTrus. Inc. DES. BY: trn.,..,, a,. comptels. and nodm. assail any toad. erect., than IsnIgn . tM I be IL*.Wc'.'both Incas. and placed so their center SEQ. : 1145017 loads be applied to any component. 6. Compusnas no dr Ii erand as.urnsa no ',lponol2lliiy to, a. g CW Ur 1Ô. F& basi a n valu of the Corr*tulius Plate, Indicated by the prefix M*NU?IC11iiINO E35PJct CIieit 5Y5TEJct tatniedlon. handling.ipinentndr Sh actaltetionafCOillpinliflt,. T. Thu a Isaign Is runrisuied .ubj. to iii. llmlialions on Dana dWpii. ass toes C, sea F.Cb.O. RN. 411. by the Tn... PIll. Institute 1n8,icing Wood Tnuta'I. N1141, a copy or which will be tujminhsd byComputnis 11. The= Net Section Plate Is Indicated by the prefix CN the doslg'iatdr (18) indicates 18 material Is toed. All Others are O go. 93. 2 Inc 7/CumpuTrus B 4 00 Mar..IfactuzIr'9 Engineering CCn1pUtef$y**IT POWDOESNOTIMETWFMCOWAORTAUS& c.ow TWJSS UD 1T ROGE 7-1 C*M0ONTRLA8&-+ ENA O BLOCK COMMON TRUSS EXTENDED TOP CHORD SECTION CIO - IS*PEDELOCK( _____ aim OSSBLOØC 11BLOCK HIPRAFTER 00 83 5 - 1 *2 EXTENDEDEW EP3ACICBOT1DM cl.oflostl SE1BakCKFOM AS E*Lt CNEN SPECFJB _____ EXTEVIDMENDACK TOP CHORD 1" 82 so 14 COMMOP MOM= TRUU GETBACKFROU END VS'U.AS SPEC1ED ONENGPiEENP(C - - FILE NO: CALIF H*P DETAIL CD HP rRuss DATE: REP 25.15-1 DES: Sc EXP. 3MO3 - SEQ: S1515O UBC-97 - ULATER&LBRACINGAS SECTION A-^ F A) 2MPoet .tiad 10 each bum — — oW wmr bead psi %M 2-16d ,. 8) U4 Nol Hem-F or No.2 Doug. Fir pLgM at 4'O' o. C) 2x4 No.1 Henkot4o.Z D. Fir Wow eIthIo pe1 wll 3- 1Bdns. 0) Mp Tn$s No.1 ,e(ctc from end wall U n*d an mile de.Ign. Ex$nded end led lop dioid (. Conamnue& II P4 cowRout.A 'ii H) 13Ccn*ioiiseraIbracing. r ii J) Extend ad bolmcbord. I G*R.aa. NOTES. unloea cde1.n*1d I DesntoI 2 De.n aeauir 1* lap end bceam I to be UWWY 81 TO' cc. end I 1Z4 o.c. I 20 laçt bfiftkg, ee lateel bcenEg recom mended Wuradwn +4. 4 buMiallon — Gi*or. I Design ammm mm... sm lob. used ini non-ceemd en*onment, end am lee dry 01 'm.. 6 0..Ie aunm lii b.lag* .1 nipcb *m.ft Shin or"mop If ns.smy. 7 Oe*i 0macesad.qis*1 àedage S prndd. 8 PWbe located onbolacm.clm.sand .o I* cenlee Was coincide WSI JOPI $10L 9 D1dlsladb. Ake oIpb.shladmS. 10 For basic dselgn walum cliii CcnlpuTnm P1*1, lidic*1d by.preC' I.C.B.O. RJL 4211 Ii flm ConiUTru, Pb. 80m Pb.. S WIC*1d by ,e pr cN. die de$*iator (IS) ladlc*es 16 pL G J END VERTiCAL MAY BE OMITTED IF TOP C*1OU) PS ADEQUATELY SUPPORTED. C-I4M C-1jQ6 I SEECHARTFORMP.J(SPNS NU.*mER A$ NOTE: CONNECTOR PLATES SIZED FOR HANDLING ONLYA) MAY BE REPLACED WITh EQUAL FASTENER. DEFLECTION CRITERIA (MAXIMUM ALLOWABLE) SLOPE c 4:12 tfl40 LIVE LOAD SLOPE > 4: 12 11180 4.NE LOAD IFOL '= SLL (ALL SLOPES)1/1BO TOTAL LOAD CEILING JOIST = 11240 LIVE LOAD -101 . in ~ IPAnufthirfn .Ei*eerwlg -Computer Sy*tei RAFTER SPAN CHARTS - 1998 LOAD DURATION INCREASE 1.25 SPACING a 24 O.C. RAFTER SLOPEc4112 RAFTER SLOPE > 4112 C. JST TCLL(PSF) 20 20 20 16 16 16 10 TCDL(PSF) 8 15 20 7 14 19 5 TOTALSF) 28 36 40 23 30 35 15 SIZE GRADE $PEE 2*4 S$ OF 8-3' 7-6' T-Z, 91-9' T-1 I 7-8' 104' 201$BTR OF 8'-l" 7-6' 1'-I' - 9-7" T-9' 76' 10'-2' 2*4 #1 OF 741' 75' 6-11" 9-5' 77' 73 fQ'.O 2*4 *2 OF 7.9' 7-1' 6-9" 9-1' T-6' 7-i' 9-10' 2*4 CONST 01 7-2 6-6 6"4' 7-11' 6-1I"' 6'-5'. 9-7' 2*4 STUD OF 6-2' 546" 5'-2' 6-10" 64 5'.6' 8-6' 2*4 STAND OF 5-4' 4'-9" 4-5" 6-11 5'-2, 44' 7'-4 2*4 55 OF 7-6" 71-1" 6-9' 9-3' 7-6' 74' 9'-10' 2*4 1&8TR 1W T-7 6-Il 64 9'4o' 7-4 61-11' 9-7" 2*4 *1 HF 7-7' 6'-11' 6-8' 94Y 7-4' 6'-Il' 9'-7' - 2*4 - $2 HF 7-3' 6-7 6-4' 8-7' 7-0' 6-7" g" 2*4 CONSI HF 7-1' 8-4" 5-I1" 7'-iO' 6.10' 94" 9-2" - 2*4 STUD HF 6-2" - 56' 5'-l' 6'-iO' 6-0' 51-8' 81-6' 2*4 STAND HF 5-4" 4'-9" 4-6' S-Ii 51-21 4-9' 2*4 2400F MSR 84' 7'8' 7-4' 9-11' 81-1' 7-8' 10-7 2*4 210OF MSR 8-i" T-5 7-1 9-7' 7-9" 7-8' 1O-2' - 2*4 1950F USR 7'41' 7-3' 6-11" 9'-8' 7'-?" 7-3' 10-0' 2*4 IeOOP MSR 7-9' 7'-l' 6-6' 9-3' 7-6" 7-1' 9-10' 2*4 ISSOF —VS —R 7-7' 6-111' 64' 9-0' 7-4" 6'-11" 9'-7' 2*4 1410F MSR 7-3' 6-7' 6-4'. 6-7' 7.0" 6'-?' 9'-2* 2x€ 85 OF 17-I1' 11'-1O" 11'-4 15-4" 12'-5' 11-10" 164 2*6 *I&BTh OF 17-9' 1I'-7' 11'-I" 15-1' 12-3" IV-7" 1540' 2*8 *1 OF 124" 11-5' I0'-I0' 14.3" 12-0' 11'-5" 15'-9' 2*6 *2 OF 12-1" 10'-lO" 10-1" 13'4' 114" 10'-10" 15-5" 2*6 STUD OF 9-4' 8-4" 7-9" 101-3"' 9-0" 8'-4" 17-6" 2*6 38 HF 12-3' 11'-2' - 10'" 14'-6" 11"-9 11-2' W.S. - #1&SIR HP 12'-O" 10'-lI" 10-6" 14'-2' 11'4" 1041' 15'-l" 2*6 *1 HF 1 2-0' iO'-Il' 10-5' 13'-1 l 11,-6' 10"11" 15 2*6 82 HF 1I"5' 1O'-5' 10-0' 13'-? 111-O. 10-5" 14-5" 2*6 STUD HF 9'4 8-4" 7-9' 10-3' 9'-O' 8'-4" 12-9' 2*6 2400F MSR 13'-2- 12'-Q" 11-6' 16-8' 12-8" 12'-O' 16-7' 2*6 2100F MSR 12-9" i1'- il-i' 15.-1' 12-3" 11'-7" 16-0' 2*6 16F MSR 12-6"' 11'-5' 10'-11" 14'-IO' 12'4 11-5' 151-9' 2*8 18001 MSR 12-3"' 11"-2' 10'' 1418' 11-9' II-? IT-5- 2K6 1160F MSR 12-0' 10'-Il' 10'-5' 14-2' 11-6' 1 10,-11- 1460F MSR 11-5" 10-5" I 10-0' 131 ' 11'4' I 10-5' I 14-5" JR1II —' 11111 VllIfflhI11 S - - OEThI. FOR CU4VEN1IONAW' FRAMED VAlLEY flu. CcimpuTrus. Inc. 2 - EDO.GLSARSPM$O1TOEe-C. FORS*ZENIDORAD€ SEE M JACK CHART CR R.AFT SPNI TABLE UNOER APP1lOcRlATE C.S.L LOACIIG. fneeiin Computer Syiterse Mar tsfa urng 00 VALLEY PADS - I%$ M2 C) • I ATNOUORETHAIU& coA PJIDMDLED -. TDJACKFUUN& - JACK PU1LHS - 8PNINNG OVER T)E TRIMM UNDEATH AND PARALLEL. TO VALlEY - JAC)TO MACH THE JACK P051 WPCRTS ME NAL CID IED cv POGE eQNW - MIIWUY ZO ND 2Jr.Fm. RIDGE POST - 2x4V 10 BE PLACED WIVERAIDWEICARD AT NO MORE THAN 54r ac AND I— PMILEDTORIDGEPURLIM c) CDD RIDGE PJRlJd - c4 WIIDSE LENOTh IS 112 THE VALLEY VAOTh AT IM PONT A - INDICATW eY A RIDGE POST. V RIDGE 80A1E) - uacI7 S - 24' 7 .vttNo PER - ThSSA1 24- 24" e. cli Ar OR GIRDER TMISS Jack Puft SECTIOM - ti A ac • Na: Ald, igel ps4it po6t*w 3-1Ed n. RIdte PuCE, / &Pod S • It I F1Lo: CALiF FILL DETAIL )ATE: 01i1/98 I*LEXPAMM 1*1 5EF: 25,15-1 DES: Sc J - A EQ. S151509 UBC-97 .5 1 S :1 ROOF TRUSS CALCULATI ON S "Oak Avenue Project" R072 Carlsbad, CA Alpha & Omega Developments Schreiber Framing Michael Smith 2 March, 2004 iaso 16 CN I C / OF 1755 Brown Ave. Riverside, CA 92509 Tel,: (909) 30 C17~ I I --w vl~ '4 No. x d€ e&€€6 t y, TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY 105 SE 124THVENUE VANCOUVER, A 98684 Timber Products Inspection (TP) an, General Testing and Inspection (GTI) are code recognized by the International Conference of Building Officials (ICBO) Evaluation Service Accreditation AA-664 and nationwide by the National Evaluation Service (NES). This is to verify that: INLAND EMPIRE TRUSS INC 1755 BROWN AVE RIVERSIDE, CA 92509 Is currently an active member in good standing in the TP Third Party Truss Auditing Program and has been since JANUARY, 1992 The Plant is audited under the International Building Code Section 2303.4 ia a1z '..' doltZ4 Date: DECEMBER 9, 2003 BRIAN HENSLEY TRUSS MANAGER - WESTERN DIVISION . ',. I ,. ...- . I .0" VOEEVEQI~Wht - . . . . :.' -- ,- Li 5 I.. HIB-91 Summary Shet . I COMMENTARY and RECOMMENDATIONS for. :-- -TRUSS PLATE INSTITUTE U HANDLING, INSTALLING & BRACING METAL.583 D'Onofrio Or, Suite 200 .. - PLATE CONNECTED AIrtri TRUSSES © ' Madison Wisconsin 53719 I ' . - . . (608) 833'5900.. www.tpinst.org. It is the resonibilityofthinstalIer(builder. biilldingcontractor. licensedcontractor. induátry, but must, due tothe nature of rèspoñsibilities involved, beprésentedas a erector or erection contractor) to oroperly receive, unload, store, handle. install and guide for the use of a qualified bilding designer or installer. Thus, the Truss Plate brace metal plate connected wood trusses to orotect life and prooerty. The installer -institute, Incèxpressly disclaims any responsibility tor damages arising froñi the I must exercise the same high degree of safety awareness as with any other structural - use, application or reliance on the recommendations and information contained material.iPldoesnotintendtheserecommendationstobeinterpretedassuperi6rto herein by building designers, installers, and others. Copyright©byTruss Plate. the project Architect's or Engineer's design specification for handling, installing and .,Institute, Inc. All rights reserved. This document or any part thereof must not be - bracing wood trusses for a particular roof orfloor. These recommendations are basd reproduced in any form without written permission of the publisher. Printed in the upon the collective experience of leading technical personnel in the wdod truss United States of America. I i 'CAUTION I russ NO 8. CAUTION Trusses stored horizontally should be - - 'Ak supported on ing block to prev ent excessive lateral CAUTION -Trusses stoted vertically should be I bending and lessen moist gain braced to prevent toppling or tipping A WARNING Do not break banding until installation 'A - DANGER Do not store bundles upright unless I begins Care should be exercised in banding remov- A properly braced Do not break bands until bundles alto avoid shifting of individual trusses areplaced in a stable horizontal position A DANGER WalkIngontrusseswhIchareiyingTia is extremely dangerous and should be strictly prohibited - I Y6 6 X INST I I jTpproximateiy . . Approximately\ . / ½trusslength ½trusslength Tag Trussspans less than 30 .• Tag Lifting devices should be connected to Strongback/ . line I . . Line the truss top chord with a closed-loop Spreader Bar. Ipreader Bar - attachment utilizing materials such as 10 slings, chains, cables, nylon strapping, I - Toe _\f Toe In weightof the truss. Each truss should be NNNset INN &1L, i4 in proper position per the. building.- _________ -- 1• designers framing plan and held with Approximately the lifting device until the ends of the /1 . . 2/ to ~ truss length Approximately.................... I Less ½ to 2/3 truss length than or equal to 60' 1 "Tag truss are securely fastened and tempo- rary bracing is installed. i r Greater than 60' - . . . Line . . . . Tag Line . .. Strongback/ I 10, Reader - . . . Spreader Bar . Toe In Toe* In" At or above I Approximately . . I. I I i r Approximately . ½ to 2/3 truss length . . 2/ to truss length than or equal to 60' Tag '- Tag / I .. Greater than 60' I Less . Line • Line CAUTlON::Teth ábraöihshdwhithj heëti adüãtfórthè installàtioh .-, --- ?4-r trusseswith similarconfigurations Consult a registere d professional engineer if a different bracing - arrangement is desired The engineer may design racing in accordance with TPl's tRecommended ft .J Design Specification ftr TemporaryBracing of Metal IIate connected Wood TrusQs, DSB-89, al!d .&...•. lfl some cases determine that a wider spacing is possible I I I ?tt55 of brace up of trusses (ES) I Typical horizontal tie member with Li U I IGRO1D BRACJNG BUILDINGEX.TERIOR - - Typical vertical attachment Attachment Required - Topchords thatare laterally braced can buckle togetherand cause collapse lfthere Is no diego. nat bracing. Diagonal bracing should be nailed to the underside of the top chord when puritna are attached to the topside of the top chord. Viewphotos of a properly braced roof system at www.toinst.org under the "Publications" link. :TOP;CHORD - MINIMUM TOP CHORD '-' DIAGONALBRACE'- PITCH L.ATERALBRACE SPACING(DBS) SPAN DIFFERENCE SPACING(LBS) i#trusses] SPIDF SPF/HF Up to 28' 2.5 7' 17 12 Over 28'- 42 3.0 6' . 9 6 Over 42'-60' 3.0 1 5' 5 3 Over 60' See a registered professional engineer I .. •. ': . ,.. -- 12. •. I .• 4 or greater [PITCHED TRUSS.. TOP CHORD ..TOP -CHORD DIAGONACBRACE MINIMUM LATERALBRACE SPACING(DBS) SPAN I PITCH SPACING. . SPJDF SPFIHF: Up to 32 4/12 8 20 15 - Over 32'-48' 4/12 6' . 10 7 Over 48'-60' 4/12 5' 6 4 Over 60 See a registered professional engineer 'Note: Bottom chord & web member temporary bracing also required -refer to Frame 4. I .. . D.Douglas Fir-Larch SP -Southern Plne HF Hem Fir SPF Spruce-Pine-Fir All lateral braces I . . . lapped at least 2 Continuous Top Chord Required Lateral Brace 10 -.k-'. I ....... . .... . . I 14 • 0 -, ,, - , I I pr severe personal injury or wtheserecor damage to tn I Note: Bottom chord & web member temporary bracing also required- refer to Frame 4. DF = Douglas Fir-Larch SP = Southern Pine HF= Hem-Fir SPF= Spruce-Pine-Fir All lateral braces I Continuous Top Chord - lapped at least 2 Lateral Brace _—..-,2 trusses. Required 1O'orGreater Attachment Required - I Top chords that are laterally braced can buckle i.., together and cause collapse lf there isnodlag,,.. - net bracing. Diagonal bracing should benaiied 28 Or - to the underside of the top chord when purllns .....-.... are attached to the topside of the top chord. View photos of a properly braced roof system at WWW toin},pg under the Publications link. op I . qL BOTTOM CHORD TEMPORARY RACING I- 12 I 4orgreater -• . -• SPAN MINIMUM PITCH BOTFOMCHORD , ..LATERAL BRACE .SPACING(DB3) SPACING'(LB) BOTTOM CHORD DIAGONALBRACE [#trusses] SF I SPF/HF Up to 32 4/12 15 20 15 Over 32-48 4/12 15 10 7 Over 48-60 4/12 - 15' 6 4 Over 60' See a registered professional engineer DF - Douglas Fir-Larch SF- Southern Pine HF - Hem-Fir - SPF - Spruce-Pine-Fir All lateral - braces lapped at least 2 trusses - O - - C - - i --. Bottom chord diagonal bracing repeated at each end of the building and at same ; spacing as top chord diagonal bracing. .. - ...• -. -. . .--, ..' lQT9!VcORD PAEjI 30' or greater C .._ 'TOPCHORD.: TOPCHORD DIAGONALBRACE MINIMUM LATERALBRACE SPAClNG(DB) 'SPAN DEPTH SPACING(LBS) '[#trusses]. 'SP/DF SPF/HF' ___ ____________ Upto32 30" 8 - 16 10 Over 32-48 42" 6. 6 4 Over 48 - 60 48' 7 ' . 5' -. 4 2 Over 60' See a registered professional engineer Top chords that are laterally braced can buckle together and cause collapse if there is nodiago- nai bracing. Diagonal bracing should be nailed to the underside of the top chord when purlins are attached to the topside of the top chord. View photos of a properlybracedroof system at www.toinst.org under the"Publications" link. Douglas Fir-Larch SP - Southern Pine IF- F - Horn-Fir - SPF - Spruco-Pine-Fir - • S i I . The end diagonal - - brace for cantilevered - trusses must be placed on vertical I - webs in line with the support. End diagonals reessentjalfor" stability and must be duplicated on - both ends of the truss system. 3½ -. I I L -----------V----7\ / - I I I I Trusses must have urn ber oriented in the hon lI :latéraIb?aces'' zontal direction to use I L this brace spacing SO woyussesg 5, C 13- I . End diagonals are essential for '2 stability and must be duplicated on both ends of the truss system Frame 5 1pqn)[ 1/4" 1' 24" 1/2" _?___ 36" 3/4" . 3' 48" ___ 60" 1-1/4", 72" 1-1/2" 84__ 1-3/4" Z___ 96" 2" 8' 2" .9' - TMONO TRUSS TOP CHORD.TEMPORARY BRACING SPAN ............: MINIMUM PITCH . TOP CHORD LATERAL BRACE SPACING(LBS) TOP CHORD. DIAGONALBRACE SPACING(11)1121') [#trusses] SP/DF. SPF/HF Up to 24' 3/12 8' 17 ' 12 Over 24'-42' 3/12 . 7 10 6 Over 42'- 54' 3/12 - 6' - . 6 . 4 Over 54' See a registered professional engineer Note: Bottom chord & web member temporary bracing also required - refer to Frame 4. OF - Douglas Fir-Larch SF - Southern Pine - HF Hem-Fir SPF Spruce-Pine-Fir 10. bi I . Diagonal brace - also required 'on endverticals. Top chords that are laterally braced can buckle .,/. together and cause collapse it there is no diago- nal bracing Diagonaibracing should benailed I to the underside of the top chord when purlins are aftsched to the topside of the top chord Viewphot os ofa properly braced root system at wwwtp,nstorg under the Publications link fr/ Alliateral braces rac s appe at least 2 .7 trusses. Continuous Top Chord Lateral Brace Required 10' or Greater - Attachment Required I .. A tWARNING ese.recomme severe personal injury or damage to trusses or buildings 1t -. ________ - ............................... ________ U200 or 2 LJPLII - I W. D(in) ± 1; LI ••. LI I Lesser of LI DI50 or 1/4 2" laximum -4II-4_ Plumb isplaciernent. Line,... . L(in)- 1./200 50" 1/4" . 4.2' 100" 1/2" 8.3- 150" 3/4" 12.5' 200" 1" - 16.7' 250" 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT-;OF-PLUMB INSTALLATION TOLERANCES.. OUT OF PLANE INSTALLATIONTOLERANCES r- '- — L 3 1 -I ________ A I LEGACY REPORT ER-1607 Reissued June 1, 2003 ICC Evaluation Service, Inc. www.icc-es.org Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-9800 Regional Office # 4051 West Flossmoor Road, Country Club Hilt, Illinois 60478 # (708) 799-2305 Legacy report on the 1997 Uniform Building Code TM DIVISION: 06—WOOD AND PLASTICS Section: 06170—Prefabricated Structural Wood MODEL 20, TW18 AND TWI6 METAL CONNECTOR PLATES FOR WOOD TRUSSES TRUSWAL SYSTEMS CORPORATION 1101 NORTH GREAT SOUTHWEST PARKWAY ARLINGTON, TEXAS 76011 1.0 SUBJECT Model 20, TW18 and 1W16 Metal Connector Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: Model 20, TW18 and TW16 are metal Connector plates for wood trusses. The plates are manufactured to various lengths, widths, and thicknesses or gages, and have integral teeth that are designed to laterally transmit load between truss wood members. Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. Floor-ceiling or roof- ceiling assemblies described in this report using wood trusses with metal connector plates have one-hour fire-resistive ratings. 2.2 Materials: 2.2.1 Model 20 and TW18 Connector Plates: Model 20 plates are manufactured from minimum 20-gage-thick [0.036 inch (0.91 mm)], ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized zinc coating designated G60. TW18 plates are manufactured from minimum 18-gage- thick [0047 inch (1.19 mm)], ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized coating designated G60. Each plate has slots approximately'/,, inch (11.1 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite-facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approximately / inch (3.2 mm). Connector plates are available in 1-inch (25.4 mm) increments of wdth and length. Minimum plate width and length are 1 inch (25.4 mm) and 3 inches (76.2 mm), respectively. See Figure 3 for details of plate dimensions. There are eight teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately inch (9.5 mm), and the width of each tooth is approximately 1/8 inch (3.2 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 35 degrees with respect to the plate width. Adjacent longitudinal rows of teeth are twisted in the opposite direction. 2.2.2 TW16 Connector Plates: TW16 plates are manufactured from minimum 16-gage-thick [0.058 inch (1.47 mm)], ASTM A 653, Grade 37, structural-.quality steel with a hot-dipped galvanized zinc coating designated G60. Each plate has slots approximately 2 inch (12.7 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite-facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/3 inch (8.5 mm) on center across the width of the plate and approximately 1V4 inches (31.8 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approximately '8 inch (15.9 mm). Connector plates are available in 1-inch (25.4 mm) increments of width and inch (31.8 mm) increments of length. Minimum plate width and length are 3 inches (76.2 mm) and 71/2 inches (190.5 mm), respectively. See Figure 4 for details of plate dimensions. There are 4.8 teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately inch (11.1 mm), and the width of each tooth is approximately 5/3 inch (4 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 42 degrees with respect to the plate width. Adjacent longitudinal rows of teeth are twisted in the same direction. - 2.3 Allowable Loads: 2.3.1 Model 20, TW18, and TWI6 Plate Connectors: Tables 1, 2, 3 and 4 provide allowable lateral loads, tension loads, shear loads, and reduction factors for Model 20, TW1 8, and TW16 plate connectors. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSlfrPl 1-1995 standard must be supplied to the building department when requested by the'building official. 2.3.2 Lateral Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, based on species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPl 1-1995. Table I specifies allowable lateral loads for the metal connector plates. I ICC-ES legacy reports are not to be construed as representing aesthetics or any at/icr attributes no: specfflcally addressed, nor are they to be construed as (" an endorsement of the subject of (lie report or a recom mendo:io,t for its use. There is no warranty by ICC Evaluation Service, Inc.. express or implied, as to any finding or at/u or matter in this report, or as to any product covered by the report - I Copyright 10 2003 Page 1 of 6 12" 1/4" 1' 24" 1/2" 2' 36" 3/4" 3' 48" 1" 4' 60" 1-1/4", 5' 72" 1-1/2" 6' 84" 1-3/4" _i___ 95?! 2" 108" 2" - 1/4 11splaicement axImum Plumb Line,,.. . [noo 50" 1/4" 4.2' 100" 1/2" 150" 3/4" 12.5 200" 1" • 16.7' 250" 1-1/4" 20.8- 300" 1-1/2' 25.0' rrdme6 -- MONO TRUSS TOP CHORD.TEMPORARY BRACING SPAN MINIMUM PITCH TOP CHORD . LATERAL BRACE SPACING(LB5) . . TOPCHORD DIAGONALBRACE SPACING (I)B,,),- (#trusses] SP/DF. SPF/HF Upto24' 3/12 3/12 8' 17 12 Over 24'-42' 3/12 . 7' 10 6 Over 42'- 54' 3/12 6' - 6 4 Over 54' See a registered professional engineer I Note: Bottom chord & web member temporary bracing also required . refer to Frame 4. Dl" - Douglas Fir-Larch SP- Southern Pine - HF - Hem-Fir SPF- Spruce-Pine-Fir Diagonal brace 1 also required'on 11.4 V I LI 1..Q I. Top chords that are laterally braced can buckle together and cause collapse uf there isno diago- nal bracing Diagonal bracing should benailed to the underside of the top chord when purilns . are attached to the topside of the top chord. . .' View photos ofa properly bra cod roof system at www.tpinsf.orpunder the Publlcetions'llnk .1 - 12 3 or All lateral ------- braces lapped at least 2 trusses - Continuous Top Chord Lateral Brace Required —,---- 10 orGreater Attachment / Required WARNING FallLir to f611 cociia treiult th - A $ severe personal Injury or damage to trusses or buildIngs . . $. .... ..-..............-. . -, . D(in) Lesser of LI LJPLII . . I L/200or2 I I o an,unv LEGACY REPORT --- ER-I 607 Reissued June 1, 2003 ICC Evaluation Service, Inc. I Business/Regional Office # 5360 Workman Mill Road, Whittier, California 90601 # (562) 699-0543 Regional Office # 900 Montclair Road, Suite A, Birmingham, Alabama 35213 # (205) 599-9800 WWW . icc-es.org Regional Office #4051 West FlossmoorRoad, Country Club H/S, Illinois 60478 # (708) 799-2305 Legacy report on the 1997 Uniform Building CodeTM Ii I DIVISION: 06—WOOD AND PLASTICS Section: 06170—Prefabricated Structural Wood MODEL 20, TW18 AND 1W16 METAL CONNECTOR PLATES FOR WOOD TRUSSES TRUSWAL SYSTEMS CORPORATION 1101 NORTH GREAT SOUTHWEST PARKWAY ARLINGTON, TEXAS 76011 1.0 SUBJECT Model 20, TW18 and TW16 Metal Connector Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General:. Model 20, TW18 and TW16 are metal connector plates for wood trusses. The plates are manufactured to various lengths, widths, and thicknesse or gages, and have integral teeth that are designed to laterally transmit load between truss wood members. Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. Floor-ceiling or roof- ceiling assemblies described in this report using wood trusses with metal connector plates have one-hour fire-resistive ratings. 2.2 Materials: 2.2.1 Model 20 and TW18 Connector Plates: Model 20 plates are manufactured from minimum 20-gage-thick [0.036 inch (0.91 mm)], ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized zinc coating designated G60. TW18 plates are manufactured from minimum 18-gage- thick [0.047 inch (1.19 mm)], ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized coating designated G60. Each plate has slots approximately'/,,, inch (11.1 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite-facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximately 1 inch (25.4 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approximately 1/ inch (3.2 mm). Connector plates are available in 1-inch (25.4 mm) increments of width and length. Minimum plate width and length are 1 inch (25.4 mm) and 3 inches (76.2 mm), respectively. See Figure 3 for details of plate dimensions. There are eight teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 3/ inch (9.5 mm), and the width of each tooth is approximately 1/8 inch (3.2 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 35 degrees with respect to the plate width. Adjacent longitudinal rows of teeth are twisted in the opposite direction. 2.2.2 TW16 Connector Plates: 1W16' plates are manufactured from minimum 16-gage-thick [0.058 inch (1.47 mm)], ASTM A 653, Grade 37, structural-quality steel with a hot-dipped galvanized zinc coating designated G60. Each plate has slots approximately V2 inch (12.7 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite-facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/3 inch (8.5 mm) on center across the width of the plate and approximately 1/4 inches (31.8 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approximately lif, inch (15.9 mm). Connector plates are available in 1-inch (25.4 mm) increments of width and 1I4 inch (31.8 mm) increments of length. Minimum plate width and length are 3 inches (76.2 mm) and 71/2 inches (190.5 mm). respectively. See Figure 4 for details of plate dimensions. There are 4.8 teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately inch (11.1 mm), and the width of each tooth is approximately '32 inch (4 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 42 degrees with respect to the plate width. Adjacent longitudinal rows of teeth are twisted in the same direction. 