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SFD (0010-149)78160 Masters Cir 0010-149 LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date Date' . f Signature of Contractortk i`. OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered, for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am excl;:sively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). () I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ( ) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier Policy No. NATE MID 2.20_00VO2;i (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with t ose'pr.Avlslons,. Date: `I ,f ' `_.' Applicant Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. rs IMPORTANT Application is hereby made to the Director of BLilding and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null ancftl'id -- work is not commenced within 180 days from date of issuance of sucfi permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of thie ,City to enter upon the above-mentioned property for inspection purposes. Signature (Owner/Agent)dj• /. '' p'P XK1 Date'' 2/ I/ o .... , a . / ,BUILDING PERMIT PERMIT# DATE' r 1 VALUATION LOT 0(ple,,>149 TRACT 72 2€861 JOB SITE APN ADDRESS 751-260 WAS=10! CIRCLE 7'70.3ND-M OWNER CONTRACTOR / DESIGNER / ENGINEER Mt'. Y lWUMMON 3169 +vOMY.MY. G UrtiX'af'E GLEN 3AU "—'!A 91206 USE OF PERMIT LAIN CI , (_1 HW8 FWV_ i' HOME'S iL IC PALM DETEW C/60)341-2860 f 3,3•PERMIT 001r,4Nf: T 1414C1.rUDR. F+ iPPd3.UYkC'•H CUBTOM CONSTRUCTION 4 3-89.00 OF POPCGt/p.n TIO 15%.f1ti g? 0ARAQWC RMV (XX 244"160 CA 12261 (MI L# 5708 'G0;1+181ldt CfJU d s.t,owso PL.WN CH,BICK %1,393. 1,4 )[ YS1031T -41y000.00 MITCHANICA1. P2R W9.00 ,ra,RCTIRK'.r,.r. 9FFE 101 000-=420.000 4261,(A r€ ILUM0114U . FIZ 101-000-41.9-000 $773.510 STRONO MOTION FRK — i .E311) ':_ 01 -000-M 1, -000 $40.13 GRADING P'6lb l i31 C7t3t) X23 tJr (1 $,2.0.00 t 1 : ?1~'Y( i D alxs ' `Ti: 9zI,S►0'Y:tIU .ta;3A.'!''1 1'ZJ7 •1.litw 1''AC : : f ,E:ii£'7flI C10a9-' i'5 41 yi0'.i.al 5F i e 2 J1 STIJ - xAT. cU.r1RYRUCTIOXKY KAW CfWxyt 1 ' t' x RECEIPT DATE°..1 i BY,,. ..-v"> DATE FINALED s— 2/ INSPECTOR — 0 s INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Forms & Footings Slab Grade D ` _ '. Y if f — Underground Ducts Ducts Return Air Steel Combustion Air Roof Deck _ O Exhaust Fans O.K. to Wrap _ F.A.U. Framing 2- Compressor Insulation _/ - /L Vents Fireplace P.L. - Grills Fireplace T.O. Fans & Controls Party Wali Insulation Condensate Lines Party Wali Firewall Exterior Lath Drywall - Int. Lath _ / -fZ Final �IN 0-t— /�"— Final POOLS - SPAS BLOCKWALL APPROVALS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Water Piping 1c_ Z-5-�Yr Heater Final Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection 'Tk Zp of Encapsulation Gas Piping Gas Test/fid Appliances d y G S? Final COMMENTS: Q� 3-�-?•ol �7 Cg� I Final Utility Notice (Gas) ELECTRICAL APPROVALS - Temp. Power Pole 3 3 O Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G. F.I. Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) v1- 1A2Q Coro — 7,& - l ao Building ,AtlrlraQQ 4 4 " P.O. BOX 1504 APPLICATION ONLY LA QUINTACCALIFORNIA 92253 Owner "` u, /G k v 41t "' BUILDING: TYPE'CONSTC Mailing / / OCC. GRP._ Address 1 (. 7111. G• (yyil Ih i 11..- - I'1f"'i f 1 _ ip'1''ZC JgJtqff'J Legal Description I J Pity- 1!/ t F' l S G ADaress V I -p Out-, \i - fp-11,21-11 Tel. . r State Lic. City' & Classif. I Lic. # Address44 /-e od;t ^1L-` litY Ji, Zlp State /1 ( .,A Lic. # ( . LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5,8usiness and Professions Code: Any city or county which requires a permit to construct, alter, Improve, demolish, or repair any structure, 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 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or thathe is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). I2 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offergd for sale. (Sec. 7044, Buisness 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.) Il 1, as owner of the property, am exclusively contracting with licensed contractors to con- struct 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 who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) i) 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company r7 Copy is filed with the city. O Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of lhp 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. Date Owner NOTICE TO APPLICANT., It, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY 1hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the above. , mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip Sq. Ft. Size Ne`wsr No. No. Dw. Units Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT ( AMOUNT Plan Chk. Dep. Plan Chk. Bat. C / P Const,. _ Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE •'INSPECTOR Issued by: Date Permit Validated by: Validation: WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION Desert Sands Unified School District 47-950 Dune Palms Road Notice: La Quinta, CA 92253 Document Cannot Be Duplicated 760-771-8515 Date 2/13/01 No. 21655 Owner NameMerl Robertson CERTIFICATE OF COMPLIANCE APN # Jurisdiction La Quinta No. 78-160 street Masters Circle City La Quinta Zip 92253 Tract # 28867 Type of Development Comments Lot # 72 Single Family Residence 770-350-008 Permit # Log # Study Area Square Footage 4589 No. of Units 1 At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of 2.05 X 4,589 or $ 9,407.45 the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued Fees Paid By CC/Bank of America - Nancy Christensen Teleph4e 341-2880'., 4i N_ Name on the check By Dr. Doris Wilson i 4 Superintendent Fee collected /exempted by Ellen Patino Payment Received $9,407.15 _ Check No. 2008465676 Signature VOTICE: Pursuant of Assembly Bill 3081 (CHAP 549, STATS. 1996) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to ;ollect them on the District('s)(s') behalf, whichever is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting A FRdm : The Robertsons Order No. 2130872 tolm alecOn Requested ' Lu.n N F tQ p rrg T (t p WHEN RE T 7EII'lVl'A1L" 4 COmpally Merlin E. Robertson Linda H. Robertson 3169 Country Club Drive Glendale, CA 91208-1;13 MAIL TAA STATEMENTS TO: PHONE NO. : 818 9576250 Apr. 29 2000 07:21AM P1 N7 $ U AGb blmE DA Gcoa NOCO.R A R L CAVY LONG REiUND NCMC kJNM A %,,ampuwu vn me constucrauon or value or property conveyed; OR SAME -AS ABOVE : • Computed on the considerntidn or vahm-less•liens ar'' encumbrances remaining at time of sale 1 he-Undcrsi, fart Grantar Ji Signature of Declarant or Agent determining tax -Finn Name NAPN: - j ' TRA6Z GRANT DEED FOR A VALUABLL CONSIDERATION, receipt of which is hereby acknowledged, M TRADITION CLUB ASSOCIATES LLC., a Delaware limited liability company Nhereby GRANT(S) to Merlin E. Robertson and Linda H. Robertson, husband and wife as Community Property the real property in the City of La Quinta County of Riverside State of California, described as Lot 7 2 Tract 28867 (See Exhibit "A" Attached Hcrcto) Dated: May 27, 1999 State of California ) ss Countyof ) On before me, TRAD O A S CIA , LLC., a Del ay ted ha co ny personally appeared All personally known to me Guidan-a to be the person(*whose name(4is/ere subscribed to the BY: within instrument and acknowledged to me that he/slwAhey executed the same in hisl4ekhcir authorized capacity(ko, and that by his/hwAhek— signature(s)on the instrument the persons} or the entity upon behalf of ITS: EXECUTIVE Yj-cE REMIDRNT which the person acted, executed the instrume WITNESS M ND AND OF L S L Signatur ptii iRiA . t Cwmnbk n 11127499 t e aw t +bac—oattoma aN« as oar+v W Comm. $Poo Fab W. 2m, r. III I 11111 Jill III Illu'l ANI) 111111111111111111 Jill e7/2999 of 3 pep (This area for official notarial seal) FRbM The Robertsons PHONE NO. 818 9576250 Apr. 29 2000 07:22AM P2 -4. EXHIBIT "A" Lot 72 of Tract No. 28867, as shown by map on file in book 276 pages 69 through 78 of maps, records of Riverside County, California. TMIS DEED IS MADE AND ACCEPTED SUBJECT TO THE FOLLOWING: Non -delinquent real estate taxes and assessments 2. All matters of record, including without limitation, that certain Declaration of Covenants, Conditions, Restrictions and Reservation of Easements for the Tradition Community, recorded on July 25, 1999 as Instrument No. 262677 and re-recorded August 15, 1997 as Instrument No. 292176 both of Official records of Riverside County, California, which is incorporated by reference herein as if fully set forth at length (the "Declaration"). The Declaration includes, among other matters, certain architectural and development guidelines and restrictions which will apply to the construction of a residence on the above-described lot. PLSASE COMPLETE TM1S INFORMATION RECORDING REQUESTED BY: 07/22/1999 09:00A Fee:12.00 Page 1 o1 3 Doc T Tax Paid 'Tradifion ARCHITECTURAL DESIGN REVIEW January 19, 2001 Via first class mail Ms. Kristi Hanson, Architect 44-850 Las Palmas Palm Desert, CA 92260 - _— Re: Robertson Residence Lot 72, Tract 28867, 78-160 Masters Circle Drive Construction Documents — 2nd Review Dear Kristi, The ADRC of Tradition Golf Club met on December 6, 2000 and reviewed the above referenced submittal.j-These plans_have been approved'to receive a building permit; provided that the following, information.is, forwarded- to, this -office no later than-Februa jT ;-rrf f+ T w `)♦/.ry {'/ may' Trn 1 Ji} , -T-r, r ( 1; s; •t tlI(6 5 r c r -)..-i . .i . 1+ i J J11 4tJ. i $ .l 1J.J{J 14311 ;1 l l!\J Al. l lI -1a;- .28,2001.3 Architectural Review 1. The exterior light fixtures are approved, however, the 60 watt lamps may have to be downsized or frosted lamps installed based on field observation after installation. Landscape Review Hardscape/Site Plan , 1. 'The typical garden wall may not be used on property lines. It must have an offset footing. 2. _ ..Pool waterfalls require that no more than 18" may be exposed to golf.course. Provide -mounding-to reduce;visible heightfrom,golf course.I,o pjrsL f.1JU,_► € C -,Lr: ,1.A ,j1l:tG bjff Z i3UP-C, I), -;-Il `•.Thf j_QL,CCj C3 T.t;:.cylc ;'a t)ffi{Crlug _ Lw ; ,caPlantingc,.o,. !t. Cl;r L_T r cur>()A.G 1. Front yard trees as specified at 36" box size must be standard trunked. If multi - 78505 OLD AvENuE 52 -- LA QuINrA --- CA 92253-1120 --- PHONE 760/564-3355 --- FAx 760/564-2356 trunked,trees are _to be used, minimum 42" box is required. Upsize two front yard trees to 48" box size. 2. California fan Palms at mailbox maybe in .conflict with driveway, please coordinate on final plans. Lighting 1. Provide lighting on mailbox address numbers. Material Board The material board was not approved as the colors, are too dark and appear contemporary. - If you have any questions .or need additional information, please do not hesitate to call. Thank you.. Sincerely, Christina J. Dores Architectural Review Coordinator /cjd cc: M/M Merlin Robertson (via first class mail, 3169 .Country Club Drive, Glendale, CA 91208) . Mr. John Krieg (via fax, 760-340-9426) 0 P- rrEST % 7 L-f vgT G1 CITY OF LA QUINTA PLAN CHECK CORRECTION LIST Young Engineering Services 47-159 Youngs Lane Indio, CA 92201 PLAN CHECK NO.: 0010-149 JOB ADDRESS: 78160 Masters Circle AREA-S.F.- : 5890 January 31, 2001 FINAL CHECK OCCUPANCY: R3/U1 TYPE -OF -CONST.: V -N The submitted plans and specifications have been reviewed by VANDORPE CHou AssocIATES . It is our professional opinion that the plans are in substantial conformance with the building codes and regulations adopted by the CITY OF LA QUINTAand the State of California Amendment. APPROVAL FOR A BUILDING PERMIT IS HEREBY RECOMMENDED SUBJECT TO OBTAINING APPROVALS/CLEARANCES FROM ALL APPLICABLE CITY DEPARTMENTS, AGENCIES, AND ASSOCIATIONS. Plans checked by: . WN' Adrelf' ' Dorothy Gordon VANDORPE CHou ASSOCIATES. 295 N Rampart Street, Suite A Orange CA 92868 (714) 978-9780 VCA File No. LQ -12663A 1 CITY OF LA QUINTA PLAN CHECK CORRECTION LIST Young Engineering Services 47-159 Youngs Lane Indio, CA 92201 PLAN CHECK NO.: 0010-149 JOB ADDRESS: 78160 Masters Circle AREA-S.F.- : 5890 January 31, 2001 FINAL CHECK OCCUPANCY: R3/U1 TYPE -OF -CONST.: V -N The submitted plans and specifications have been reviewed by VANDORPE CHou AssoCIATES . It is our professional opinion that the plans are in substantial conformance with the building codes and regulations adopted by the CITY OF LA QUINTAand the State of California Amendment. APPROVAL FOR A BUILDING PERMIT IS HEREBY RECOMMENDED SUBJECT TO OBTAINING APPROVALS/CLEARANCES FROM ALL APPLICABLE CITY DEPARTMENTS, AGENCIES, AND ASSOCIATIONS. Plans checked by: Dorot y Gordon VANDORPE CHOu ASSOCIATES. 295 N Rampart Street, Suite A Orange CA 92868 (714) 978-9780 VCA File No. LQ -12663A 1 Certificate.of Occupancy City of La Quinta Building and Safety Department This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: Use Classification: Occupancy Group: SINGLE FAMILY DWELLING 78-160 MASTERS CIRCLE R-3 Type of Construction: VN Owner of Building: M/M ROBERTSON Building Official Bldg. Permit No.: 0010-149 Land Use Zone: RL Address: 3169 COUNTRY CLUB DRIVE City: GLENDALE, CA 91208 By: RICHARD KIRKLAND Date: 05-17-02 POSE' IN A CONSPICUOUS, PLACE F James AveneR 5 2- '10 5 Aa N t A c ARR4►1.Za. LA OuINTAt CA, 91225$ f"H+ ,AC- 74.59Aeo Git_t:tJare Two-q' c Q CCNJA222225 CHEERS®. New Consimetion Verification and Diagnosti Testing. CERTIFICATE OF FIELD VERTFICATTON AND'UFAGNGSTICTESTING - /449 AlAf9j!j 4ee,9u6 Project Title Za rUujro _ g .o. Projicct Address 71ea - 341 -,740,o Builder Contact Telephone .I iii t ►C $ t%E / !, 7 - Sl ! — 'i i lid HERS Rater Telephone 1 -of rtifytng Stgnatwe Date I' Date Builder Name Plan Number i7aJP / ioF 3 Sample Group Number r tt Sample House Ndnber 11 Firm. -4AMEHERS Provider: Street Address: LL ?ds`4,WAJ-14 Z61, 64 City/StatcMp: LA "0&: Z-4 Copies to: Builder, HERS Provider HERS RATER COMPLIANCE STATEMENT The botue was: ❑ Tested ❑ Approved as pan of sample toting, but was not tested As the HERS rater providiagdiag:soar<iatestiagaadla.ldv lee , that gly identified on tivs form comply with the diagnostic tested compliance requirements as checked on this form. 2 The installer has provided a copy of CF -6R (lnstatlaana.Cettifieate. ® Distribution system is fully ducted (i.e., does not use building cavities as plenums or platform returns in lieu of ducts) 10' Where cloth backed; rubber adhesive duct tape is installed, masde and drnwbands are used in combioauon with cloth backed, rubber adhesive duct tape to seal leaks at duct connections. CF -4W 9 MINIMUM REQUIREMENTS FOR DUCT LEAKAGE RBDUCTION COMPLIANCE CREDIT Duct-Wsgnostic Leakage-Tes#eg_Rtsuks•-N Imvm Bair! Lei t) Ducr Pressurization Test R ttr Measured values TestLeairsge Ftow iseFK 317_ 1f fan flow is calculated as-40Ac1mLton-"ua1bCF-4tonrtnta calculated value here- 17.00 If fan flow is measured enter measured value hem Leakage Percentage (100 x Test Leakage/Fan Flow) - 3.3 0 Check Box for Pass or Fail (Pass -6% or less) K Q Pass Fail ® THERMOSTATIC EXPANSION VALVE. TX.... Yes ❑ No Thermostatic Expansion Valve is installed and Access is provi4ed fdr inspection ❑ Yes is a pass Pass Fail .Janus Aveneft CCN.,a222225 J. a 5 2– 2 0 5 A4EM I GA GA9.RA14 2 A LA Vint rA, CA. 9426B CHEERS® I'Ho,AE 7(.o . 9„a • 54A4 New Construction' Verification and D.fagnosti 2Et.t.t1 R roo-•4'8 =5aGic. 'resting CERTIFICATE OF FIELD VEWFICATION AND DIAGNOSTIC TESTING CF4R, fi Project Title LA Qd r 0:r I -A. Project Address 4d.),(- ez1,e,49W_4"- Tali- 3f / 2g$0 Builder Contact Telephone ,/ , E Qt -clad – HER nice Telephone C Eying Signature Date Date Builder Name Plan Numbci -W Sample Group Number Gcf A11,4 Sample House Numbcr Firm; a9' 3 &5Qi_Z HERS Provider e f&_ b. E. Z5. Scen Address: 52– " a g2gg :fit 24 City!$tatei ip: LA"G1Jia fiQ 0.. Z_ -Zs 3 Copies to: Builder, HERS Provider HERS RATER -t" MMANCE" S'i A-TEMENr, The house was: ❑ Tested ❑ Approved as pan of sample testing, but was not tested As the HERS rater providing diagnostic testing and field verification, I certifj+ that the douses identified on this form comply with the diagnostic tested compliance requirements as checked on this form 13 The installer has provided a copy of CF -6R (rnsralladon Certificate. ® Distribution system-isfuff r+Mted (i.c., doereottuc building cavities as plenntas-orplatform returns to leu of ducts).. ® Where cloth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combinanon with cloth backed, rubber adhcsrerdsrct•tape- to seati=kx:zrduerconnecd=. .. Wl'OKUM REQUI i' S—F-E o.ttET--LE*' AC#E-REDUCTION COiv MtANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duet Leakage) Measured Duct Pressurization Test Results (CFM Q 25 Pa) values Test Leakage Flow in CFM v? _ If fan flow is calculated as40 cir V1"-aiturssber-0(- ta calculated value here 2~ If farr.ftow is measured enter measured value here Leakage hrcentsge ('rode Test Leakage/Fin Flow) - Check -Box for Pass or Fail (Pa3s-6%. or less) ( ❑ Pass Fail %THERMOSTATIC EXPANSION VALVE (TXV) a Yes ❑ No Thermostatic Expansion Valve is installed and Access is provided for inspection ❑ Yes is a pass Pass Fail J ames.. Avenea.. CCNJA222225• :5 2- 2 0 5 aaE, t oA cAaR9►1 z A . LA OU l►.1?A, CA. 94258 CHEEi?SO I'Ho>iE ?vo . r r 4.594tio New Construction Verification and Diagnosti Gi;t.t_Uaa a_48 .-..• Testing. CERTIFICATE -OF FtEL-aV'LItD'Mi1–rM'AND-DrkCNGSTTC•TESTINC CF -4R 144 AlAlg& Project Title -' Project Address /ads / /a. E. I E,cj 7G0- •!/– 3lSIy _ Builder Contact q / Telephone HERS Rater Telephone Cp fying Signature Date Date LlG71:5z S rJ " g Builder Name Plan Number Semple Group Number/ Go it 2f_141'4 - Sample House Number Firm: / ... 64(HERS-PrwFder... Street Addrem... 2. a4- tet .. CitAtatcmp- Copies to: Builder, HERS Provider HERS RATER COMPLIANCE STA'T'EMENT The house was: Q tested Q Approved as pan of sample testing, but was not tested As the HERS rater providing diagnostic testing_amd field verificatioty I.cettity that the houses identified on this form comply with the diagnostic tested complrance•roqutrements as checked -an ttus form. G The installer has provided a copy of CF -6R. ((n=Uzdoa. Certificate. ® Distribution system is fully ducted (i.e., does not use building cavities as plenums or platform returns to lieu of duds) Where ctothhackcd. rubboF•adltssive dtm-WPe tit»na}le , vr=rieand drawbitads amused in combination with clout backed, rubber adhesive dust tape to seal leaks at duct connections. 0 MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLLANCE CREDIT Duct DlognosttcLetrkWTe$OWRtmkl'(Htztb 6%Ui ct LeakaeeT- s4 Measured Duct PressuritatiowTa Resutt EE Flr4 e-1 3 Pa)" values Test Leakage Flow in CFM 5_ f Clan flow'is catcu(oieG ah.9Dpcfiiitionoambefoa'tons ether calculated value here 1_ IFfan flow is measured enter measured value here r Leakage Percentage (100 x Test Leakage/Fan Flow) - –J— Check Box fb!"Fus or Fail (Pau -6% or less) ❑ Pass Fait THERMOSTATIC EXPANSION VALVE TX U§~ Yes ❑ No Thermostatic Expansion Valve is installed and Access is provided: Forinspection ❑ Yes is a pass Pass. Favi James / vorie,I CCNJA222225 5 2- 2 4 5 ADEN l vA cARRgN -LA l.A oul► Ta, cA. 4R2yg CHEERS® New Construction Verification and ®iagnosti ..GEt.t.ttaa 'Imo.485-550 Testing. CERTIFICATEOF FIELp'VERIFFCATiON AND DIAGNOSTIC TESTING 7S. S !•RAE CF -4R Project Title = Z - Ofd. Datc Project Address61.112('g—& ECJ o ►+C s L/OL% l il• fE / - 3 7% - IZ, Builder Name r ewldcr Contact Telephone IAA plan Number Nl= l rIE LL HERS Racer 76e? ?o $ample Group Number Tltlephonc _..reifying Signature Semple House NuImber Firrras ntE HERS Provider. CMG_ rD.< Street Address: 'j- 70' -. City/Statemip: -J(,g Copies to: Builder, HERS Provider HERS RATER COMPLIANCE STATEMENT The house was: ❑ Tested ❑ Approved u p&M of sample testing, but was not tested As the HERS rater prouidiag•- 5aldver ponj I CertfY thrtt the houses identified on this form comply with the diagnostic tested compl►artce requlmomeats u checked on this form The tnstalla W provided a c4*y-"C' F -6R (In -t'crftftc&w, ® Distribution system is fully ducted (i.e., does not use building cavities as plenums of platform return, in lieu of aucts) Where cloth backed; rubber adhi sivr duct tape is installed, mastic and drawbands ere used in combination with cloth backed, rubber adbesive duct tape to seaj leaks at duct connections. fA MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maslmum 6% Duct Leakage) Duct Pressunzatiort Test Results Cilt+f • . Measured ( ( 2T'Fa) values If fan clow is calculated uADDefirillooTettLeakageTlow in CFM _ -"t►mbesPtor>,-triter calculated value sere /Zap If fan.flaws.is.meawretentermeasuredvatue berc Leaksge-percesuaga { Imo- Fest-LeakagdFwr Flow) - 3. 3 0 Check Box for Pass or Fail (Pu3-6% or less) ❑ Pass Fail E6 THERMOST,,TIC_ EXf,*NS-fQ"At_VF Yes ❑ No Thermostatic-ExpezRion vatv't:-ts installed and Access is provided for inspection RL Cl Yes is 9 pass Pass Fail James Avenetl CCNJA222225. 5 A4EW I oA GAR9,A,112 A LA 01114 Tk, ek, 94268 CHEERS® t'Hvaafr Teo. yva • 59a New Construction Verification and Diagnosti :a:Et.L11 R •f Q. S.,..,ya. Testing. CERTIFICATE OF FIELD-ERMCATTON'AND DIAGNOSTIC TESTING CF -4R 7B -/"o dazi ' S- r2GC c Project Title Project Address -I-A,jL-a&,4,,!&j; ( 7fli- -4f.1- 3060 _ Builder Contact Telephone HERS ter Telephone C lying signature Date ' Date 1"W0147a1 S itiv.e Builder Name 4t- o.pc Plan Number —Xgggs&-*•/ hof 3 Sample Group Number -It d/A Sample House Number F1rm:2_ /,t HERS Provider: "'X.' E i S, Street Address:- Aa,C Jtt2 Zs4s1ZQ.• Ciey/ sellip: }¢' s iTq IEL;. s ` Copies to: Builder, HERS Provider HERS RATER COMPLIANCE STATEMENT The house was. ❑ Tested ❑ Approved U part of sample Ustiag, but was not tested As the HERS rater providing,diagrtoatic teating end.fieW vetificaIIattrlt4cti(j, that tbe.bowwi&ntified on this form comply with the diagnostic tested compliance mquirernents as checked on ttus forts ® The installer has provided a copy of CF -6R (Installation Cettlfleate. ® Distribution system is fully ducted (i.e., does not use building cavities as plecUM3 or platform mums in lieu of ducts) ® where clothsbacked,..rubber.adhesive-dau.tape.is;nna}4ed, mastic' an&d wbM&ground in combiaaoon with cloth backed, rubber adhesive duct tape to seal Ieaks at duct connections, (,Z MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Dlagnosdc Leakage Tesdog Results (Maximum 6% Duct Leakage) Duct Pressurization Test Results (CTM &25—Pi) Measured values Ten Leakage-Ftow is CWI ZA If fan flow is calculated &&A.QWttt4oa-"umbes.of.WMK-mice calculated value hese 2400 If fists flow is measured enter measured value here -- Leakage-Pereentege(-l-W r-TestteakagVTjn flow). y Check Box for Pass or Fail (Pass -6% or less) (2 - ❑ Pass Fail E,i -THERMOSTATICEXPANSION VALVE (TXVy Yes ❑ No Thermostatic Expansion Valve is installed and Access is provided for inspection ❑ Yes is a pass Pass Fait J ..James Avenell CCNJA222225 ,5 2- 2 0 5 1 dA c Pot. R9u Z A LA 10U4414, GA. 94258 • CHEERS®, ."oRE O y`4.5 a New Construction' Verification and Diagnosti ..CP • C EIIUAR 1to0.! 8 7• 3fs.Cs.a .Testirng, CERTIFICATE OF FIELD VERIFICATION AND DIAGNOSTIC TESTING 78 — /G12 Project Title ' P rolcct Addres .Gt . G_ah, zA,5d ie . 