2.3 Allowable Loads: 2.3.1 Model 20, TW18, and TW16 Plate Connectors: Tables 1, 2, 3 and 4 provide allowable lateral loads, tension loads, shear loads, and reduction factors for Model 20, TW1 8, and TW16 plate connectors. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSllTPl 1-1995 standard must be supplied to the building department when requested bythebuilding official. 2.3.2 Lateral Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, based on species, the orientation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance 'must be in accordance with Section 11,2.1 of ANSI/TPI 1-1995. Table 1 specifies allowable lateral loads for the metal connector plates. a,, endorsement of the subject of site port or a recom mendatio,tfor its use. There is no warranty by ICC Evaluation Service, Inc., express or implied, as to JCC-ES legacy reports are not lobe construed as representing aesthetics or any other attributes not specifically addressed, nor are they lobe construed as ally /i,tdi,,g or utl,er matter in this report, or as to any product covered by the report. I Copyright 0 2003 . S Pagel 06 Page 2 of 6 2.3.3 Tension Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed for tension capacity, based on the orientation of the metal connector plate relative to the direction of load. Design fortension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 specifies allowable tension loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the net section of the metal connector plates for tension joints must be designed using the allowable tensile stress of the metal adjusted by the metal connector plate tensile effectiveness ratios shown in Table 2. 2.3.4 Shear Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed for shear capacity, based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 provides allowable shear loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear stress for the metal connector plates adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.5 Metal Plate Reductions: Several allowable load reduction factors for the metal plates must be considered cumulatively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The load reduction factors are as follows: Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be reduced by a strength reduction factor, QR, shown in Table 4, when the plates are installed in lumber with a single-pass, full-embedment roller system. The strength reduction factor, QR, is applicable for roller diameters equal to or greaterthan roller diameters shown in Table 4. This reduction does not apply to embedment hydraulic- platen presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-platen presses that feed trusses into a stationary finish roller. When trusses are fabricated with single-pass roller presses, the calculations forthe truss design submitted to the building department for approval must specify the minimum diameter of the roller press and the appropriate strength reduction factor from this report. Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be. reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. Allowable lateral resistance values must be reduced by 20 percent when the Model 20, TW18, and TW16 metal connector plates are installed in lumberhaving a moisture content greater than 1,9 percent at the time of truss fabrication. Allowable lateral resistance values for Model 20, TW18, and TW16 metal connector plates installed at the heel joint of fabricated wood trusses must be reduced by the heel-joint reduction factor, HR, as follows: HR = 0.85— 0.05(12tan8 —2.0) where:' 0.65 HR !~ 0.85 8 = angle between lines of action of the top and bottom chords as shown in Figure 5. This heel-joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.6 Combined Shear and Tension: Each Model 20, TWI 8, and TW1 6 metal connector plate must be designed for ER-1607 combined shear' and tension capacity, based on the orientation of the metal connector plate relative to the directions of loading. Design for combined shear and tension must be accordance with Section 11. 2.4 of ANSI/TPI 1-1995. 2.3.7 Combined Flexure and Axial Loading: Metal connector plates designed for axial forces only are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bottom chord not located within 12 inches (305 mm) of the calculated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2304.3.4 of the code. Calculations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design drawing, the following minimum information should be specified by the design engineer: Truss slope or depth, span and spacing. Dimensioned location of truss joints. Model, size and dimensioned location of metal connector plates at each joint Truss chord and web lumber size, species, and grade. Required bearing widths at truss supports. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earthquake loads. Design calculations conforming to ANSI/TPI 1-1995 or UBC Section 2343 (which is based on the Design Specification for Light Metal Plate Connected Wood Trusses, TPI-85), and any adjustments to lumber and metal connector plate allowable values for conditions of use. 2.5 Truss Fabrication: Model 20, TW18, and TWI6 plate connectors shall be installed by an approved truss fabricator who has an approved quality assurance program covering the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Standard for Metal Plate Connected Wood Truss Construction. The allowable loads recognized in this report are for plates that are pressed into wood truss members using hydraulic-platen embedment presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-platen presses that feed trusses into a stationaryfinish roller press. When truss fabricators use single-pass roller presses, the rollers must have minimum 16- or 20-inch (406 or 508 mm) diameters, depending on the reduction factor, QR, specified in the design calculations. 2.6 One-hour Fire-resistive Floor-ceiling or Roof-ceiling Assemblies: 2.6.1 Assembly No. 1: See Figure 6 for details. 2.6.1.1 Trusses: Wood trusses are parallel-chord trusses having an overall minimum depth of 12 inches (305 mm). Trusses are spaced a maximum of 24 inches (610 mm) on center. 2.6.1.2 Strongback Bracing: Bracing must be minimum 2- by-6 grade-marked lumber oriented vertically, and must be installed perpendicular to trusses on maximum 10-foot (3048 Eli I I _ Page 3 of 6 mm) centers. Braces are attached to each truss with a minimum of three 10d nails. 2.6.1.3 Roof-Floor Sheathing: Floor or roof sheathing shall be minimum 19/32-inch-thick (15.1 mm) tongue-and-groove plywood. Long edges are installed perpendicular to trusses. Plywood sheathing is attached in accordance with Section 2322 of the code. 2.6.1.4 Ceiling Membrane: Two layers of 1/2-inch-thick(12.7 mm) USG Gold Bond Fire Shield® Type X wallboard are applied directly to the bottom chord members of the wood truss. The base ply is applied perpendicular to the trusses and is attached to the wood chord members with 11/4-inch- long (31.8 mm), Type S drywall screws or 17/8-inch-long (47.6 mm), 6d cooler or box nails, spaced 24 inches (610 mm) on center. The face ply is also applied perpendicular to the trusses with side and butt joints staggered 24 inches (610 mm) from the joints of the base ply. The face ply is attached to the bottom chord members with 17/8-inch-long (47.6 mm), Types drywall screws spaced 12 inches (305 mm) on center, or 23/8-inch (60.3 mm), 8d cooler or box nails spaced 7 inches (178 mm) on center. Additionally, 11/2-inch-long (38.1 mm), Type G drywall screws are installed 3 inches (76.2 mm) from the face ply buttjoints and are spaced 12 inches (305 mm) on center. Face layer joints and screws or nailheads are covered with joint compound and are taped. 2.6.2 Assembly No. 2: See Figure 7 for details. 2.6.2.1 Trusses: Wood trusses are labeled Truswal 5paceJoists®, and must comply with evaluation report ER- 3687. Overall minimum truss depth is 10/4 inches (273 mm). SpaceJoist trusses are spaced a maximum of 24 inches (610 mm) on center. SpaceJoist trusses must have SpaceJoist metal webs having minimum 5/16-inch-long (8 mm) teeth. The continuous portion of the metal web member of the SpaceJoists must be located at the bottom chord, and the break in the web member must be located at the top chord. Splices in the bottom wood chord member are permitted provided they occur outside the middle third of the truss span. See ER-3687 for details of the Truswal SpaceJoist. This, fire-resistive assembly using Truswal SpaceJoists requires a factory-installed TrusGuardTM, a No. 30 gage [0.013 inch (0.33 mm)] steel channel, attached along the entire length of the bottom wood chord member of the truss. The TrusGuard is attached to the bottom chord with metal connector plates pressed through the sides of the steel channel. Splices in the TrusGuard must occur at metal connector plate locations and must be lapped a minimum of 6 inches (305 mm). 2.6.2.2 Roof-Floor Sheathing: Floor or roof sheathing shall be minimum 23/32-inch-thick (18.2 mm) tongue-and-groove plywood with exterior glue. Long edges are installed perpendicular to trusses, and end joists are staggered a minimum of 4 feet (1219 mm). Plywood sheathing is attached with minimum 6d ring-shanked nails with spacing in accordance with Table 23-I-Q of the code. A'/,-inch (9.5 mm) bead of AFG-01 adhesive is applied to the top chord of the trusses and in the plywood grooves before installation of sheathing. Asingle layerof minimum 23/32-inch-thick (18.2 mm) tongue- and-groove structural wood-based. sheathing underlayment, having a minimum floor span rating of 24 inches (610 mm), may be used as an alternate to the plywood sheathing. 2.6.2.3 Lightweight Concrete Floor Topping (Optional): Optional perlite or vermiculite aggregate or gypsum concrete may be placed on top of the wood sheathing without affecting the fire-resistive rating. Minimum thickness of the concrete fill is 3/4 inch (19 mm). A plastic or paper vapor retarder should be placed on the wood sheathing before placement of the concrete. Forta-Fill (ER-4147) and Gyp-Crete (ER-3433) may be placed on the flooring without affecting the fire-resistive ER-1607 rating, provided the topping is installed in accordance with its evaluation report. 2.6.2.4 Strongback Bracing: Bracing must be minimum 2- by-6 grade-marked lumber oriented vertically and must be installed perpendicular to trusses on maximum 10-foot (3048 mm) centers. Braces are attached to each truss with a minimum of three lOd nails. 2.6.2.5 Ceiling Membrane: One layer of 5/8-inch-thick (15.9 mm), USG, Type C wallboard is applied directly to the bottom chord members of the wood truss. All joints must be blocked with minimum 31/2-inch-wide (89 mm) steel channels or wood members. All wallboard edges are attached to the wood chord members or blocking with 15/8-inch-long (41.3 mm), Type S drywall, spaced 8 inches (203 mm) on center. Wallboard joints and screws are covered with joint compound 'and are taped. 2.7 Identification: Model 20, TW18 and TW16 plates are embossed with the identifying marks "TW2O," "1W18," and 'TWI6," respectively, stamped into the parent 'metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995, for the Model 20, TWI8 and TW16 plates: and a quality control manual. 4.0 FINDINGS That the Model 20, TWI8 and TWI6 metal connector plates for wood trusses comply with the 1997 Uniform Building Code TM (UBC), subject to the following conditions: 4.1 Plans and calculations must be submitted to the building official for the trusses using metal connector plates described in this report. 4.2 Model 20, TWI8 and 1W16 metal connector plates are designed to transfer the required loads using the design formulae in ANSlITPI 1-1995. A copy of the ANSlITPl 1-1995 standard must be supplied to the building department when this ,is requested by the building official. 4.3 The allowable'loads for the metal connector plates comply with this evaluation report. 4.4 Metal connector plates are not permitted to be located where knots occur in connected wood truss members. 4.5 Metal connector plates are installed in pairs on opposite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved bythe building official in accordance with Sections 2311.6 and 2343.8 of the UBC. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accordance with Section 2304.3.4 of the UBC., 4.8 Allowable loads shown in the tables in this report are not applicable for metal connector plates embedded in lumber treated with 'fire-resistive chemicals. 4.9 Where one-hour fire-resistive construction is required, refer to Section 2.6 of this report, or to evaluation report ER-1352 or ER-1632, for descriptions of code-complying floor-ceiling or roof- ceiling fire-resistive assemblies. This report is subject to re-examination in two years. Page 4 of 6 , ER-1607 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES FOR THE MODEL 20, TWI8, AND TW16 METAL CONNECTOR PLATES LUMBER DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATEI.2.3 PLATE MODEL Species Specific Gravity AA I EA I AE EE Allowable Load (pounds per square Inch of plate contact area) Douglas fir 0.49 157 161 111 132 Hem-fir 0.43 108 120 86 99 Southern pine 0.55 156 159 140 131 TW16 Spruce-pine-fir 0.42 112 110 81 93 Spruce-pine-fir 0.50 136 150 119 117 Timber Strand® 0.69 181 172 132 153 Western woods 0.36 101 114 79 50 -Douglas fir 0.49 186 169 143 133 Hem-fir 0.43 150 125 117 114 Southern pine 0.55 195. 172 181 154 TW18 and Model 20 Spruce-pine-fir 0.42 187 131 126 116 Spruce-pine-fir 0.50 189 163 159 142 Timber StrandW 0.69 198 178 181 166 Western woods 0.36 130 116 105 . 101 i-or Si: I psi = b.59 kfa. - 1See Figure 1 for an explanation of the position of plates with respect to wood grain and teeth orientation. 2Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 3Values arc based on the Gross Area Method. TABLE 2-ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TWIG METAL CONNECTOR PLATES DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 1 0' °' °' I 90' PLATE MODEL ALLOWABLE TENSION LOAD (pounds per linear inch per pair of plates) TENSION LOAD EFFICIENCY RATIO TW16 1,906 1,133 0.72 0.43 TW18 1,032 1,160 . 0.48 0.54 Model 20 789 . 882 0.48 0.54 ror si: I poun Winch = U. Y/.) N/mm. 1The length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were sheared during plate fabrication. See Figure 2 for a visual explanation. TABLE 3-ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR MODEL 20, TWIG, AND TWIG METAL CONNECTOR PLATES DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 0'30a 1 60' 1 90' 1 .120' 150' 0'1 30' 60' 120' 150' PLATE MODEL ALLOWABLE SHEAR LOAD (pounds per linear inch per pair of plates) . SHEAR LOAD EFFICIENCY RATIO TW16 1,091 1,094 1,441 1,088 943 789 0.61 0.62 0.81 0.61 0.53 0.44 TW18 845 917 1,046 616 673 630 0.59 0.64 0.73 0.43 0.47 0.44 Model 20 1 640 693 792 473 509 483 0.59 0.64 0.73 0.43 0.47 0.44 1-or Si: I pounwinco = U.! / N/mm. TABLE 4-ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, FOR MODEL 20, TWIG, AND TW16 METAL CONNECTOR PLATES INSTALLED WITH SINGLE-PASS ROLLER PRESSES PLATE MODEL LUMBER SPECIES SPECIFIC GRAVITY1 ROLLER PRESS DIAMETER (Inches) 16 20 TW16 - 0.49 . 1.00 - 0.89 0.50 0.80 - 0.89 TW18 and Model 20 0.49 0.92 0.99 0.50 0.76 0.94 roi 01; 1 iflCfl = z:).,4 mm. 1The QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with published average specific gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with published average specific gravities of 0.50 or higher. - ' -- ru.u.w 1 - I- 'LMI I t: UHJtNTATIONS I - FIGURE 2—PLATE WIDTH and LENGTH - - For SI I inch = 25.4 mm For SI 1 inch = 25 4mm FIGURE 3—TRUSWAL MODEL 20 and - FIGURE 4—TRUSWAL TWI6 CONNECTOR PLATE -' I - 1W18 CONNECTOR PLATE V V V - - 'FIGURE 5—HEEL JOINTS TO WHICH THE REDUCTION - V I FACTOR HR APPLIES I 4 I .. Page 6 of 6 ER-1607 I•.,. • :. 12" Minimum T1/2' I 1. Minimum 19/32" (11.9 mm) thick T&G plywood rT . Minimum 12" (305 mm) depth Truswal Floru Th truss spaced 24" (610 mm) o.c. maximum 2x6 strongback bridging/bracing at 10'-0" (3048 mm) O.C. I . 4. Two layers of %" (12.7 mm) thick USG Gold Bond Fire Shield® Type X wall board For. SI: 1 inch = 25.4 mm. . , FIGURE 6—ONE-HOUR FIRE ASSEMBLY NO. I I . - (SEE SECTION 2.6.1 FOR COMPLETE DETAILS) 23/32" I 7 [ 10 3/4" Minimum WW 5/8" Optional lightweight floor topping . '. • Minimum 23/32" (18.2 mm) thick T&G structural wood sheathing . I . . Minimum 10 %" (273 mm) depth Twswal SpaceJoist® truss spaced 24" (610 mm) o.c. maximum . . . 4. 2x6 strongback bridging/bracing at 10'-0" (3048 mm) o.c. . . I 5. Factory-installed TrusGardTm No. 30 gage steel channel 6. One layer of 5/8" (15.9 mm) USG Type C wall board For SI: 1 inch 25.4 mm. . • . ..., .,• .. .• FIGURE 7—ONE-HOUR FIRE ASSEMBLY NO. 2 I - . - •, SECTION 2.6.2 FOR COMPLETE DETAILS) . I • :. -. ... ••.- -.: Wood. Truss,- Council -of Ameri t%!4(1ru4$J3J. Developed by the WTCA Engineering Review Committee in cooperation with the Truss Plate Institute The Wood Truss Council of America publishes standard practice materials prepared and edited by knowledgeable authors from the construction industry to give as much assistance as possible to owners, architects, engineers, contractors, building officials, and others involved in the metal plate-connected wood truss industry. The competence of the authors ensures accurate and authoritative information in regard to the subject matter covered, but, of course, neither the Wood Truss Council of America, nor the authors make either express or implied warranties in regard to the use of the materials. 1.0 SCOPE AND DEFINITIONS 1.1 This standard defines the design responsibilities of the individuals and organizations involved in the preparation, submittal, review and approval of each Truss Design Drawing and Truss Placement Plan associated with the use of metal plate connected wood trusses. These guidelines are presented as industry standard practice. The guidelines are not intended to preclude alternate provisions as agreed upon by the parties. involved. 1.2 The following definitions shall apply: 1.2.1 "Architect" shall mean the individual registered architect responsible for the architectural design of the structure and who produces the architectural drawings included in the Construction Design Documents. 1.2.2 "Building Designer" is the individual or organization having responsibility for the overall building or structure design in accordance with thestate's statutes and regulations governing the professional registration and certification of architects or engineers. This responsibility includes but is not limited to foundation design, structural member sizing, load transfer, bearing conditions, and the structure's compliance with the applicable building codes. Also referred to as registered architect or engineer, building designer, and registered building designer, but hereinafter will be referred to as Building Designer. 1.2.3 "Construction Design Documents" are the architectural drawings, structural drawings, mechanical drawings, electuical drawings, and any other drawings, specifications, and addenda which set forth the overall desien of the stricture and issued by the Building Designer I .2.4 "Contractor" shall mean the individual or organization responsible for the field storage, handling, and installation oftrusses including, but I not limited to, temporary bracing, permanent bracing, anchorage, connections and field assembly. The term "Contractor" shall include those subcontractors who have a direct contract with the Contractor to perform all or a portion of the storage, handling, and installation of the trusses. 1.2.5 "Engineer-of-Record" shall mean the registered professional engineer responsible for the structural design of the structure and who produces the structural drawings included in the Construction Design Documents. 1.2.6 "Owner" shall mean the individual or organization for whom the structure is designed. 12.7 "Truss" is an individual metal plate connected wood structural component manufactured by the Truss Manufacturer. 1.2.8 "Truss Designer" is the design professional, individual or organization, having responsibility for the design of metal plate connected wood trusses. This responsibility shall be in accordance with the state's statutes and regulations governing the professional registration and certification of architects or engineers. Also referred to as truss engineer, design engineer, registered engineer, and engineer, but hereinafter will be referred to as Truss Deigner. "Truss Design Drawing" shall mean the graphic depiction of an individual Truss prepared by the Truss Designer. 1.2.10 "Truss Manufacturer" shall mean an iiidividiial or organization regularly engaged in the manufacturing uI Trusses. 1.2.11 "Truss Placement Plan" is the drawing idemi lying - the location assumed for each Truss based on the Truss M all ufacrurc(s interpretation of the Construction Design Documents. - . Copyright 993-201)() \Voud TrUSS (.'oiincil ol .\ 1rie:. Iiic. 2.0 OWNER RESPONSIBILITIES I 2.1 Directly or through, its representatives, which may include the Contractor and/or Building Designer; (a) review and approve each Truss Design Drawing; (b) review and approve the Truss Placement Plan: (c) resolve and approve all design issues arising out of the preparation of each Truss Design Drawing and Truss Placement Plan; and(d) coordinate the return of each approved Truss Design Drawing and Truss Placement Plan to the Truss Manufacturer prior to truss manufacturing. I 3.0 BUILDING DESIGNER RESPONSIBILITIES 3.1 Design a structure suitable to ensure that the intended function of each Truss is not affected by adverse influences including, but not limited to, moisture, temperature, corrosive chemicals and gases; 3.2 Prepare the Construction Design Documents, showing all trussed areas, which must provide as a minimum the following: 3.2.1 All truss orientations and locations; 3.2.2 Information totlilly dtermine all truss profiles; 3.2.3 Adequate support of the Truss and all truss bearing conditions; 3.4 3.2.4 Permanent bracing design for the structure including the Trusses, except as provided in 3.4 and 6.2.12. 3.2.5 The location, direction and magnitude of all dead and live loads applicable to each Truss inéluding, but not limited to, loads attributable to: roof, floor, partition, mechanical, fire sprinkler, attic, storage, wind, snow drift and seismic 3.2.6 All Truss anchorage designs required to resist Uplift, gravity, and lateral loads; 3.2.7 Allowable vertical and horizontal deflection criteria; 3.2.8 Proper transfer of design loads affecting the Truss; and 3.2.9 Adequate connections between Truss and non- Truss components, except as noted in Section 6.2.9. Review and approve the Truss Placement Plan and each Truss Design Drawing for conformance with the requirements and intent of the Construction Design Documents, the effect of each Truss Design Drawing and Truss Placement Plan on other parts of the structure, and the effect of the structure on each Truss. Specify permanent lateral bracing where indicated by the Truss Desiener on the Truss Design Drawings, to prevent buckling of the individual truss members due to design loads. The Building Designer shall specify how the permanent lateral bracing is to be anchored or restrained to prevent lateral movement if all truss members, so braced, buckle together. This shall be accomplished by: (a) anchorage to solid end walls; (b) permanent diagonal bracing ill the plane of the web members; or (c) other means when demonstrated by the Building Designer to provide equivalent bracing. 4.0 CONTRACTOR RESPONSIBILITIES 4.1 Provide to the Truss Manufacturer the Construction Design Documents and all revisions and supplements thereto. 4.2 Review and approve the TrLIss Placement Plan and each Truss Design Drawing for conformance with the requirements and intent of the Construction Design Documents, and the effect of the Truss Placement Plan and each Truss Design Drawing on other trades involved in the construction Of tile structure and the effect of the other trades on the Trusses. 4.4 Provide the approved Truss Design Drawings, approved Truss Placement Plans, and any supplemental information provided by the Truss Manufacturer to the individual or organization responsible for the installation of the Trusses. 4.5 Comply with the field storage, handling, installation. permanent bracing, anchorage, connections and field assembly requirements of the Construction Design Documents. 4.6 Determine and install the temporary bracing for the 4.3 Coordinate the review, approval and return of each Truss structure. including the Trusses. Design Drawing and the Truss Placement Plan by the Owner and Building Designer. Copyright 1 995-20flh0 \\ootl Truss Coiinci I o I America. Inc. 5.0 TRUSS MANUFACTURER RESPONSIBILITIES 5.1 Communicate the design criteria from the Construction 5.3 Submit to the Contrictor the Truss Placement Plan, as may Design Documents to the Truss Desiner be required, and each Truss Design Drawing for review and 5.2 Where required by the Construction Design Documents; . prepare the Truss Placement Plan, providing as a minimum 5.4 Manufacture the Trusses in accordance with the final the location aSSLI11led for each Truss based on the Truss.- approved Truss Design Drawings using the quality criteria Manufacturers interpretation of the Construction Design for Metal Plate Connected Wood Trusses established by the Documents. ANSL/TPI 1-1995 "National Design Standard for Metal Plate Connected Wood Truss Construction." 6.0 TRUSS DESIGNER RESPONSIBILITIES . 6.1 Prepare the Truss Design Drawings in conformance with 6.2 .6 Each reaction force and direction the requirements set forthin the latest approved edition of ANSI/TPl 1-1995 —National Design Standard for Metal . 6.2.7 Metal connector plate type, size, thickness orgage, - ,, Plate Connected Wood Truss Construction. 0 .- and the dimensioned location of each metal . - -. - connector plate except where symmetrically 6.*? For each Truss Design Drawing set forth as a minimum located relative to the joint interface the following 6.2.8 Lumber,size, species, and grade for each member; 6.2.1 Slope or depth, span and spacing;. . . . 0 0 0 6.2.9 Connection Requirements for: 6.22 Location of all joints; Truss to Truss girder; 6.2.3 Required bearing widths; o Truss ply to ply; and 6.2.4. Design loads as applicable Field splices 6.2.4. I Top chord live load (Including'snow loads) * . . 6.2.10 Calculated deflection ratio and/or maximum 0 deflection for live and total load;. 6.2.4.2 Top chord dad load; 0 6.2.11 Maximum axial compression forces in the Truss 6.2.41.3 Bottom chord live load, members to enable the Building Designer to design - 0 6.2.4.4 Bottom chord dead load . the size connections and anchorage of the 0 0 permanent continuous lateral bracing. Forces may 6.2.4.5 concentrated loads'and their points of be shown on the Truss Design Drawing or on application and supplemental documents and 6.2.4.6 Controlling wind and earthquake loads 6.2.12. Required permanent Truss member bracing 6.2.5. djustments to lumber and metal connector plate location design values foi conditions of use 70 OTHER RESPONSIBILITIES 7.1 Any party who cuts or damages a truss shall be responsible for securing the engineering required for the repair and for subsequent costs WTCA is committed to promoting the common interests of all engaged in the manufacture of wood trusses and related components to ensure growth, continuity, and increased professionalism in our industry. Fundamenlal to this is promoting the safe, economic and structurally sound use of trusses in all applications. Reproduction of this color document without pennission of WTCA is prohibited. 0 Copyright © 1995-2000 Wood Truss Council of America. inc. 0 0 1) ,LL P t)()()bft) Jo :O. wy _\ < 0 g .D LLJ C, c . 0 BLOCKS PER HOUSE AG RJP6 VT SEY... 5/12 5EVL. 5112'\ f R072- 2x4x 2x4x ,2x4 I/16x 2S x 2 -i" -yio" C.ARLS8AD, CA 50 I 10 I 40 I (j) 20 I () 20 I '' 2004 HUS2 32 I HUS2'-2 3 s-PLY I HUS2 10-S I 5 l/4°x 1/4" PSL HHUSS.5/I0 [ 2 TjUUUUllT.T. iiu•u•m•uu•u• '!IIIIItIIII I 5ased on . :. construction Iu••u••u•rAI II ONE iL.. __IUNU•IlII••_IUIUiI __ _I • All _ ____R•moll lUJi.. MEIMI -s1 ..lLl!....MEIN I _I -UllU.:::::'.'I A•IUII I I••••V ••••,' ________ I lI ;Ulll 0 uiu•. ____••• ' rQu loll MIS N r11 IN "Ill or — 1 7 lc~3, Lo . [ - I HANG'ER C.ALLOUT NOTES: H * Recommended honger' sizes noted are to - be "Simpson type honer's, or,d are 1755 Brown Avenue supplied. by 'thers. - . Riverside, CA 92509 Phone: (909) 300-1758 - Fax.(909)300-1769 ** indicates uplift reaction. Refer- to - truss p10Ger90nt plan Par- all truss to truss PLAN IELEVAnON connections., Refer' to c.onstrvc.tion documents and E.O.R. far' all truss to plate connections. I -A Refers to loose Gut rafter', hip, volley, California ar Jack fill areas. 1. . . . •. .. . TRUSS ENGINEERING I . Engineering Dept. . . . . ., - DATE: 19 February, 2004 CUSTOMER NAME: Schriber Framing PROJECT NAME: "Oak Avenue Project" (PN: R072) I PLAN/ELEV: 1/A7. DESIGNED BY: Michael Smith - I SALESMAN: P.J. Brown . . The truss drawing(s) referenced by the above project name have been prepared by Inland Empire Truss Inc., under my direct I supervision. My license renewal date for the state of California is June 30, 2004. Trusses have been designed per 2001 CBC. WARNING Read all notes on this sheet and furnish a copy to the Erecting Contractor. These designs are for individual building components. It is based on specifications provided by the component manufacturer and is designed in accordance I . with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are - to be verified by building designer and contractor prior to fabrication. The building designer shall ascertain that the loads utilized on these designs meet or exceed the loading required and imposed by the local building code. It is assumed that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by the rigid sheathing material directly attached, unless .I otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace trusses in accordance with the following standards: QUALITY CONTROL ' STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES - (QST-88), HANDLING, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES - (HIB.91) and HIB-91 SUMMARY SHEET by TPI. Certification is to verify the truss to carry the applied loads. The input loads and dimensions were provided by others and must be verifid and approved for the specific application by the project design professional. Permanent bracing is required (by others) to -. I prevent rotation / toppling. See HIB-91 (attached) and ANSI/TPI 1-1995; 10.3.4.5 AND 10.3.4.6. - 1. Top chords must be sheathed or purlins provided at spacing shown on the tress design. - 2. Bottom chords require lateral bracing at 10 ft. Spacing, or less if no, ceiling is installed, unless otherwise noted. 3 aalJor toad- transfer connections to tresses are the ( responsibility of the building designer/ job engineer. - No 0384 * . Do not overload roof or floor tresses with stacks of construction /30104 I IVl.\ .. - Do not cut or alter truss member or plate withdut jDrior approval of a OFp0' I engineer. Care should be exercised in handling, erection and installation of• - trusses. - - LATERAL BRACING As required per truss engineering drawings. I David 022004 Baxter Date: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The I suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-1995 Sec.2. . . - . -.. - - . -•.. HG X-LOC REACT SIZE REQD TC 2x4 DFL 42 1 0- 7- 4 1470 3.50" 1.57" 2x4 DFL 41 & Btr. 5-8, 2 38- 9-12 1629 3.50" 1.74 BC 2x4 DFL #2 RD REQUIREMENTS shown are based ONLY 2x4 DFL #1 & Btr. 12-15 sa the trues material at each bearing WEB 2x4 HF STAND/STUD HG RANGER/CLIP NOTE WEDGE 2x4 DFL #2 1 HUS26 GBL BLK 2x6 DFL #2 upport Connection(s)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. not designed for horizontal loads. RE SIMPSON CATALOG OR ADDITIONAL INSTALLATION NOTES Plating spec ANSI/TPI - 1995 8-9 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1007. Loaded for 10 9SF non-concurrent BCLL. Permanent bracing is required (by others) to prevent rotation/toppling. See RIB-91 and ANSI/TPI 1-1995 or ANSI/TPI 1-2002. TC FORCE AXL BND CSI 1-2 -2942 0.10 0.73 0.83 2-3 -2887 0.08 0.22 0.30 3-4 -2392 0.06 0.22 0.28 4-5 -2396 5.07 0.19 0.26 5-6 -2419 0.05 0.16 0.21 6-7 -2412 0.04 0.16 0.20 7-9 -3131 0.08 0.27 0.35 8-9 -3167 0.16 0.44 0.61 BC FORCE AXL 51W CHI 10-11 2634 0.47 0.51 0.98 11-12 2435 0.35 0.30 0.64 12-13 2435 0.26 0.51 0.77 13-14 1744 0.19 0.51 0.69 14-15 2501 0.26 0.47 0.73 15-16 2501 0.35 0.22. 0.57 16-17 2849 0.50 0.13 0.64 WEB FORCE COI WEB FORCE CSI 2-11 -239 0.06 5-14 803 0.42 3-11 298 0.14 6-14 -278 0.23 3-13 -413 0.32 7-14 -480 0.37 4-13 -270 0.22 7-16 526 0.25 5-13 850 0.40 8-16 -344 0.08 6-6.8 4.0.0 4-0-0 4-5-12 4.5.12 ,4-0-0 4-0-0 7.0-0 6.6-8 10-6-8 14-64 19-04 23-6.0 27-6-0 31-6.0 38.6-0 19.0-4 I 19-5-12 2 3 4 5 6 7 8 9 5.00 -5.00 -I 9.4.0 SHIP 904 0-5-8 STUB 10 11 12 13 14 15 16 17 8-0-0 8.11.8 8-0.0 7-0-0 I I - 6-6-8 14-6.8 23.6-0 31.6-0 38.6.0 4-5 - - - - - - - - - - - - - - - - - - - I Job Name: Oak Ave. Project - Truss ID: A I Required bearing widths and bearing areas apply when truss not supported in a hanger. This truss is designed using the UBC-97 Code. Bldg Enclosed = Yea, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Wean roof height = 24.23 ft. mph = 70 UBC Special Occupancy, Dead Load a 21.0 psf LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 5- 8 64.00 38-11- 8 0.50 BC Vert 10.00 0- 5- 8 10.00 38-11- 8 0.00 .Type.. - lbs X.Loc LL/TL BC Vert 90.0 19- 5-12 0.00 MAX DEFLECTION (span) L/999 IN MEN 13-14 (LIVE) La -0.23" Do -0.30" T. -0.53" Joint Locations ===-_ 1 0- 0- 0 10 0- 0- 0 2 6- 6- 8 11 6- 6- 8 3 10- 6- 8 12 Li- 6- 8 4 3.4- 6- 8 13 14- 6- 8 5 19- 0- 4 14 23- 6- 0 6 23- 6- 0 15 26- 6- 0 7 27- 6- 0 16 31- 6- 0 8 31- 6- 0 3.7 38- 6- 0 9 38- 6- 0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for MS 20 gauge or 'H' for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted.' Scale: 1/8" = 1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. , Engineering: Riverside WO: R072 (MS) This design is for as individual building component not truss system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the toasts Designer: MS Date: 2/20/2004 TC Live 16.00 psf DurFacs L125 P=125 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord INLAND is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced bye rigid sheathing material directly attached, unless ethos-wise noted. Bracing shown is for lateral support ef compoeeata members only to reduce buckling length. This component shell net be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.00 Empire Truss eisysreoment that will came the moisture content of the wood to exceed 190/a and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0.0 and brace this truss is accordance with the following utandurdu 'Joist and Culling Detail Reports available as output from Truswal softwsre, 1755 Brown Avenue 'ANSIIFPI I', 'WFCA P- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 Riverside, CA 92509 PLATE CONNECTED WOOD TRUSSES'- (1-1113-91) and '11I13-91 SUMMARY SHEET' by TPL The Truss Plate Institute (TPl) is located at lYOnofrio Drive, Madison, Wisconsin $3719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 I 8-5-7 5-6 t065 90# 38-6.0 0-5-8 - STUB lo 11 12 13 14 15 16 17 6.6.8 8-0-0 8-11-8 8-0-0 7-0-0 I I I I 6-6-8 14.6-8 23-6-0 31-6-0 38-6-0 '-I- 9-4-0 SHIP - - - - - - - - - - - - - - S - - - - Job Name: Oak Ave. Project Truss ID: Al ERG X-LOC REACT SIZE REQ'D TC 2x4 DFL #2 Plating spec MOSI/TPI - 1995 Required bearing widths and bearing areas 1 5- 7- 4 1470 3.50" 1.57" 2x4 DO'L 8]. &r Btr. 5-8, 8-9 THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. 2 38- 9-12 1629 3.50" 1.74" BC 2x4 DFL #2 MULTIPLE LOAD CASES. This truss is designed using the BEG REQUIREMENTS ahOwo are based ONLY 2x4 DFL #1 a Btr. 12-15 PLATE VALUES PER ICBO RESEARCH REPORT $11607. UBC-97 Code. - on the truss material at each bearing WEB 2x4 HF STAND/STUD Loaded for 10 PSF non-concurrent BCLL. Bldg Enclosed = Yes, Importance Factor = 1.00 ERG HANGER/CLIP NOTE WEDGE 2x4 DFL #2 Permanent bracing is required (by others) to Truss Location = Not End Zone 1 HUS26 GBL BLK 2x6 DFL $12 prevent rotation/toppling. See HIB-91 and Hurricane/Ocean Line = No , Exp Category = C Support Connection(s)/Hanger(s) are PLATING BASED ON GREEN LUMBER VALUES. J4NSI/TPI 1-1995 or ANsI/TPI 1-2002. Bldg Length = 40.00 ft. Bldg Width = 20.00 ft not designed for horizontal loads. ++++++++++++++++++++++ Mean roof height = 24.23 it, mph = 70 SEE SIMPSON CATALOG Designed for 3.6 K lbs drag load applied UBC Special Occupancy, Dead Load = 21.0 psf FOR ADDITIONAL INSTALLATION NOTES evenly along the top chord to the bottom ----------LOAD CASE #1 DESIGN LOADS ---------------- chord along partial continuous bearing(s) Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC FORCE AXL END CSI indicated, concurrently with dead loads TC Vert 64.00 0- 5- 8 64.00 38-11- 8 0.50 1-2 -2942 0.07 0.79 0.87 and 0 % live load. Duration=1.33. Partial BC Vert 10.00 0- 5- 8 10.00 38-11- 8 0.00 2-3 -2887 0.08 0.22 0.30 continuous bearing reaction = 424 Plf Max. . . .Type... lbs X.Loc LL/TL 3-4 -2392 0.06 0.22 0.28 Connection (by others) must transfer equal BC Vert 90.0 19- 5-12 0.00 4-5 -2396 0.07 0.19 0.26 load to each ply (Or add-on) shown. 5-6 -2419 0.05 0.16 0.21 6-7 • -2412 0.04 0.16 0.20 - 7-8 -3131 0.08 0.27 0.35 8-9 -3167 0.16 0.44 0.61 MAX DEFLECTION (span) BC FORCE AXL END CSI L/999 IN HEM 13-14 (LIVE) 10-11 2634 0.47 0.51 0.98 L- -0.23 D- -0.30 'r -0.53- 11-12 3707 0.62 0.06 0.67 00=00 Joint Locations 0=00= 12-13 3707 0.26 0.51 0.77 1 0- 0- 0 10 0- 0- 0 13-14 2863 0.19 0.51 0.69 2 6- 6- 8 11 6- 6- 8 14-15 2884 0.26 0.47 0.73 3 10- 6- 8 12 11- 6- 8 15-16 2884 0:35 5:21 5:57 6-6-8 (4.00 - 4-0-0 4-5-12 4-5-12 4-0.0 4-0-0 7-0-0 4 14- 6- 8 13 14- 6- 8 16-17 2867 0.50 5.13 0.64 6-6-8 10-6-8 14-6-8 19-0-4 23-6-0 27-6-0 31-6-0 38-6-0 : : : : WEB FORCE CSI WEB FORCE CSI 10.4 I 19-5-12 I 7 27- 6- 0 16 31- 6- 0 2-11 -388 0.09 5-14 079 0.43 1 2 3 4 5 6 7 8 9 8 31- 6- 0 17 38- 6- 0 3-11 594 0.26 6-14 -297 0.24 - 9 38- 6- 0 3-13 -546 0.42 7-14 -565 0.43 I 4-13 -306 0.25 7-16 620 0.27 5.00 -5.00 5-13 980 0.43 8-16 -402 5.09 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "ii" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" = 1' WAR1\T11'TG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not thins system. It has been based on specifications provided by the component manudictarer Salesman: PJB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/20/2004 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer most ascertain that the loads - TC Live 16.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design ossumosthat the top chord IN ND is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing ehosia in for lateral sapaat of components members only to reduce hackling length. This component shall not be placed i,. any TC Dead 16.00 psf Rep Mbr Bnd 1.00 Empire Truss environment that will cause the moisture content of the wood to exceed 190/6 and/or cause connector plain corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards. Joint and Cutting Detail Reports available as output from Truswal software', 1755 Brown Avenue ANSI!FPI I', 'Wf CA F- Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES. (HI13-91) and 'H113-91 SUMMARY SHEET' by TPI. ThcTnssa Plate Institute (TN) is located at Donofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Papa Association(AFPA) is located at III 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 pat Seqn 76.4.12 - 0 - - - - - == - - mow= - - - - - - - Job Name: Oak Ave. Project Truss ID: AA ORG X-LOC REACT SIZE REQ'D TC 2x4 DPI. #2 **LPMI=PLATE MONITOR USED-See Joint Report** This design based on chord bracing applied 3- 1-. 4 3590 3.50 1.54 2x4 DFL Ill & Btr. 3-7, 7-9 Plating spec ANSI/TPI - 1995 per the following scheduler 2 38- 9-12 3243 3.50" 1.73" BC 2x6 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF max o. c. from to ORG REQUIREMENTS shown are based ONLY WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. TC 24.00" 7-11-1]. 31- 4-11 on the truss material at each bearing Loaded for 2.0 PSF non-concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is desigined using the Drainage must be provided to avoid ponding. + + + + + + + + + + + + + + + + + + + + + + UEC-97 Code. Bldg Enclosed a Yes, Importance Factor = 1.00 TC FORCE AXL BNO can Permanent bracing is required (by others) to Nail pattern shown is for PLF loads only. Truss Location = Not End Zone 1-2 -250 0.00 0.09 0.09 prevent rotation/toppling. See HIB-91 and Concentrated loads MUST be distributed to Hurricane/Ocean Line = No , Exp Category = C 2-3 -4690 0.06 0.15 0.21 ANSI/TPI 1-1995 or ANSI/TPI 1-2002. each ply equally. On multi-ply with hangers, Bldg Length = 40.00 ft. Bldg Width = 20.00 ft 3-4 -4306 0.04 0.38 0.42 Continuous lateral bracing attached to flat use 3" nails min. into the carrying member. Mean roof height = 21.83 ft. mph = 70 4-5 -8954 0.25 0.40 0.65 TC as indicated. Lumber must be structural For more than 2 ply, use additional fasten USC Special Occupancy, Dead Load = 21.0 psf 5-6 -10766 0.35 0.40 0.74 grade. Brace @ 24" o.c. unless noted. ers as indicated from the back piys, or use 6-7 -10089 0.33 0.42 0.75 PLATING BASED ON GREEN LUMBER VALUES, any other approved detail (by others). LOAD CASE #1 DESIGN LOADS ---------------- 7-8 -10089 0.33 0.44 0.77 2-PLYI Nail w/lod C01000N, staggered(per NDS) + + + + + + + + + + + + + + + + + + + + + + Dir L.Plf L.Loc R.Plf R.Lec LL/TL 8-9 -6717 0.10 0.36 0.46 in: TC- 2/ft BC- 2/ft WEBS- 2/ft TC Vert 64.00 0- 5- 8 64.00 8- 0- 0 0.50 9-10 -7274 0.14 0.20 0.34 TC Vert 160.00 8- 0- 0 160.00 30-11- 8 0.50 10-11 -7165 0.15 0.14 0.29 TC Vert 64.00 30-11- 8 64.00 38-11- 8 0.50 BC Vert 25.00 0- 5- 8 25.00 38-11- 8 0.00 BC FORCE ?.2CL BND CSI . . .Type... lbs X.Loc LL/TL 12-13 220 0.00 0.16 0.16 TC Vert 261.4 8- 0- 0 1.00 13-14 497 0.02 0.16 0.18 TC Vert 261.4 8- 0- 0 0.00 14-15 7328 0.47 0.11 0.58 TC Vert 255.2 30-11- 8 1.00 15-16 7328 0.47 0.08 0.56 TC Vert 255.2 30-11- 8 0.00 16-17 10401 0.67 0.11 0.79 17-18 10970 0.71 0.13 0.84 - 18-19 9059 0.59 0.09 0.65 MAX DEFLECTION (span) L/999 IN MEN 17-18 (LIVE) 19-20 9059 0.59 0.10 0.69 La -0.30" 0= -0.39" T= -0.69" 20-21 6595 0.43 0.23 0.66 MAX DEFLECTION (cant) 21-22 6580 0.43 0.23 0.66 L/667 IN l0 12-13 (LIVE) WEB FORCE CSI WEB FORCE CSI Jei. i La .05" 0= 0.06" Ta 0.11" 0 Joint Locations == ====- 2-13 2-14 -3309 0.30 4102 0.96 6-17 -289 0.03 6-18 -1193 0.12 2-7-12 4-1-6 6-1-9 6-1-9 I 1 0- 0- 0 12 0- 0- 0 2-7-12 6-9-2 15-11-7 22-1-1 28-2-10 '' 2 2- 7-12 13 2- 7-12 3-14 4-14 1212 0.28 -3936 0.41 8-18 1394 032 8-20 -3034 0. . 31 7-6-3 7-11-11 3 6- 9- 2 14 6- 9- 2 4-16 2217 0.52 9-20 2158 0.50 ________ 1 2 3 4 5 6 7 8 9 10 11 4 9- 9-14 15 11- 6- 8 5-16 -1971 0.20 10-20 112 0.03 2-PLYS 23-0-2 5 15-11- 7 16 12-10-11 5-17 506 0.12 10-21 -174 0.02 REQUIRED 6 22- 1- 1 17 19- 0- 4 7 24- 9- 2 18 25- 1-13 8 28- 2-10 19 26- 6- 0 73 > 11 9 31- 3- 6 20 31- 3- 6 T _____ 10 35- 4-12 21 35- 4-12 38- 6- 0 22 38- 6- 0 3-7-15 I 4-4 5-6 liv I L I SHIP 11, - r. 6-16 S=6 - ___________________________________________________________ 33-10 2 o-4-1I .OFESSi0 0-5-8 STUB 12 13 14 15 16 17 18 19 20 21 22 2-7-12 4-1-6 6-1-9 6-1-9 6-1-9 6-1-9 4-1-6 I 2-7-12 6-9-2 12-10-11 19-0-4 25-1-13 31-3-6 35-4-12 r6 R OF All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless 1/8" = 1' WA.RJV.ThTG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions ofTPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/2012004 are to be verified by the component manufacturer and/or building designer prior to fabrication. The braildirsg designer must ascertain that the toads TC Live 16.00 pat DurFacs L1.25 Pm1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord INLAND is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in my TC Dead 16.00 psf Rep Mbr Bnd 1.00 Empire Truss environment that will come the moisture context of the wood to exceed 19% and/or cause connector plots corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and brace this truss is accordance with the following standarda 'Joint and Cutting Detail Reports available as output from Truswal software', 1755 Brown Avenue 'ANSIrf Pt 1', 'WFCA I' - Wood Truss Council of Ansesica Standard Design Responsibilities, 'HAJ4DLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 Riverside, CA 92509 PLATE CONNECTED WOOD TRUSSES'- (1118.91) and '1118-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at tYOnofr,o Drive, TOTAL . Madison, Wisconsin 53719. The American Forest Paper and Association (AFPA) is located at 111119th Street, NW, Ste 800, Washington, DC 20036. 37.00 psf Seqn T6.4.12 - 0 T 4-5-15 5-6 I SHIP 0-4-1 - - - - - - - - - - - - - -: - - - - - Job Name: Oak Ave. Project Truss ID: AB BEG X-LOC REACT SIZE REQD TC 2x4 DFL *2 Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 7- 4 1425 3.50 1.52 BC 2x4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedules 2 38- 9-12 1585 3.50' 1.69' WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. max o.c. from to ERG REQUIREMENTS shown are based ONLY WEDGE 2x4 DFL #2 PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00 6- 9-11 31- 4-11 on the truss material at each bearing PLT BLK 2x4 HF STAND/STUD Loaded for 10 PSF non-concurrent BCLL. Required bearing widths and bearing areas ERG RANGER/CLIP NOTE Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. apply when truss not supported in a hanger. 1 HU526 TC as indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the Support Connection(s)/Hanger(s) are grade. Brace 5 24" o.c. unless noted. UBC-97 Code. not designed for horizontal loads. Bldg Enclosed = Yes, Importance Factor = 1.00 SEE SIMPSON CATALOG • Truss Location = Not End Zone FOR ADDITIONAL INSTALLATION NOTES . Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft. Bldg Width = 20.00 ft TC FORCE AXL END CSI Mean roof height = 22.25 ft, mph = 70 1-2 -2847 0.09 0.62 0.71 UsC Special Occupancy, Dead Load o 21.0 psf 2-3 -2647 0.15 0.28 0.43 - 3-4 -4127 0.37 0.46 0.83 - 4-5 -4646 0.47 0.40 0.97 5-6 -4190 0.38 0.46 0.84 6-7 -4190 0.38 0.49 0.87 7-8 -2849 0.19 0.24 0.42 8-9 -3059 0.20 0.52 0.72 MAX DEFLECTION (span) BC FORCE ARt, END C81 . - L/999 IN MEN 14715 (LIVE) 10-11 2547 0.45 0.43 0.89 L- -0.37- Dc -0 .4911 To - 11-12 3568 0.63 0.16 0.79 005cc Joint Locations ===== 12-13 3568 0.50 0.22 0.72 - 1 0- 0- 0 10 0- 0- 0 13-14 4599 0.81 0.07 0.89 2 6- 9- 2 11 6- 9- 2 14-15 4633 0.82 0.09 0.91 3 9- 9-14 12 11- 6- 8 15-16 3683 0.65 0.04 0.70 r. 4 15-11- 7 13 12-10-11 16-17 3693 0.65 0.07 0.72 . 5 22- 1- 1 14 19- 0- 4 17-18 2750 0.49 0.11 0.60 - 6-92 6-1-9 6-1-9 6-1-9 7-2-10 : : :1 WEB FORCE COT WEB FORCE CHI 6-9-2 c" d 15-11-7 22-1-1 28-2-10 rh 1 38-6-0 8 31- 3- 6 17 31- 3- 6 2-11 960 0.40 5-14 109 0.05 941-11 . 9 38- 6- 0 18 38- 6- 0 3-11 -1257 0.51 5-15 -608 0.25 3-13 767 0.36 7-15 695 0.33 1 2 3 4 i-o- 5 I 6 7 8 9 4-13 -648 0.26 7-17 -1139 0.46 _________ I - 4-14 144 0.07 8-17 956 0.40 5.00 2_1144c5' 23-9-14 2..l$44 -5.00 - TYPICAL PLATE: 2-3 0-5-8 - STUB 10 11 12 13 14 15 16 17 18 6-9-2 6-1-9 6-1-9 6-1-9 6-1-9 7-2-10 6-9-2 12-10-11 19-0-4 25-1-13 31-3-6 38-6-0 All plates are 20 gauge Truswal Connectors unless preceded by 'Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8' = 1' PVARI'TING Read all notes on this sheet and give a copy of it to the Erecting contractor. Engineering: Riverside WO: R072 (MS) This design is fin on individual building component not buss system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions .versions are to be verified by the component manufacturer and/or building designer prior to Fabrication. The building designer must ascertain that the loads Designer: MS Date: 212012004 _ - TC Live 16.00 psf DurFacs L1.25 P01.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top Chord INLAND is laterally braced by the roofer floor sheathing and the bottom Chord is laterally braced bye rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 Empire Truss environment that will cause the moisture motcot of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the Fallowing standards 'Joint and Cutting Detail Reports available as output fromTroswal software, 1755 Brown Avenue 'ANSVFPI I', 'WrCA I' -Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and 'HIB-91 SUMMARY SHEEP by TPI. The Truss Plate Institute (TPI) is located at IYOisofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. TheAmericon Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 TC FORCE P.XL BND CSI 1-2 -2847 0.09 0.02 0.71 2-3 -2647 0.15 0.28 0.43 3-4 -4127 0.37 0.46 0.83 4-0 -4646 0.47 0.40 0.87 5-6 -4190 0.38 0.46 0.84 6-7 -4190 0.38 0.49 0.87 7-8 -2848 0.18 0.24 0.42 8-9 -3059 6.20 0.52 0.72 BC FORCE t,XL aND CSI 0-11 2547 0.45 0.43 0.88 1-12 3568 0.63 0.16 0.79 2-13 3568 0.50 0.22 0.72 3-14 4599 0.81 0.07 0.80 4-15 4633 0.82 0.09 0.91 5-16 3683 0.65 0.04 0.70 6-17 3683 0.65 0.07 0.72 7-18 2 74 9 0.49 0.11 0.60 WEB FORCE CSI 2-11 860 0.40 3-11 -1257 051 3-13 767 0..36 4-13 -648 0.26 4-14 144 0.07 6-9-2 6-1-9 6.1-9 6-1-9 7-2-10 6-9-2 c"l en 15-11-7 22-1-1 28-2-10 Ti:- 'l '- 38.6.0 11-8-3 2 3 4 15.0-2 5 6 7 8 9 F5_ - - kA 4- I -5.00 WEB FORCE CSI 5-14 109 0.05 5-15 -608 0.25 7-15 695 0.33 7-17 -1139 0.46 8.17 856 0.40 - - - - - mm - - - - -. - - - - MM - I Job Name: Oak Ave. Project Truss ID: AC I ERG X-LOC REACT SIZE REQ'D TC 2x4 DFL #2 Plating spec ANSI/TPI - 1995 1 0- 7- 4 1425 3.50' 1.52' BC 23c4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF 2 38- 9-12 1585 3.50 1.69 WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. BRG REQUIREMENTS shows are based ONLY WEDGE 2x4 DFL 1(2 PLATE VALUES PER ICBO RESEARCH REPORT #1607 on the trees material at each bearing PLT BLR 2x4 HF STAND/STUD Loaded for 10 PSF non-concurrent BCLL. BEG RANGER/CLIP NOTE 2x 4 web material vertical supports at 24" Drainage must be provided to avoid ponding. 