3ti1/- v . Builder Contact Teiephane HERS Rater Telephone C06fying Signaauf_. -- r-- ALL Firm: ? Date r Builder Name CF -411 a 3& 3 . Sur* Croup Number Lo Saatplc House Number w S HERS Provider: " Street Address: 2 - ?off _i? r7 7iQ City/Statemp: Copies to: Builder, HEiMProvider lHE RS ••RA'C'ER-COMpt, eE S` ATE G TW .... The house was: ❑ Tested 13Approved•as"pan of sample test bu mg, t was not tested As the HERS rater providing diagnostic testing and field verification, l certify that the boweg Identified on this form comply with the -diagnostic tested.csustpl e mquisernents as. checked orrtlut fmm ® The installer has provided a copy of CF -6R (Installation Cerdfieate, Distributionrys2 i} ducted (i:e., does aoi use building cavities as pluouros or platform rerums in lieu of ducts) Where cloth backed, tubba adhesive duct tape Decked, rubber adhesive tinct tape to seal leak is installed, mastic and dtawbauds are used in combioetion with clout s at duct connections. MINIMUM REQUfftE•lvt rtTSi F<MUUCT' EkKACE-FUMCT.ION COMPLLANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage) Duct Pressurization Tcst.Kestrks.(CFM g23 Pit)- Measured values Test Lett ag fI*w £FI.f. If fan flow is calculated ..a..ouMWI -atora-enter calculated If fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) Check Box for Pass or fail (Pass -6%. or less) ( Pass Fail THERMOSTATLCEXPANStA1. VALVE... 6 -yes ❑ No . ThcrmosAdr--Exluu►si m volveris•ift=ilcd errd Itccess is ,provided for inspection C Yet -it- pass Pass Fait, r -.=;-r_ 2 ✓`_ 12:36 TRADITION GOLF CLUB 760 564 2356 P.01/01 `1raditcon ARCHITECTURAL •DESIGN REVIEW 10,3rch 29, 2001 Via first class mail Mr, Lance Christensen _; F F S . T S N HOMES 4.b-_ ,35 Apache Road Indian Wells, CA 92210 Re: Robertson Residence_' Lot 72, Tract 28867, 78-160 Masters .Circle Setback Inspection, Construction Facilities, Trailer Dear Lance, Tl- is letter will serve as approval for the Setback Observation conducted on Monday, March j.9. X001 at the above referenced lot. ao,wmon, when Y was at the trailers are not permitted ufor' use as c an office. if you would construction office. Storage trailerslan life to place a construction site office trailer on your loot as Use Perini indicated as required by the City on the approved p 5-n. the ADRC office, please provide a copy of your Min of La. Quinta. l von. have any questions or need additional information, please do not hesitate to call. hank you, Sincerely, Cluistina J. Dores Architectural Review Coordinator ce: i1,Tr, and Mrs. Merle Robertson (via Fust class mad) Mindy Gutierrez, PCM (via hand delivery) Dickie Gormley, City of La Quinta (via facsimile) i 7650' OLo AvENuE 52 -- LA QUINTA CA 92253-1120 PHONE 760/564-3355 -- FAx 760/564.2356 I TOTAL P.0 ;i REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED ❑ REINFORCED CONCRETE UCT. STEEL ASSEMBLY ❑ E,4?U/ ❑ POST TENSIONED CONCRETE ❑ ASPHALT /`HER / ❑ REINFORCED MASONRY ❑ FIRE PROOFING JOB LOCATION (7,9 I U7KT2U CLKCA % REPORT SEQUENCE NO. TYPE OF STRUCTURE PERMIT NO. DATE DAY OF WEEK MATERIAL DESCRIPTION A 1r J1 ARCHITECT INS 'TOR HRS. CHARGED ENGINEER ASSIISSTANTSIS HRS. CHARGED INSPECTION DATE L SUB GENECONTRACTOP'o4l/C M -e0 L" -q --t CONTRACTOR M7:S-> -PAS lv LA -'NA F P• L4- i til (, W ( b tK eAIX F -V -0,W -e -S -P- l K VK.o wA GI o5%k—MO L A Nd sAll PA -9 s .= — "AoEe ;L7 aA s r4 ge- u - I— L AA i PAssam Twoi oU) Q l COPY SENT TO CLIENT ❑ CONTI ON NEXT PAGE ❑ PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MV KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. ZTUBE REGISTERED INS E TOR ,3o b 1 DATE bFF REPOAT REGISTER NUMBFR L, REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 TYPE OF INSPECTION PERFORMED O REINFORCED CONCRETE ❑ STRUCT. STEEL ASSEMBLY ❑ Com„ ❑ POST TENSIONED CONCRETE O ASPHALT ❑ OTHER O REINFORCED MASONRY O FIRE PROOFING JOB LOCATION M ASTQ (f` gc t w XV \Irk/ REPORT SEQUENCE NO. TVP F STRUCTURE . PERMIT NO. DA 6 DAY OF WEEK MATERIAL DESCRIPTIO ! ARCHITECT I TOR HRS. CHARGED //pp1( Odd ENGINEER ASSISTANTS HRS. CHARGED INSPECTION DATE GENERAL J C ` SUB l CONTRACTOR )' e j NTSUCTCKi J eUZ- V M Les0 F O l am' C i e fflThcwen o O 1 A kh1 1Yl► e. oNeZ L2A Qs c4k-'tz S S (LAS -e<-t SI uC_ -Fe c coo #h 9 COPY SENT TO CLIENT O CONTIN ON NEXT PAGE 0 PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MV KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. 1 HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. 4NALRE OF REGISTERED I PECTOR b 6r TE OF REPORT REGISTER NUMBER • _i ISPECIAL INSPECTION SE RVIC-E REGISTERED INSPECTOR'S WEEKLY REPORT JON TANDY 37630 Medjool Ave. Palm Desert, CA 92211 Office (760) 772-7192 Fax (760) 772-7193 Pager (760) 776-3338 YPEOF❑ [IPN o REINFORCED CONCRETE ❑ RUCT. STEEL ASSEMBLY ❑ POST TENSIONED CONCRETE ❑ ASPHALT ❑ REINFORCED MASONRY ❑ FIRE PROOFING ❑ "V//SPECTION HER S1,0-6ERFORMED JOB LOCATION . } R-16 O Cwc e LK Qu ` 1 REPORT SEQUENCE NO. T E OF 57jUCTURE w ^ PE1RMIT N0. DE DAY OF WEEK MATERIALDESCRIPTION S ^ A AR6HhTW A `l 1 10 IN C HRS. CHARGED ENGG•IVNNE`ERR U ASSISTANTS MRS. CHARGED INSPECTION DATE GENERAL etA o- SUB '.JV CONTRACTOR CONTRACTOR LW C -e) C: - Av2 T1 COPY SENT TO CLIENT ❑ CONTINUED ON NEXT PAGE O PAGE OF CERTIFICATION OF COMPLIANCE I HEREBY CERTIFY THAT I HAVE INSPECTED TO THE BEST OF MY KNOWLEDGE ALL OF THE ABOVE REPORTED WORK UNLESS OTHERWISE NOTED. I HAVE FOUND THIS WORK TO COMPLY WITH THE APPROVED PLANS. SPECIFICATIONS. AND APPLICABLE SECTIONS OF THE GOVERNING BUILDING LAWS. 9 jZIGNA EIOF REGIS LC6-b-TFOEHNS6- 17 DATE of REPORT REGISTER NUMBFR A P ffini Heat ATS PCB E Demur llo. Tol. I Pt Irl f13(, will Ills mm■ no In WOM MOM 11 ME= MEM INIZA 34 we 3 t S.P. m MIPS :wM UjM0 C:"> Had 1(0 0Bks a .1zC L'e b.P_ I Al Rdl B f Esu= j Ti `ebum" t am Harp ae+e (m 1 E EIffs"'I'Male3t (i ate)i s MS LXS "Materials and Weldments conform to plans and specifications and AISC, and AWS Dl.l Shippia4 Mark Special Deputy Insp. 905 SHM s INLAND INSPECTIONS & CONSULTING PMB-2.83 0 231 E. Alessandro Blvd., No A e Riverside. CA 92508 (909) 776-1981 e FAX (909) 776-1982-' REGISTERED INSPECTOR'S DAILY REPORT - Date: .30 - 4 / Page of 2 Type of Inspection: trig- lf'ral-5 0— r_;- -7 s oe,f Job No.: /0 92- 7A C CERTIFICATION OF COMPLIANCE I hereby certify that I have Inspected, to the best of my knowledge, all of the above reported work unless otherwise noted. I have found this work - to comply with the approved plans. specifications, and applicable sections of the governing building laws. Signature of Registered Inspector lrf r L0e% %SAIr INLAND INSPECTIONS & ONSULTING PMB-283 e 231 E. Alessandro Blvd., No A = Riverside, CA 92508 (909) 776-1981 - FAX (909) 776-1982 TRASONIC TESTING REPORT Client: h , • Date: V--& -c Job No.: legZ-,-A Invoice No.: Report No.: Reviewed By: Project: od. son/ecs, ' ,dK Code: AWS D1..1 Fabricator: km,yx- Sr+ee % Technician: li4 ASNT Level: II Welding Process:Skirface: Cle a Equipment: 6 Probes: [ ]Normal [X]Angle [X]High Energy [ ]Normal Energ Calibration: MSound Path [ ]Projected Distance CoOlant: [ ]Oil [ ]Grease MPaste [ ]Glycerine f (Other: REMARKS:/7-- Item Identification Decibel ReadinT_—' Defect Location W W'W - -m-----© REMARKS:/7-- INLAND INSPECTIONS & CONSULTING PMB-283 e 231 E. Alessandro Blvd., Nb A - Riverside, CA 92508 (909) 776--1981 e FAX (909) 776 -1982 - REGISTERED INSPECTOR'S DAILY REPORT Date: Page of Z Type of Inspection: - 'as ar .rdt soe f, a Job No.: O /4 CERTIFICATION OF COMPLIANCE I hereby certify that I have Inspected, to the best of my knowledge, all of the above reported work unless otherwise noted. I have found this work to comply with the approved plans, specifications, and applicable sections of the governing building laws. Signature of Rsglstered Inspector U T /,%I7- %SIU a INLAND INSPECTIONS & CONSULTING PMB-283 e 231 E. Alessandro Blvd., Nb A - Riverside, CA 92508 (909) 776--1981 e FAX (909) 776 -1982 - REGISTERED INSPECTOR'S DAILY REPORT Date: Page of Z Type of Inspection: - 'as ar .rdt soe f, a Job No.: O /4 CERTIFICATION OF COMPLIANCE I hereby certify that I have Inspected, to the best of my knowledge, all of the above reported work unless otherwise noted. I have found this work to comply with the approved plans, specifications, and applicable sections of the governing building laws. Signature of Rsglstered Inspector U T /,%I7- %SIU INLAND INSPECTIONS SC CONSUATING PMB-283 ° 231 E. Alessandro Blvd., No A - Riverside, CA 92508 (909) 776-1981 • FAX (909) 776-1982 &LLLTRASONIC TESTING REPORT ::lient: w.. y .Z 6 °ecf.o.1 Date: 09-01 Job No.: f q $27.,19 Invoice No.: Report No.: -II Reviewed By: 'roject: /Qd ; sp„ ¢s v+. Code: AWS D1..1 =abricator: ( d -'-s sme a Technician:0, 64a -t-. ASNT Level: II Nelding Process: FGq-u) Sprface: Gl eo-vim quipment.p Probes: [ ]Normal [X]Angle [X]High Energy [ ]Normal Energy :alibration: [XISound Path [ ]Projected Distance Couplant: [ ]Oil [ ]Grease [X]Paste [ ]Glycerine [ ]Other: I REMARKS: Item Identification Decibel Reading Defect Location N' W EEMENOMENION MEMO I REMARKS: r RO'Bl-".'jR j,S0N RESIDENCE! WETSIGNED RESIDENTIAI. COMMERCIAL S FLOOR TRUSSES 85-435 MIDDLETON STREET, THERMAL CALIFORNIA 92274 '7 LA OFFICE: (760) 397-4122,o FAX- (760) 397-4724 z CITY OF IN I A BUILDING & SAFETY DEPT. www.spates.com APPROV=n FOR CONSTRUC DATE d BY y =MECHANICAL 'INSTALL ATION eaenp aU alr 60' ! a t.t. Mb Y.tll rl . - .. Ot.Mv d•1 ' Truss spent greater then 60'. i Appro xtn..Wath xtnabi .. emobrf/ to ! tp' Tp Truss spans less than U- A.. re. b -re. b mein i •eereb..t.M xb xnm Fupoi Tp xb xtn_ Truce spans greater than 60'. i © W.Maa♦01 be0' TW lL . 9prda W Te.b Twb 1 ! xbMtu. MpM I Maapl bw T-9 Truss Spans 30' to 60'. te. WARPNNQ Do nol i!k eln e pusses With i i i 1 ' GROUND BRAtCING SYSTEM: BUILDING EXTERI4R s aB. Top cnae Typha Vwtkw •Ila b i EUE W WO W EM W.e SM Pon T.V !`.IwrE A,el. Jing yad. asW &(s ed ! E o'aaae..o . 3 1 v a.a aa sut. a eieia rte«. TTWea ".mans rb t b. wen wpb nets Ont mcamn £1 Tl 0 III I T13 III 1 T10 00 co 00 T11 T12 T11 Z7 C- ID 77 O O O 0 CD C° DESIGNED BY: JOB DESCRIPTION: -n m ;u '!z z cn O GS ROBERTSON RESIDENCE O z r 0 n iiiMl' JOB LOCATION: 78160 MSTRS CRCL TRADITIONS r m = = = m = = = m s = = = w IKUt3KISN-KUBLKIS0N RESIDENCE - T1 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF #1/#2 ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. BOT CHORD 2x4 SPF #1/#2 UEBS 2x4 HF Std/Stud DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. 10 PSF BC LIVE LOAD PER UBC. W4X4 W2X3 W2X3 0 5 r— — 5 11-9-8 W3X5(Al) - W5X4 = W5X4 = W3X5(A1) 13-0- R=1062 W=5.5" 26-0-0 Over 2 Supports 11 13-0-0 I R=1062 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.25" Ft. —WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE Crpc T C L L 16 . 0 P S F R E F R795--49879 INSTITUTE. SB3 D'ONOFRIO DR., SUITE 200, MADISON, NI 53219), FOR SAFETY PRACTICES PRIOR TO ( QOrLJv/o PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL NAVE PROPERLY ATTACHED _d`y w C ` T C DL 14.0 P S F DATE 0 1 / 0 9 / 0 1 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. f "IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED h 'y BC DL 7.0 PSF DRW CAUSR795 01009085 PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;' ANY FAILURE TO CCCYYY BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND LU ALPINE BRACING OF TRUSSES. THIS DESIGN CONFORMS NIT" APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN 45 r 20 BC LL 0.0 P S F CA -ENG GTP/CWC LPINE CONNECTORSCATAREPMADU8LES0 FD2 OGATASTMHA653ER I AGR40RE AN 0GAL V. STEEL. EX CE PTPA ER I ASON) AND NOTED. TAPPLYACONNECTORS TO 1 * TOT . L D . 37 .0 P S F S E O N - 39566 EACHFACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER / ry , DRAWINGS 160 A,Z. THE SEAL OH THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING C1Y11. ` D U R .FAC . 1 .25 F R 0 M G S Alpine Engineered ProductsInc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ! / Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER O! YA , SPACING 2 4. 0 " ANSI/TPI 1 1995 SECTION 2. r m m m m m= m m=== m===== m (KUBKISN-KU8EKTS0N RESIDENCE - T2 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 (+)EBS 2x4 HF Std/Stud 10 PSF BC LIVE LOAD PER UBC. W3X5(A1) - 11 6-0 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ROOF OVERHANG SUPPORTS 2.00 PSF SOFFIT LOAD. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. ED W04 W2X3 W2X3 iii 5 r 5 0-6-12 11-9-8 W5X4 13-0-0 LE 25-5-8 Over 2 Support R=1053 W=5.5" W5X4 12-5-8 W4X4(B2) R=931 W=5.5" PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.25" Ft. **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE QFESs 04- TC LL 16.0 PSF REF R795--49880 INSTITUTE. HES D'ONOFRIO DR., SUITE 200, MADISON, MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ( TC DL 14 .0 P S F DATE 0 1 / 0 9 / 0 1 STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPOtI S IB LE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO y a I i L7 F B C D L 7.0 P S F D R W CAUSR795 01009086 A L P I N E BUILD THE TRUSSES IN CONFORMANCE NITH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC IFICAT i ON PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPIHE CONNECTORS ARE HAD OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO 5 r 1 B C TOT L L _ . L D . 0.0 3 7 . 0 PSF P S F CA -ENG S EON GTP / C W C - 39570 Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHER ISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS CCONPONEENT1FOR99ANSECTRTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER / 4P CIV11. @ w ,` r Y { O U R . FAC. 1 .25 F R 0 M G S SPACING 24 . 0 " r m m m m m m m m m m m= m r m r= m (KUUKIJN-KUBEKISON RESIDENCE T3 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 REBS 2x4 HF Std/Stud W3 T 2-0-4 W2X THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. R=630 17-0-8 Over 2 Support W2X3 III R=613 W=5.5" 5-0-0 10-0-12 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. —WARNING— .TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. REFER TO HIO -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, N1 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED ST AI PANELS. BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. " IMPORTANT`* FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TOBUIL oeQFESs' Q I,, ( \{ _p _ a W ` y P - ' 'Jn D V (3 TC TC BC LL DL DL 20 .0 10 .0 7 .0 PSF PSF PSF REF DATE D R W R795--49881 01/09/01 CAUSR795 01009087 ALPINE IDSG(NATIONALIDESIGN BR ACINGHOFTRUSSES IN TRUSSES. COTHI DESIGNFORMAN CE IC0NFORMSTH TPI: OWITHAAPPLICABLE PROVVISIONSSOFPN) a 111 45 r - B C L L 0.0 PSF C A -ENG GTP/CWC SPEC A ON AND IN MA653AGR40FOREST TAPPLYACONNECTORS ' Alpine Engineered Products, Inc. .Sacramento, CA 95828 MADESOFD20GATASTMME CONNECTORSLP AREGALtl.AND STEEL. EXCEPTI ASI NOTED. TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUI TAB IIITY AND USE OF THIS ANSI7TPIT1 FOR ANSECTIONCULAN BUILDING IS THE RESPONSIBILITY OF TME BUILDING DESIGNER, PER * / Clyq. w ` wf yAY • TOT . L D . 37 .0 PSF S E Q N - 39710 D U R FAC. 1 .25 F R 0 M G S SPACING 24.0" M=== M r M r M= M M= M== M M TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud ** THE MAXIMUM HORIZONTAL REACTION IS 3321# ** TRANSFERS 310.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<DRAG TRUSS>> W: T 1-10-12 HS4 W2X3 III Inl3 VYIu rKcrAKEu rRurl uu19YU1cN 11Vrui tLVAU3 h DI Mt N31VIY3) 3LIUM111tU DI INU33 19r K. NEGATIVE REACTIONS) OF -292# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. 5-0-0 10-0-12 E 11-0-0 Over 2 Supports R=592/-218 Rh=3321/-3321 R=655/-292 W=5.5" TSF PLT TYP. High Strength,Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- -WARNING'* TRUSSES REDIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACIUG. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO DR., SUITE 200, MAD:S011, XI 53119). FOR SAFETY PRACTICES PRIOR TO PERF ORMING THESE FUNCTIONS. UNLESS 0THE RNISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED p FESS { tl w TC TC LL DL 20 10 .0 0 P S F P S F STRUCTURAL PANELS. BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. C (• ( P . . ALPINE **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING ANO BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN y 5 y 8C p ° C DL L L 7 .0 0.0 P S F P S F SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) ANO TPI. ALPINE '1 CONNECTORS ARE WADE OF 20GA ASTM A653 GR40 GALV, STEEL, E%CEPT AS NOTED. APPLY CONNECTORS TO * 10 T L D 37 P S F Alpine Engineered Products, Inc. Sacramento, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANS;OTEE;T,.,RR ANSECTIOICUL2.AR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER • t A,,{ . . .0 D U R .FAC . 1.2 5 SPACING 24. O Scale =.375"/Ft. REF R795--49882 DATE 01/09/01 D R W CAUSR795 01009088 CA -ENG GTP/CWC SEQN - 39707 FROM GS (KU0K1JIN-KUbtK1JUN KtJIULNCE - T5 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 I4EBS 2x4 HF Std/Stud 0.25 W2X3 III ALPINE Alpine Engineered Products, Sacramento, CA 95828 Inc. W3X4 = T 13 T 2 0-4 P S F PSF P S F P S F P S F R E F R795--49883 DATE 0 1 / 0 9 / 0 1 D R W CAUSR795 01009089 CA -ENG GTP / C W C S E O N - 39702 1-10-8 SPACING 24.0 " 10-0-12 W3X4 = W2X3 III -7-1-0 Over 2 Supports R=262 R=262 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18. 2f3 CA/2/-/-/-/R/- Scale =.375" Ft. ALPINE Alpine Engineered Products, Sacramento, CA 95828 Inc. *WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND *BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CN ORD SHALL HAVE A PROPERLY ATTACHED RIG 10 CEILING. 'IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED *PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AHD BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN CLPINE OHNECTSPEC IORSIAREPMADEUs SOFD20GATASTMHE MA653AGR40REST GALVANSTEELERE%CEPTIASINOTEDND TPI APPLYACOHNECTORS TO EACN FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSIT10N CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THfS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS AOSI/TPIT1F1995NSECT10NC2LAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER Ap OFESSIQII { W. F WCC n two = 10 77 1 * CIY11. s J CA1aF0 Y TC TC 8C B C TOT LL DL DL L L . LD. 20 10.0 7 0.0 37 . 0 .0 .0 P S F PSF P S F P S F P S F R E F R795--49883 DATE 0 1 / 0 9 / 0 1 D R W CAUSR795 01009089 CA -ENG GTP / C W C S E O N - 39702 D U R .FAC . 1 .25 F R 0 M G S SPACING 24.0 " (ROBRTSN-ROBERTSON RESIDENCE - T6 ) THIS DWG PREPARED FROM COMPUTER TNPIIT (I OAn, R DTMFNSTONSI SIIRMITTFn RY TRIISS MFR TOP CHORD 2x4 SPF #1/#2 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud PROVIDE FOR COMPLETE DRAINAGE OF ROOF. T 1-9-7 1 W2) W3 W4X4 W2X3 III —5-9-8 Over 2 Supports-- R=214 R=197 W=5.5" 5-0-0 10-0-12 Com' PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. - A L P I N E Alpine Engineered Products, Sacramento, CA 95828 Inc. **WARNING**TE .ES 91UIR(HAIIDLREME CARE IN ING NSTALLI GAAIID BR CING)HARPUBLISHED By TIPI INSTALLING (TRUSS PLATE RACTICES PRIOR TOo INST ITPERFORMING TMESE583 DFUNC14 OTIONSIO DRUNLESSTOTHERNDo.ISEDIND%ATED, TOPICHORDFSHALLFNAVEPPROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SMALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT '• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS NITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SNONN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER{ ANSI/TPI 1-1995 SECTION 2. p 4 ` d w v l V 45 I * C • y, t TC T C BC B C TOT LL D L DL L L . L D . 20.0 10.0 7 0.0 3 7.0 .0 PSF P S F PSF P S F P S F REF R795--49884 DATE 01/09/01 D R W CAUSR795 01009090 C A -ENG GTP / C W C S E A N - 39699 D U R .FAC . 1.25 F R 0 M G S S P A C I N G 24. O " (ROBRTSN-ROBERTSON RESIDENCE - T7 1 THIS DWG PREPARED FROM COMPUTER INPUT (I DADS R nIMFNSIONS) SIIRMTTTFD RY TRIISS MFR_ TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud ** THE MAXIMUM HORIZONTAL REACTION IS 2469# ** TRANSFERS 310.00 PLF ALONG TOP CHORD THROUGH TRUSS TO SUPPORT(S) WHERE INDICATED. DIAPHRAGM AND CONNECTIONS ARE TO BE DESIGNED BY ENGINEER OF RECORD. <<DRAG TRUSS>> T 1-10-12 1 W3 W5; W2X3 III 5-0-0 10-0-12 i---8-3-0 Over 2 Supports— R=562/-282 Rh=2469/-2469 R=608/-339 W=5.5" NEGATIVE REACTION(S) OF -338# MAX. (SEE BELOW) REQUIRES UPLIFT CONNECTION. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. (ED PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. A L P I N E Alpine Engineered Products, Inc. Sacramento, CA 95828 `WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND *BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, SB3 D'ONOFRIO DR., SUITE 200. MADISON, XI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM OR SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. `IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION COIITRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALP INEI CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV, STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A- Z* THE SEAL ON THIS DRAWING 111DICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1.1995 SECTION 2. e OFESS/p,{r . ` y ! W. tC FyC V' _' y 1 Yff OC 5 r * ws 1. V- t Y CO 1 TC TC BC B C T 0 T LL DL DL L L . L.D. 20.0 10.0 7.0 0. 3 7 0 .0 PSF PSF PSF P S F PSF REF R795--49885 DATE 01/09/01 DRW CAUSR795 01009091 CA -ENG GTP / C W C S E Q N - 39717 D U R .FAC . 1 .25 F R 0 M G S SPACING 24.0 r m m m m m m m m mm mm mm m m m m. (KL)ISK I J14-KUntKISUN KtJIULNCt - 18 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF #1/#2 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. BOT CHORD 2x4 SPF #1/#2 OEBS 2x4 HF Std/Stud PROVIDE FOR COMPLETE DRAINAGE OF ROOF. T 1-7-0 1 _ 0.25 W3X10 = W2X3 III w iYi n W2X3 III R=446 W3X16 - 12-0-8 Over 2 Supports R=446 W2X3 III T 1-4-0 +13-6-0 0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. '*WARNING** tREFERRUSSES TO MIB 91 R(HANDLING INSTALIEXTREME CA E RING AND BR CING)„AR PUBLISHED BYP TPI INSTALLING PLATE INSTITUTE, 583 O'ONOFRIO OR.. SUITE 200, MADISON. MI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. _1 IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO I( Q OFESS/p (J w .O y TC TC BC LL DL DL 20.0 10 7.0 .0 PSF P S F PSF REF DATE D R W R795--49886 01/09/01 CAUSR795 01009092 ALPINE BUILD THE TRUSSES IM CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE 0438 r - ' BC ILL 0.0 PSF CA -ENG GTP/CWC Alpine Engineered Products, Inc. Sacramento, CA 95828 CONNECTORS ARE MADE OF 20GA ASTM AS 53 GR40 GAL V.STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIREERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPON E IIT DESIGN SHOWN. THE SUITABILITY AND USE OF THISi COSI/TPIT1FO995ANY SE PARTICON ULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER * / ` w ,t Y ` * @ T 0 T . L D . 37 .0 P S F S E Q N - 39617 D U R .FAC . 1.25 FROM G S SPACING 2 4 . 0" r r r r r r r r ■■ r r ■s r r r r r r r iononrc. TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 PLEBS 2x4 HF Std/Stud DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. T 1-7-0 1 InIz. uwu YKCYAKtU 1'KUM L.UMVUItK INFLII (LUAU) 6. U1Mt W>IUNJ) JUNMIIILU MY IKUJ . MtK. 2 Complete Trusses Required NAILING SCHEDULE: (0.131x3.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. 0.25 W3X4 — W2X3 III W'1X4 = W2X3 III R=446 W3X7 = 12-0-8 Over 2 Supports R=446 W2X3 III T 1-4-0 +13-6-0 T`1 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. A L P I N E Alpine Engineered Products, .Sacramento, CA 95828 Inc. "WARNING — TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'ONOFRIO DR., SUITE 200, MADISON, N1 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESEFUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ""IMPORTANT" FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PR ODUCiS, INC. SHALL NOT BE RESPONSIBLE FOR A11Y DEVIATION FR OH THIS DESIGN; ANY FAILURE TOj BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, P05111011 CONNECTORS PER DRAWINGS 160 A 2. THE SEAL ON THIS OR AWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHONN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. p pFESSlp, { W. , 01 ' y 45 * s s A ,cO Vr r f T C TC BC p B C TOT LL DL DL LL . L D . 20 10 7.0 0.0 3 7.0 . 0 .0 P S F P S F PSF P S F P S F R E F DATE DRW CA -ENG S E A N R795--49887 01/09/01 CAUSR795 01009093 GTP/CWC - 39620 D U R .FAC . 