1 5US26 o.c. (by others and typical) . Attach with Continuous lateral bracing attached to flat Support Connection(e)/Hanger(8) are 1.5-3 mm. plates at top and bottom. TC as indicated. Lumber must be structural not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES, grade. Brace 5 24" o.c. unless noted. SEE SIMPSON CATALOG Flat top chord has not been designed for FOR ADDITIONAL INSTALLATION NOTES drifting snow unless noted otherwise. This design based on chord bracing applied per the following schedule, max O.C. from to TC 24.001, 11- 2- 9 27- 8-15 TC 24.00° 6- 9-11 11- 2- 9 TC 24.00" 27- 8-15 31- 4-13. Required bearing widths and bearing areas apply when truss not supported in a hanger. This truss is designed using the UBC97 Code. Bldg Enclosed o Yes, Importance Factor o 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No Exp Category o C Bldg Length = 40.00 ft. Bldg Width = 20.00 ft Mean roof height = 22.66 ft. mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) L/999 IN MEN 14-15 (LIVE) La -0.37' Do -0.4911 To -0.87" Joint Locations ==- 1 0- 0- 0 10 0- 0- 0 2 6- 9- 2 11 6- 9- 2 3 9- 9-14 12 3.1- 6- 8 4 15-11- 7 13 12-10-11 5 22-1-1 14 19-0-4 6 24- 9- 2 15 25- 1-13 7 28- 2-10 16 26- 6- 0 8 31- 3- 6 17 31- 3- 6 9 38- 6- 0 18 38- 6- 0 T 6-2-8 SHIP 0-4-1 TYPICAL PLATE : 2-3 38-6-0 0-5-8 STUB 10 11 12 13 14 15 16 17 18 6.9-2 6-1-9 6-1-9 6-1-9 6-1-9 7-2.10 6-9-2 12-10-11 19.0.4 25.1-13 31-3.6 38.6-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX' for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' JVAR.N11'TG Read all notes on this sheet and give a copy of it to the Erecting contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. l)imensians Salesman: PJB Date: 2/20/2004 are to be verified by the component manufacturer mad/or building designer prior to fabrication. The building designer mud ascertain that the loads Designer: MS atilired on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=126 P1.25 INLA ND is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing nlsoaso is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 N...f\./'...#1 Empire Truss environmentthat will came the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaclng 2-0-0 and brace this tress in accordance with the thUowing standards 'Joist and Calling Detail Reports available as output from Truswal software', 1755 Brown Avenue 'ANSI/TI'! 1', 'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 Riverside, CA 92509 PLATE CONNECTED WOOD TRUSSES'- (HlB-91) and 'HIB-91 SUMMARY SHEET by TPL The Tress Plate Institute (TPl) is located at IYOnofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located utlllll9th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 - - - - - - - - - - - - - - - - - - - Job Name: Oak Ave. Project Truss ID: AD BEG X-LOC REACT SIZE REOD TC 2x4 DFL #2 Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 7- 4 1425 3.50" 1.52" BC 2x4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule, 2 39- 9-12 1585 3.50" 1.69" WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. max o.c. from to ERG REQUIREMENTS shown are based ONLY WEDGE 2x4 DFL #2 PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00 6- 9-11 31- 4-1]. on the truss material at each hearing PLT BLK 2x4 HF STAND/STUD Loaded for 10 PSF non-Concurrent BCLL. Required bearing widths and bearing areas ERG RANGER/CLIP NOTE 2x 4 web material vertical supports at 241, Drainage must be provided to avoid ponding. apply when truss not supported in a hanger. 1 HUS2E o.c. (by others and typical). Attach with Continuous lateral bracing attached to flat This truss is designed using the Support Connection(s)/Hanger(s) are 1.5-3 nun, plates at top and bottom. TC as indicated. Lumber must be structural UBC-97 Code. not designed for horizontal loads. PLATING BASED ON GREEN LT.JNDER VALUES, grade. Brace 5 2411 o.c. unless noted. Bldg Enclosed = Yes, Importance Factor = 1.00 SEE SIMPSON CATALOG Flat top chord has not been designed for Truss Location = Not End Zone FOR ADDITIONAL INSTALLATION NOTES drifting snow unless noted otherwise. Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft TC FORCE AXL END CSI Mean roof height = 23.08 ft, mph = 70 1-2 -2846 0.09 0.62 0.71 UBC Special Occupancy, Dead Load = 21.0 psf 2-3 -2646 0.15 0.28 0.43 3-4 -4127 0.37 0.46 0.83 4-5 -4645 0.47 0.40 0.87 5-6 -4189 0.38 0.46 0.84 6-7 -4189 0.38 0.49 0.87 7-8 -2848 0.18 0.24 0.42 8-8 -3059 0.20 0.52 0.72 MAX DEFLECTION (span) . L/999 IN MEN 14-15 (LIVE) BC FORCE AEL END CSI 10-11 2547 0.45 0.43 0.89 L- -0.37" D-. -0.49" To -0.861- 11-12 3569 0.63 0.16 0.79 =5=5= Joint Locations ===== 12-13 3568 0.50 0.22 0.72 . 1 0- 0- 0 10 0- 0- 0 13-14 4599 0.81 0.07 0.88 2 6- 9- 2 11 6- 9- 2 14-15 4633 0.82 0.09 0.91 '•l'• 3 9- 9-14 12 11- 6- 8 15-16 3693 0.65 0.04 0.70 4 15-11- 7 13 12-10-11 16-17 3683 0.65 0.07 0.72 6-9-2 6-1-9 6-1-9 6-1-9 7-2-10 5 22- 1- 1 14 19- 0- 4 6 24- 9- 2 25- 15 1-13 17-18 2149 0.49 0.11 0.60 ) I I 6-9-2 ch 15-11-7 22-1-1 28-2-10 '' 38.6-0 7 28- 2-10 16 26- 6- 0 WEB FORCE CSI WEB FORCE CSI -11-11 8 31- 3- 6 17 31- 3- 6 2-11 960 0.40 5-14 109 0.05 - I I I I 9 38- 6- 0 18 38- 6- 0 3-11 -1257 0.51 5-15 -608 0.25 1 2 3 4 11-0- 5 6 7 8 9 3-13 767 0.36 7-15 695 0.33 4-13 -640 0.26 7-17 -1139 0.46 I 00 23-9-14 I I 5.00 4-14 144 0.07 8-17 856 0.45 . - - - .- - 7':S4 1' - 7-0-8 SHIP 0-4-1 I TYPICAL PLATE: 2-3 3-4 S5-10 0-5-8 STUB 10 11 12 13 14 15 16 17 18 6-9-2 6-1-9 6-1-9 6-1-9 6-1.9 7-2-10 6-9-2 12-10-11 19-0-4 25-1-13 31-3-6 38-6-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX'" for HS 20 gauge or "H' for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/2012004 are to be verified by the component manufacturer arid/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 pat DurFacs Lm1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building cede and the particular application. The design assumes that the top chord INLAND is lateraUy braced by the roofer floor sheathing and the bottom chord is laterally braced bye rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral supped of eempone,sts members only to reduce buckling length. This component shall sot be placed in any TC Dead 16.00 pat Rep Mbr Bnd 1.15 Empire Truss environment that will cause the moisture mutant of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate handle, install BC Live' 0.00 psf O.C.Spacing 2-0-0 and brace this buss its accordance with the f050wing standards: Joint and Cutting Detail Reports available as output from Truswal software', 1755 Brown Avenue 'ANSVF P1 I', 'WFCA I' - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL - BC Dead 5.00 pat Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES'- (HM-91) and 'HIB-91 SUMMARY SHEET by TPL The Truss Plate Institute (TPI) in located at IYOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Papa Association (AFPA) is located at 1111 19th Street, NW, Ste 000, Washington, DC 20036. - TOTAL 37.00 pat Seqn 16.4.12- 0 I 6-11-15 t5776 10.6-5 I 7-10-8 SHIP 38.6.0 0-5-8 STUB 10 11 12 13 14 15 16 17 18 6-9-2 6-1-9 6-1-9 6-1-9 6-1-9 7-2-10 6-9-2 12-10-11 19-04 25-1-13 31-3-6 38-6-0 TYPICAL PLATE: 2-3 - - - - - - - - - - - - - - - - - - Job Name: Oak Ave. Project Truss ID: AE ERG X-LOC REACT SIZE REQ'D TC 2x4 DFL #2 Plating spec JtNSI/TPI .- 1995 This design based on chord bracing applied 1 0- 7- 4 1425 3.50 1.52' BC 2x4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule, 2 38- 9-12 1585 3.50 1.69 WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES max o.c. from to ERG REQUIREMENTS shows are based ONLY WEDGE 2x4 DFL #2 PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00 15- 2- 9 23 9-15 on the truss material at each bearing PLT BLE 2x4 HF STAND/STUD Loaded for 10 PSF non-concurrent BCLL. TC 24.00° 6- 9-11 15- 2- 9 ERG HANGER/CLIP NOTE 2x 4 web material vertical supports at 24' Drainage must be provided to avoid pending. TC 24.00° 23- 8-15 31- 4-11 1 5U526 o.c. (by others and typical). Attach with Continuous lateral bracing attached to flat Required bearing widths and bearing areas Support Connection(e)/Hanger(a) are 1.5-3 mm. plates at top and bottom. TC as indicated. Lumber must be structural apply when truss not supported in a banger. not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES. grade. Brace 5 2411 o.c. unless noted. This truss is designed using the SEE SIMPSON CATALOG Flat top chord has not been designed for UBC-97 Code. FOR ADDITIONAL INSTALLATION NOTES drifting snow unless noted otherwise. Bldg Enclosed a Yes, Importance Factor c 1.00 Truss Location = Not End Zone TC FORCE AXL END CSI Hurricane/Ocean Line = No . Exp Category = C 1-2 -2847 0.09 0.62 0.71 . Bldg Length = 40.00 ft. Bldg width = 20.00 ft 2-3 -2647 0.15 0.28 0.43 Meals roof height = 23.50 ft. mph = 70 3-4 -4127 0.37 0.46 0.83 ZINC Special Occupancy, Dead Load = 21.0 psf 4-5 -4646 0.47 0.40 0.87 5-6 -4189 0.38 0.46 0.84 6-7 -4189 0.38 0.49 0.87 7.8 -2848 0.18 0.24 0.42 89 .3059 0.20 0.52 0.72 MAX DEFLECTION (span) BC FORCE AXL END CSI L/999 IN MEM 14-15 (LIVE) 10-11 2547 0.45 0.43 0.88 L= -0.37" D= _0.49e T= -0.87- 11-12 3568 0.63 0.16 0.79 S =o==s Joint Locations 12-13 3568 0.50 0.22 0.72 1 0- 0- 0 10 0- 0- 0 13-14 4599 0.81 0.07 0.88 -,- -,- 2 6- 9- 2 11 6- 9 - 2 14-10 4633 0.82 0.09 0.91 , 3 9- 9-14 12 11- 6- 8 15-16 3683 0.65 0.04 0.70 i.e 4 15-11- 7 13 12-10-11 16-17 3683 0.05 0.07 0.72 6-9.2 6-1-9 6-1-9 6-1-9 , 7-2-10 S 22- 1--i 14 19- 0- 4 17-18 2140 0.49 0.11 0.60 6-9.2 ci, d 15-11-7 22-1-1 28-2-10 M 38-6-0 6 24-: :1-13 WEB FORCE CSI WEB FORCE CR1 15-6-3 15-11-11 I 8 31- 3- 6 17 31- 3- 6 2-11 860 0.40 5-14 109 0.05 1 2 3 4 6 7 8 9 9 38- 6- 0 18 39- 6- 0 3-11 -1257 0.51 5-15 -608 025 _________ 3-13 767 0.36 7-15 695 0..33 I 1 23-9-14 11 a I 4-13 -648 0.26 7-17 -1139 0.46 5.00 I 4-14 144 0.07 8-17 856 0.40 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" = 1' W41WII'TG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is form individual building component not tress system. It has been bused on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the content versions ofTPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/2012004 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assimsen that the top chord INLAND is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing sheer,, is for Istetsi support of cemponcnto members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 Empire Truss environment that will cause the moisture content of the wood to exceed 19% and/or muse connector plate contusion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaclng 2- 0- 0 and brace this truss in accordance with the thilowing standards 'Joint and Cutting Detail Reports available as output from Truswal software', 1755 Brown Avenue 'ANSl!FPl I'. 'WFCA I' -WoodTn,ssCeundil of America StandardDesign Responsibilities, 'HANDLING INSTALLING AND BRACING ,453'5i BC Dead .5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES. (H113.91) and 'HlB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at lYOnofria Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at tIll 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Soqn T6.4.12 - 0 - - - - - - - - - - - - - - - - - - - Job Name: Oak Ave. Project Truss ID: AF BEG X-LOC REACT SIZE REQ'D TC 2x4 DFL #2 Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 7- 4 1425 3.50' 1.52' BC 2x4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule, 2 38- 9-12 1585 3.55 1.69' WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. max o.c. from to ERG REQUIREMENTS shown are based ONLY WEDGE 2x4 DFL #2 PLATE VALUES PER ICHO RESEARCH REPORT #1607. TC 24.00" 20-11-13 30- 1- 4 on the trues material at each bearing PLT BLK 2x4 HF STAND/STUD Loaded for 10 PSF non-concurrent BCLL. TC 24.00" 6- 9-11 20-11-13 BFO HANGER/CLIP NOTE 2x 4 web material vertical supports at 24" Drainage must be provided to avoid ponding. Required bearing widths and bearing areas 1 HU026 o.c. (by others and typical). Attach with Continuous lateral bracing attached to flat apply when truss not supported in a hanger. Support Connection(s)/Hanger(s) are 1.5-3 mm. plates at top and bottom. TC as indicated. Lumber must be structural This truss is designed using the not designed for horizontal. loads. PLATING BASED ON GREEN LUMBER VALUES, grade. Brace 5 24' o.c. unless noted. UBC-97 Code. SEE SIMPSON CATALOG Flat top chord has not been designed for Bldg Enclosed = Yes, Importance Factor = 1.00 FOR ADDITIONAL INSTALLATION NOTES . drifting snow unless noted otherwise. Truss Location = Not End Zone Hurricane/ocean Line = No . Exp Category = C TC FORCE AXL Bt6D CSI . Bldg Length = 40.00 ft. Bldg Width = 20.00 ft 1-2 -2846 0.09 0.62 0.71 . Mean roof height = 23.91 ft. mph = 70 2-3 -2646 0.15 0.28 0.43 UBC Special Occupancy, Dead Load = 21.0 psf 3-4 -4127 0.37 0.46 0.83 4-5 -4645 e.47 0.40 0.87 5-6 -4189 0.38 0.46 0.84 6-7 -4189 0.38 0.49 0.87 7-8 -2848 0.18 0.24 0.42 SS 3059 0.20 0.52 0.72 . ' MAX DEFLECTION (span) IMEM.14-15 (LIVE) BC FORCE Afl. BND CSI 10-11 2547 0.45 0.43 0.88 . . - . LL/99 - ' ' = -0.86- 11-12 3567 0.63 0.16 0.79 . ==wn Joint Locations 13-14 4599 0.81 0.07 0.98 .f T : : 14-15 4633 0.82 0.09 0.91 . - 3 9- 9-14 12 11- 6- 8 15-16 3683 0.65 0.04 0.70 16-17 3683 0.65 0.07 0.72 6-9-2 I ' . 6-1-9 9' I . 6-1-9 6-1-9 I '' 7-2-10 I 4 15-11- 7 13 12-10-11 5 22- 1- 1 14 19- 0- 4 17-18 2749 0:49 0.11 0:60 6-9-2 " °' 15-11-7 22-1-1 28.2-10 '°' 38-6-0 . 6 24- 9- 2 15 25- 1-13 7 28- 2-10 16 26- 6- 0 WEB FORCE CSI WEB FORCE CSI - . I 2 3 - I 7 8 9 . . 8 31- 3- 6 17 31- 3- 6 2-1]. 960 0.40 5-14 109 5. - - 9 38- 6- 0 18 38- 6- 0 767 7-15 1 t 7-3- ___________________________ 814 SHIP I 5-6 V \ZNZNZ N _ t -5L 3.10 -04-1 4 S 3 . 3-4 - 3-4 S510 .. . - 0-5-8 C6 * STUB 10 11 12 13 14 15 16 17 18 6-9-2 6-1-9 6-1-9 6-1-9 6-1-9 7-2-10 6-9-2 12-10-11 19-04 25-1-13 31-3-6 38-6-0 TYPICAL PLATE: 2-3 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H' for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' WARNiNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not (nasa system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions ofTPl and AFPA design standards. No responsibility in assumed for dimensional accuracy. Dimensions MS Date: 2/2012004 - are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that use loads DesIgner: TC Live 16.00 psf DurFacs L=1.25 P1.25 utilized on thin design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord INLAND is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced bye rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component ctmll not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 Empire Truss environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0. 0 and brace this buss in accordance with the following standards:-'Joint and Cutting Detail Reports available as output from Truswal software', 1755 Brown Avenue 'ANSI!FPI I', 'WrCA P - Woodlnras Council of Ansesica Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES'- (HIB.91) and I-tIll-Pt SUMMARY SHEET' by TPL The Truss Plate Institute (TPI) is located at lYOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at (11119th Slreet,NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 - - - - - - - - - - - - - - - - - - - Job Name: Oak Ave. Project Truss ID: AG BIOS X-LOC REACT SIZE REQD TC 2x4 DFL #2 Plating spec MOSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 2539 3.59W l.50 2x6 DFL #2 2-8, 8-11 THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -169 1b.. 2 21- 8-12 6553 3.50' 3.12' BC 2x6 DFL #2 MULTIPLE LOAD CASES. This truss is designed uurLng the 3 38- 9-12 429 3.50' 1.50' WEB 2x4 HF STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. UBC-97 Code. BRG REQUIREMENTS shown are based ONLY 2x8 DFL 113 15-3, 18-6 Mark all interior bearing locations. Bldg Enclosed = Yes, Importance Factor = 1.00 on the truss material at each bearing 21-10 Install interior support(s) before erection. Truss Location = Not End Zone 2x4 DFL #2 5-18. 18-7 + + + + + + + + + + + + + + + + + + + + + + Hurricane/Ocean Line = No , Exp Category = C TC FORCE ASh END CSI Drainage must be provided to avoid ponding. Nail pattern shown is for PLF loads only. Bldg Length a 40.00 ft. Bldg Width = 20.00 ft 1-2 -5630 0.15 0.24 0.39 Permanent bracing is required (by others) to Concentrated loads MUST be distributed to Mean roof height = 21.42 ft. mph = 70 2-3 -7407 0.06 0.19 0.25 prevent rotation/toppling. See RIB-91 and each ply equally. On multi-ply with hangers, UBC Special Occupancy, Dead Load = 21.0 psf 3-4 -7350 0.07 0.20 0.28 ANSI/TPI 1-1995 or ARSI/TPI 1-2002. use 3' nails min. into the carrying member. ----------LOAD CASE #1 DESIGN LOADS ---------------- 4-5 -2340 0.01 0.07 0.07 PLATING BASED ON GREEN LUMBER VALUES. For more than 2 ply, use additional fasten Dir L.P1f L.Loc R.P1f R.LOc LL/TL 5-6 253 0.00 0.10 0.10 + + + + + + + + + + + + + + + + + + + + + + ers as indicated from the back piys, or use TC Vert 64.00 0- 0- 0 64.00 38-11- 8 0.50 6-7 306 0.00 0.20 0.20 Designed for 3.6 K lbs drag load applied any other approved detail (by others). BC Vert 10.00 0- 0- 0 10.00 38-11- 8 0.00 7-8 4512 0.29 0.20 0.49 evenly along the top chord to the bottom + + + + + + + + + + + + + + + + + + + + + + . . .Type... lbs X.Loc LL/TL 8-9 4512 0.29 0.07 0.36 chord along partial continuous bearing(s) 2-PLYI Nail v/lad COMMON, staggered(per NDS) TC Vert 3000.0 9- 0- 8 0.50 9-10 1753 0.11 0.05 0.16 indicated, concurrently with dead loads in, TC- 2/ft BC- 2/ft WEBS- 2/ft TC Vert 3000.0 19- 7- 2 0.50 10-11 1150 0.11 0.04 0.10 and 0 % live load. Duration=1.33. Partial 11-12 1014 0.05 0.12 0.19 continuous bearing reaction = 622 Plf Max.' Connection (by others) must transfer equal BC FORCE ..SL fiND CSI load to each ply (or add-on) shown. 13-14 5135 0.33 0.11 0.44 + + + + + + + + + + + + + + + + + + + + + + MAX DEFLECTION (span) 14-15 5155 0.33 0.14 0.49 L/999 IN MEN 15-16 (LIVE) 15-16 5047 0.33 0.14 0.47 L- -0.09 D- -0.12 T -0.21 16-17 5047 0.33 0.11 0.44 ==eee Joint Locations 17-18 2509 0.14 0.12 0.26 1 0- 0- 0 13 0- 0- 0 18-19 -4294 0.02 0.20 0.22 - 2 6- 0- 0 14 6- 0- 0 19-20 -2993 0.01 0.20 0.21 3 9- 0- 8 15 9- 0- 8 20-21 -2993 0.01 0.03 0.03 4 13- 2- 9 16 12- 0- 0 21-22 -959 0.01 0.04 0.06 5 17- 2-12 17 17- 2-12 22-23 -971 0.01 0.10 0.11 T T T T T T T T T 6 19- 5-12 18 19- 5-12 In 7 21- 8-12 19 21- 8-12 WEB FORCE CSI WEB FORCE COI 6-0-0 p as . c' r', ,-. p 8 24- 0- 0 20 26-11- 8 2-14 157 0.04 7-19 6292 0.56 • I .b + ,to '' + , rt ,. p .t. ip , 9 25- 8-15 21 29-11- 0 2-15 2731 0.64 7-19 -5169 0.48 6-0-0 r' .-1 t ...r(a .arsl N ,lt Pa ,a5 so r's 10 29-11- 0 22 32-11- 8 3-15 -2947 0.14 9-19 -2019 0.22 ________ 6-0-0 26-11-8 6-0-0 11 32-11- 8 23 38-11- 8 4-15 2701 0.63 9-21 1622 0.38 I I I 12 38-11- 8 4-17 -3220 0.34 10-21 -254 0.01 2-PLYS 1 2 3 7 8 9 10 11 12 5-17 1935 0.45 11-21 -1056 0.10 I I I _________ 5-19 -3070 0.17 11-22 141 0.03 REQUIRED s.00 3JP0# 3000# V ioo I 6-18 -2775 0.13 6-6-C ' 3-4 S=6-6 6-10 - 6-10 3-4 3-8 4.4 6-8 3-5 3-4 I 3-8-10 04.1 34 11 = SHIP 4-14 6.16 3. 4.12 34 044L 21-8-12 38-11.8 2I .i 13 14 15 16 17 18 19 20 21 22 23 17-2-12 29-11-0 J J' ° C6Oj4 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H' for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless no Scale: 3/32" = 1' WARATJNG Read all notes on this sheet and give a copy of it to the Erecting contractor. Engineering: Riverside WO: R072 (MS) This design is for on individual building component not buss system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/20/2004 are to be verified by the component manufacturer and/or building designer prior to Fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord kJ k,J D is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced bye rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.00 Empire Truss environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, uiatall BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this trans in accordance with the following standards: Joist and Cutting Detail Reports available as output from Truswal software', 1755 Brown Avenue ANSVFPI I', 'WFCA I' - Woodiness Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 pat Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES - (HIB-91) and 'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at IYOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 pat Seqn T6.4.12 - 0 10 11 1213 14 1516 17 18 7-0-3 6-2-12 I 6-2-12 6-2.12 6-2-12 7-0.3 7-0-3 13-3-0 19-5.12 25-8-8 31-11-5 38-11-8 38-11-8 - - - - - - - - - - - - - - - - - - - Job Name: Oak Ave. Project Truss ID: AH BEG X-LOC REACT SIZE REQ'D TC 2x4 DFL #2 Plating spec RNSX/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 3614 3.50.l.93 2x6 DFL #2 2-6, 6-8 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule, 2 39- 9-12 3614 3.50 1.93 BC 2x4 DFL #1 & Btr. MULTIPLE LORD CASES. max O.C. from to BEG REQUIREMENTS shown are based ONLY WEB 2x4 HF STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00' 7-11-11 31- 4-11 on the truss material at each bearing PLT BLK 2x4 HF STAND/STUD Loaded for 10 PSF non-concurrent BCLL. This truss is designed using the Drainage must be provided to avoid ponding. + + + + + + + + + + + . + + + + + + + + + + UBC-97 Code. IC FORCE AXL BND CSI Permanent bracing is required (by others) to Nail pattern shown is for PLF loads only. Bldg Enclosed = Yes, Importance Factor = 1.00 1-2 -8137 0.19 0.39 0.58 prevent rotation/toppling. See HIB-91 and Concentrated loads MUST be distributed to Truss Location = Not End Zone 2-3 -7734 0.08 0.27 0.34 RNSI/TPI 1-1995 or RNSI/TPI 1-2002. each ply equally. on multi-ply with hangers, Hurricane/Ocean Line = No , Exp Category = C 3-4 -12030 0.21 0.38 5.59 Continuous lateral bracing attached to flat use 3' nails mm, into the carrying member. Bldg Length = 40.00 ft. Bldg Width = 20.00 ft 4-5 -13447 0.25 0.35 0.60 TC as indicated. Lumber must be structural For more than 2 ply, use additional fasten Mean roof height = 21.83 ft, mph = 70 5-6 -12030 0.21 0.34 0.55 grade. Brace 5 24" o.c. unless noted. ers as indicated from the back plys, or use UBC Special Occupancy, Dead Load = 21.0 psf 6-7 -12030 0.21 0.38 0.59 PLATING BASED ON GREEN LUMBER VALUES. any other approved detail (by others). LORD CASE #1 DESIGN LORDS ---------------- 7-8 -7734 5.08 0.27 0.34 2-PLY1 Nail w/lod COMMON, staggered(per NDS) + + + + + + ++ + + + + + + + + + + + + + + Dir L.P1f L.Loc R.Plf R.Loc LL/TL 8-9 -8137 0.19 0.39 0.58 in, TC- 2/ft BC- 2/ft WEBS- 2/ft TC Vert 64.00 0- 0- 0 64.00 8- 0- 0 0.50 TC Vert 194.00 8- 0- 0 194.00 30-11- 8 0.45 BC FORCE AXL END CSI . 0 TC Vert 64.00 30-11- 8 64.00 38-11- 8 0.50 10-11 7428 0.49 0.20 0.69 BC Vert 10.00 0- 0- 0 10.00 38-11- 8 0.00 11-12 10547 0.69 0.10 0.79 . . .Type. . . lbs K.Loc • LL/TL 12-13 10547 0.69 0.05 0.74 IC Vert 520.0 8- 0- 0 0.50 13-14 13420 0.88 0.07 0.95 IC Vert 520.0 30-11- 8 0.50 14-15 13420 0.88 0.07 0.95 1516 10546 0.69 0.05 0.74 MAX DEFLECTION (span) 16-17 10546 0.69 0.10 0.79 L/999 IN )l 13-14 (LIVE) 17-18 7428 0.49 0.20 0.69 L= -0.44" D= -0.58" T= -1.02" WEB FORCE CSI WEB FORCE CSI ===== Joint Locations ===== 2-11 2521 0.59 5-14 69 0.01 1 0- 0- 0 10 0- 0- 0 3-11 -3766 0.39 5-15 -1868 0.19 2 7- 0- 3 11 7- 0- 3 3-13 1994 0.47 7-15 1994 0.47 3 10- 1- 9 12 12 - 0- 0 4-13 -1868 0.19 7-17 -3766 0.39 4 16- 4- 6 13 13- 3- 0 4-14 69 0.01 8-17 2521 0.59 . 7.0.3 ' p ...6'2-12 6-212 6-2-12 P Ic, II 7.0.3 . S 22- 7- 2 14 19- 5-12 7-0-3 '' 16-4-6 1 22-7-2 28.9.15 ' 38.11-8 6 25: 0 3 15 25 8: 8 9-15 16 : -1 7-ll-11 7-11-11 - 9 38:11:8 18 38:11:8 2-PLYS 1 2 3 4 23.0-2 5 6 7 8 9 REQUIRED 5.00 23-9-14 .5•(J 7 T 6_8 ' - 7 SHIP 4.6SMXI512 3-4 35 4.6 044L 3-5 SMX/5.12 All plates are 20 gauge Truswal Connectors unless preóeded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 313Z'= PVARITJI\TG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not buss system. It has been bused on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions ofTPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/20/2004 are tube verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord INLAND is laterally braced bythe roof or floor sheathing and the bottom chord in laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in my TC Dead 16.00 psf Rep Mbr Bnd 1.00 N'c'\Y1 Empire Truss nment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- O and brace this truss is accordance with the following standards. 