1 .2 5 FROM G S SPACING 24.0" (ROBRTSN-ROBERTSON RESIDENCE - T10 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud :W2, W8 2x4 SPF #1/#2: PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W3X8 = W3X4 MAX JT VERT DEFL: LL: 0.25" DL: 0.22" RECOMMENDED CAMBER 3/8" DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W 2 X 3 III W3X4 = — 0.25 0V^ 0 ON MEMO ME MEN NINE W2X3 III W3X8 = W6X8 = W3X8 = W2X3 III 20-2-8 Over 2 Supports R=748 R=748 1T 0 +13-6-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. —WARNING— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI(TRUSS PLATE ncl0 FES$ TC LL 20 . 0 P S F R E F R 7 9 5-- 4 9 8 8 8 INSTITUTE, 583 D'ONOFRIO DR., SUITE 200. MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED. TOP CHORD SHALL HAVE PROPERLY ATTACHED OCr Q W. ', TC DL 10.0 P S F DATE 01/09/01 ALPINE STRUCTURAL PANELS. BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES I CONFORMANCE MI TH TP 1; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINEI CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO Ci 45 r a B C BC TOT D L LL L D 7 0.0 37 . 0 P S F PSF P S F D R W CA -ENG S E O N CAUSR795 01009094 GTP/CWC - 39633 Alpine Engineered Products, IttC. 58Cf8IT12I1t0, CA 95828 EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAW IIIGS 160 A-1. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANS I O/ T P 1T 1 F11995ANY SECTIONC2 LAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER / p •- yy C w ,t ♦ r C ` . . .0 D U R . FAC. 1 .25 FROM G S SPACING 24.0" 1JVIV RCJ1UC.I4LC - I11 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W2X3 III W4X12= W3X4- — 0.25 IHIS UWU PKtPAKtU tKUM CUMPUILK INPUI (LUAUS & UIMtNS1UNS) SUBMIIILD BY IKUSS MVK. MAX JT VERT DEFL: LL: 0.18" DL: 0.15" RECOMMENDED CAMBER 1/4" DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. W2X3 III W4X10 -' W3X7 = W3X10 18-6-8 Over 2 Support R=686 R=686 W2X3 III T 1-4-7 +13-6-0 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. *WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, REFER TO HIB.91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. SBS D'ONCT10O DR., SUITE 200. MADISON, HI 53719). FOR SAFETY PRACTICES PRIOR TO' PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL NAVE A PROPERLY ATTACHED RIGID CEILING. OFES S/0, ~ I W. C �yC TIC T C LL D L 20 . 1 0 . 0 0 P S F P S F R E F R795--49889 DATE 01/09/01 ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 *IMPORTANT** FURNISH ABC OPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED *PRODUCTS, INC. SHALL NOT E RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND01 M BRACING OF TRUSSES. THIS OE SIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE' CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-2. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS ANSI/TPIT1-1995NSECTIONCZLAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER �10 i V = CO-fT 5 Ir ws 1r��Y V_ r w Qr 4A�!`O BIC BC TOT DL LL . L D . 7 .0 0.0 37 .0 PSF PSF P S F D R W CAUSR795 CA -ENG GTP/CWC S E Q N - 39652 01009095 OUR . FAC. 1.25 FR0M GS S P A C I N G 24 . n,, (ROBRTSN-ROBERTSON RESIDENCE - T12 1 THIS DWG PREPARED FROM COMPUTER INPUT (IOADS R DTMFNSTnN51 SIIRMTTTFn RY TRIISS MFR TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud IDEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. W2X3 III W3X4 W3X4 = — 0.25 1-9-1 1 2 Complete Trusses Required NAILING SCHEDULE: (0.1310.0_g_nails) TOP CHORD: 1 ROW @ 12" o.c. BOT CHORD: 1 ROW @ 12" o.c. WEBS : 1 ROW @ 4" o.c. USE EQUAL SPACING BETWEEN ROWS AND STAGGER NAILS IN EACH ROW TO AVOID SPLITTING. Cl2 D W2X3 w W3X4- W3X7- 18-6-8 Over 2 Support R=686 W3X4 - R=686 W2X3 III T 1-4-7 +13-6-0 PLT TYP. Wave TPI' -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. A L P I N L INE Alpine Engineered Products, Sacramento, CA 95828 Inc. **WARNING** TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 D'010FRIO DR., SUITE 200. MADISON, WI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE IND)CATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. *IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED *PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM TN IS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SNIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GRID GAL V. STEEL, EXCEPT AS NOTED . APPLY CONNECTORS TO EACH FAC E OF TRUSS, AND UNLESS DTH ERNI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A-1. THE SEAL 11 THIS DRAWING INACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AMD USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE ANSI/TPI 1-1995 SECTION 2. BUILDING DESIGNER, PER e Cc pc Q of LSS Ok! d w eFy P n n= r 5 r — * C •c OF CALM TC T C B C B C T 0 T LL D L D L L L . L D . 20.0 10.0 7.0 0.0 37.0 P S F P S F PSF P S F PSF R E F R795--49890 DATE 01/09/01 D R W CAUSR795 01009096 CA -ENG GTP/CWC S E 0 N - 39655 D U R .FAC . 1.25 F R 0 M G S S P A C I NG 24. 0 " tKVLSKIJN-KUt$tKISUN KtS1UENCt - 113 TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 REBS 2x4 HF Std/Stud W2X3 111 — 0.25 W3X4 = T1-9-1 W3X4- W2X3 111 -5-6-8 Over 2 Supports R=205 R=205 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. T13 PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. A L P I N E Alpine Engineered Products, Inc. Sacramento, CA 95828 —WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 583 D'ONOFRIO OR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO STRUCTURPE R FOR M'AL PANELS,.0TTOMTI NSCH0R0 SHALLLUNLE HHAVEERW SA PROPERLYDATTACHEDORD RIIGIDACEK ING,PROPERLY ATTACHED *'IMPORTANT— FURNISH A COPY OF .THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI TH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AILD BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PRSSOCOVISIONS OF NDS (NATIONAL DESIGN CONNECTOR SSPECIFICAIAREPMADESOF0BY 20GATHE ASTMMA653AGR40REST GALV ANSTEELERE% CEPTIASINOTEDAND TAPPLYALP CO INEC TORS TO EACH FACE OF TRUSS, AND UNLESS OTHERHI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A,Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OESI GN SH N. THE SUITABILITY AND USE OF THIS COSIONENT1FORAN SECTPART ICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER p OFESS/prI 4Ay { " ! W. y^ r y C r 2001 p C fr -` w `t (/ Y ` T C TC 8C B C TOT L L OIL DL L L AD. 20 10 7 0.0 37.0 . 0 . 0 .0 P S F P S F PSF P S F PSF R E F DATE D R W CA -ENG SEON R795--49891 01/09/01 CAUSR795 01009100 GTP / C W C - 39658 D U R .FAC . 1 .2 5 FROM G S SPACING 24. 0 " (ROBRTSN-ROBERTSON RESIDENCE - T14 1 THIS DWG PREPARED FROM COMPUTER INPUT (TOADS R DIMFNSTONSI SIIRMTTTFn RY TRIISS MFR_ TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud FASTEN RATED SHEATHING TO ONE FACE OF THIS TRUSS. W3X4 = 0.25 _ W2X3 III 2-6-0 T 1-6-11 10-0-12 W2X3 III W2X3 III 2-8-2 Over 2 Supports R=83 W=5.5" R=98 DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. PLT TYP. Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. ALPINE Alpine Engineered Products, Inc. Sacramento, CA 95828 *BRACING. G*REFERRUSSES TO HIB 91 IR(HANDLING ISTALLI GEME CARE IN AND BRLING)HANDLING. PUBLISHED BYSHIPPING. TPI INSTALLING PLATE INSTITUTE, 583 D'ONOFRIO DR.. SUITE 2Do. MADISON, XI 53719), FOR SAFETY PRACTICES PRIOR TO STRUCTURAL PANELSNG THESE FUBOTTOMSCHORDESHAOLHHAVESA PR OPERLYOATTACNEDORIDGIDACEILING.LL HAY E PROPERLY ATTACHED **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINE, RED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO AND BRACIINGUIL HOFTTRUSSESRUSSES R LOTHI DESIGNFORMANCE ICONFORMSTH TPI; OWITHAAPPLICABGE PROVISIONSLING.SOFPNDSG(NATIONALINSTAL IDESIGN CONNECTOR SCAT IAREPMADESOFHE D20GATH EASTMMA653AGR, 0R E ST GAL Y' STE EL PAPER ASSOCE I CEPTIASINOTEDND TAPPLY ACON IE CTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A -Z. THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. p QFESS Q W. C ^ 0 r }Yf l r a C CIY11. CA1. TC T C BC BC TOT LL D L D L ILL AD. 20.0 10 7. 0.0 37.0 . 0 0 PSF P S F P S F PSF PSF REF R795--49892 DATE 01/09/01 D R W CAUSR795 01009097 CA -ENG GTP/CWC SEON 39670 D U R . FAC . 1 .25 FROM G S SPACING 2 4 . 0 " (KUBKISN-ROBERTSON RESIDENCE - T15 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF #1/#2 MAX JT VERT DEFL: LL: 0.16" DL: 0.13" RECOMMENDED CAMBER 1/4" BOT CHORD 2x4 SPF #1/#2 WEBS 2x4 HF Std/Stud DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PROVIDE FOR COMPLETE DRAINAGE OF ROOF. T 2-6-0 1 W2X,) III T15 0.25 R=656 14=5.5" 18-2-8 Over 2 Support W2X3 III R=674 W=5.5" T 1-10-9 10-0-12 PLT TYP.- High Strength,Wave TPI -95 Design Criteria: TPI STD 18.2f3 CA/2/-/-/-/R/- Scale =.375" Ft. A L P I N E Alpine Engineered Products, $RCrBttietl[O, CA 95828 Inc. "WARNING— TRUSSES REOUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO HIB -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 503 D'ON OFR IO DR., SUITE 200, MADISON, NI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. —IMPORTANT— FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE NI TH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING AND BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY TME AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MADE OF 20GA ASTM A653 GR40 GALV. STEEL, EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRAWINGS 160 A - I. THE SEAL ON THIS ORANING INDICATES ACCEPTANCE OF PROFESSIONAL ENGIHEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY PARTICULAR BOf LDING IS THE RESPONSIBILITY OF THE BU ILOING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. C p�Q`ESS�o4- `��'p�t�,y� �r 1D y = r * w s 4 V- �Of CA1� TC TC BC B C 10 T LL DL DL L L . L D . 20.0 10.0 7. 0.0 37.0 D PSF PSF PSF P S F PSF REF R795--49893 DATE 01/09/01 DRW CAUSR795 01009098 CA -ENG GTP / C W C S E Q N - 39667 D U R .FAC . 1 . 2 5 FROM G S SPACING 2 4.0 " (ROBRTSN-ROBERTSON RESIDENCE - T16 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. TOP CHORD 2x4 SPF #1/#2 BOT CHORD 2x4 SPF #1/#2 WEBS 2x4.HF Std/Stud PROVIDE FOR COMPLETE DRAINAGE OF ROOF. T 2-6-0 1 W2X3 III 0.25 W2X3III W2X3III W3X4= W2X3III -1-9-6- --8-3-0 Over 2 Supports R=288 W=5.5" R=305 MAX JT VERT DEFL: LL: 0.21" DL: 0.18" RECOMMENDED CAMBER 3/8" DEFLECTION MEETS L/240.00 LIVE AND L/180.00 TOTAL LOAD. PLT TYP. Wave TPI -95 Design Criteria: TPI STD **WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. REFER TO HIS -91 (HANDLING INSTALLING AND BRACING). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 583 O'ONOFRIO DR., SUITE 200, MADISON, XI 53719), FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED, TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS, BOTTOM CHORD SHALL NAVE A PROPERLY ATTACMEO RIGID CEILING. **IMPORTANT** FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ALPINE ENGINEERED PRODUCTS, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSES IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPl11G, INSTALLING AND A L PI N E BRACING OF TRUSSES. THIS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPECIFICATION PUBLISHED BY THE AMERICAN FOREST AND PAPER ASSOCIATION) AND TPI. ALPINE CONNECTORS ARE MAOE OF 20GA ASTM A653 GRID GALV. STEEL. EXCEPT AS NOTED. APPLY CONNECTORS TO EACH FACE OF TRUSS, AND UNLESS 0THERNI SE LOCATED ON THIS DESIGN, POSITION CONNECTORS PER DRANI NGS 160A-1' THE SEAL ON THIS DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING Alpine Engineered Products, Inc. RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DESIGN SHOWN. THE SUITABILITY AND USE OF THIS Sacramento, CA 95828 COMPONENT FOR ANY PARTICULAR BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PER ANSI/TPI 1-1995 SECTION 2. 