'Joint and Cutting Detail Reports available as output from Truswal softwure, 1755 Brown Avenue 'ANSI/FPI l','WFCA 1'. Wood Truss Council of America Standard Design Respoasibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES'- (HlB-91) and 'HlB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at LYOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn 16.4.12 - 0 Job Name: Oak Ave. Project Truss ID: AJ BEG X-IOC REACT SIZE REQ'D TC 2x4 DFL 1(2 Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1602 3.50 1.71 BC 2x4 DFL 1(2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedules 2 38- 9-12 1602 3.50" 1.71" WEB - 2x4 HF STAND/STUD - MULTIPLE LOAD CASES. max o.c. from to BEG REQUIREMENTS shown are based ONLY PLT BLK 2x4 HF STAND/STUD PLATE VALUES PER ICHO RESEARCH REPORT 1(1607. TC 24.00" 6- 9-11 31- 4-11 on the trues material at each bearing Drainage must be provided to avoid ponding. Loaded for 10 PST non-concurrent BCLL. This truss is designed using the PLATING BASED ON GREEN LUMBER VALUES. Continuous lateral bracing attached to flat UBC-97 Code. TC FORCE AXL END COI TC as indicated. Lumber must be structural Bldg Enclosed = Yes. Importance Factor = 1.00 1-2 -3101 0.20 0.53 0.73 grade. Brace 5 24" o.c. unless noted. Truss Location = Not End Zone 2-3 -2888 0.18 0.24 0.42 . Hurricane/Ocean Line = No . Exp Category = C 3-4 -4266 0.39 0.50 0.90 - Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 -4761 0.49 0:39 0.89 . Mean roof height = 22.25 ft, mph c 70 5-6 -4266 0.39 0.47 0.86 UBC Special Occupancy, Dead Load = 21.0 psf 6-7. -4266 0.39 0.50 0.90 . . . 7-8 -2889 0.18 0.24 0.42 8-9 -3101 0.20 0.53 0.73 BC FORCE AlL END C81 . . 10-11 2788 0.49 0.11 0.61 11-12 3741 0.66 0.07 0.73 . . . . . 12-13 3741 0.66 0.05 14-15 4728 4728 0.71 13-14 0.84 084'0.09 0.09 0.92 . . 0.92 . . MAX DEFLECTION (span) 0:66 L/999 IN HEM 14-15 (LIVE) 15:16 16-17 3742 3742 0.66 8.05 0.07 0.71 0.73 . . . L- -0.38" Dc -0.491, T_. -0.87 17-18 2788 0.49 0.11 0.61 - . ===== Joint Locations - . - 2. 0- 0- 0 10 0- 0- 0 WEB FORCE 'CSI ;IS FORCE CSI 2 7- 2-10 11 7- 2-10 2-11 873 0.41 0-14 130 0.06 . - . 3 10- 3- 6 12 12- 0- 0 3-11 -1164 0.47 5-15 -634 0.26 . - - - - 4 16- 4-15 13 13- 4- 3 3-13 719 0.34 7-15 719 0.34 1 5 22- 6- 9 14 19- 5-12 4-13 -634 0.26 7-17 -1164 0.47 . . . - . 6 25- 2-10 15 25- 7- 5 4-14 130 0.06 . 8-17 872 0.41 - 7-2-10 .- 1 6.1 .9 6-1.9 6-1-9 -. 7-2-10 : . 8:14 d 7-2-10 l6-4-15 22-6.9 28-8.2 38-11-8 . . . 9 38-2.1- 8 18 38-11- 8 1 2 3 4 19-02 5 6 7 8 9 00 23-9-14 211 3-10 340 SHIP 3-4 S5-10 :i. 38-11-8 10 11 1213 14 1516 17 18 o. C603 4 °Ii 7-2-10 6-1-9 6-1-9 6-1-9 6-1-9 7-2-10 p. 6/ - - . 7-2-10 13-4-3 19-5-12 25.7-5 31-8-14 38-11-8 JJ TYPICAL PLATE: 2-3 All plates are 20 gauge Truswal Connectors unless preceded by "MX'.' for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. - Scale: 3/32" = 1' JVA1WI1\TG Read all notes on this shel and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not tans system. It has been bused on specifications provided by the component manadicturer and done in accordance with the entreat versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Salesman: PJB Designer: MS Date: 2/20/2004 are to be verified by the component manufacturer andfor building designer prior to fobrication. The building designer must ascertain foot . TC Live 16.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. mThc design assumes that the top chord INLAND is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced bye rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shalt net be placed in any - TC Dead 1600 psf Rep Mbr Bnd 1.15 Empire Truss cnvirosnsentthatwillcause the moisture contentof the wood exceed 19% and/orcause connector corrosion, fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and brace this trans its accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software, 1755 Brown Avenue 'ANSVFPI 1', 'WTCA V- Wood Truss Council of America Standard Design Respoasibilitins, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 Riverside, CA 92509 PLATE CONNECTED WOOD TRUSSES' - (1115-91) and '1-1113-91 SUMMARY SHEET by TPL The Trans Plate Institute (TPI) is located at lYOnofrio Drive, TOTAL Madison, Wisconsin 53719. The American Forest and PaperAnsociution (AFPA) is leuatedst 1111 19thStseet,NW,Stc800, Washington, DC20036. 37.00 pat Seqn T6.4.12 - 0 -2.0t 2.0i 38-11-8 TYPICAL PLATE: 2.3 10 11 1213 14 1516 17 18 7-2-10 6-1-9 6-1-9 6-1.9 6-1.9 7.2-10 7.2-10 13-4-3 19-5-12 25-7-5 31-8-14 38-11-8 - - - - - - - - - - - - - - - - - - - • Job Name: Oak Ave. Project Truss ID: AK ORG X-LOC REACT SIZE SHOD TC 2x4 DFL #2 - Plating spec ANSX/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1602 3.50 1.71 BC 2x4 DFL 12 THIS DESIGN IS THE COMPOSITE RESULT OF per the following scheduler 2 38- 9-12 1602 3.50 1.71 WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. max O.C. from to ERG REQUIREMENTS shown are based ONLY PLT BLK 2x4 HF STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00 11- 2- 9 27- 8-15 on the truss material at each bearing Drainage roust be provided to avoid ponding. Loaded for 10 PSF non-concurrent BCLL. TC 24.00" 6- 9-11 11- 2- 9 Continuous lateral bracing attached to flat 2x 4 web material vertical supports at 24' TC 24.00" 27- 8-15 31- 4-11 TC FORCE AXL Born coi TC as indicated. Lumber must be structural o.c. (by others and typical). Attach with This truss is designed using the 1-2 -3101 0.20 0.53 0.73 grade. Brace B 24" o.c. unless noted. 1.5-3 mm. plates at top and bottom. UBC-97 Code. 2-3 -2888 0.18 0.24 0.42 Flat top chord has not been designed for PLATING BASED ON GREEN LUMBER VALUES. Bldg Enclosed = Yes. Importance Factor = 1.00 3-4 -4266 0.39 0.50 0.90 drifting snow unless noted otherwise. - Truss Location = Not End Zone 4-5 -4761 0.49 0.39 0.89 Hurricane/Ocean Line u No • EXp Category = C 5-6 -4266 0.39 0.47 0.86 Bldg Length = 40.00 ft. Bldg Width = 20.00 ft 6-7 -4266 0.39 0.50 0.90 Mean roof height = 22.66 ft. mph = 70 7-8 -2989 0.18 0.24 0.42 UBC Special Occupancy, Dead Load = 21.0 psf 8-9 -3101 0.20 0.53 0.73 BC FORCE ARt END COX 10-11 2787 0.49 0.11 0.61 11-12 3741 0.66 0.07 0.73 12-13 3741 0.66 0.05 0.71 13-14 4728 0.84 0.09 0.92 MAX DEFLECTION (span) 14-15 4728 0.84 0.09 0.92 L/999 IN!'t 14-15 (LIVE) 15-16 3741 0:66 : 005 0:71 - -0.38". - .87 16-17 17-18 3742 2788 0.66 0.49 0.07 0.73 0.11 0.61 ===o= Joint Locations ===== 1 0- 0- 0 10 0- 0- 0 WEB FORCE CSI WEB FORCE CSI 2 7- 2-10 11 7- 2-10 2-11 873 0.41 5-14 130 0.06 3 10- 3- 6 12 12- 0- 0 3-11 -1164 0.47 5-15 -634 0.26 - 4 16- 4-15 13 13- 4- 3 3-13 719 0.34 7-15 719 0.34 5 22- 6- 9 14 19- 5-12 4-13 -634 0.26 7-17 -1164 0.47 6L164-15 ret S 6 25- 210 15 25 7 5 4-14 130 0.06 8-17 872 0.41 7-2-10 .1.9 6-1.9 6-1.9 4 7-2-10 7 28- 8- 2 16 26-11- 8 7-2-10 22.6.9 28-8-2 38-11-8 118 18 38-11-8 - 11-11-11 1 2 3 11-11-11 4 15.6.2 5 6 7 8 5,3-15 9 6-2-8 1=04.1 SHIP - 3.4 S=5-10 All plates are 20 gauge Truswal Connectors unless preceded by MX for HS 20 gauge or H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = V W'ARI,TI1\TG Read all notes on this sheet and give a copy of ii to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) • This design is for on individual building component not truss system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions oflPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/20/2004 are to be verified by the component manufacturer and/or building designer prior to fibrication. The building designer mast ascertain that the loads TC Live 16.00 psf DurFacs L1.25 P=1.25 utilized on this design meet or exceed the loading imposetibythe local building code and the particular application. The design usnumesthot the top chant INLAND is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced bye rigid sheathing material directly ottoched, unless otherwise noted. Bracing shown is for latest support of eompoecnta members only to reduce buckling length. This coanp000st shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 Empire Truss environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Culling Detail Reports available as output fromTninwnl software, 1755 Brown Avenue 'ANSIIFPI 1', 'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL - BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES' - (HI13-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) in located at lYOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Papa Aanocinfion (AFPA) in located at 111119/h Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 - - - - - - - - - - - - I_ - - - - - - Job Name: Oak Ave. Project Truss ID: AL BEG X-L.00 REACT SIZE REQ'D TC 2x4 DFL #2 Plating spec MOSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1602 3.50' 1.71' BC . 2x4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule, 2 38- 9-12 1602 3.50' 1.71' WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY PLT BLE 2x4 HF STAND/STUD - PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00 6- 9-11 31- 4-11 on the truss material at each bearing Drainage must be provided to avoid pending. Loaded for 10 PSF non-concurrent BCLL. This truss is designed using the Continuous lateral bracing attached to flat 2x 4 web material vertical supports at 24' UBC-97 Code. TC FORCE AXE, BND csi TC as indicated. Lumber must be structural / o.c. (by others and typical). Attach with Bldg Enclosed = Yes, Importance Factor = 1.00 1-2 -3101 0.20 0.53 0.73 grade. Brace 5 24' o.c. unless noted. 1.5-3 mm. plates at top and bottom. Truss Location = Not End Zone 2-3 -2889 0.18.9.24 0.42 Flat top chord has not Ieen designed for PLATING BASED ON GREEN LUMBER VALUES. Hurricane/Ocean Line = No , Exp Category = C 3-4 -4266 0.39.0.50 0.90 drifting snow unless noted otherwise. Bldg Length = 40.00 it, Bldg width = 20.00 ft 4-5 -4161 0.49 0.39 0.89 Mean roof height = 23.08 it, mph = 70 5-6 -4266 0.39 0.47 0.86 USC Special Occupancy, Dead Load 21.0 psi 6-7 -4266 0.39 0.50 0.90 7-9 -2889 0.18 0.24 0.42 - 8-9 -3101 0.20 0.53 0.73 . BC FORCE AXI, flOOD CSI 10-11 2788 0.49 0.11 0.61 11-12 3741 0.66 0.07 0.73 12-13 3741 0.66 0.05 0.71 . . 13-14 4729 0.84 0.09 0.92 . . MAX DEFLECTION (span) 14-15 4728 0.84 0.09 0.92 . - L/999 INMEM 1314 (LIVE) 15-16 3741 0.66 0:05 0.71 - . . La -0.38 Do -0.49 Ta -0.87 16-17 3741 0.66 0.07 0.73 17-18 2788 0.49 0.11 0.61 . ' - - Joint Locations ===== - , 1 0- 0- 0 10 0- 0- 0 WEB FORCE CSI WEB FORCE CSI . . 2 7- 2-10 11 7- 2-10 2-11 9720.41 5-14 130 0.06 - 3 10- 3- 6 12 12- 0- 0 3-11 -1164 0.47 5-15 -634 0.26 4 16- 4-15 13 13- 4- 3 3-13 719 0.34 7-15 719 0.34 . 5 22- 6- 9 14 19- 5-12 4-13 -634 0.26 7-17 -1164 0.47 ' - - ithl ° - -° ° 0 - ?' P -10 ' ' 6 25- 2-10 15 25- 7- 5 - 7 28- 8- 2 16 26-11- 8 4-14 130 0.06 9-17 973 0.41 . I I - • 7-2-10 6-4-15 - 22-6-9 28.8-2 38.11-8 8 31- 8-14 17 31- 8-14 9 38-11- 8 18 38-11- 8 - 13-11-11 13-11-11 1 2 3 4 11-0-2 5 6 7 8 9 23-9-14 5 .5 -. - :1-15 ',.• 3 3S0 3.10J SHIP 34 3-4 35 • 3-4 . S5.10 . _ 38-11-8 2r 0 10 11 1213 14 1516 17 18 7-2.10 6.1-9 6-1.9 6-1-9 6.1-9 7.2-10 7.2-10 13.4-3 19-5-12 25-7-5 31-8-14 38-11-8 TYPICAL PLATE : 2-3 . All plates are 20 gauge Truswal Connectors unless preceded by "MX" for MS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. - Scale: 3132" = 1' PVARJ'/11'TG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2120/2004 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally turned by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise INLA ND noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr End 1.15 Empire Truss envi ronment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabrscate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and brace this buss in accordance with the fallowing standards 'Joint and Cutting Detail Reports available as output from Truswal software', - 1755 Brown Avenue 'ANS&TPI I', 'WrCA F- Wood Truss Council ofAme,ica Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and '14113-91 SUMMARY SHEET by TPL The Truss Plate Institute (TN) is located at 1YOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12. 0 - - - - a a - - - •_ - - - - ,_ - - - - Job Name: Oak Ave. Project Truss ID: AM BRO X-LOC REACT SIZE REQO TC 2x4 DFL *2 Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1602 3.50 1.11 BC 2x4 DFL *2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule. 2 38- 9-12 1602 3.50 1.71' WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. max o.c. from to ERG REQUIREMENTS shown are based ONLY PLT BLOt 2x4 HF STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT *1607. TC 24.00 15- 2- 9 23-' 8-15 on the truss material at each bearing Drainage must be provided to avoid ponding. Loaded for 10 PSF non-concurrent BCLL. TC 24.00' 6- 9-11 15- 2- 9 Continuous lateral bracing attached to flat 2x 4 web material vertical supports at 24" -. TC 24.00' 23- 8-15 31- 4-11 TC FORCE AXL END CSI TC as Indicated. Lumber must be structural o.c. (by others and typical). Attach with This truss is designed using the 1-2 -3101 0.20 0.53 0.73 grade. Brace iS 24" o.c. unless noted. 1.5-3 mm. plates at top and bottom. UBC-97 Code. 2-3 -2888 0.18 0.24 0.42 Flat top chord has not been designed for, PLATING BASED ON GREEN LUMBER VALUES. Bldg Enclosed = Yes, Importance Factor = 1.00 3-4 -4265 0.39 0.50 0.90 . drifting snow unless noted otherwise. Truss Location o Not End lone 4-5 -4761 0.49 0.39 0.89 . Hurricane/Ocean Line o No , Exp Category o C 5-6 , -4266 0.39 0.41 0.86 , Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 -4266 0.39 0.50 0.90 - . Mean roof height o 23.50 ft, mph = 70 7-8 -2888 0.18 0.24 0.42 UBC Special Occupancy, Dead Load = 21.0 psf 8-9 -3101 0.20 0.53 0.73 BC FORCE AXL BED CSI 10-11 2787 0.49 0.11 0.61 , 11-12 3741 0.66 0.07 0.73 , 12-13 3141 0.66 0.05 0.71 13-14 ' :: 0.92 14-15 ' MAX DEFLECTION (span) _ 3741 0:66 0:05 0:71 ' ' ' ' 1.1999 IN REM 14-15 (LIVE) 15-16 . L- -0.38 D_ -0.49 T= -0.87 16-17 3741 0.66 0.07 0.73 . ' 11-18 2788 0.40 0.11 0.61 00000 Joint 'Locations 0=0=0 :1. 0- 0- 0 10 0- 0- 0 WEB FORCE COT WEB FORCE crc . 2 7- 2-10 11 7- 2-10 2-11 873 0.41 5-14 130 0.06 . - 3 10- 3- 6 12 12- 0- 0 3-11 -1164 0.47 5-15 -634 0.26 ' , 4 16- 4-15 13 13. 4- 3 3-13 719 0.34 7-15 719 0.34 fil6-4-15 5 22- 6- 9 14 19- 5-12 4-13 4-14 -634 0.26 130 0.06 7-17 -1164 0.47 8-17 872 0.41 ' 7-2-10 6-1-9, 6-1-9 6-1-9 7-2-10 ' 6 25: 210 15 25: : 7-2-10 22-6-9 28-8-2 38-11-8 8 31- 8-14' 17 31-8-14 15-11-11 15-11-11 . , 9 38-11- 8 18 38-11- 8 1 2 3 4 7.02 5 6 7 8 9 L 61115 3-10 310 :}8 SHIP S -' 3811-8 EU - 10 Ii 1213 14 1516 17 18 603 4 7-2-10 6-1-9 6-1-9 6-1-9 6-1-9 ' 7-2-10 - , 7-2-10 13-4-3 19-5-12 25-7-5 31-6-14 38-11-8 TYPICAL PLATE :2-3 ' - .OF MW All plates are 20 gauge Truswal Connectors unless preceded by MX" for HS 20 gauge or 'H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' IVARI\111\,TG Read all no/es on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside. WO: R072 (MS) - This design is for en individual building component not truss system. It has been based on specifications provided by the componentmsnufocturer Salesman: PJB and done in accordance with the current versions ofTPl and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/20/2004 are to be verified by the component manufoctcrer sndior building designer prior to fabrication. The building designer must ascertain that the 1oac1a TC Live 16.00 psf DurFacs L1.25 P=11.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the lop chord INLAND is laterally braced by the reef or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown in for lateral support of components members only to reduce buckling length. This component sball not be placed in my IC Dead 16.00 psf Rep Mbr Bnd 1.15 N,''....'\..1 Empire Truss nment that will cause the moisture content of the wood to exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install - - BC Live 0.00 psf O.C.Spáclng 2-0-0 undoes this thins in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal softwarH, 1755 Brown Avenue 'ANSLVfPI I', 'WFCA I'- Wood Truss Council of America Standard Design Respomibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOl) TRUSSES'. (HIB-PI) and 'HIB-Pl SUMMARY SHEEr byTPL The Truss Plate Institute (TPI) is located at IYOnofrio Drive, - Riverside, CA 92509 Madison, Wisconsin 53719, The American Forest and Paper Association (AFPA) in located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 7-2-10 cli 6-1-9 6-1-9 6-1-9 4 7-2-10 7.2.10 " 164-15 22-6.9 28-8-2 38.11-8 I 17-11-11 I 8-9-9 1 2 3 4 5 6 7 8 9 BC FORCE AXL BBS C51 10-11 2788 0.49 0.11 0.61. 11-12 3741 0.66 0.07 0.73 12-13 3741 0.66 0.05 0.71 13-14 4728 0.84 0.09 0.92 14-15 4728 0.84 0.09 0.92 15-16 3741 0.66 0.05 0.71 16-17 3741 0.66 0.07 0.73 17-18 2788 0.49 0.11 0.61 WEB FORCE CSI WEB FORCE CSI 2-11 873 0.41 5-14 130 0.06 3-11 -1164 0.47 5-15 -634 0.26 3-13 719 0.34 7-15 719 0.34 4-13 -634 0.26 7-17 -1164 0.47 4-14 130 0.06 8-17 873 0.41 MAX DEFLECTION (span) L/999 IN MEN 14-15 (LIVE) L= 0.38' D= -0.49' Ts 0.87c Joint Locations 1 0- 0- 0 10 0- 0- 0 2 7- 2-10 11 7- 2-10 3 10- 3- 6 12 12- 0- 0 4 16- 4-15 13 13- 4- 3 5 22- 6- 9 14 19- 5-12 6 25- 2-10 15 25- 7- 5 7 28- 8-. 2 16 26-11- 8 8 31- 8-14 17 31- 8-14 9 38-11- 8 18 38-11- 8 - - MM - - - - - - - - - - - - Job Name: Oak Ave. Project Truss ID: AN BEG X-LOC REACT SIZE REQ'D TC 2x4 DFL 112 Plating spec • A205I/TPI .- 1995 This design based on chord bracing applied 1 0- 1-12 1441 3.50' 1.54" BC 2x4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule, 2 38- 9-12 1602 3.50' 1.11" WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. max o.c. from to BRG REQUIREMENTS shown are based ONLY PLT BLK 2x4 HF STAND/STUD PLATE VALUES PER ICB0 RESEARCH REPORT 111607. TC 24.00" 20-11-13 30- 1- 4 on the trus s m aterial at each bearing Drainage must be provided to avoid ponding. Loaded for 10 POP non-concurrent BCLL. TC 24.00 6- 9-11 20-11-13 Continuous lateral bracing attached to flat 2x 4 web material vertical supports at 24" This truss is designed using the TC FORCE AXL rnw CSI TC as indicated. Lumber must be structural o.c. (by others and typical). Attach with UBC-97 Code. 1-2 -3101 0.20 0.53 0.73 grade. Brace 024" o.c. unless noted. 1.5-3 mm. plates at top and bottom. Bldg Enclosed = Yes, Importance Factor = 1.00 2-3 -2889 0.18 0.24 0.42 Flat top chord has not been designed for PLATING BASED ON GREEN LUMBER VALUES. Truss Location = Not End Zone 3-4 -4266 0.39 0.50 0.90 drifting snow unless noted otherwise. Hurricane/Ocean Line = No , Exp Category = C 4-5 -4761 0.49 0.39 0.89 Bldg Length = 40.00 ft, Bldg width = 20.00 ft 5-6 -4266 0.39 0.47 0.86 Mean roof height = 23.91 ft. mph = 70 6-7 -4266 0.39 0.50 0.90 USC Special Occupancy, Dead Load = 21.0 psf 7-8 -2688 0.18 0.24 0.42 8-9 -3101 0.20 0.53 0.73 - 5.00 -5.00 I TYPICAL PLATE: 2-3 All plates are 20 gauge Truswal Connectors unless preceded by 'Mx" for HS 20 gauge or "H for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' W/ARI/J1\TG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for on individual building component not thus system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with thecurrent versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2120/2004 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord fJ [) is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced bye rigid sheathing material directly attached, unless otherwise noted. Bracing shown in for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 Empire Truss environment that will cause the moisture content of the woodto exceed 19% and/orcause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaclng 2-0-0 and brace this truss in accordance with the Ibilowing standarda 'Joint and Cutting Detail Reports available as output from Truuwal software, 1755 Brown Avenue 'ANSI!f P1 I', WTCA V- Wood Imsa Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES' - (NIB-Pt) and Hltt-91 SUMMARY SHEET' by TPL The Truss Plate Institute (TPI) is located at lYOnofrin Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper Association (AEPA) is located at Ill 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 This design based on chord bracing applied per the following schedule, max o.c. from to TC 24.00" 7-11-11 30- 0- 0 This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft. Bldg Width '= 20.00 ft Mean roof height = 21.93 ft. mph = 70 TJBC Special Occupancy, Dead Load = 21.0 psf LOAD CASE #1 DESIGN LOADS ----------------- Dir L.Plf L.Loc R.Plf R.LOc LL/TL TC Vert 64.00 0- 0- 0 64.00 8- 0- 0 0.50 TC Vert 155.33 8- 0- 0 155.33 30- 0- 0 0.50 BC Vert 24.27 0- 0- 0 24.27 30- 0- 0 0.00 .Type... lbs X.Loc LL/TL TC Vert 255.2 8- 0- 0 1.00 TC Vert 255.2 8- 0- 0 0.00 Truss ID: BA Plating spec ANsI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB-91 and MISI/TPI 1-1995 or ANSI/TPI 1-2002. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 5 24" o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 10 11 12 13 7-5-15 7-9-7 22-2-9 30-0-0 7-2-10 7-5-15 7-2-10 14-8-9 8 9 (2-2.0 30.0-0 I 3-2-1 SHIP - - - - - - - - - - - - - - - - - - - Job Name: Oak Ave. Project HG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. 1 0- 1-12 2594 3.50 1.50 2x4 DFL 42 1-2 2 29-10- 4 2734 3.50 1.50 BC 2x4 DFL #2 IRS REQUIREMENTS shown are based ONLY WEB 2x4 HP STAND/STUD a the trues material at each bearing + + + + + + + + + + + + + + + + + + + + + + Nail pattern shown is for PLF loads only. TC FORCE AXE, mom cai Concentrated loads MUST be distributed to 1-2 -5499 0.08 0.26 0.34 each ply equally. On multi-ply with hangers. 2-3 -5173 0.06 0.51 0.51 use 3" nails mm, into the carrying member. 3-4 -6959 0.11 0.69 0.80 For more than 2 ply, use additional fasten- 4-5 -5243 0.06 0.69 0.75 erg as indicated from the back piys, or use 5-6 -5243 0.12 0.49 0.62 any other approved detail (by others). 6-7 0 0.00 0,480.48 + ++ ++ + ++ + + + ++ + + + ++ + + + + 2-PLYI Nail. w/l0d COMMON, staggered(per NDS) BC FORCE AXL muon cni in, TC- 2/ft BC- 2/ft WEBS- 2/ft 8-9 5003 0.44 0.14 0.58 9-10 6788 0.60 0.13 0.73 0-11. 6895 0.61 0.09 0.70 1-12 6895 0.61 0.13 0.74 2-13 3326 0.19 0.29 0.48 WEB FORCE COI WEB FORCE CSI 2-9 1404 0.33 4-12 -2084 0.23 3.9 -2034 0.22 6-12 2417 0.57 3-10 355 0.08 6-13 -4137 0.45 4-10 191 0.04 7-13 -191 0.02 7-2-10 3-9-0 7-2-10 10-11-9 $ 7-11-11 2-PLYS 1 2 3 REQUIRED r5.00 0-p1r - 7-5-15 7-5-15 4-0-8 18-5-9 25-11-8 30-0-0 4 5 6 7 MAX DEFLECTION (span) L/999 IN HEM 9-10 (LIVE) L= -0.18° D= -0.23" T= -0.41' ===== Joint Locations ===== 1 0- 0- 0 8 0- 0- 0 2 7- 2-10 9 7- 2-10 3 10-11- 9 10 14- 8- 9 4 18- 5- 9 2.1 16- 0- 0 5 23- 2-10 12 22- 2- 9 6 25-11- 8 13 30- 0- 0 7 30- 0- 0 All plates are 20 gauge Truswal Connectors unless preceded by 'MX for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5132" = 1' Wr4RI\TII\TG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not truss system. It has been bused on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions of If! and AFPA design standards. No responsibility is assumed for dimensions) accuracy. Dimensions Designer: MS Date: 212012004 are to be verified by the component msnufoctnrer and/or building designer prior to Fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P125 utilized an this design meet or exceed the loading imposed by the local building undo and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise INLAN D noted. Bracing shown in for lateral support of components members only to reduce buckling length. This component stroll not be placed in my TC Dead 16.00 psf Rep Mbr Bnd 1.00 Empire Truss environment that rs,ll costar the moisture content of the wood to exceed 19% mdiorcaase connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 0.C.Spaclng 2- 0-0 and brace this truss in accordance with the following standards: 'Joint and Culling Detail Reports available as output fromTruswol software, 1755 Brown Avenue 'ANSIITPI l','WrCA I'- WoodTnius Council of Arnerim Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES- (HIB-91) and 'HIB-91 SUMMARY SHEE' bylPl. The Truss Plate Institute (TPI) in located at lYOnofria Drive, Riverside, CA 92509 Madison, Wisconsin 53719. TheAmeriesa Forest and Paper Associntisn(AFPA) in bested ott 111)9th Street, NW, Ste 000, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 - - - - - - - - - - j - - - - - - - - Job Name: Oak Ave. Project Truss ID: BB BEG X-L ' REACT SIZE REQ'D TC 2x4 DFL #2 Plating spec ANSZ/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1270 3.50 1.50 BC 2x4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule, 2 29-10- 4 1110 350' l.50 WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. max o.c. from, to ORG REQUIREMENTS shown are based ONLY Loaded for 10 PSF non-concurrent BCLL. PLATE VALUES PER XCBO RESEARCH REPORT #1607. TC 24.00" 6- 9-11 30- 0- 0 on the truss material at each bearing Continuous lateral bracing attached to flat Drainage must be provided to avoid ponding. This truss is designed using the TC as indicated. Lumber must be structural PLATING BASED ON GREEN LUMBER VALUES. UBC-97 Code. TC FORCE Alt 0D col grade. Brace 5 24" o.c. unless noted. End verticals designed for axial, loads only. Bldg Enclosed = Yes, Importance Factor = 1.00 1-2 -2275 0.11 0.51 0.62 Extensions above or below the truss profile Truss Location = Not End Zone 2-3 -2093 0.09 0.40 0.50 (if any) require additicinal consideration Hurricane/Ocean Line = No , Exp Category = C 3-4 -2773 0.17 0.69 0.85 . (by-others) for horic. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 -2118 0.10 0.68 0.78 - Mean roof height = 22.25 ft, mph = 70 5-6 -2118 0.10 0.45 0.55 USC Special Occupancy, Dead Load = 21.0 psf 6-7 0 0.00 0.45 0.45 BC FORCE AXL END CSI 8-9. 2027 0.36 0.15 0.51 9-10 2679 0.37 0.27 0.64 10-11 2779 0.39 0.27 0.66 11-12 2779 0.39 0.35 0.74 12-13 1347 0.19 0.35 0.53 MAX DEFLECTION (span) s WEB FORCE CSI WEB FORCE CSI 1,/999 IN WEN 11-12 (LIVE) 2'9 542 0.25 412 833 0.42 1,-. -0 .14- 0- -0 .19" T -0.33- 3-9 3-10 -736 0.37 260 0.12 6-12 972 0.46 6-13 -1676 0.84 . == Joint Locations ===== 4-10 109 0.05 7-13 -79 0.02 ' 2. 0- 0- 0 8 0- 0- 0 2 7- 2-10 9 7- 2-10 3 10-11- 9 10 14- 8- 9 4 18- 5- 9 11 16- 0- 0 5 23- 2-10 3.2 22- 2- 9 7-2.10 3.9-0 7-5-15 7.5-15 4-0-8 6 25-11- 8 13 30- 0- 0 7-2-10 10-11-9 . 18-5-9 25-11-8 30.0-0 7 30- 0- 0 9-11-11 I 2 3 4 5 6. 7 I 5 1- 22-5-3 - 5.00 ,.iiI_i . 2-2-0 30-0-0 All plates are 20 gauge Truswal Connectors unless preceded by 'MX' for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale:. 5/32" = 1 WARNJI'S[G Read all notes on this sheet and give a copy of ii to the Erecting contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not truss system. It has been bused on specifications provided by the component manufacturer . Salesman: PJB and done in accordance with the current versions oflPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/20/2004 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord INLAND is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of cemponentn members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 N..i'..f'\.1 Empire Truss environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this lrusn in accordance with the following standards 'Joint and Cutting Detail Reports available as output from Truswal software, 1755 Brown Avenue 'ANSIIFPI I', 'WFCA U. Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES'- (1-1I13-91) and 'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at lYOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Farestond PaperAsuociation(AFPA) is lanstedat 1111 19th Street, NW, Ste 000, Washington, DC20036. TOTAL 37.00 psf Seqn 76.4.12 - 0 - - - - - - - - - - - - - - - - - - Job Name: Oak Ave. Project Truss ID: BC BRG X-LOC REACT SIZE REQO TC 2x4 DFL #2 Plating spec ItNSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1270 3.50" 1.50 BC 2x4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 29-10- 4 1110 3.50" 1.50 WEB 2x4 HF STAND/STUD MULTIPLE LOAD CASES. max o.c. from to ORG REQUIREMENTS shows are based ONLY Loaded for 10 PSF non-concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 11- 2- 9 30- .0- 0 on the trues material at each bearing 2x 4 web material vertical supports at 24" Drainage must be provided to avoid ponding. TC 24.00" 6- 9-11 11- 2- 9 o.c. (by others and typical). Attach with Continuous lateral bracing attached to flat This truss is designed using the TC FORCE All OND car 1.5-3 mm. plates at top and bottom. TC as indicated. Lumber must be structural UBC-97 Code. 1-2 -2275 0.11 0.51 0.62 PLATING BASED ON GREEN LUMBER VALUES. grade. Brace 5 24" o.c. unless noted. Bldg Enclosed = Yes, Importance Factor = 1.00 2-3 -2093 0.09 0.40 0.50 Flat top chord has not been designed for End verticals designed for axial loads only. Truss Location = Not End Zone 3-4 -2773 0.17 0.68 0.85 drifting snow unless noted otherwise. Extensions above, or below the truss profile Hurricane/Ocean Line = No . Exp Category = C 4-5 -2118 0.10 0.68 0.78 (if any) require additional consideration Bldg Length = 40.00 ft. Bldg Width = 20.00 it 5-6 -2118 0.10 0.45 0.55 (by others) for horiz. loads on the bldg. Mean roof height = 22.66 ft, mph = 70 6-7 9 0.00 0.45 0.45 USC Special Occupancy, Dead Load = 21.0 psf BC FORCE AlL BND COI 8-9 2027 0.36 0.15 0.51 9-10 - 2678 0.37 0.27 0.04 10-11 2779 0.39 0.27 0.66 S 11-12 2779 0.39 0.35 0.74 12-13 1347 0.19 9.35 0.53 WEB FORCE CSI WEB FORCE CSI - MAX DEFLECTION (span) 2-9 542 0.25 4-12 -833 0.42 , ' L/999 IN )4 11-12 (LIVE) 3-9 -736 0.37 6-12 972 0.46 ' , , . L= 70.14" D -0.19" T. -0.33- 3-10 269 0.12 6-13 -1676 0.84 ' . , . ===== Joint Locations ===== 4-10 109 0.05 7-13 -79 0.02 . , 1 0- 0- 0 8 0- 0- 0 2 7- 2-10 9 7- 2-10 - 3 10-11- 9 10 14- 8- 9 . - 4 18- 5- 9 11 16- 0- 0 7-2-10 3-9-0 7-5-15 7-5-15 ' 4.0.8 5 23- 2-10 12 22- 2- 9 7-2-10 10-11.9 18-5.9 25.11.8 30.0-0 8 13 30- 0- 0 , 11-11-11 .2 3 .4' - 5 6 7 . 22-5-3 - . . 5.00 19-0.15 T 6-2.8 3-2-1 SHIP ' H 2-2.0 30-0-0. I 8 9 . 1011 12 13 7-2-10 ' 7-5-15 7-5-15 79.7 7.2-10 14-8-9 22.2-9 30-0-0 TYPICAL PLATE: 2-3 All plates are 20 gauge Truswal Connectors unless preceded by MX for HS 20 gauge or "H for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 5/32" = JVARZ'TJI\IG Read all notes on this sheet and give a copy of it to the Erecting contractor. . Engineering: Riverside . WO: R072 (MS) This design is for an individual building component not torso system. It has been booed on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions - Designer: MS Date: 2/2012004 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer most ascertain that the loads . TC Live 16.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design asoumosthat the tap chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by 's rigid sheathing material directly attached, unless otherwise INLAND cored. Bracing shown is for lateral support of components membersoalyto reduce buckling length. This component shall not be planed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 Empire Truss environment that will cause the moisture content of the wood to exceed 19% end/or came connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 and brace this Susan in accordance with the following standards: Joint and Cutting Detail Reports available as output from Truswal software', 1755 Brown Avenue ANSVFPI l','WTCA l'-WoodTrusa Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES - (HIB-91) and HIB-91 SUMMARY SHEEr by TPI. The Truss Plate Institute (TPI) is located at IyOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at Il11 19th Street, NW, Ste 000, Washington, DC 20036. TOTAL 37.00 psf - Seqn T6.4.12 - 0 S=MX/5-12 544 2-3 - - - - - - - - - - -. - - - - - - - - Job Name: Oak Ave. Project Truss ID: BD ORG X-LOC REACT SIZE REQ'D TC 2x4 DFL #2 - Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1492 3.50' 1.59' 2x4 OFt #1 & Btr. 2-5, 5-8 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule, 2 35-10- 4 1332 3.50 1.50" BC 2x4 DFL #2 MULTIPLE LOAD CASES. max o.c. from to ERG REQUIREMENTS shown are based ONLY WEB 2x4 HF STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT 41607. TC 24.00" 6- 9-11 31- 5- 3 on the truss material at each bearing PiT BL1( 2x4 HF STAND/STUD Loaded for 10 PSF non-concurrent BCLL. Required bearing widths and bearing areas BEG RANGER/CLIP NOTE 2x 4 web material vertical supports at 24" Drainage must be provided to avoid ponding. apply when truss not supported in a hangar. 2 5U526 o.c. (by others and typical). Attach with Continuous lateral bracing attached to flat This truss is designed using the Support Connection(s)/Hanger(s) are 1.5-3 mm. plates at top and bottom. TC as indicated. Lumber must be structural UBC-97 Code. not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES, grade. Brace @ 24" o.c. unless noted. Bldg Enclosed o Yes, Importance Factor = 1.00 SEE SIMPSON CATALOG Flat top chord has not been designed for End verticals designed for axial loads only. Truss Location o Not End Zone FOR ADDITIONAL INSTALLATION NOTES drifting snow unless noted otherwise. Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category a C (if any) require additional consideration Bldg Length = 40.00 ft. Bldg Width = 20.00 ft IC FORCE AXL saw csi (by others) for horiz. loads on the bldg. Mean roof height = 23.08 ft. mph = 70 1-2 -2830 0.17 0.51 0.69 UBC Special Occupancy, Dead Load = 21.0 psf 2-3 -2630 0.12 0.30 0.41 3-4 -3892 0.30 0.54 0.84 4-5 -3809 0.27 0.50 0.77 5-6 -3809 0.27 0.45 9.72 6-7 -2304 0.09 0.32 0.41 7-8 -2305 0.09 0.18 0.26 - 8-9 -1687 0.04 0.25 0.29 - MAX DEFLECTION (span) L/999 IN l0 13-14 (LIVE) SC FORCE . AXL BND CSI - to -0.27" 0 -0.35" T -0.62" 10-il 2538 0.45 0.12 0.57 11-12 3507 0.49 0.28 0,77 , . ===== Joint Locations 000=0 12-13 4184 0.59 0.28 0.87 - 1 0- 0- 0 10 0- 0- 0 13-14 4184 0.59 0.27 0.87 2 7- 2-10 11 7- 2-10 14-15 3332 0.47 0.27 0.74 3 10-11- 9 12 14- 8- 9 15-16 1525 0.21 0.21 0.42 . 4 18- 5- 9 13 16- 0- 0 16-17 1525 0.21 0.18 0.39 7-2-10 3-9-0 7-5-15 - 7-5-15 31012 LD -. 5 23- 2-10 14 22- 2- 9 17-18 -50 0.00 0.04 0.04 I 6 25-11- 8 15 29-10- 4 7-2-10 10-11-9 18-5-9 25-11-8 29-10-4 - 7 29-10- 4 16 30- 0- 0 WEB FORCE CSI WEB FORCE CSI - 13-11-11 10-11-11 9 31- 9- 6 17 31- 9- 6 2-11 759 0.36 6-15 -1284 0.64 3-11 -1103 0.55 7-15 -89 0.02 'i' 2 3 - 1140-b 6 7 8 9 36- 0- 0 18 36- 0- 0 9 - 3-12 558 0.26 8-15 1202 0.56 4-12 -360 0.18 8-17 -532 0.13 23.10-6 k. I -s.00 4-14 -473 0.24 9-17 1613 0.76 - - 6-14 620 0.29 9-18 -1312 0.24 73j - 36-0-0 - 10 11 12 13 14 16 17 18 STUI 7-2-10 7-5-15 7-5-15 . 7-7-11 j 7-2-10 14-8-9 22-2-9 29.10-4 TYPICAL PLATE : 2-3 All plates are 20 gauge Truswal Connectors unless preceded by 'MX' for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' JVAI?1\TIJ\TG Read all notes on this sheet and give a copy of it to the Erecting contractor. - Engineering: Riverside WO: R072 (MS) This design is for an individual building component not lotus system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions ofTPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/20/2004 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loans TC Live 16.00 psf DurFacs L1.25 P1.25 utilised on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord INLAND is laterally braced by the reef or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral suppers ef components members only to reduce buckling length. This component shall not be placed in any IC Dead 16.00 psf Rep Mbr Bnd 1.15 - Empire Truss environment that will came the moisture content of the wood to exceed 19% undfor cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- I) and brace this truss in accordance with the throwing statadarda Joint and Cutting Detail Reports available as output fromTroswal software, 1755 Brown Avenue 'ANSIITPI I', 'WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec LJBC-97 - PLATE CONNECTED WOOD TRUSSES'- (HlB-91) and HIB-91 SUMMARY SHEET' by TPL The Tniss Plate Institute (TN) is located at lYOnofrmo Drive, Riverside, CA 92509 1 Madison, Wisconsin 53719. The AmericonForest and Papa Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn 76.4.12. 0 7-0-8 SHIP I, _7_1t I 7-10-8 SHIP 11-7.1 S=MA!h.l 64-4 2-5 36-0-0 10 11 12 13 14 1S6 17 18 si-ui 7-2.10 7-5-15 7-5.15 7-7-11 '?I 7-2-10 14-8-9- 22-2-9 29-10-4 Jfl - - - - - - - - - - - - - - - - - - - Job Name: Oak Ave. P RG X-LOC REACT SIZE REQ'D TC 2x4 DFL 4)2 1 0- 1-12 1492 3.50" i.59 2x4 DFL 4(3. & Btr. 2-5, 5-8 2 39-10- 4 1332 3.50' I. BC 2x4 DFL 4(2 HG REQUIREMENTS shown are based ONLY WEB 2x4 HF STAND/STUD a the truss material at each bearing PLY BLIt 2x4 HF STAND/STUD HG HANGER/CLIP NOTE 2x 4 web material vertical supports at 24' 2 HUS26 o.c. (by others and typical). Attach with upport Connection(s)/Hanger(s) are 1.5-3 mm. plates at top and bottom. not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES. BE SIMPSON CATALOG Flat top chord has not been designed for OR ADDITIONAL INSTALLATION NOTES drifting snow unless noted otherwise. TC FORCE AXI. END COT 1-2 -2830 0.17 0.51 0.69 2-3 -2631 0.12 0.30 0.41 3-4 -3992 0.30 0.54 0.84 4-5 -3809 0.27 0.50 0.77 5-6 -3809 0.27 9.45 0.72 6-7 -2304 0.09 0.32 0.41 7-8 -2305 0.09 0.18 0.26 8-9 -1687 9.04 0.25 0.29 BC FORCE AlL END CSI 10-11 2539 0.45 0.12 0.57 11-12 3507 0.49 0.28 0.71 12-13 4184 0.59 0.28 0.87 13-14 4184 0.59 0.27 0.87 14-15 3333 0.47 0.27 0.74 15-16 1525 0.21 0.21 0.42 16-17 1525 0.21 0.18 0.39 17-18 -50 0.00 0.04 0.04 WEB FORCE CSI WEB FORCE COI 2-11 759 0.36 6-15 -1284 0.64 3-11 -1103 0.55 7-15 -89 0.02 3-12 558 0.26 8-15 1202 0.56 4-12 -368 0.18 8-17 -532 0.13 4-14 -473 9.24 9-17 1613 0.76 6-14 620 0.29 9-18 -1312 0.24 Truss ID: BE Plating spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES.. PLATE VALUES PER IC5O RESEARCH REPORT #1607 Loaded for 10 PSF non-concurrent BCLL. Drainage must be provided to avoid ponding. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace 5 2411 o.c. unless noted. End verticals designed for axial loads only Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. This design based on chord bracing applied per the following schedule, max o.c. from to TC 24.0011 15- 2- 9 23- 9- 7 TC 24.00" 6- 9-11 15- 2- 9 TC 24.00" 23- 9- 7 31- 5- 3 Required bearing widths and bearing areas apply when truss not supported in a hanger. This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes. Importance Factor z 1.00 Truss Location = Not End Zone Hurricane/Ocean Line o No , Exp Category = C Bldg Length = 40.00 ft. Bldg Width = 20.00 ft Mean roof height o 23.50 ft. mph = 70 USC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) L/999 IN HEM 13-14 (LIVE) L= -0.27" Do -0.35" To -0.62- ===== Joint Locations 1 0- 0- 0 10 0- 0- 0 2 7- 2-10 11 7- 2-10 3 10-11- 9 12 14- 8- 9 4 18- 5- 9 13 16- 0 0 5 23- 2-10 14 22- 2- 9 6 25-11- 8 15 29-10- 4 7 29-10- 4 16 30- 0- 0 8 31- 9- 6 17 31- 9- 6 9 36- 0- 0 18 36- 0- 0 7-2-10 3.9.0 7.5-15 7.5.15 3.10-12 7-2-10 10-11-9 18-5-9 25-11-8 29-10-4 ..l Fl .l l 15-11-11 I I 12-11-11 2 3 74l-10 5 6 7 8 9 5.00 I ,_-? Ir I -5.0-0--1 TYPICAL PLATE : 2-3 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8" = 1' JVA.R.ATJJ\TG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for on individual building component not truss system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions ofTPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/2012004 are to be verified by the component manufacturer and/or building designer prior to fobrication. The building designer moat ascertain that the bats - TC Live 16.00 pet DurFacs L1.25 P1.25 utilized on this design moot or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord ft.,J ftj D is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise sated. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in my TC Dead 16.00 psf - Rep Mbr Bnd 1.15 Ilrs./sro1 Empire Truss nment that will muse the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2 0- 0 and brace this miss in accordance with the following standards 'Joist and Cutting Detail Reports available as output from Truswal software, 1755 Brown Avenue 'AI9SliTPl I', 'WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00.psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES'- (HIB-91) and HIB-91 SUMMARY SHEET' by TPL The Truss Plate Institute (TPI) is located at IYOnofris Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and PoparAsoaistioo (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington; DC 20036. TOTAL 37.00 pet Seqn 16.4.12 - 0 ,.3.0-0 12 13 14 16 17 18 STUE 7-5.15 7-5-15 7-7-11 ' 14-8-9 22.2.9 29-104 L 10 11 7-2-10 7.2.10 TYPICAL PLATE: 2-3 - - - - - - - - - - - - - - - - - - - Job Name: Oak Ave. Project Truss ID: BF ERG X-LOC REACT SIZE REQ'D TC 2x4 DFL #2 Plating spec ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1492 3.50 1.59 2x4 DFL #1 & Btr. 2-5, 5-8 THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule, 2 35-10- 4 1332 3.50 1.50 BC 2x4 DFL #2 MULTIPLE LOAD CASES. max O.C. from to BEG REQUIREMENTS shown are based ONLY WEB 2x4 HF STAND/STUD PLATE VALUES PER ICBO RESEARCH REPORT 111607. TC 24.00 8-10- 4 31- 5- 3 on the truss material at each bearing PLT SLIt 2x4 HF STAND/STUD Loaded for 10 PSF non-concurrent BCLL. Required bearing widths and bearing areas BEG HANGER/CLIP NOTE 2x 4 web material vertical supports at 24" Drainage must be provided to avoid pending. apply when truss not supported in a hanger. 2 Ru526 o.c. (by others and typical). Attach with Continuous lateral bracing attached to flat This truss is designed using the Support Connection(s)/Banger(s) are 1.5-3 mm. plates at top and bottom. TC as indicated. Lumber must be structural tJBC-97 Code. not designed for horizontal loads. PLATING BASED ON GREEN LUMBER VALUES, grade. Brace 5 24" o.c. unless noted.- Bldg Enclosed = Yes, Importance Factor = 1.00 SEE SIMPSON CATALOG Flat top chord has not been designed for End verticals designed for axial loads only. Truss Location = Not End Zone FOR ADDITIONAL INSTALLATION NOTES drifting snow unless noted otherwise. Extensions above or below the truss profile Hurricane/Ocean Line = No . Exp Category = C (if any) require additional consideration Bldg Length = 40.00 ft. Bldg Width = 20.00 ft TC FORCE AXL END CSI (by others) for horiz. loads on the bldg. Mean roof height = 23.91 ft. mph = 70 1-2 -2830 0.17 0.51 0.69 - UBC Special Occupancy, Dead Load = 21.0 psf 2-3 .2630 0.12 0.30 0.41 - 3-4 -3892 0.30 0.54 0.84 4-5 -3809 0.27 0.50 0.77 5-6 -3809 0.27 0.45 0.72 6-7 -2304 0.09 0.32 0.41 - 7-8 -2305 0.09 0.18 0.26 8-9 -1687 0.04 0.25 0.29 MAX DEFLECTION (span) BC FORCE AXI, BUD CSI L/999 INMEM13-14.(LIVE) 10-11 2538 0.45 0.12 Lo -0.27 D_. -0.35 T -0.62 11-12 3507 0.49 0.28 0,77 ====o Joint Locations cacao 12-13 4184 0.59 0.28 0.87 , - 1 0- 0- 0 10 0- 0- 0 13-14 4184 .0.59 0.27 0.87 . 2 7- 2-10 11 7- 2-10 14-15 3333 0.47 0.27 0.74 3 10-11- 9 12 14- 8- 9 15-16 1525 0.21 0.21 0.42 7-2.10 3.9.0 7.5-15 7-5-15 3-10-12 4 18- 5- 9 13 16- 0- 0 16-17 1525 0.21 0.18 0.39 I I I , 5 23- 2-10 14 22- 2- 9 17-18 -50 0.00 0.04 0.04 7.2-10 10.11.9 18.5.9 25-11-8 29-10-4 - ' - 6 25-11- 8 15 29-10- 4 8-9-9 7 29-10- 4 16 30- 0- 0 WEB FORCE CSI WEB FORCE COI . I . I - I 8 31- 9- 6 17 31- 9- 6 2-11 760 0.36 6-15 -1284 0.64 1 2 3 4 5 6 7 8 9 9 36- 0- 0 18 36- 0- 0 3-11 -1103 0.55 7-15 -89 0.02 . - 3-12 558 0.26 8-15 1202 0.56 . .00 I . 2310'6 I -5.00 4-12 -368 0.18 8-17 -532 0.13 4-14 -473 0.24 9-17 1613 0.76 6-14 620 0.29 9-18 -1312 0.24 7.15 818 - 3-8 SHIP I -1 3-8 WV 11 i1 0 -7-11 .4 35 34 3-4 4-8 3-8 SMXI5-12 S=44 2-3 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not buss system. It has been based on specifications provided bythe component manufacturer Salesman: PJB and done in accordance with the current versions ofTPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2120/2004 are to be verified by the component manufacturer andfor building designer prior to fabrication. The building designer mast ascertain that the loads TC Live 16.00 psf DurFacs L125 P125 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord INLAND is laterally braced by the roof or floor sheathing and the bottom chord in laterally braced by a rigid sheathing material directly attached, unless otherwise sated. Bracing ohosce is for lateral aupport of components ,esesnbers only to reduce buckling length. This component shall riot ho placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 Empire Truss environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and brace this truss in accordance with the (blowing standards. 'Joint and Cutting Detail Reports available as output from Traswal software, .1755 Brown Avenue ' 1' 'wrC I'- Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECFED WOOD TRUSSES'. (HIB.91) and 'HtB-91 SUMMARY SHEET' by TPL The Truss Plate Institute (TPI) is located at IYOnofrin Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at lilt 19th Shoot, NW, Ste 800, Washington, DC20036. - TOTAL 37.00 psf Seqn T6.4,12 - 0 TC 2x4 DFL #2 BC 2x6 DFL #2 WEB 2x4 HF STAND/STUD 2x6 DFL #2 11-2. 17-8 Lumber shear allowables are per 1005. Mark all interior bearing locations. +++ ++ + ++++++++++++ +++ + Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi-ply with hangers, use 3" nails ruin, into the carrying member. For more than 2 ply, use additional fasten- ers as Indicated from the back plys, or use any other approved detail (by others). + ++ ++ + ++++++++++ ++ ++ + + 3-PLY! Nail w/16d COMMON, staggered(per SODS) in: TC- 2/ft BC- 5/ft WEBS- 2/ft Nail in layers or from each face. **LPMI...PZJTE MONITOR USED-See Joint Report** Plating spec : P,lOSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 411607. Loaded for 10 PEP non-concurrent BCLL. Install interior support(s) before erection. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See BIB-Si and ANBI/TPI 1-1995 or ANSI/TPI 1-2002. Continuous lateral bracing attached to flat TC as Indicated. Lumber must be structural grade. Brace tO 24" 0_c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. REQUIRED. I 5.00 -5.00 I 7-10-7 t = 0-4-1 MAX DEFLECTION (span) L/999 IN HEM 16-17 (LIVE) L -0.05" Do -0.09" To -0.14" 0=0=0 Joint Locations 1 0- 0- 0 10 0- 0- 0 2 8- 0- 0 11 8- 0- 0 3 13- 0-10 12 13- 0-10 4 18- 1- 4 13 16- 6- 0 5 19- 6- 0 14 18- 0- 0 8-9-0 6 20-10-12 15 22- 6- 0 SHIP 7 25-11- 6 16 25-11- 6 9 31- 0- 0 17 31- 0- 0 L1-7-1 9 36- 0- 0 19 36-. 0- 0 10 11 12 13 14 15 16 17 18 STUE 8.0-0 5-0-10 6-0-0 ,j 5-0-10 5.0-0 8-0-0 13-0-10 22-6-0 31-0-0 36-0-0 - - - - - - - - - - - - - - - - - - - I Job Name: Oak Ave. Project Truss ID: BG I BRG X-LOC REACT SIZE REQ'D 1 0- 1-12 1423 3.50" 1.50" 2 16- 6- 5 15165 5.50 5.02- 3 35-10- 4 5650 3.50" 2.01 BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing BRG HANGER/CLIP NOTE 3 5GU5215-3 Support Connection(s)/Hanger(s) are not designed for horizontal loads. SEE SIMPSON CATALOG FOR ADDITIONAL INSTALLATION NOTES TC FORCE AXI, BND CSI 1-2 -2880 0.02 0.15 0.17 2-3 2191 0.12 0.09 0.21 3-4 4310 0.25 0_07 5.32 4-5 3824 0.22 0.06 0.29 5-6 -1998 0.00 0.03 0.03 6-7 -2267 0.00 0.07 0.08 7-8 -4529 0.03 0.07 0.11 8-9 -6710 0.10 0.12 0.22 BC FORCE P.XL BND CS! 0-11 2893 0.12 0.18 0.30 1-12 2791 0.10 0.37 0.49 2-13 -2431 0.00 0.64 0.64 3-14 -2492 0.00 0.64 0.64 4-15 -2492 0.00 0.45 0.45 5-16 4204 0.17 0.45 0.62 6-17 6103 0.26 0.43 0.70 7-18 -3700 0.00 0.44 0.44 WEB FORCE CBI WEB FORCE CS! 2-11 3274 0.14 6-15 713 0.11 2-12 -3869 0.29 7-15 -3782 0.30 3-12 4835 0.76 7-16 3825 0.60 3-13 -4688 0.37 8-16 -2544 0.19 4-13 -1829 0.16 8-17 2049 0.09 5-13 -6572 0.62 9-17 6353 0.99 5-15 6418 1.00 9-18 -4292 0.26 +++ + + + ++ ++ + ++ ++ + ++ ++ + + Designed for 3.7 K lbs drag load applied evenly along the top chord to the chord N ea. bearing (unless noted), concurrently with dead + 0 % live loads. D.P. 1.33 Horiz. reaction = 3.7 K lbs. ea. bearing. Connection (by others) must transfer equal load to each ply (or add-on) shown. +++ ++ + ++++ + +++++++++ ++ This design based on chord bracing applied per the following schedule, max o.c. from to TC 24.00" 18- 0-15 21- 3-15 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) Support 1 -5 lbr- This truss is designed slsfng the UBC-97 Code. Bldg Enclosed = Yes, Importance Factor = 1.00 Truss Location s Not End Zone Hurricane/Ocean Line o No , Exp Category o C Bldg Length = 40.00 ft. Bldg Width = 20.00 ft Mean roof height = 23.93 ft. mph = 70 USC Special Occupancy, Dead Load 21.0 psf LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.LOC R.Plf R.Loc LL/TL TC Vert 56.00 0- 0- 0 56.00 36- 0- 0 0.43 BC Vert 10.00 0- 0- 0 25.00 8- 0- 0 0.00 BC Vert 10.00 8- 0- 0 10.00 8- 3- 8 0.00 BC Vert 634.00 8- 3- 8 634.00 36- 0- 0 0.37 .Type... lbs X.Loc LL/TL BC Vert 1729.0 8- 1-12 0.50 8.0-0 5-0-10 5-0-10 _ 8-0.0 13.0-10 18-1-4 18-0-15 1 2 3 3.PLYS 5-0-10 5-0-10 5.0-0 t T 25-11-6 31-0.0 36-0.0 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "MX" for KS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 118" = 1' WARI'TIJVG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is form individual building component net trans system. It has been basodon specifications provided by the cempoaent munadictarer Salesman: PJB and done in accordance with the current versions of TPI and APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/20/2004 are to be verified by the component manuthcturcr and/or building designer prier to thbrieation. The building designer must ascertain that the loads TC Live 12.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord INLAND is laterally braced by the roof or fiber sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of cosnponntto members only to reduce buckling length. This component shall not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.15 Empire Truss environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion, fabricate, handle, install BC Live 0.00 psf O.C.Spaclng 2- 0-0 and brace this buss in accordance with the thllowing standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 1755 Brown Avenue 'ANStIFPl 1', 'Wf CA I' - Wood Truss Council of America Standard Design Respomibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 pad Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES'- (HlB-91) and 'HlB-91 SUMMARY SHEET by TPL The Truss Plate Institute (TPI) is located at DOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Papa Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 33.00 pad Seqn T6.4.12 - 0 2-2-0 I 10-0-0 Job Name: Oak Ave. Project Truss ID: C ERG X-LOC REACT SIZE REQ'D TC 2x4 DFL #1 & Btr. Plating spec AIOSI/TPI - 1995 Required bearing widths and bearing areas 1 0- 1-12 580 3.50 1.50' BC 2x4 DFL #2 THIS DESIGN IS THE COMPOSITE RESULT OF apply when truss not supported in a hanger. ,2 9-10- 4 420 3.50' 1.50' WEB 2x3 HF STAND/STUD MULTIPLE LOAD CASES. UPLIFT REACTION(S) ERG REQUIREMENTS shown are based ONLY 2x4 HIP STAND/STUD 5-3 PLATE VALUES PER ICBO RESEARCH REPORT #1607. support 1 -1 lb on the truss material at each bearing Permanent bracing is required (by others) to Loaded for 10 PSF non-concurrent BCLL. Support 2 -12 lb ERG HANGER/CLIP NOTE prevent rotation/toppling. See SIB-91 and PLATING BASED ON GREEN LUMBER VALUES. This truss is designed using the 2 HU526 ltl4sl/TPX 1-1995 or ANSI/TPI 1-2002. End verticals designed for axial loads only. UBC-97 Code. support connection(s)/Hanger(s) are Extensions above or below the truss profile Bldg Enclosed = Yes, Importance Factor = 1.15 not designed for horizontal loads. (if any) require additional consideration Truss Location = Not End Zone SEE SIMPSON CATALOG (by others) for horiz. loads on the bldg. Hurricane/Ocean Line = No , Exp Category o C FOR ADDITIONAL INSTALLATION NOTES Bldg Length = 40.00 ft. Bldg Width = 20.00 ft Mean roof height = 22.09 ft. mph = 70 TC FORCE AXL END CSI USC Essential Facility, Dead Load = 21.0 psf 1-2 -424 0.00 0.47 0.47 LOAD CASE #1 DESIGN LOADS ---------------- 2-3 -70 0.00 0.47 0.47 S Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 10- 0- 0 0.50 BC FORCE AXL END CSI BC Vert 20.00 0- 0- 0 20.00 10- 0- 0 0.22 4-5 345 0.06 0.47 0.53 WEB FORCE CSI WEB FORCE CSI 2-5 -452 0.25 3-5 72 0.03 - MAX DEFLECTION (span) - L/726 IN ItEM 4-5 (LIVE) L. -0.16° 0= -0.21° T= -0.37° Joint Locations 6-87 3-3-9 I . 