18.2f3 CA/2/-/-/-/R/- TC LL 20.0 PSF TC DL 10.0 PSF BC DL 7.0 PSF BC LL 0.0 PSF TOT.LD. 37.0 PSF DUR.FAC. 1.25 SPACING 24'.0" Scale =.375"/Ft. REF R795--49894 DATE 01/09/01 DR W CAUSR795 01009099 CA -ENG GTP/CWC SEON - 39674 FROM GS CONVENTIONALLY -FRAMED VALLEY DETAIL (A) 2X6 OR LARGER SP y2 OR SPF 11/y2 VALLEY RAFTER R (©) 2X4 SP 0 PARTIAL FRAMING PLAN SPF /f 3 CRIPPLE MAX HEIGHT 0 -3 CLL (C) 2X4 SP OR SPF y3 CRIPPLE MAX IIEIGIIT e'-3" JO (D) 2X0 -OR LARGER SP p2 OR SPF y1/q2 RIDGE RAFTER COMMON 'TRUSSES (E) 2X4 VALLEY NAILER Ul_ NOTE: RIDGE RAFTER (D) MUST NOT BE OF LESS SIZE THAN A'1' 24" 0( THAT OF VALLEY RAFTER (A). I'Sr U!1 f E UG/2 i/ S1' NOTE: REFER TO VALLEY DETAIL VALTRUSSO099 FOR 11 SUPPORTING TRUSS BRACING DETAILS. VALLEYRAFTERS 10 10 (B), (C) MAX HEIGHT WITH 1X4 "T" BRACE IS 9'-10". (B), (C) MAX HEIGHT WITH 2X4 "T" BRACE IS 11'-2". RAID E ER FOR 1X4 AND 2X4 "T" BRACING, BRACE TO BE SAME GRADE AS CRIPPLE. U FASTEN 1X4 "T" BRACE TO CRIPPLE WITH 8d BOX (0.113" x 2.5") NAILS AT 4" OC. FASTEN 2X4 "T" BRACE TO CRIPPLE WITH 16d BOX (0.135" x 3.5") NAILS AT 4" OC. TOP CHORD OF TRUSS BENEATH VALLEY SET MUST BE BRACED WITH 55 PROPERLY ATTACHED RATED SHEATHING OR PURLINS AT 24" O.C. OR 1'Sf VALLEY SPACING AS SPECIFIED ON THE ENGINEER'S SEALED DESIGW DURFTIC. 1.25/1.33 FOR THE SUPPORTING TRUSS. 1.15 (2) 16d BOX NAILS. TOE -NAILED THRU CRIPPLE INTO RIDGE BOARD 16d BOX NAILS 1(3) (A) (3) 18d BOX NAILS 4'0" TYP. I (I (E) 7 2) 16d BOX NAILS, TOE -NAILED (TYPICAL) RATED SHEATHING CONNECTED TO TRUSS TOP CHORDS PER SPECIFICATIONS (3) 10d BOX NAILS, TOE -NAILED THRU CRIPPLE INTO RATED SIIEATIIING •wUI VARNING■■ IRUSSES REQUIRE IREME CARO IN IAORICAIING, ItANDLNG, Sllll'1'IN AND BRACING RE►ER lO — 3) 16d BOX NAILS. 'OE -NAILED RA'Z'ED SHEATHING "2) 16d BOX NAILS, OE -NAILED (3) 16d- BOX _` NAILS, TOE -NAILED SUPPORTING TRUSSES AT 24" OC MAX SPACING 1111 'LAIC INSTIIUIC, 383 n'UNOrp OIDR..SUITE 20O. MADISONLP INSTALLINrjN VI. 33719) rnRLSAFETYSItEDnrRACIICESUSs PRIOR IO PERrURMIt+G IIR:SE rUta:TI11NS. UNLESS nI11ERVISE INDICAICD, IOP C1R)RD StIALL HAVE y I`RIIrERLY At1ACIRD SiRUr IURAL rANCL$ AND nUl ILO CHORD SHALL NAVE A rROPERLY AIIAC1Ir.n Rlcl r; Cr IL If w+IMrOR1ANi•■ rURNISll A CtIPY Of IIIIS DESIGN IO IIIE iNStAL1,A 11(IN CIINIRAC 111R. q5 OESIGNI ANYIIIAILURC tERED 1tO % IILDs. I OIC NC.fIRUSSlIALL CS TOr IN CONrO MIANCC VIZIR Irl, OR r1AIR/CAI NG1 IIIIS 6-102001 T' • IIANUI,ING, SIIIrPING. IISIALLIIIG ANO IIRACING Or IRUSSES. DESIGN CONrURNs Vltlt ArrLICADLE 'ROVIsIDIS a NDS (NATIONAL nESIGN SPECIFICATION PUILISNCD IT 111E AMERICAN rIMCS1 AND PAPER ASSOCIATION) AND IPI. ALPINE CONKCIORS ARE MADE Or 20GA ASIN Ab3] GRID f,ALV. S10EL tr CIVIL. EXCEPT AS NOIED. APPLY CtINNCCI(MS 10 CACN rACC Or TRUSS AND, UNLESS O111ERVISI LnCAIED ON ITIS DESIGN. POSIII[►+ COI+trECT11RS r(q ORAVINGS 160 A -C. UIC SEAL ON 11115 DRAVINO iNOICAICf fkc (' ACCEPTANCE Or PROFESSIONAL ENGINEERING RCSrt)HslUlltr SOLELY roq LIE /auss ruw`uNENt of CA11 nCSIGN SIIOVIL fill SUTIADILITY AND USC 0r fill$ CUWONCNf ft)R ANY PARTICULAR BUILDING lir OrtorfltlmN it, — — •„„ — wr .. _ oC (3) 16d BOX NAILS, TOE -NAILED C) II GIRDER :LI -IIS DRAWING REPLACES DRAWING V105-COIIV t ` CLL 30 JO 40 1'Sr REF CUIJV_ V/11,1_I;'I' 00 Ul_ 20 15 7 I'Sr U!1 f E UG/2 i/ S1' 11 DL 10 10 10 PSI_ DRwG VALCU)IVF UG'1'; LL 0 U U 1'Sr Et -w, 1,11,1I K+11 FLIT -LD. GU 55 57 1'Sf DURFTIC. 1.25/1.33 115 1.15 SPACING SEE AIJOVE NNI Rsn1 F f,llNt IM1AOf / rnlnn TrP. Norcll ® 24" 0. C. 3.5" flex. INI Ilett. SYM ADOUT tt011ylleCk /ocv hell to ledger 12" 11•( •1 \ O0'1'I,UON1:11 I,afll)or _.__ `• ' /'n]5 CI11T 61 (11111.1 1,0 vnrt. \-•-IIS (Kl w/2_IU11 hells) •--Gnllle••• UCTAILI'A* Nox. Outlooker. 1 • • la,l rtltlrol IIA ILS 111, bol Itf u,otx ultra u u DETAIL 'DI 10) OOble end deslgn basad on 00 NI'll End wind load, exposura "C" of 0-20 I't. 1 meals 1101911t. ICI 1X4 collllntlous lateral brneinly for brace (strollgbeck) member longer then 72". Attach at IMldpolllt of each brace N/2 -0d common halls. 101 Optlon to web pintingl -use IJI-2" _2X4 P. 11. 112 or N7'll wire staples (0.()72 Illo./15 GA. 1 loe- Iltronybock brace nailed lbru chord Into web 6 thru wel) \Into chord on ono race for o total of Verbs G stales. (1'11 p , DSII, ti (111) must Ila plated. 1 1)elall nn"r ` 11111, fin lel. lnI Oil tllook er 10 Gable 01111 --q /_4 2x4 rLn7 Uulnll "A11 ullet 2X Ladger - Strortgbnck _\ CUlllk 1 lit -need at Go" U.C. TIIUSSES UIIACII Ib' 1)E 1 All, Plnls_ 110M. Well Lcn_glh _ 1XJA 1111 2X4A U-1-0 11 1 I ( (T1 Ile[er to S1mpJon Cnlnloy C-9711-1 sur -3X4 Lodger product nttochlnenl speclficnllon (nlluch C. fit) I (11) 1\A35 let f'l directloll). _..__•_ Ilell, a \ 2X4 SIl1' Not. Leltyth • r -f ( IuMlher without • ( \ grade brocln 111) v ... _------: _ stnln►nllu _r +-z-o -` (1111 colrrlNuouu supl'olrr IPI) Peek plate to metcll common trtlsses. N(YrSt 7'111" 11011111 nlnt lift 119nd for (911 Splice plate to mntcll common tresses. tr11sses with pitched d.C. also. (111) Ileal plate to metcll COMMON trusses. IKI 81/ecltlq for 114 We 71.0" o.c. 8pen to watch common trusses NOTES Chords to be 2X4 rir-I.arc11 12 I111olmilm, 31J__ nnnnr_ Q + n•11f nnnelf4n Mtnticl/, rat Ill"ff$ l,tlnl I -- WHIMP011TANTHR 1,11 t7 1t lt/1111y fell all 1111 M MI1Y111t II11 1011111/ 11111111W1 NAl1N1 NG 111 lugallq, IN I:IIUI 11.1 /sew 1111\ III 111,1111 11111 1,1111 lt.l/"'J. b•1 slot 1n•t11it, 1"1 4.-1 1.-1 h1111.t 11 1V111 1,/ %Alit 111 IM, ti„111w:1 W11,1 "1111 or 11'1 tit II/n-11 For 1.1 }II 11111 ,1,It poll /MDIIIpu 1 tl•fel.l /tn.,.11111 11 l=/ 1 H4."% ta.letMq 111 My,t N (cal cot'. s.N to 1 l.c1W1 // lefle. llM In14114 1 ,111u/nMW 1-1 ALIS 114E t=f /1'.%1 twtttll%1 in I t"trice IgIt1 Ire Utll/ 11,1Mlet IPts111 pl fill$ 111111.1• 4./11111'1 fle^ff 1"111 Ma1111 ••11/+tns[In t "-1 b trt/tclent 4.111 botelltl 111, 1!1 t loll./. filllbl 11un"p/ It /Illtltn ►%,Wilton fit Ulgre:, sn1111.1 tin still 1-1 'Illi 7J 11 (OI YN 1/I.4.% 1(1111 Int/111V,t V lot l 11.1• .n 11411ten•t 1.1E-1olr ►lut.,tn nitln tin lin 1 .• 1 1 ' l 1 t ICIh11C II V11. i1 I//t/, 11 IH11.1,1,• t -, .t• 1 %_ -1 DIN b, lull h..lu1 ..11111 t1 " t tb.'1 lin Ilnl 11..1111 •1'•l ltlllbl, r .1 r.D c=i 4.1 n I" pal, uq t,,al Irl( It 111111 tI•ln I" hu •"111 A. so t I.@" 11.1111,1 1 (0' 1 W hilt IR r -- .••Irl l,t■f/ hill 111511111111, 1141 11 "( Iwo/f/ 1„Itllbr 6""11. tlpl Its! Ittl Wlllrnl mf101 f tl11t111tll 1M Powo tnrt111S111/1 11f M . 1•e"111 H/stro11ghecl: brace ISI _ ti_o=a I1L'V lUC 5) Grl Cliff: UU_C_ mer 11 1114 411,147 IC 1-1- IU,0 1'Sr IlA►E 1plipl1 IC Ill. 1:1 .Il Post- 1)11111; (.1)11111 ir UL (UI J.0 1154. CA Luto _ 1111,1-0, SII U PSI 01A I. I: 11 Mill U1111. VAC 1 1`i ISI 1(II vAllll SIlAUIfit; A A 4bl.L.1 L a I ' STANDARD JACK DETAIL (REPLACES CO101. COIOIA) DESIGN CRITERIA: [1) (••) LIVE (CONSTRUCTION) LOAD DEFLECTION LIMITED TO L/180. L'IVt (SNOW) LOAD DEFLECTION LIMITED TO L/240. TRUSSES SPACED AT 24" ON CENTER. REPETITIVE MEMBER INCREASE (1.15) USED FOR BENDING STRESS. LIVE LOAD OF 16 PSF APPLIES ONLY TO ROOF PITCH AT LEAST 4:12 LIVE'AND DEAD LOAD APPLIED TO HORIZONTAL PROJECTION. (•) 2x4 STD, STUD, 03 OR BETTER ENO VERTICAL NEB WITH W1.5X4 CONNECTORS REOUIRED IF UPPER BEARING POINT IS NOT USED. IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER AND TRUSS FABRICATOR TO REVIEW THIS DWG PRIOR TO CUTTING LUMBER TO VERIFY THAT ALL DATA, INCLUDING DIMENSIONS AND LOADS. CONFORM TO THE ARCHITECTURAL PLANS/SPECIFICATIONS AND FABRICATOR'S TRUSS LAYOUT. =01S MIA'AIMMIN CIPPR IN MARS ENSI USNI T low" R. _ 12 _ Pitch V/ Wt SX4 N N2X4(A1) v W3X4 FOR CEILING JOIST SPAN>8'0" L--2 - 6.0 -am -1- ---SPAN VARIES MAXIMUM Maximum Rafter Span Table I1orizontal measure in FT -IN -SX Ceiling Joist Rafter Pitch>4 Rafter (Pitch>4 Rafter Rafter Rafter Rafter A11 A1.111U NIG 111 r111AI1r. 'I11t•uI11AN1" 111.111 sII A r'Irl•r ul llt1S 111 SIGN lu IIII IN;IAII AI IIrN .:uNIN At IUN. AI PI NI lRI;I AI t RIu ►NuOUCIs. INC. !lull NUI UI AI 5rUN31011 111. n (' ALPI NI_ - ARr 117/1A 111111 181111 1111s III sIn : AMI IAll 1181 In bull ll III! INUS lIf IN CONIu.UANr-1 I,I III I►1: ItR IAIIRICAI'INr., 11A NDr ING. 5111 ►1•tND, I.St Al11Nl; AN11 O. Af.INf. bl IRIIS SI S. _-.1 /`L 1 II111 UI SIG. CIINI U11 Nf Sit: III AI'PI ICAn11 1•.UIISIUNS ul MUS (NATION AI OI SIf.N Sr IC 11ICNS PUU1151110 br Iltl NNCNICAR OC LL IURISI A.11 PAPIN ASSueIAIIURI ARI) 11'1• At P1.1 AR CUN.I (CIONS A.1 MAlll OI YOI;A ASIN A4 S.7 GR10 "'All. sllll, 11 [IPI As IU1111. APPA CORRI r.I ORS Ill IACs IACI 01 IRt1SS, AND UNIISS 011IINIISI III'.AIIO b. Iles 01 SIGN, 1111i11c 1:116•Illccred ProdUcls, Ills. Live Load (psf) 10 16 16 20 20 30 40 Dead Load ( sf) 5 10 15 10 15 10 15 Duration Factor 1.15 1 1.25 •" 1.25 "" 1.25 "" 1.25 "• 1.15 1.15 2X4 2X4 ZX4 2X4 2X4 2X4 2X4 2X4 2X4 SPF #2 (S) SPF /1 (S) SPF#1/#2 (Canadian) Item -Fir #2 Item -Fir #1 Doug.Fir-larch #1 Doug,Fir-Larch SS MSR 1650f -1.5E MSR 2100f•1.8E B-8-0 8-11-4 9-4-12 9-2-0 9-7-8 10-0.4 10-5-0 9-7-8 10-2-12 8-1-0 8-4-12 8-7-4 8-5-12 9-0-12 9-2-4 9-9-8 9-0-12 9-7-8 7-5.0 7-7-8 8-0-0 B-0-0 8-2-12 B-5-0 9.0-4 8-10-0 9-7-8 7-6-4 7-9-8 8-0-0 B-0.0 8-4-12 B-6-12 9-1-0 8-4-12 8-11-4 6-11-12 7.5-0 870-0 8-0-0 B-0-0 8-6.0 B-6-0 8-3-12 8-11-4 6-0-4 6-2-4 6-6-4 6-8-0 6-11-8 6.11-8 7-2-8 6-8-0 7-1-0 5.5-8 5-7-8 5-11-0 5-9-4 6-0-12 6-3-12 6-6-12 6-0-12 6-5-4 2X6 2X6 2X6 2X6 2X6 2X6 SPF #2/Hem-Fir #2 OF -L #2/11em•Flr#1 Doug.Flr-Larch #1 Ooug.Flr-Lerch SS MSR 1650(-1.5E MSR 2100f•1.8E 13-7-12 15-1-8 15-9-4 16-0-0 15-1-e 16-0.0 11-10.0 12-7-0 13-5-8 15-4-12 14-2-12 15-1-8 10-10-0 11-4-4 12-3-12 15-1-0 13-10-8 15-1-8 11.0.4 11-8-8 12-6.4 14-3-8 13.2-8 14-0-8 10-2.8 10-10.0 11-7-0 14.2-8 13-0-12 14-0-8 9 1.12 9-8-12 10-4-12 11-4-0 10-5-12 11-1-12 8-2-4 8-8-4 9-3-8 10-3-12 9-6-4 10-1-8 PLT TYP. Wave TPI.95 CA 1 '-NAONIfor, •• LIK SIS RI 11111.1 111.1111 CARL IR IAPAlOA114%. IIA VIII ING, 1111pPIRG, IRSI All ING AND IN b:I NG- 8111. tU III. tl (ICA NUI ING IRI UIl11G ANU UR b.1.G), d 00 W P F,Ile Pill,,I 11111 III 11'1 (IR OLS 1.1 All INSt11U1[, SR.1 O'Unnt RIO I'll .. 511111 100. NADISIIN, 111 57/I9), IUM NAII II 1'RAr:11CIS I'RluR IU PI AI r1.M1.G IIII SI 111.1:1 IItRS. REF 8795--54135 - II.IISS 1111111111!:1 (RIIIcAllll. 110' 1.111rR11 SIIAII IIA II rRItPI RI/ AllAr:t11 It SIRUr.1UNAl PANIIS. 11ll11ull 1:1111NII SIIAII IIAII A PNIu'1 RII IC DL A11 A1.111U NIG 111 r111AI1r. 'I11t•uI11AN1" 111.111 sII A r'Irl•r ul llt1S 111 SIGN lu IIII IN;IAII AI IIrN .:uNIN At IUN. AI PI NI lRI;I AI t RIu ►NuOUCIs. INC. !lull NUI UI AI 5rUN31011 111. n (' ALPI NI_ - ARr 117/1A 111111 181111 1111s III sIn : AMI IAll 1181 In bull ll III! INUS lIf IN CONIu.UANr-1 I,I III I►1: ItR IAIIRICAI'INr., 11A NDr ING. 5111 ►1•tND, I.St Al11Nl; AN11 O. Af.INf. bl IRIIS SI S. _-.1 /`L 1 II111 UI SIG. CIINI U11 Nf Sit: III AI'PI ICAn11 1•.UIISIUNS ul MUS (NATION AI OI SIf.N Sr IC 11ICNS PUU1151110 br Iltl NNCNICAR OC LL IURISI A.11 PAPIN ASSueIAIIURI ARI) 11'1• At P1.1 AR CUN.I (CIONS A.1 MAlll OI YOI;A ASIN A4 S.7 GR10 "'All. sllll, 11 [IPI As IU1111. APPA CORRI r.I ORS Ill IACs IACI 01 IRt1SS, AND UNIISS 011IINIISI III'.AIIO b. Iles 01 SIGN, 1111i11c 1:116•Illccred ProdUcls, Ills. P11S11111N 11URRI if nils PIR ".AYINGS It•0 A !. 1111 SIAI UN Iles DNAIING In ACU /IA4:1 UI rRllll SS 10RA1 IRG LtIR1.G IS AI:. .1 SHIPS lb 11 lir SDI 111 IIIN 1111 IRtlSs r,11Nt•U11N1 11lll,1111't1111. CA 75112x Ut At C.. IIII s1111A11i111r ANI, 11•:1 UI Irlls LUNPa NI RI TUI ANr PA.tIrm A. R1111111RG Is TNI no sm1.sI11111l _ DI 1111 111111111 RG 111 SI r,.I N. To ■NSI/i►1 1 17Y: S11.IIU. 1. Wt. 5X4 m oEEss7ew, CA 1 I Rev. 0- 1- O O G 111 I d 00 W P F,Ile TC LL REF 8795--54135 - IC DL DATE 07/11/1)1) No 5 005 SEI. UC DL ABOVE 11111! LAusu/'r• unl'111 u1 OC LL CA -ENG /61411 q) CMI. P C)FCALIF _ STANDARD JACK DEIAII. SPACING 24,0" REPLACES DRW Cn101A M M M Job: 11 / IUP JACK RAFTER DETAIIJ R U 2X6) THIS DWO. PREPARED FRON CGNPUTER INPUT (LOADS C DINENSIC LUMBER GRADES TCLUTCDL MAX TCLUTDL MAX SETBK • 3X7 7SETBK 16/7 = 2311 -8-0 16/14 = 3011 N 8-0-0srlr 2l00P-1.ee 16/7 = 231E 10-0 16/14 = 3011 go -8-4-0 ' Aust: MAXIMUM SETBACK IS FROM INSIDE OF BEARINGS. PLATINGIPITCH 2.82-3.00 3.00-4.60 4.60-6.00 A 3X8 • 3X7 3X8 — Bj-- 3X5 3X5 3X5 C 3X8 3X8 3X8 '• CANTILEVER HEEL •• 3X4 PLATES OVER SUPPORT—I 2X4,•2X6, 2X8, 2X10 BLOCK FL GRADE SUBMITTED BY TRUSS NFA. 2X6 HIP RAFTER DETAIL THIS HIPJACK DESIGNED TO SUPPORT CONVENTIONALLY FRAMED RAFTERS. (SS) SHIM ALL SUPPORTS SOLID TO BEARING. CONVENTIONAL FRAMING IS NOT THE RESPONSIBILITY OF TIIE TRUSS DESIGNER, PLATE MANUFACTURER, NOR 'TRUSS FABRICATOR. PERSONS ERECTING TRUSSES ARE CAUTIONED TO SEEK ADVICE BY LOCAL PROFESSIONAL ENGINEER REGARDING CONVEN'T10NAL FRAMING. (NO) NO OVERCUTTING ALLOWED ON RIPPED CHORD. DEFLECTION CRITERIA s LIVE LOAD L(240 TOTAL LOAD /180 (C) ) / 2X4 EXTENSION TO BE SUPPORTED EVERY 2-0-0. SS T 2.82 •—' 6.O.v I•(B) VARIES WITH ' PITCH (A)1 f VARIES WITH PITCH (NO) f/ 1 OVER s eIIPPwsrlt R 3471 MAX --Vt . 