1 0- 0- 0 4 0- 0- 0 2 6- 8- 7 5 10- 0- 0 - 3 10- 0- 0 2 5.00 4 5 10-0-0 i All plates are 20 gauge Truswal Connectors unless preceded by "MX' for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports 10avai ble from Truswal software, unless noted. Scale: 5/16" = 1' WA.RIVLNG Read all notes on this sheet and give a copy of it to the Erecting Contractor. Engineering: Riverside WO: R072 (MS) This design is for an individual building component not buss system. It has been based on specifications provided by the component manufacturer Salesman: PJB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Designer: MS Date: 2/20/2004 are to be verified by the component manufocturer andior building designer prior to fobrication. The building designer must ascertain that the leads TC Live 16.00 psf DurFacs L1.25 P1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roofer floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise INLAND noted. Bracing shown is for lateral support of composenta esembees only to reduce buckling length. This component sirs!l not be placed in any TC Dead 16.00 psf Rep Mbr Bnd 1.00 Empire Truss environment that will cause the moisture content of the wood to exceed 19% and.forcsuse connector plate cones ion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2-0-0 and brace this buss in accordance with the following standards: 'Joist and Cutting Detail Reports available as output from Truswal software', 1755 Brown Avenue 'ANSl!FPI I', 'WICA P- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC-97 PLATE CONNECTED WOOD TRUSSES' - (HIS-pt) and 'HIB-91 SUMMARY SHEET byTPL TheTruss Plate Institute (TPl) is located at IYOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is locutedat Ill 119th Steed, NW, Ste 800, Washington, DC20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 2-9-6 10-0-0 7-2.10 7-2-10 MAX DEFLECTION (span) L/999 IN MEN 4-5 (LIVE) La -0.03" D= -0.04" Ta 0.08" Joint Locations 3. 0- 0- 0 4 0- 0- 0 2 7- 2-10 5 7- 2-10 3 10- 0- 0 6 10- 0- 0 2-2-0 7-2-10 2-9-6 All plates are 20 gauge Truswal Connectors unless preceded by MX' for HS 20 gauge or "H" for 16 gauge, positioned per Joint UfAR Reports availabl1V Truswal software, unless noted. Scale: 3/8" - - - - - - - - - - - - - - - - - - - I Job Name: Oak Ave. Project Truss ID: CA I ORG X-LOC REACT SIZE RHO -D 1 0- 1-12 765 3.50" 1.50- 2 9-10- 4 1071 3.50" 1.50" ORG REQUIREMENTS shown are based ONLY so the truss material at each bearing ORG RANGER/CLIP NOTE 2 HGUS2G-2 support Connection(s) /Sanger (a) are not designed for horizontal loads. 555 SIMPSON CATALOG OR ADDITIONAL INSTALLATION NOTES TC FORCE AXL BOlD CSI 1-2 -845 0.00 0.25 0.26 2-3 -665 0.00 5.42 5.42 SC FORCE AXL BOlD CSI 4-5 720 0.06 0.19 5.25 5-6 115 0.00 0.20 5.20 WEB FORCE CSI WEB FORCE CSI 2-5 -471 5.06 3-6 -1077 0.10 3-5 979 5.32 TC 2x4 DFI. #2 BC 2x4 DFL 42 WEB 2x3 HF STAND/STUD 2x4 HF STAND/STUD 6-3 +++++ +++++ + +++++++++ ++ Nail pattern shown is for PLF loads only. Concentrated loads MUST be distributed to each ply equally. On multi-ply with hangers, Use 3,' nails mm. into the carrying member. For more than 2 ply, use additional fasten- ers as indicated from the back plys, or use any other approved detail (by others). +++++ + ++ ++ ++++++++++ ++ 2-PLY! Nail w/lod CONGOON, staggered(per liDs) in: TC- 2/ft BC- 2/ft WEBS- 2/ft Plating spec ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non-concurrent BCLL. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See EIB-91 and ANSI/TPI 1-1995 or ANSI/TPI 1-2002. Continuous lateral bracing attached to flat TC as indicated. Lumber must be structural grade. Brace cs 24' o.c. unless noted. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. This design based on chord bracing applied per the following scheduler max o.c. from to TC 24.00" 7-11-11 10- 0- 0 Required bearing widths and bearing areas apply when truss not supported in a hanger. UPLIFT REACTION(S) Support 1 -1 lb Support 2 -1 This truss is designed using the UBC-97 Code. Bldg Enclosed = Yes, Iztortance Factor = 1.15 Truss Location = Not End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft. Bldg Width = 20.00 ft Mean roof height = 21.83 ft. mph = 70 USC Essential Facility, Dead Load = 21.0 psf LOAD CASE 4(1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 64.00 0- 0- 0 64.00 8- 0- 0 0.50 TC Vert 155.33 8- 0- 0 155.33 10- 0- 0 0.50 BC Vert 34.27 0- 0- 0 34.27 10- 0- 0 0.13 - - .Type... lbs X.Loc LL/TL TC Vert 255.2 8- 0- 0 1.00 TC Vert 255.2 8- 0- 0 0.00 WL4R..NJNG Read all notes on this sheet and a COPY of it to the Erecting Contractor. ,give Engineering: Riverside WO: R072 (MS) Thin design is far an individual building component not truss system. It has been based on specifications providesd by the component manufacturer, and done in accordance with the current versions of IF! and APPA design standards. No responsibility is assumed for dimensional aCCUraCy. Dimensions Salesman: PJB Designer: MS Date: 2120/2004 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the toads IC Live 16.00 psf DurFaca L1.25 P1.25 utilized on this design meet or exceed the landing imposed by the local building cods and the particular application. The design assumes that the top chars! INLAND is laterally braced by the roof or floes sheathing and die bottom chord in laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 16.00 psf Rep Mbr Bnd 1.00 noted. Bracing shown is for lateral sapped of components members only to reduce buckling length. This component shall not be placed in any Empire Truss environment that will came the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2. 0. 0 and brace this buss in accordance with the Ibilawing standards:, 'Joint and Cuffing Detail Reports aysilab)n as output fromlruswal softwore, BC Dead 5.00 psf Design Spec UBC-97 1755 Brown Avenue 'ANSI!rPl 'WFCA 'HANDLING I', I' -Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'- (HIB.91) and 'HIB-91 SUMMARY SHEEP by TPI. The Inns Plate Institute (TPI) in located atlYOnofrio Drive, Riverside, CA 92509 Madison, Wisconsin 53719. The American Forest and Paper.Associnsion(AFPA) is located at 111119th Street, NW, Ste 600, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.4.12 - 0 RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED - BY TRUSWAL SYSTEMS. THESE DETAILS DO NOT REPLACE OR SUPERCEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE. THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNECTIONS S - FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. -• •.- TRUSS CONNECTION TO EXTERIOR BEARING WALLS 24O.C.(TYP) . BLO DBL. TOP PLATE SECTION A—A (TYP) PROCEDURE TOE—NAIL BLOCK TO TRUSS WITH 1-16d COMMON NAIL. - PLACE NEXT TRUSS AGAINST BLOCK AND TOE—NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. END NAIL THROUGH TRUSS INTO BLOCK WITH 1—'16d COMMON NAIL. PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1-3. BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQIIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS 'X' BRACING _.—BOT. CHORD OF-TRUSS/ OR END VERTICAL RUN \ THROUGH TO BEARING. - WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. , C4 * , E 04 . USE 2-16d COMMON NAILS TOE—NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. - DIAGONAL 'X' BRACING IS REQUIRED AT. ENDS OF THE BUILDING • (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. OF CAL\ 'X' BRACING IS MIN. 2X3 MATERIAL WITH 2-8d NAILS EACH END.- BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS. • •WALL PERPENDICULAR TO TRUSS 2X4 BLOCKING WALL PARALLEL TO TRUSS BOT CNO'Lj SECTION B c2XTPSETIONC 1-16d COMMON NAIL OR •- ,, (1YP.) 1-16d COMMON NAIL SIMPSON STC (OR EQUIV.) TRUSS CLIP. OR SIMPSON STC (OR EQUIV.) TRUSS CLIP. TRUSS TO PLATE CONNECTION DETAILS Uh. 2Uu DETAIL Empire Truss I LIiEli 1755 Brown Avenue RiversIde, CA 92509 V Phone' (909 300-1758 / MAXIMUM OVERHANG FOR OUTLOOKERS MAXIMUM GABLE END TRUSS LENGTH WITH UNSUPPORTED VERTICALS. GRADE SIZE DESIGN _LOADS _(PSF.) HF#2 24' 28 32 36 ' BASED ON MAX. LENGTH OF 6'-3" USING STANDARD 1/4" HEEL ON B.C. ' LENGTH IN FEET = 156.5 PITCH , ' PITCH MAX. LENGTH V-9" V-97- V-9" 3/12 52'-2" 2X6 2'-0" 2'-0" 2'-0" 2'-0" 4/12 39'—l" DF#2 ""' ' I l'— loll . I 1 - 2X6 2'— 1" 2'—1 " 2'—l" 2'— 1" 6/12 26'— 1" DESIGN MEETS: TPI/UBC I RIDGE BLOCKING GABLE END 2— 16d @ TRUSS EA. FIRST colL TRUSS cofbN GABLE END ---2X4 DIAGONAL BRACE PLATE LINE OIJTLOOKER I SEE ABOVE COMMON TRUSS TABLE OUTLOOKER DETAIL BRACING DETAIL 1 DETAIL® OEI,6JL® XAt- I 2X4 GABLE END ESS/0 SSEMBLY WITH' FLAT MEMBERS 2X4 B. C.-. _-16d 0 18" OC. • 16d @ (TOENAIL) ... -2X4 KICK PLATE 2X3 OR 2X4 No. C60384) *)fl 2-2X4 •. ' SPF. STUD GRADE I OR BETTER 2X4 STUDS OF C ©16OC—RYWALL NPLASTER NAILED PER B C NOTCHES FOR OUTLOOKERS 1ff Ifl I SECTION A—A '' ' MAX. 1 1/2" DEEP— flN.11J III I DETAIL© I' .. I AH LJUP I ' 2X2 OR 2X3 CONNECTOR PLATES ' ' ifl III III . TWO PLATES AT EACH END OF STUD ALLOWABLE SHEER = 330#/STUD III JI4 -- ALLOWABLE HOLDING = 548#/STUD II LIL1' (ALTERNATE: TWO 7/16" X 1 3/4" STAPLES AT EACH END) -m J4 JI.JV I 8 DEC. 2003 DETAIL Empire Truss 1755 Brawn Avenue RJvemide, GA 92509 GABLE END TRUSS DETAILS ' Phone: (909) 300-1758 I ... .. :. 1 1 1/2 NOTCH BY OTHERS AS SPECIFIED ON PLANS I .1x4 ADD ON BY - OTHERS IF NOTCHES DO NOT FALL ON STUDS . I - - FIRE RESISTANT MATERIAL 2 X 3 PLATES (TYP.) UNLESS NOTED - . V AS SPECIFIED BY ARCHITECT. 2X,3OR2X4@16"OC. I STRUCTURAL GABLE TRUSS - NON DRAG I ' (WITH FULL BEARING) . * . .: -.' •:.. AS SPECIFIED ON PLANS - -. 1 1/2" NOTCH BY OTHERS . 2x4 ADD—ON BY OTHERS . FIRE RESISTANT MATERIAL 2 X 3 PLATES (TYP) UNLESS NOTED A . S SPECIFIED BY ARCHITECT. STRUCTURAL FILL and/or DRAG TRUSS I - tL1-. C503 I ,•-, - . ' E. 0104 I ' - - . • OFcAY REFER TO STRUCTURAL ENGINEER r OF RECORD FOR ALL OUT OF PLANE I BRACING AND ATTACHMENT, REQUIREMENTS.. 8 DEC 2003 DETAIL Tfuss 1755 Brown Avenue I, 'i BRACING FOR GABLE END TRUSS SHT 1 OF 2 CA 92509 E5A I: .. I . 2X 3 OR 2X4 WEBS @16"O.C. -. I 2X4 TOP CHORD U4 BOTrOM i -CHORD 2X4 BRACING • . 2X BACKING I 2-2x4 S S TOP PLATE S 0 S S BACKING DETAIL(optional) I DETAIL® -•.. S *•_'"S• DIAGONAL I _ .. S . •- I - - S -. S I ' OR 2X4 BRACE SPACING 48 WEBS @ 16" O.C. I - SPF STUD GRADE ORBETTER 2X BOTTOM CHORD : I p 2X4 RIDGE BLOCKING GABLE END ..TRUSS STANDARD'TRUSS 2X4 BRACING PLATE I if BRACING DETAIL 30/04 DETAIL REFER TO STRUCTURAL ENGINEER - - OF RECORD FOR ALL OUT OF PLANE I BRACING AND ATTACHMENT REQUIREMENTS. - S 8 DEC. 2003 S - - S - - Empire Truss I 5 1755 Brown Avenue Riverside, CA 925D9 E55 BRACING FOR GABLE END TRUSS SHT2 -OF '2 - Phone: (9O93OOi158 I I COMMON OR GIRDER TRUSS - - - RIDGE BLOCKS I CALIFORNIA RAFTERS @ 24" O.C. COMMON TRUSS I 2" X 6" CONTINUOUS RIDGE BOARD - I - 1" X 6" VALLEY PAD PLYWOOD SHEATHING: RUN MAIN SPAN UNDER VALLEY FILL ON TOP CHORD. TRUSSES DOUBLE 2" X 4" TOP PLATE I . I MAIN SPAN - TRUSSES BEARING WALLS I RIDGE < I I 2 SUPPORT AS ::: >EQ DETAIL A MAXIMUM RAFTER SPANS 2X4 - 8'-0" MAX * - - - PLAN VIEW - WITHOUT SUPPORT 2X6 - 12'-0" MAX * I _ - DETAIL ELEVATIONB * BASED ON 16 PSF. LL & 14 PSF. DL . . - cT USING DFL #1 LUMBER. BEARING WALL OR - - GIRDER TRUSS No. C603 0104 Lu tOFCP¼O - 8 DEC. 2003 I iverside, CA 92509 E-4 Empire Truss 1755 Brown Avenue I CALIFORNIA VALLEY FILL DETAILS - VALLEY JACKS . - SPACED 24 O.C. CLEAR SPAN NOT TO EXCEED 8'-0". FOR SIZE AND GRADE SEE END JACK CHART OR RAFTER SPAN TABLE UNDER APPROPRIATE C.S.I. LOADING. VALLEY PADS - 1X6 OR 2 - 2X4's. - JACK POSTS - 2X4's TO BE PI.ACED UNDER VALLEY JACKS AT NO MORE THAN 8'-0 O.C. AND NAILED TO JACK PURUNS. JACK PURUNS - 2X4X4—O SPANNING OVER THREETRUSSES UNDERNEATH AND PARALLEL TO VALLEY JACKS TO WHICH THE JACK POST SUPPORTS ARE NAILED. RIDGE BOARD -. MINIMUM 2X6 NO.2 HEM—FIR. - RIDGE POST - 2X4's TO BE PLACED UNDER RIDGE BOARD AT NO MORE THAN 5-0fl O.C. AND NAILED TO RIDGEPURUN. RIDGE PURUN -. 2X4 WHOSE LENGTH IS 1/2 THE VALLEY WIDTH AT THE POINT INDICATED BY A RIDGE POST. . NAILING PER U.S.C. 1994. - RIDGE BOARD . TRUSSES @ 24" O.C. RIDGE PURLIN JACK PURUN •. = = = 11= - - VALLEY JACKS . • VALLEY PAD • - - - No. C60384 VALLEY JACKS ©IGURUN? RIDGE POST OF C ND WALL, J JACK POST E5 END * * SECTION A-A (fl2Ofl AIL Empire Truss 1755 Brown Avenue Riverside, CA 92509 E5 VALLEY FILL BRACING DETAILS Phone: (909) 30D-1758 I I I . SINGLE OR DOUBLE lL"L 2x AR STRIP APPLIED HIP i1 III HIP GIRDER l 'ALONG HORIZONTAL T1lI ' 2 X 4 RAFTERS ' TOP CHORD SEE DETAIL (I) I FLYERS 2 X 6 HIP CONTINUOUS I UP TO VERTEX; - OVERHANG RIPPED DOWN TO2X4 . 0 - 8-0" SETBACK (_VARIES - If MAXIMUM J 1OR2PLY GIRDER SINGLE OR DOUBLE HIP GIRDER TRUSS . 16d @ 24" DC N= . . 0 2x FIR STRIP / DETL® •. HIP GIRDER: - . .' 7. SECTION A —2x SCAB = ______ DETAIL© I —16d © 6" OC. '. DETAIL® DETAIL 2o HIP TOP CHORD EXTENTION /PLAN VIEW, No. C60384 HI PLAN VIEW E 0/04 P SYSTEM 1-0 OF CO 2-0 2x FIR STRIP I I 2x SCAB DETAIL 3 /SCAB—ON TA TRUSS 80170M SCAB—ON TAIL ___ MATCH TOP ~~RD LUMBER SPECIES' I DETAIL 2b . DETAIL 1 HIP TOP CHORD EXTEN11ON HIP GIRDER FIR STRIP- •. ELEVATION ELEVATION . - 8 DEC. 2003 DETAIL - . - Empire Truss E7 ___________________________ .1755 Brown Avenue Ftiverside, CA 92509 I HIP SYSTEM DETAILS SET BACK COMP. LOADING TILE LOADING .. 6'-0" 2X4 #1 & BETTER 2X4 #1 & BETTER DESIGN CRITERIA: _______ 2X6 #2 2X6 #2 1 TILE LOAD = 16+14 = 30 PSF. 2X8 J' . 2 COMP. LOAD = 16+8 = 24 PSF. - 8'—O" V 7T / 2X6 Ji 2X6 11i • 3 DESIGN BASED ON 4:12 OR GREATER ROOF PITCH. (* 2X6 SS) - 4 ALL LUMBER IS DFL I , 5 DESIGN CONSIDERS 24" TAILS, UNLESS NOTED '. 9'—O" 2X8 #2 2X8 #1 6 DESIGNS CHECKED FOR BENDING & HORIZONTAL SHEAR. - 7 NOTE SPECIAL CONDItIONS WITHOUT TAILS *• 8 MEETS ALLOWABLE DEFLECTION OF 10-0 (22O#i#2) 2X10 #2 L/180 LIVE LOAD /UBC I ii —O 2X10 #1 1-2X12 #2 12'-0" 12X12 #2 12X12 #1 I 2-2X8 #1 . 2-2X10 #2 1-2X12 #1 2-2X10 #1 13-0 2-2X1O #2 2-2X12 #2 HIP RAFFER I - SET BACK OF GIRDER SETBACK=CLEAR SPAN SEE TABLE /1 I I .DESIGN CRITERIA: TC LL 16 PSF TCDL.14PSF . ,. BC LL 10 PSF . DEFLECTION CRITERIA: BC DL 5 PSF SPACING 24" D.C.. . RAFTER = L/180 LIVE LOAD 1 LOAD DURATION INCREASE = 1.25 CEILING JOIST = L/240 LIVE LOAD. LUMBER PER NDS-91 . .,. . RAFTERO I 22X4 NO.X4 N 1O& BTR HFR TOFLTO8OC8LEAhCLEAR' SPAN SPAN PAN 2X4 NO. I DFL TO 8'-7" CLEAR SPAN 2X4 NO. 1 & BTR DFL TO 9'-2" CLEAR SPAN 2X6 NO. 2 DEL TO 11'-9" CLEAR SPAN ' I 2X6 NO i DFL TO 12-6 CLEAR SPAN 4/12 OR LARGER O 2X3 OR 2X4 STANDARD HF MIT VERTICAL WEB IF TOP CHORD 2x4 IS ADEQUATELY SUPPORTED. SUPPORT WITH SIMPSON U24 HANGER IF VERTICAL WEB IS I CEIUNC JOIST CLEAR SPAN 2X3J, USED I . 2X4 NO. 1 & BTR HFR TO 9'-7" CLEAR SPAN 2X4 CONST. DFL-TO 9'-8" CLEAR-SPAN. . . Q9OSSIQ/y ie 2X4 STD. OR STUD DFL TO 9'-5" CLEAR SPAN. 2X4 NO. 2 Oft TO 9'-10" CLEAR SPAN I 2X4 NO. 1 Oft TO 10'-0" CLEAR SPAN . 2X4 NO. 1 & BTR Dft TO 10'-6" CLEAR SPAN 2X6 NO. 2 DEL TO 12'-6"' CLEAR SPAN No. -C.60384 * /30/04 I NOTE: OF 1. CONNECTOR PLATES SIZED FOR HANDLING ONLY, I . AND MAY BE REPLACED WIIH 4"X4"X3/8" PLYWOOD BOTH SIDES, NAIL W/2-8d - 8 DEC. 2003 NAILS IN EACH MEMBER. -. . DETAIL 1 .. . Empire Tiuss Ea 1755 Brown Avenue Fax: j909) 0-1769 JACK & HIP RAFTER DETAILS F -Riverside, CA 92509 I I EDGE NAILING SEE NOTE 4-• I STRUCTURAL TRUSS--- ROOF SHEATHING I 111/4 MAX' I SIMPSON A35 FOR SP U SHEAR PANEL- S EETAIJLL. "A" ' (SEE NOTE 1) - OR I STAGGER NAILS DRAGTRUSS R1dPA Of SEE TABLE "B" BLOCKING (DF—L) TABLE A. SIMPSON A35 SPACING: SPACING O.C. ALLOW. SHEAR LOAD, PLF. 12" 450- 1801 300 24" 225 32" 170 36". 150 48" 113 TABLE B 16d NAIL SPACING ALLOW. SPACING O.C. ALLOWABLE PLE. 4" 375 - 6" 250 8" 188 10" 150 12" 125 I EDGE NAILING ' ROOF SHEATHING • SEE NOTE 4\ :7/T - • TRUSS ON WALL I ' STRUCTURAL TRUSS— I ----SHEAR PANEL • SIMPSON A35 -. (SEE-NOTE 1) * • I SEE FOR SPACING, TABLE "A" ,. OR DRAG TRUSS - t:.::° 384 /04 NOTES: ' 1. SEE ARCHITECTURAL PLANS FOR PROPER . I MATERIAL AND NAILING FOR ROOF SHEATHING .AND SHEAR PANELS. ' • SEE TABLES FOR PROPER A35 AND- - 16d SPACING. SEE ARCHITECTURAL: OR STRUCTURAL /7\ /8 DEC, 2OO\ I ' PLANS FOR DRAG TRUSS LOADING.DETAIL I - ' Empire Truss. 1755 Brown Avenue Riverside. CA 92509 El I SHEAR WALL DETAILS . hone 3,1 758 • I. . ., NOTES: I SOFFIT,IS. INSTALLED ON SCISSOR TRUSS TO PROVIDE 'A VAULTED TYPE. CEILING. SINCE THEY ARE DESIGNED TO CARRY CEILING WEIGHT ONLY, THEY ARE CONSIDERED "NON—STRUCTURAL". '. I ALTERATION OF ANY SOFFIT, SUCH AS CUTTING IN THE FIELD TO MAKE BOTTOM CHORD SHORTER OR LONGER, • DOES NOT AFFECT THE STRUCTURAL INTEGRITY OF • THE BASIC SCISSOR TRUSS. "FIELD CUTTING" IS ALLOWED. SOFFIT LUMBER NEED ONLY BE MINIMUM GRADE. I . FOR 2X4 HF #2, MAX. 9'-2" SPAN., VERTICALS: ARE USUALLY AT 60" O.C., BUT MAY BE AT GREATER SPACING DEPENDING ON BOTTOM I CHORD LUMBER USED: MAX. 9'-2" SPACING. ONLY MINIMUM SIZE PLATES ARE REQUIRED, TYPICALLY 1.5X3. ALTERNATE (FIELD MODIFICATION OF SOFFIT) 2-16d SINKERS -. . MAY BE USED IN PLACE OF 1.5x3 PLATE. I . . --- • -ROOF TRUSSES LADDER FRAMING: - • • ESSj0 2X4 BETWEEN TRUSSES @ TOP AND BOTTOM CHORDS, NAIL W/ 2-16d EA. END (rP) ,... . . . TO BE SUPPUED BY OTHERS. - • t 7j LU V/Lj - .. . . No. C60384 A`~ '36" V4 0104' o 2- lo J_2 I Ik MAX. - - OF CAO 8 DEC. DETAI fl Empire Truss 1755 Brown Avenue Riverside CA 92509 1 2 SOFFIT- & LADDER FRAMING , DETAILS • Ph oo.im8 - _4 NORTH COUNTY COMPACTION - .5 ENGINEERING, INC. S S March 11, 2003 Project No. CE-6426 MSK Development Group .. S. 1542 Oak Avenue = - Carlsbad, CA 92008 . • •.' .: • Subject: Update Letter, Grading Plan and Fouñdatibn Plan Review -- Proposed Single Family Dwellings . Parcels 1, 2 and3 of Map No. 9040 . . Oak Avenue and Highland Drive Carlsbad, California -(City of Carlsbad #03-460) Reference: 1.) "Preliminary Soils Investigation" prepared by North County Compaction :Engjfleeflng, Inc. lated September 13, 2001 . . - •• r .. •. Grading Plan prëparedby K &S Engineering dated March 5, 2003 Foundation Plan prepared by Nick Servin, RCE #33,53 8 dated February 6, 2003 Gentlemen: Per the city's request, we, have reviewed the above referenced project plans arid soils reports • prepared for the subject project. . Our reviewreview revealed that the project grading plans and foundation plans were prepared in substantial conformance with the recommendations presented in our Preliminary Soils report . (Reference No. 1). • -. S •* . .5 . S Therefore, we recommend plans be submitted to the City of Carlsbad as scheduled In addition to our plan review, the recommendations presented in our Preliminary Soils Investigation (Reference No. 1) should be considered valid to date: Therefore we are updating th6 report herein. - • - .- • •• 5 5 • • 5. 5 5. 5 5 5 P.O. 130X 302002 'E5C0N19I0, CA 92030 (760,) 460-1116 - FAX (760) 741-6565 -.5 •••• •' •'C3c4 S.. - . . . •- .., ;) 1-4- .4 . - :..... - 1 - a COMPACTION . O.RWCOUN Y . I ENGINEERING, Iice"'',. 14. y- S 4 4.- 5. *•5 .44' •- •••.; a- .- S -. - • '. - - - - . .' - . . • • .. . -, . . * .- .454•4 .4 a- -. .• . --a - - a- .A . . . --: .- .- • ,,, , PRELIMINARY SOILS INVESTIGATION — - a . a - • -. a S. • S :44 4 * ,. 5' •• ba-• -fl.4,.. 4 4 ....a - 4. . . S 1 - FO:R. t a a-. - 44 4 ft t •4 1 I Ia '. PROPOSED FOUR(4) LOTRESIDENTLAL SUBDIVISION CORNER OF OAK AVENUE & HIGHLAND DRWE, a a 4 4 At CARL SBAD, CALIFORNIAI - - . S , r * •. --:- ;-.' '- - '. '5 ,- - 4, -. :-• - '* p.,; r . -1 , --• -. -4 4, _ r • 4, • •_, 9 - 4 . / PREPARED FOR , 2 MSK DEVELOPMENT. GROUP . 4_ a I • S I- --h- • .1 • - a 550LAG1.TNA DRIVE . . -- . . • - . . 1-. a,'' - • 4, . .4 . 1 CARLSBAD, CA 92008 H. Y .v ., •-'. _,.v, -_ ''_4 - . . - a- . 4, a ••. . ' . - --' -. • • . '.- -5 4 4, 4 1 a •1 , •. * _ -. ,.-... 9. - 4 1 4 - . 4 '. f44- • a- •.. -. . . 4 *• - 4._-".*i •4 *4- I 1' • . 54 4 ....... -. . • . * a- . ft. .. .4 I . , .4- I •• . - ... ,' • . . - • 4 . . - -4, SEPTEMBER 13, 2001 PROJECT NO'..CE-6426 41. .4 -5.& 4 • ' ft I S . .' a - '',s a _ - '.4 - a - a- ..a •. • • ,. 4* •*4 -t 4 . .4 *'• t I a-.•.-' a-45a. a S.-- - 4- NORTH COUNTY COMPACTION ENGINEERING, INC. September 13, 2001 I - rIUJCI4L'U. .sVtLV MSK Development Group 550 Laguna Dr. Carlsbad, CA 92008 SUBJECT: Preliminary Soils Investigation Proposed Four (4) Lot Residential Subdivision Corner of Oak Avenue and Highland Drive Carlsbad, California Gentlemen: In response to your request, we have performed a Preliminary Soils Investigation for the subject project. The purpose of our investigation was to evaluate the suitability of the site for the proposed development and make recommendations with regard to site grading and foundation design. Briefly, our investigation revealed favorable soil conditions and in our opinion, the site is suitable for the proposed development, provided recommendations set forth in the attached report are adhered to If you have any questions, please do not hesitate to contact us. This opportunity to be of service is sincerely appreciated. Respectfully submitted, O* North County j COMPACTION ENGINEERING, INC. 13. rn (4 3 GE 7 9/30/05 / fl (dL Adams'T Dale R$°e4!J President Registered Ci gi9j Geotechnical En 3 RKA:paj cc: (4) submitted P. P. L30X 302002 E5C0N(P0, CA 92030 (760)480-1116 FAX (760)741-6568 NORTH COUNTY COMPACTION ENGINEERING, INC. TABLE OF CONTENTS Page 1) P-pose-and-Scope 1 2.) Location and Description of Site . 1 3) Field l.nvestigation 1 4) Soil Conditions 2 5.) Laboratory Soil Testing 2 6.) Recommendations and Conclusions 3 A.) Grading 3 B.) Foundations 4 C.) Slopes 5 Retaining Walls 5 EstimatedPaving Sections 6 F.) Seismic Design Considerations G) Review of Grading Plan 7 7) Uncertainty and Limitations 7 APPENDIX Appendix A Exploration Legend & Unified Soil Classification Chart Plate No One Test Pit Location Plan Plate No. Two thrti Five Exploration Logs Plate No Six Tabulation of Test Results Appendix B Recommended Grading Specifications NORTH COUNTY COMPACTION L1s ENGINEERING, INC. Page 1 1 PURPOSE AND SCOPE The purpose of the investigation was to determine if the site is suitable for the proposed residential subdivision.. The scope of the investigation was to A. Determine the physical properties and engineering characteristics of the surface and subsurface soils B Provide design information with regard to grading, site preparation, and foundation design of the proposed structure(s) 2 LOCATION AND DESCRIPTION OF SITE The site is located at 1542 Oak Avenue in the City of Carlsbad, California The 195 foot X 245 foot rectangular shaped property is bordered by single family dwellings to the northeast and northwest, Oak Avenue to the southeast and Highland Drive to the southwest Site topography colisists of a predominantly flat lot sloping gently downhill to the west. I An off- site cut slope descends from the northeast prOperty line to the backyard areas of the housing tract below. The slope was constructed to maximum heights of 30 feet atindinations of 2:1 horizontal to vertical units Portions of the slope have been retained. The slope is planted and provided with an irrigation system. Visual inspection of the slope revealed no apparent iigns of surficial or deep seated failure. . The southeast quadrant of the site (Parcel No. 4) is presently occupied with two single farnily dwellings.. The dwellings are heavily landscaped with shrubs,-planters, fences, concrete walkways and driveways. Very large pine trees align the southwest and southeast property lines. As a result, a thick mat of pine needles covers Parcel No 's2, 3 and a portion of Parcel No I The remaining portion of Parcel No 1 is occupied by an avocado grove 3 FIELD INVESTIGATION The field investigation was performed on August 27,-2001and included an inspection of the site • and the excavation of four exploratory trenches, with a backhoe to depths of 9 feet. Location of test pits are shown on the attached Plate No One, entitled "Test Pit Location Plan" don COUNTY '# CUMPA( Hun ENGINEERING, INC. 0 rIUJCI.i'N1J. Page 2 As excavation proceeded, representative bulk samples were collected. In place natural densities and moisture contents were determined at different depths in the excavations and are included on Plate No.'s Two through Five. Subsequent to obtaining soil samples, our exploratory excavations were backfllled. SOIL coNDmoNs Loose surficial soils (silty-sands) consisting of plowed ground were found to be 2Y2 feet, 3 feet, 11/2 feet and 2 feet in depth in Test Pit No.'s'One through Four, respectively. Underlying native soils to depths explored were comprised of medium dense silty-sandstone of the Coastal Terrace Formation.. On-site soils were found to have an expansion index of less then 20 and are classified as being "very low" in expansion potential., Groundwater was not encountered at the time of our investigation, nor did caving of exploratory trenches occur. In addition, due to the dense nature of the underlying sandstone formation at the site, it is our opinion, soil liquefaction is unlikely to occur in the event grading is performed in accordance with the recommendations set forth 'in this report. LABORATORY SOIL TESTING All laboratory test were performed on typical soils in accordance with accepted test methods of the American Society for Testing and Materials (ASTM).. Tests conducted include: Optimum Moisture & Maximum Density (ASTM D-1557) Direct Shear (Remold) (ASTM D-3080) Sieve Analysis (ASTM D-421) Field Density & Moisture (ASTM D-1556). Expansion Potential (FHA Standard) Test results are tabulated on the attached Plate No.'s Two through Six entitled 'Exploration Log" and "Tabulation of Test Results". 0 0 * . - NORTH COUNTY - -L COMPACTiON L.i ENGINEERING, INC. Pr E-6426 ___..._.__. Page * - . . . ••j . •. - - 6. .• RECOMMENDATIONS AND CONCLUSIONS' * General It is our understanding, the proposed dwellings will consist of wood frame construction utilizing slab on grade foundations. * . In our opinion, the site is suitable for the proposed residential subdivisioni Recommendations presented in this report should be incorporated into the planning, design and construction phases of the subject project. 6A Grading General It is our understanding, cut/fill earthwork construction will be performed to create level building pads to accommodate the proposed single family dwellings. All grading should be performed in accordance with the City of Carlsbad Grading Ordinance and the Recommendations/Specifications presented in this report. - Subsequent to site demolition, loose surflcial soils (plowed ground), as indicated on the attached Plate No's Two through Five, should be undercut or removed to firm native ground and recornpacted in accordance with the attached Appendix 'B' entitled "Recommended Grading Specification". Firm native ground may b'e determined as undisturbed soil having an insitu density of greater than ninety percent (90%) of maximum thy density. We shOuld be contacted to document firm native ground is exposed and properly prepared prior to filling. In addition, should be removed to firm native grouiid and recompacted. •- Prior to constructing fill slopes, shear keys should be excavated a minimum of 2 feet into firm native ground, inclined back into slope, and have a minimum width of 15 feet. We should be contacted to document keyways were properly constructed prior to plcing fill. Natural terrain steeper than an inclination of 5:1 (horizontal to vertical 'units), should be benched (stair-stepped) to provide a stable bedding for subsequent fill. Sizing of benches should be determined by the Soils Engineer or his representative duringgrading: • •• - All fill soils generated from earthwork construction should be placed in conformance with the attached Appendix 'B' entitled, "Recommended Grading Specifications". - * • - • ••.• - - - • - • • -If NORTH COUNTY COMPACTION ENGINEERING, INC. project No. CE6426 Pag4. If imported soils are required, they should be non-expansive (less than 2% swell) and granular by nature, having strength parameters equal to or greater than the prevailing on-site soils. We should be contacted to inspect an/or test imported soils prior to hauling then on-site to assure they will be suitable forthe proposed construction. Particles of asphalt and concrete debris, having a diameter of greater than 6 inches, will not be suitable fill material and should be separated from fines during grading and hauled off-site. If encountered, leach lines and/or pipes should be removed. Concrete pipes may be crushed in place. Trench lines should be recompacted in accordance with Appendix W. It is highly probable the proposed structure will be traversed by a transition from cut to fill. Therefore, to reduce structural damage occurring from foundations bearing on two different soil types, the following measure should be employed: It is recommended the cut side of the transitional areas be removed to a depth of 1 foot below the bottom of the deepest proposed footing and brought back to grade with properly compacted fill. This will allow the proposed structure to bear entirely on a compacted fill mat, thus reducing the probability of differential settlement. The removal area should extend under and a minimum of5 feet beyond the proposed dwelling. 6B., Foundations , .. General On-site soils are comprised of sandy materials with above average strength parameters possess ingvery low expansion potential. Therefore, conventional foundations may be utilized, provided the aforementioned eco-mm-eEdifions For One-Story Construction: . . Continuous footing having a minimum width of 12 inches and founded a minimum depth of 12 inches below lowest adjacent grade will have an allowable soil bearingpressure of 2000 pounds per square foot .., For Two-Story Construction:.. . .. - Continuous footings should hd.v4 L[UU.LIILULU width of 15 inches and be founded a ninimum depth of 18 inches below lowest adjacent grade. NORTH COMM ENGINEERING, INC. - - rroject r4u. 0MhQ Pa Isolated square footings having a diameter of 18 inches and founded a minimum depth of 18 inches below lowest adjacent grade will., have an allowable soil bearing pressure of 2000 pounds per square foot All continuous footings are to be reinforced with one #4 bar top and bottom. Steel should be positioned 3 inches above bottom of footing and 3 inches below top of footing Interior slabs should be a minimum of 4 inches thick and reinforced with #3 bars on 18 inch centers, both ways at mid-point of slab thickness. Slab underlayrnent should consist of 4 inches of washed concrete sand with a visqueen moisture barrier installed at mid-point of sand (2 inches sand, visqueen, 2 inches sand). Sand should be tested in accordance with ASTM D-2419 to insure a minimum sand equivalent of 30 Foundation set-backs from top of slopes should be a minimum of 8 feet. If this cannot be achieved, footings near or on adjacent slopes should be founded at a depth such that the horizontal distance from the bottom outside edge of footing to the face of the-slope is a minimum of 8 feet Prior to pouring of concrete, North County COMPACTION ENGINEERING, INC. should be contacted to inspect foundation recommendations for compliance to those set forth. 6C Slopes Cut and compacted fill slopes constructed to maximum heights of 15 feet with maximum slope ratios of 2:1 (horizontal to vertical units) will be stable with relation to deep seated failure, provided they are properly maintained. During grading, positive drainage away from top of slopes-sbod-beprôvubsequenp1ef-graing-slopes-should-be-pianted-as soon as possible with light groundcover, indigenous to the area. Our slope stability analysis was performed utilizing "Taylor's Charts" for cut and compacted fill slopes and a safety factor of 1.5. 6D Retaining Walls For static conditions, the prevailing soils will have an allowable equivalent passive fluid pressure of 336 psf;incresing 36 pcfper'fnnt in deptit Allowable pressures assume walls are backfihled with a non-expansive sand a distance behind the wall equivalent to two-thirds the retained height. • • • .J,'irrt I iiii ENGINEERING, INC. - - Page Allowable active pressures may be assumed to be equivalent to the pressure of a fluid weighing 35 pcf for unrestrained walls. These values assume a vertical, smooth wall, and a level, drained backfill. Should these conditions not be met, we should be contacted for new values. Allowable active pressures for restrained walls may be assumed to be equivalent to the pressure of a fluid weighing 35 pcf, plus an additional uniform lateral pressure of 8H. Hheight of retained soils above top of wall footing in vertical feet Allowable active pressures for retaining walls with 2:1 inclinations of sloping surcharge may be assumed to be equivalent to a pressure of fluid weighing 50 pcf. - The coefticient of friction of concrete to soil may be assumed to be .40 for resistance to horizontal movement 6E Estimated Paving Section Structural section for asphaltic paving for the proposed driveways and parking area are based on an estimated R-Value of 30. The following section is provided for bid purposes only. Actual sections should be determined subsequent to completion of grading operations Assumed Traffic Index 45 (Light Vehicular Parking) 3 inches of asphaltic paving on - . 4 inches of select base coarse on 6 inches of reconipacted native subgrade • All materials and construction for asphaltic paving and base should conform to the Standard . Specifications of the State of California Business and Transportation Agency, Department of I Transportation, Sections 39, and 26, respectively. Class U base material should have a minimum R-Value of 78 and a sand equivalent of 30. All materials should be compacted to a minimum of ninety-five percent (95%) Rigid Concrete Paving 5 inches of concrete reinforced with #3 bars on 18 inch center, both ways, on 6 inches of recompacted native subgrade soils I • two NORTH COUNTY COMPACTION ENGINEERING, INC. ---------PrectNo-CE6426___ Page 7 NOTE: All concrete should have a minimum compressive strength of 3250 psi. All subgrade soils should be compacted to a minimum of ninety-five percent (95%). 6F Seismic Design Considerations (Soil Parameters) Soil Profile = SD (Table 16-I of the 1997 Uniform Building Code) Type 'B' Fault (Rose Canyon) Distance =7 km (California Department of Conservation, Division of Mines and Geology [maps]; in conjunction with Tables 16-S and 16-T of the 1997 Uniform Building Code) 6G Review of Grading' Plan Approved site and grading plans were not available at the time of our investigation. Therefore, upon their completion, we should review them to assure compliance with the recommendations presented in this report 7. UNCERTAINTY AND LIMITATIONS Surface and subsurface soils are assumed to be uniform. Therefore, should soils encountered during construction differ, from those presented in this report, we should be contacted to provide their engineering properties It is the responsibility of the owner and contractor to carry out recommendations set forth in this report During our investigation of the subject site, evidence of faulting was not encountered. Subsequent to review of available geologic literature, we feel. any faulting in the vicinity of the site may be classified as inactive. However, it should be noted that San Diego County is located in. a high seismic area with regard to earthquake Earthquake proof projects are economically unfeasible. Therefore, damage as a result of earthquake is probable and we assume no liability. We assume the on-site safety of our personnel only. We cannot assume liability of personnel other than our own. It is the responsibility, of the owner and contractor to insure construction operations are conducted in a safe manner and in conformance with regulations governed by.. CAL-OSHA and/or local agencies - NORTH COUt(TY COMPACTION ENGINEERING, INC. ' EXPLORATION'JN UNIFIED SOIL CLASSIFICATION CHART SOIL DESCRIPTION GROUP SYMBOL TYPICAL NAMES I COARSE GRAINED More than half of material is ILr.&Lr than No. 200 sieve size. GRAVELS CLEAN GRAVELS GW Well graded gravels, gravel-sand More than half of coarse fraction mixtures, little or no fines. is larger than No. 4 sieve size, but.. smaller than 3". GP Poorly graded gravels, gravel sand mixtures, little or no fines. GRAVELS WITH FINES GM Silty gravels, poorly graded gravel- (Appreciable amount of fines) sand-silt mixtures. GC Clayey gravels, poorly graded gravel-sand, clay mixtures. SANDS CLEAN SANDS SW Well graded sand, gravely sands, More than half of coarse fraction - little or no fines. is smaller than No. 4 sieve size. SP Poorly graded sands, gravely sands, little or no fines. SANDS WITH FINES SM Silty sands, poorly graded sand and (appreciable amount of fines) silt mixtures: SC Clayey sands, poorly graded sand and clay mixtures. II. FINE GRAINED: More than half of material is smaller than No 200 sieve size SILTS AND CLAYS, ML Inorganic silts and very fine sands, rock flour, sandy silt or clayey- silt-sand mixtures with slight plasticity. Liquid Limit CL Inorganic clays of low to medium Less than 50 plasticity, gravely clays, lean clays OL Organic silts and organic silty clays of low plastity. SILTS AND CLAYS MH Inorganic silts, micaceous or diatomaceous find sandy or silty soils, elastic silts. Liquid Limit CH Inorganic clays of high plasticity, greater than 50 fat clays OH .Organic clays of medium to high plasticity. HIGHLY ORGANIC SOILS PT Peat and otherhighly organic soils. US - Undisturbed, driven ring sarnple.or tube sample CK - Undisturbed chunk sample - - - BG - Bulk sample , ' , '• - V - Water level at time of excavation or as indicated APPENDIX 'A' NORTH COUNTY COMPACTION ENGINEERING, INC. SOILTEStING_&JN sppcnori SERVICES TEST PIT LOCATION PLAN PROPOSED FOUR 'LOT RESIDENTIAL SUBDIVISION OAK AVENUE and HIGHLAND DRIVE .CARLSBAD, CALIFORNIA ...... - APPROX. SCALE H 'H OAK AVENUE ., 4 4 . . - .. PROJECT NO. CE-6426 - PLATE NO. - ONE COMPACTION ENGINEERING, INC. EXPLORATION LOG PROJECT NAME H[GHLAND DR & OAK AVE DATE LOGGED 08/27101 ELEVATION EXISTING GRADE TEST PIT NO ONE Depth Sample Dry Moisture Passing Sample Soil Description & Remarks (Feet) Type Density Content #200 Depth Classi- _____ (pet) (%) Sieve fication SM Brown, Dry, Loose, Silty-Sand i - (Plowed Ground) (Remove and Recompact) 2- SM Yellow Brown, Dry, Medium Dense, 3 CK 1121 37 3' Silty-Sandstone (Firm Native) 4- 5. 7 __L____ -__. __ Bottom of Test Pit PROJECT NO, CE-6426 PLATE NO. TWO Depth Sample Dry Moisture Passing Sample Soil Description & Remarks (Feet) Type Density Content #200 Depth Classi (pof) (%) Sieve fication SM Brown, Dry, Loose Silty-Sand BG -1.9.4 1' (Plowed Ground) (Remove and Recompact) . . • -_____ --------------_____ SM Yellow Red, Humid, Medium Dense. 8 Silty-Sandstone 4- (Firm Native) CK 110.7 5.0 5' (Increase Density with Depth) 7- 8- 9- Bottom of Test Pit PROJECT NO CE-6426 PLATE NO__TRRE Depth Sample Dry MOiSture Passing Sample Soil Description & Remarks (Feet) Type Density Content #200 Depth Classi- ______ (pcf) (%) Sieve fication SM Brown, Dry, Loose, Silty-Sand (Plowed Ground) (Remove and RecompaSt) SM Orange Brown, Humid, Dense, Silty-Sandstone BK, 120.3 4.7 3' (Firm Native) CK - - . - ,• . . t 5- 4 .6-- - • -. 7. 8-- Bottom of Test Pit 'I - . • EXPLORATIONLOG PROJECT NAME HtGELAND DR. & OAK _AVE DATE LOGGED 08/27/0 1 ELEVATION EXISTING GRADE TEST PIT NO TI-tREE PROJECT NO CE-6426 PLATE NO FOUR :.. COMPACTION ENGINEERING, INC. . EXPLORATION LOG. • PROJECT NAME: HIGHLAND DR: & OAK AVE DATE LOGGED: 08/27101 ELEVATION: EXISTING GRADE TEST PIT NO. _FOUR Depth Sample. Dry Moisture Passing. Sample Soil Description & Remarks (Feet)-iype. .Density Cgn tent #200 De,th Clamj • ______ ______ (pci) (%) Sieve fication * . SM Brown, Dry, Loose, Silty-Sand * (Plowed Ground) • • fl• -. (Remove and Recotnpact) 2- • .- . . SM Orange Brown, Dry, Medium Dense, Silty-Sandstone 3-. . . . .,- a fl (Firm Native) t (Slightly Cemented) • 5- • - 6-- . ,- . 'fl. . (Becomes Yellow-Red at 6 Feet) • • - :' 1-. • 9. • • Bottom of Test Pit • .. . ,. fl:- . .•.. - - fi PROJECT NO. • CE.6426 • PLATE NO. FWE - • ,..• • - • t'. _-L NORTH COUNTY 0• 'I. COMPACTION ENGINEERING, INC. OPTIMIUM MOISTURE/MAXIMUM DENSITY SOIL DESCRIPTION TYPE MAX DRY DENSITY OPT. MOISTURE CLB. CU.FT) (3'o DRY WI) Brown-Silty-Sand P2-@ Orange Brown Silty-Sand , P3 @3' 13.0 . 09.6 EXPANSION POTENTIAL SAMPLE NO. P2 @ 1'. P3 @ 3' CONDITION , Remold 90%' Remold 90% INITIAL MOISTURE (%) 10.6 9.2 • AIR DRY MOISTURE (%) ' 2.6 , '- 3.7 FINAL MOISTURE (%) .' , 16.3 - 14.0 DRY DENSITY (PCF) 107.6 , 118.8 LOAD(PSF) 150 150 ' SWELL (%) . 1.6 ' ' 1.2 EXPANSION INDEX ' , 16 ' 12 . 4 .• DIRECT SHEAR . SAMPLE NO. ' ' ' P2(.1' P3 @3' ' CONDITION-' ' • Remold 90% Remold 90% ANGLE INTERNAL FRICTION 31 32 COHESION INTERCEPT (PCF) 160 ' 130 PROJECT NO. CE-6426 PLATE NO. SIX , '4-' COMPATION.. . LT.1 ENGINEERING, INC. • 4 RECOMMENDED GRADING SPECIFICATIONS (General Provisions) INTENT S The intent of these pecifications is to provide procedures in accordance with current standard practices regarding clearing, compacting natural ground, preparing areas to receive fill, and -pGin.g.ai1d-com.pactg-oilLsoiLto.theJixic &ades,atid...s1op.&de1ineated on the project plans. Recommendations set forth in-the attached "Preliminary Soils Investigation" report or special provisions are a part of the "Recàmmended Grading Specifications" and shall supercede the provisions contained hereinafter in case of conflict. INSPECTION & TESTING - A qualified Soils Engineer shall be employed to inspect and test the earthork in accordance with these specification and the accepted plans. It will be necessary that the Soils Engineer or his reprèsentátive be allowed to provide adequate inspection so that he may certify that the work was or was not accomplished as specified or indicated. It shall be the responsibility of the contractor to assist the Soils Engineer and to keep him appraised of work schedules, changes, new information and dates, and new unforeseen soils conditions so that he may make these certifications..- If substandard conditions (questionable soils, adverse weather, poor moisture control, inadequate compaction, etc.) Are encountered, the Soils Engineer will be empowered to either stop construction until conditions are remedied or recommend rejection of the work. Soil tests used to determine the degree of compaction will be performed in accordance with the following American Society for Testing and Materials (ASTM) test methods: Maximum DensiTy &opthirmrrMoiuretent-(-A-SPM-B4-5-57-7-8-). * Density of Soil In-Place (ASTM D-1556 or ASTM D-2922 & 3017) 3. MATERIALS -. • . Those soils used as fill will have a minimum of forty percent (40%) passing a #4 sieve. They • will be free of vegetable matter or other deleterious substances and contain no rock over 6 inches in size. Should unsuitable material be encountered, the Soils Engineer will be contacted to provide recommendations. S • APPENDIX 'B' • COMPACTION ENGINEERING, INC. I 4 PLACING AND SPREADING OF FILL The selected fill material shall be placed in layers which when compacted will not exceed 6 inches in thickness Each layer shall be spread evenly and shall be thoroughly blade mixed during the spreading to insure uniformity of material in each layer. When moisture content of the fill material is below that recommended by the Soils Engineer, water shall then be added until the moisture content is as specified to assure thorough bonding during the compacting process When the moisture content of the fill materials is above that recommended by the Soils Engineer, the fill material shall be aerated by blading or other satisfactory methods until the moisture content is as specified 5 COMPACTION After each layer has been placed, mixed, and spread evenly, it shall be thoroughly compacted to not less than ninety percent (90%) relative compaction. Compaction shall be by sheepsfoot rollers multiple-wheel pneumatic tired rollers or other types of rollers. Rolling shall be accomplished while the fill, material, is at the specified moisture content. Rolling each layer shall be continuous over it's entire area and the roller shall make sufficient trips to insure that the desired density has been obtained. . . The fill operation shall be continued in 6 inch compacted layers, or as specified above, until the fill has been brought to the finished slopes and grades shown on the project plans Backfill soils should consistof non-expansive sand, Compaction should be achieved with light hand-held pneumatic tampers to avoid over compaction and hence cause structural damage. Wall backfill should be compacted to a minimum of ninety percent (90%) of maximum density. 7 TRENCH BACKFILL All trench backfill located within structural areas should be compacted to a minimum of ninety percent (90%) of maximum density. APPENDIX 'B' CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF-1R -Project Title ..........Plan A & Plan B Date. .02/05/03 11:23:49 Project Address ........1542 Oak Avenue Carlsbad, CA. 92008 *v601* Documentation Author Michelle Hoang Building Permit # TH & A, Inc. 125 west Mission Ave, Ste 201 Plan Check / Date Escondido, CA 92025 760-746-5112 Field Check! Date Climate Zone ...........07 Compliance Method ......MICROPAS6 v6.01 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.01 File-MSKPLANA wth-CTZ07S92 Program-FORM CF-1R User#-MP2129 User-TH & A, Inc. Run-MSK GENERAL INFORMATION Conditioned Floor Area. . . 4911.63 sf Building Type ..............Single Family Detached Construction Type ..........New Building Front Orientation Cardinal - N,E,S,W Number of Dwelling Units 1 Number of Stories ..........2 Floor Construction Type Slab On Grade Glazing Percentage ......... 13.3 of floor area Average Glazing U-factor 0.58 Btu/hr-sf-F Average Glazing SHGC .......0.65 Average Ceiling Height..... 3.9 ft BUILDING SHELL INSULATION Component Frame Cavity Sheathing Total Assembly Type Type R-value R-value R-value U-factor Location/Comments Wall Wood R-13 R-0 R-13 0.088 Exterior Wall Garage wall Corner Wall Roof Wood R-30 R-0 R-30 0.035 Attic Door None R-0 R-0 . R-0 0.330 Front Doors Solid Core SlabEdge None R-0 R-0 F2=0.760 To Outside FENESTRATION Over- Area U- Interior . Exterior hang/ Orientation (Sf) Factor SHGC Shading Shading Fins Window Front (N) 12.0 0.600 0.650 Standard Standard None Window Front (N) 44.0 0.570 0.670 Standard Standard None Window Front (N) 16.0. 0.600 0.650 Standard Standard None Window Front (N) 20.0 0.600 0.650 Standard Standard None Door Front (N) 64.0 0.550 0.650 Standard Standard None Door Front (N) 48.0. 0.550 0.650 Standard Standard None - Window Front (N) 10.0 0.600 0.650 Standard Standard None Window Back (5) 24.0 0.600 0.650 Standard, Standard None Window Back (5) 4.5 0.600 0.650 Standard Standard None - Window Back (S) 25.0 0.600 0.650 Standard Standard None Window Back (5) 5.0 0.600 0.650 Standard Standard None Window Back (5) 25.0 0.600 0.650 Standard Standard None Window Back (5) 3.0 0.600 0.650 Standard Standard None Mar 2404 09:31a Nick Serviri (780) 931-1882 p.1 .Fax Tr Servin Engineering 2382 0aiino Vida Roble; -Ste. F Carlsbad, Ca 92009 To: PAT)t,jy . I . ansrnission. - Phone; (760)931-1792 F .(76- 'Subject; OA-AV: T!rom:-rvi LzPPcJz Pages__ (including cover sheet) .iL5Q2ib P) i'Ek''J /AL.ZUI-A-JJ1'1 .J1T.' JIP.1 A. 1i'4 bzi TL-i2 ifl?r 4C ft0yagig! lb (iU PL t £4U IF- iyzi Myv A1J 'i' /LJE,77LN~ 1MtW - i ,4 04 09 32a Nick Servin (760) 9311892 p.2 COMPANY f PROJECT Woodwor'ks'I Feb. 11, 2004 12:32:33J FB-13 c4 Design Checc Cuat1on Sheet LOADS: (Ibs, Psi, or plo Load Type Distrib1 t4agzitude Loati (ft). ?atte 3ta En tart End Loo? 1. T)ed Full Area 15 f NO 2 Live Full Area 4& (5.00){ No MAXIMUM REACTIONS (ibs) and BEARING LENGTHS (in): 5' j r Dead LivC 1500 . 1500 rota 2175 2175 Be ring I 1.0 Lertçtb 111mber.soft D.Fir-L, No.1, 6x12' I Lateral support: Top= full, Bottom= at supports; Load combinations: 1C80-UBC 1SECT1O1ivs. DESIGI'I CODE tuS-199: 1 stress=isL and In.) lysis Value . iesiP! value JAnalysJ_S2!L_J Sheer lid 45 j Fv' = 85 J fv/F,' = 0.53 Criterlon i~_J!10_01- Bed1rg(+)Lb 807 Fb'. 1350 Lb/re' - 0.60 Live 0eLL'20 L/861 0.50 - Li30 - 0.41 Total beft'34 L/526 1.00 L/1(30 0.34 ADDifIONAt. DATA! FACTORS: CD CM Ct CL- Cr CV - Cfu - Cr -F LC# '+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 100 2 Iq IC 1.-CO 1.00 1.-CO (CM 1.000) 2 Fcp'= . 625 1.00 1.00 - = i. mi1ion .01) 1.00 2 6erding(+) LC# 2 045, M - 9157 lbs-ft LC4 2 0+1., V 21?5, VQ L97 lb-s Deflection: LC# 2 o+L EI=1115.29e06 lb-in2 Total Deflection = 1.50(Deflnea) Def1s_Live. - .iDee =jv S=iw w=jnd -I=impc-t C=nnructn) (All SC's are Listed in the Analysis output) DESIGN NOTES: Please verify that the default deflection limits are appropriate for your application. Sawn lumber bending members shall be laterally supported according to the provisions of NOS Clause 44.1. CB030459 I546 OAK AVCBAD - MSK HOMES SFD 4867 SF LIV 761 GAR 440 SF DECK RESDNTL SF.D Lot#: MSK MANAGEMENT INC. - A) Q p -- t -31& ç(L PLANNING LI J o)Q-j, ENGINEERING FIRE APPR/FORM / HEALTH DEPT OTHER SEWER D H 03 1 BLDG GRADING LETTER • • TO FROM 3 -3 - ( L—t1/7 • • • • APPLICANT APPLICANT PLAN CORR 3- 5T-, • • • - •SCHOOLFORM C- t4y i1 T' • CEO FORM / C L 71 • • • - 1-o- i—Z5-3 P E & M WORKSHEET , — 1 BLDG. FEES COMPLETE -•7- 4-o • • • r : / C 61 C rc' • : • I S77 53 . •- c. if .---------•--