1.511 MIN R No 6948 MAX W - 1'.511 MIN PLT. PLT. TYP — ALPI E 1 0 0 0 o K K I M P OR T A N T N KALP114 Girt AtO alpucFf, u1c. W A FlN I NG'nlFs1111 1EOURIE [Son[$* CAnt _1 Cl O SIIALL N01 aE AESPONS111LE FOR AIIY IN IW OL IIq, f11lCIlOr1 An OEYIAIIpI /ADH 11111 01[161 OA IItIE SPEC I F ICA 110145, On ANY a11ACI11G. $IE Ille-SI by IPI. SEE IIIIS DES, [ FAILUM 10 41111110 Ill[ MUSS IN Cps O;NulCE NIM OSISS 1Y IPI. IINI AWlllpul. SPECIAL P[aNAI[III anAC 1116 O l AL1 Ut CO1OtC1On41 Art woe OF 1064 OALV. SItIL N[tlllq ASIN 001nLK11141. 011t/f ONEINIu 111111[41[o, f L4µ W a IECEPI AS 10110. APPLY COII[CIOAS 10 EACH FACE OF CIIOAO SHALL OE LAIMALLY OAACE10 11111 P `-' ALP INE "%ASS A10 UIIESS 011[111/[ 1OCA110 Oil iN11 011I61L POSIIIOH LY A11AC1[0 PLw000 il[AIIIIIG. BOIIOH L-1 C COIN[C/pn Pill DA11IliS q0, ISO C ISCA-S, DESIGN SIAIA)AI1q NIIH F'AOP[IlY Ai IAL'It0 AIG10 Cf IL IIq -- 6f l., n C= LU110M N/A/I ICAKI rnavill1Nq of 11111 a IPI. All 1111011[/ny ALPIIt IICIIIICAL 1A•OAIE 11/1/4111 ION IVIOIiA `'11155 14AL all 11111 pWllq An%III 10 11! COHPOIII111 IItP IC1I0 1411E OA INALI A!`R ICAIIpI. 1111141 A COPY Of 11111 O L_ O O 111 plY. %10 NwL Iql R Pima, 11.011 111 111 alien a". :01 61 110 1LI II IOIIuss fn[[Ilpl C Copelp r . -.• 101 - 1A1i1 qll( Will 1111 - 11a1 NAI In— OIVr.n nlrlrlrrllN, Inn .,inn r -%'p.'11^•, •0 RAISED HEEL •• No. SILL V OF 0 r/1 OUR. FAC . I . 25 (B) (P) BLOCK PLATE 2X4 — 2X6 2X6 — 2X8 2X8 — 2X 10 2X10 — 2X12 PSF AEO-1095-905131__ PSF DA TE 0612019/_i PSF ORH CU 119 --- PSF CA—ENG P13C PSF I TC LL y TC OL LOAOIIIG 8C 01- SEE * 8C LL ABOVE TOT. LD. r/1 OUR. FAC . I . 25 (B) (P) BLOCK PLATE 2X4 — 2X6 2X6 — 2X8 2X8 — 2X 10 2X10 — 2X12 PSF AEO-1095-905131__ PSF DA TE 0612019/_i PSF ORH CU 119 --- PSF CA—ENG P13C PSF I CALIFORNIA IIID PERM. PERMANENT BRACING TOTFSTART OF TOP CIiORD LAT TO CHORD. PURgL NNS. START OF TOP CFIORD LA1'4NS. (SL01'INC\ TYPICAL /CON'P NUOUS)/ 7EXXTFNSIQNS. (SL01DING pl 1 BRACED DAY '• SET A BACK ROOF SHEATHING. PERMANENT DIAGONALS FORA BRACED BAY. REPEAT AT ALL IIIP ENDS, MAXIMUM INTERVAL EQUALS 20'. (NOTE: TIIE ST BAY OF PERMANENT DIAGONALS FORMING BRACED BAY AT THE /1 IIIP CAN BE EXCLUDED WIiEN ALL OF TIIE FOLLOWING CONDITIONS ARE MET. 1) TIIE CONTINUOUS TOP CIIORD PURIJNS ARE ATTACIIED TO TIIE FLAT TOP CHORD OF TIIE /1 IIIP. 2) TIIE END JACKS ARE SIIEATIIED WIT11 PROPERLY ATTACHED STRUCTUR L PANE .) SECTION A -A FIELD APPLIED OR BUILT-IN CRIPPLES CRIPPLE IN PLANE CRIPPLE OF TRUSSES SPACING COMMON lC) CFITY (D) SETBACK ro (B) (D) (B) (D) D) (B) (D (B (B) PURLINS SPACED 24`O.C. TYP. (CONTINUOUS 2X4) (C) CRIPPLES SPACED 40` O.C. TYP. (D) BUILT-IN FILL CRIPPLES (HORIZONTAL MEMBER OPTIONAL) ALP1WE' --_ j ON h' 3, rig ■KI%LINIi. REFER 10 111/-91 (11 LAIC INSTITUTE. SIl D•ONUFRIO D RIUR 10 PCRFURMIIIG THESE fI111CI RUPERLY AITACIIED STRUCTURAL P EWING •■IHPORIANIM- IURNISII LPNIC ENGINEERED PRODUCTS. INC. iESIGN ANY FAILURE 10 IUILD TIR IANDLIi1G, SIIIPPING. INSTALLING AI ROvItiallt (If NDS (NATIONAL DCS 'APER ASIMIA110111 AND TPI. ALPII [ills XCEPOEM.NpP01111011At 111D.P[01/11CC TORI ECIPIANCE OF PRIYESSIMAL((NG D11104 s110vN IIIC %UITA111I11 I IS 11117ALSPLYISIIILIIT It fill 111 • SET BACK 1' BRACING DETAIL CRIPPLE SUPPORT LAYOUT SETBACK p SETBACK 1 COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES p1111P PITCHED AND SHEATHED D CHORD AREA. o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FIAT TOP CIIORD (4' O.C. CRIPPLE SPACING SIIOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CHORD, USING 3 - Od COMMON TOE NAILS OR 2 - IOd COMMON NAILS THROUGII FACE. SECTION B -B BUILT-IN CRIPP E OR REFER::a TOP0h1 I FOR I EX ENSIGN (e) ICAL 3N4/6/8#1 MIP GIRDER TIiAEE CA-IIIP ENGINEERING FOR JACK TYPE USED. 9OTE: CONVENTIONAL FRAM NG AND OR CRIPPLES ARE NOT THE ESPONSIBIL TY OF THE TRUSS DES1 NER PLA E MANUFACTURER, 00 g$ROSOpNAS LOCAL (PROF 3S1oNAL TRUSSES CJU1 RUSS §D 1% • N07'E: SEE ORIGINAL DESIGN FOR SETBACK, 'o TOR LUMBER, PLATING, LOADING[ AND DURATION FACTOR REQUIRE[ NC CARE IN fA1RICAlING, IIAHDl111Fi, S))))')'ING, HSI ALL II1G THIS DRAWING REPLACES DRAWING CRIB (LING INSTALLING AND /RACING). rU/LISIICP By IPI (IRUSS SUITE 200. NADISOII, VI. 3]719) FOR SAFETY PRACIICCs S. UNLESS 0111[pvISC INOICAICD, IOP C110R0 SIIALL NAV[ LS AHD 0011UM TC LL PSF REF CALIF. 13RAC1 0 iy CIIORD SIIALL IIAVE A PROPERLY AIIACIICD RI OF 10 ME IANYIDCVIAIION TC DL 06 PPF DATE ALLHOT1CIRCSP(RSII IILE FOR ffROH lilts AUSSCS IN C011f ORNANCC Villi IPII OR I'A/RICAIING. C L 13RCA1.1111-1069! PSF IlRV6, IRAaNG OF TRUSSES. DESIGN CONFORMS VIIN APPLICABLE 10(tD RICAN FOREST CE WCC ORS TARE A633 C LL PSF -Erle * HAOCf 20GAt ASIH 411140 SICCL 10 CACII FACE Or TRUSS AND, IAA.CSS 011(RVISC lNCA1CD ON A-1.AfOR11i1CI1RUfSVCOwING _ 7 —'---------"--- OT.LB. • PSf a f1 C 1• \ ' BUR.FAC. • l OfCAIIF 1 197" irrlll"iAR c rnr•Ilfr, 1 COMMON TRUSSES CALIFORNIA HIP SYSTEM TRUSSES p1111P PITCHED AND SHEATHED D CHORD AREA. o -CRIPPLE (C), SUPPORT LOCATIONS. SUPPORTS EXTENDED MEMBERS TO FIAT TOP CIIORD (4' O.C. CRIPPLE SPACING SIIOWN.) CONNECT CRIPPLE TO FLAT TOP CHORD AND EXTENDED TOP CHORD, USING 3 - Od COMMON TOE NAILS OR 2 - IOd COMMON NAILS THROUGII FACE. SECTION B -B BUILT-IN CRIPP E OR REFER::a TOP0h1 I FOR I EX ENSIGN (e) ICAL 3N4/6/8#1 MIP GIRDER TIiAEE CA-IIIP ENGINEERING FOR JACK TYPE USED. 9OTE: CONVENTIONAL FRAM NG AND OR CRIPPLES ARE NOT THE ESPONSIBIL TY OF THE TRUSS DES1 NER PLA E MANUFACTURER, 00 g$ROSOpNAS LOCAL (PROF 3S1oNAL TRUSSES CJU1 RUSS §D 1% • N07'E: SEE ORIGINAL DESIGN FOR SETBACK, 'o TOR LUMBER, PLATING, LOADING[ AND DURATION FACTOR REQUIRE[ NC CARE IN fA1RICAlING, IIAHDl111Fi, S))))')'ING, HSI ALL II1G THIS DRAWING REPLACES DRAWING CRIB (LING INSTALLING AND /RACING). rU/LISIICP By IPI (IRUSS SUITE 200. NADISOII, VI. 3]719) FOR SAFETY PRACIICCs S. UNLESS 0111[pvISC INOICAICD, IOP C110R0 SIIALL NAV[ LS AHD 0011UM TC LL PSF REF CALIF. 13RAC1 0 iy CIIORD SIIALL IIAVE A PROPERLY AIIACIICD RI OF 10 ME IANYIDCVIAIION TC DL 06 PPF DATE ALLHOT1CIRCSP(RSII IILE FOR ffROH lilts AUSSCS IN C011f ORNANCC Villi IPII OR I'A/RICAIING. C L 13RCA1.1111-1069! PSF IlRV6, IRAaNG OF TRUSSES. DESIGN CONFORMS VIIN APPLICABLE 10(tD RICAN FOREST CE WCC ORS TARE A633 C LL PSF -Erle * HAOCf 20GAt ASIH 411140 SICCL 10 CACII FACE Or TRUSS AND, IAA.CSS 011(RVISC lNCA1CD ON A-1.AfOR11i1CI1RUfSVCOwING _ 7 —'---------"--- OT.LB. • PSf LAINGARESPONSIBILITY SOLELY60 jj IN 1[S /UTI DING PIIGCDrSIGIIf1R FO(RAriSI.rIPIi f1 C 1• \ ' BUR.FAC. • l OfCAIIF 1 197" irrlll"iAR c rnr•Ilfr, 2 r m m m= m m= m= m m== m I -IIP -FRAME'- DETAILS NAVA 111A1 .INS Im HIP FRAME —I— COMMON COMMON TRUSSES STEPPED HIP SYS'T'EM TRUSSES / SET BACK 1 N) J C ' _ — #1 1 -IIP PITCIIED AND SHEATIIED -_-----°--- °---------°----°----------------- -- - 1Y3X4, MIN. , • W3X4, MIN. 1111 FRAME R 'IIIP FRAME STOPS AT PLUMB CUT O JACKS TO MAINTAIN PITCT-T CON'T'INUITY. HIP FRAME* LUMBER IS SPF, S0. PINE, IIF; OR DFL STANDARD, STUD GRADE, OR BE'1"I'ER. SEE ENGINEER'S SEALED DESIGN FOR SE'T'BACK, LUMBER, PLATING, HIP LOADING AND DURATION FACTOR REQUIRED. • THIS HIP FRAME MAY BE USED WITH A MAXIMUM 120 PSF WITH TOP CHORD LOADING. _ R' IIIP FRAME CIIORDS MAY DE TRIMMED UP 'T'0 2" TO FIT. PURLINS. MUST' DE INT'AC'T' AND PROPERLY ATTACHED. •w VANIN116-- IRUSSLS REDUIRE CXIRENC CARE IN MI ANU BRACING REFCR 10 NIB -91 (HANDLING INSIALLIU 'LA JE INSTITUIC, 503 WLIUlYR1O BR.. SUITE 200. NADI PRIER IU PCHFIIRNING IIIESC FwIC1IO NS. UNLESS 011 PROPERLY AIIACIICD SIRUCIURAL PANELS AND 00110H CCIL INC. ••INPORIANI•• FURNISH A COPY OF THIS I ALPINE ENGINCERCD PRODUCIS. INC. SNALL NOT BE RC E i DES IGN1 ANY FAILURE TU BUILD NIC IRUSSCS IN CONF N IAIIULING. SHIPPING, INSIALLING AND BRACING OF IRU PROVISIONS OF NDS (NA110NAL DESIGN SPECIFICAIION PAPER ASSIICIAIIUN) AND IPI. ALPINE CONNCCIORS ARI EXCEPT AS NOTED. APPLY CRNNCCIURS IU CAC11 FACI THIS OCSIGN. POSITION COINHECHIRS PCR DRAVINGS 16 ACCEPIANCC Uf 1'RUf CSSIDHAL CNf.INCFRWC. RFSMWiI IKi104 11R1VN. IIIC SUIIA11L11Y AND USC IIF 11 IS 111j..8[SPU!ISIDILIit.11r_IIl_aUllaltlG_.O[Sltil -"— SETBACK SYSTEM SYSTEMCDRUSSES HIP C'RAMC! – PRQ( .VIDED BY 'TRUSS MANUFACTURER. li1P FRAME• IS DESIGNED TO PROVIDE BRACING FOR FLAT TOP CHORDS OF IIIP FRAME SYS'T'EM WHERE INDICATED. STRUCTURAL PANELS MUST CHORD AREA / 'I'O HIP FRAME PIiRLINS. {IIP FRAME* l3 UO'I"1'OM CHORD ° — ATTACH HIP FRAME 'I'O FLAT CHORDS OF STEPPED HIPS AT ALL OVERLAPPING 1'OIN1'S 1YI'fl-1 3—fid (0.131 "X2.5") OR 2—lOd (0.146"X3") COMMON NAILS, BO'I"fOM CHORD OF lilP FRAME TO DE ATTACHED T'O //1 HIP NAILS ® WITH lOd COMMON ti" O.C. MAXIMUM SPACING. 1-1113 FRAME SUCTION 13-8 •w VANIN116-- IRUSSLS REDUIRE CXIRENC CARE IN MI ANU BRACING REFCR 10 NIB -91 (HANDLING INSIALLIU 'LA JE INSTITUIC, 503 WLIUlYR1O BR.. SUITE 200. NADI PRIER IU PCHFIIRNING IIIESC FwIC1IO NS. UNLESS 011 PROPERLY AIIACIICD SIRUCIURAL PANELS AND 00110H CCIL INC. ••INPORIANI•• FURNISH A COPY OF THIS I ALPINE ENGINCERCD PRODUCIS. INC. SNALL NOT BE RC E i DES IGN1 ANY FAILURE TU BUILD NIC IRUSSCS IN CONF N IAIIULING. SHIPPING, INSIALLING AND BRACING OF IRU PROVISIONS OF NDS (NA110NAL DESIGN SPECIFICAIION PAPER ASSIICIAIIUN) AND IPI. ALPINE CONNCCIORS ARI EXCEPT AS NOTED. APPLY CRNNCCIURS IU CAC11 FACI THIS OCSIGN. POSITION COINHECHIRS PCR DRAVINGS 16 ACCEPIANCC Uf 1'RUf CSSIDHAL CNf.INCFRWC. RFSMWiI IKi104 11R1VN. IIIC SUIIA11L11Y AND USC IIF 11 IS 111j..8[SPU!ISIDILIit.11r_IIl_aUllaltlG_.O[Sltil -"— SETBACK SYSTEM SYSTEMCDRUSSES HIP C'RAMC! – PRQ( .VIDED BY 'TRUSS MANUFACTURER. li1P FRAME• IS DESIGNED TO PROVIDE BRACING FOR FLAT TOP CHORDS OF IIIP FRAME SYS'T'EM WHERE INDICATED. STRUCTURAL PANELS MUST BE PROPERLY A1"1'ACI-IC:U DIRECTLY 'I'O HIP FRAME PIiRLINS. TIIIS DRAWING REPLACES DRAWING CD126 \TING. IIAUDLING, SNIPPING. INSIALLING ND BRACING), PUPLISIQD BY IPI (IRUSS QfESSIp REF HIP FRAME V1. 33)19) FOR SAFETY PRACTICES Q •► q" 'ISE INDICATED. TOP CHORD SMALL NAVE DATE 06/25/ Gh SNALL HAVE A PROPERLY AI InCNNCO RIGID URWG IIIPFRAhf L'06J GN 10 TINE INSInLLAI1011 CONTRACTOR. ti ISIDLC FOR ANY DEVIATIOII rRON wis y 1' MICE VIM TPIN OR FAIRICAIING, 1. DESIGN CONFORMS VIM APPLICABLE -ENG DLJ/KAR LISIICD BY THE AMERICAN FOREST NND ,DE OF 20GA ASIN A653 GR40 GALV. STEEL Exp. 2001 -Z. TRUSS UAL UNLESS IINISUCRAVIN GCI"INCCAIES III IY SULCLY FON INC IRUSS CIIW9111CNT DNCNI FOR ANY PARIICULAR BUILDING r NISHIN 1.1195 ICIRLK.z._ .. 1 t A 1 TIMBER PRODUCTS INSPECTION, INC. dba GENERAL TESTING AND INSPECTION AGENCY ' 106 SE 124"' AVENUE VANCOUVER, VW 98084 1 We are an inspection agency recognized by the IntemadMW Conference ' of Building Officisis. Council of American Building OffieWs NER — OA275 S' This is to verity that SPATES FABRICATORS, INC 86-435. MIDDLETON STREET ' THERMAL, CA 92274 is under our Audited Quality Contra{ "ram and hes been since: ' JUNE, 1990 We audit the production Quarterly under the Uniform Building Code '1 Section 2304.4.4. •A TONY LEWIN ' MANAGER OF WESTERN TRUSS DMSION ' lot,ION 1! I . o- Aa C B O Evaluation o n Service , Inc. Accredited by the American National Standards Institute 5360 WORKMAN MILL ROAD • WHITTIER, CALIFORNIA 90601-2299 A subsidiary corporation of the International Conference of Building Officials ILUATION REPORT yr! © 2000 ICBG Evaluation Service, Inc. ER -5352 Reissued July 1, 2000 ling Category: DESIGN—Wood (038) WAVE METAL CONNECTOR PLATE copy of the ANSI/TPI 1-1995 standard must be supplied to the MOR WOOD TRUSSES building department when requested by the building official. INE ENGINEERED PRODUCTS, INC. 2.3.1 Lateral Resistance: Each metal connector plate must 0 MARLEY DRIVE be designed to transfer the required load without exceeding HAINES CITY, FLORIDA 33844 9 1 SUBJECT WAVE Metal Connector Plate for Wood Trusses. DESCRIPTION 2.1 General: The WAVE plate is a metal connector plate for wood trusses. The plates are manufactured from galvanized steel in various lengths and widths and have integral teeth that are designed to laterally transmit loads between truss wood members. Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. 2.2 Materials: The WAVE plate is manufactured from No. 20 gage [0.0356 inch (0.90 mm)], ASTM A 653-94 So, Grade 40, structural - quality steel with a hot -dipped galvanized coating designated G60. The WAVE plate has slots approximately 0.50 inch (12.7 mm) long by 0.12 inch (3.0 mm) wide 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 cen- ter along the length of the plate, with adjacent longitudinal rows staggered 0.06 inch (1.5 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 2 inches (51 mm), respectively. See Figure 5 for details of plate dimensions. There are 8 teeth per square inch (1.24 teeth per square centimeter) of plate surface. The length of each tooth, includ- ing the thickness of the parent metal, is approximately 0.41 inch (10.4 mm), and the width of each tooth is approximately 0. 12 inch (3.05 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 40 degrees with respect to the plate width. 2.3 Allowable Loads: Tables 1, 2 and 3 show allowable lateral loads, tension loads and shear loads for the WAVE metal plate connectors. Also, refer to Figures 1, 2 and 3 for load conditions. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A the allowable load per square inch of plate contact area, as determined by 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 shows allowable lateral loads for the metal connector plates. 2.3.2 Tension Resistance: Each metal connector plate must be designed for tension capacity, based on the orienta- tion of the metal connector plate relative to the direction of the load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 shows allowable tension loads (in units of pounds per lineal inch per pair of plates) for the metal connector plates, based on the net section of the metal connector plates for tension joints, which is the allow- able tensile stress of the metal multiplied by the metal con- nector plate tensile effectiveness ratio. 2.3.3 Shear Resistance: Each 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. The net section of the metal connector plates for heel joints and otherjoints involving shear must be designed using the allowable shear values (shown in Table 3 in units of pounds per lineal inch per pair of plates) for the metal connec- tor plates, which is the allowable shear stress of the metal multiplied by the shear resistance effectiveness ratios shown in Table 3. 2.3.4 Metal Plate Reductions: Several allowable -load re- duction factors for the metal plates must be considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The reduction factors to be considered cumulatively are as follows: 1. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by a strength reduction factor, OR, shown in Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller sys- tem having minimum roller diameters equal to 18 inches (457 mm). 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-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini - Evaluation reports of ICBG Evaluation .Service, Inc., are issued solely to provide information to Class A members of/CBO. utilizing the code upon which the report t.0sed. Evaluation reports are not to be construed as representing aestherics or any other attributes Trot specifically addressed nor as an endorsement or recommen- n for use of the subject report. This report is based upon independent tests or other technical data submitted by the applicant. The 1CBO Evaluation .Service. Inc.. technical staff has reviewed the test results undlmr other tiara, but does not possess test facilities to make an independent verification. There is no warranty by 1CBO Evaluation Service. Inc., express a'tnplied. us to .vhf y "Finding "or other matter in the report or as it) any pruduct covered by the report. This disclaimer includes, but is not limited to, merchantability. P.— 1 of S Page 2 of 5 mum diameter of the roller press and the appropriate strength -reduction factor from this report. 2. Allowable lateral resistance values for the WAVE metal connector plates must be reduced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the WAVE metal connector plates are installed in lumber having a moisture content greaterthan 19 percent at the time of truss fabrication. 4. Allowable lateral resistance values for WAVE metal con- nector plates installed at the heel joint of a fabricated wood truss must be reduced by the heel -joint reduction factor, HR, as follows: HR = 0.85 - 0.05 (12 tan 0-2.0) where: 0.65:5HR!50.85 0 = angle between lines of action of the top and bottom chords shown in Figure 4. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.5 Combined Shear and Tension: Each WAVE metal connector plate must be designed for combined shear and tension capacity, based on the orientation of the metal con- nector plate relative to the directions of loading. Design for combined shear and tension must be in accordance with Sec- tion 11.2.4 of ANSI/TPI 1-1995. 2.3.6 Combined Flexure and Axial Loading: Metal con- nector plates designed only for axial forces 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 bot- tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure and axial stresses. 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial 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 2335.5 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following information, at a minimum, should be speci- fied by the design engineer: 5. Truss slope or depth, span and spacing. 6. Dimensioned location of truss joints. 7. Model, size and dimensioned location of metal connector plates at each joint. 8. Truss chord and web lumber size, species and grade. 9. Required bearing widths at truss supports. 10. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 11. Design calculations conforming to ANSI/TPI 1-1995 and any adjustments to lumber -and -metal -connector -plate al- lowable values for conditions of use. 2.5 Truss Fabrication: Plate connectors shall be installed by an approved truss fabri- cator who has an approved quality assurance program cover - ER -5352 ing 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 Design Standard for Metal Plate Connected Wood Truss Construction. The allow- able loads recognized in this report are for plates that are pressed into wood truss members using hydraulic or pneu- matic embedment presses; multiple roller presses that use partial embedment followed by full embedment rollers; com- binations of partial embedment roller/hydraulic or pneumatic presses that feed trusses into a stationary finish roller press; or, if the adjustment factors given in Table 4 are used, single - pass roller presses. When truss fabricators use single -pass roller presses, the rollers must have minimum 18 -inch (457 mm) diameters. Plates embedded with a single -pass, full -embedment roller press must be preset before passing through the roller press by striking at least two opposite comers of each plate with a hammer. 2.6 Identification: Each WAVE metal connector plate is embossed with the iden- tifying mark "WAVE" stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSVTPI 1-1995. 4.0 FINDINGS That the WAVE metal connector plate for wood trusses complies with the 1997 Uniform Building Code , subject to the following conditions: 4.1 For the trusses using metal connector plates de- scribed in this report, plans and calculations must be submitted to the building official. 4.2 The metal connector plates are designed to trans- fer the required loads in accordance with the de- sign formulae in ANSVTPI 1-1995. A copy of the ANSI/TPI 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 must comply with this evaluation report. 4.4 Teeth of metal connector plates placed in knots, bark, pitch pockets, holes, and joint gaps are con- sidered ineffective. 4.5 Metal connector plates are installed in pairs on op- posite 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 by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accord- ance with Section 2335.5 of the code. 4.8 Application of the allowable loads (shown in the tables in this report) for metal connector plates em- bedded in lumber treated with fire -resistive chemi- cals is outside the scope of this report. 4.9 Where one-hour fire -resistive rating is required for trusses using WAVE connectors, see evaluation re- ports ER -1632 and ER -5640. This report is subject to re-examination in one year Page 3 of 5 ER -5352 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES FOR THE WAVE METAL CONNECTOR PLATEt LATE MODEL LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE23 i AA EA AE EE Species Specific Gravity Allowable Load Per Plate (pounds per square inch of plate contact ama)2.. METAL PLATE VALUES RATED BY GROSS AREA METHOD Douglas fir ! 0.49 206 156 1145 153 Hem -fir I 0.43 164 109 106 124 Southern pine I 0.55 206 158 163 170 WAVE ' Spruce -pine -fir 0.42 159 109 106 lig METAL PLATE VALUES RATED BY SEMI -NET AREA METHOD Douglas fir 0.49 275 195 I 145 153 Hem -fir j 0.43 208 134 106 124 Southern pine 0.55 275 195 163 170 Spruce -pine -fir 0.42 208 130 106 118 . _. , ...._.. – I ...... . k- – V.07 d. 'See Figure I for a description of plate orientation. Th belated values are for a single plate. The values are doubled for plates installed on both faces of a joint if area is calculated for a single plate. :MINconnector plates must be installed in pairs on opposite faces of truss members connected by plates. For metal plates rated by the semi -net area method, the end distance of 1/2 inch, measured parallel to grain, must be excluded when determing the metal plate coverage for each member of a joint. See Figure 2 for examples of joints affected by the mandatory reduction of plate coverage. Ltd _ _ _ _ _ _ Load Load ' z z z z AA Orientation L I I II IAE Orientation r- J I EA Orientation Load FIGURE 1—PLATE ORIENTATIONS EE Orientation Page 4 of 5 ER -5352 For SI: 1 inch = 25.4 mm. FIGURE 2—END DISTANCE REDUCTION REQUIREMENTS FOR SEMI -NET AREA METHOD TABLE 2—ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR THE WAVE METAL CONNECTOR PLATEI PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 2_._., 0' 90• 0• 90• Allowable Tension Load (Pounds per Itnwas Inch par pair of Plat") Tension Load EHlalency Ratio WAVE 895 849 0.512 0.486 For SI: 1 psi = 6.89 kPa. 'See Figure 3 for a description of plate orientation. '-The 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. Load F— Length t. 5 (a) 00 Plate Orientation Load Load Width L (b) 900 Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE METAL CONNECTOR PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE YT 0• 30° 80° 90• 120• 150° 0• 30• 00° 90° 120• 150° MODEL Allowable Shear Load (pounds par linear Inch per pair of plates) Shaw Load Efficiency Ratio N 656 861 969 567 529 556 0.563 0.739 0.832—T-0.487 0.454 0.477 (b) 900 Plate Orientation FIGURE 3—PLATE LENGTH AND WIDTH FOR TENSION ORIENTATION Load TABLE 3—ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR THE WAVE METAL CONNECTOR PLATE .or SI: I psi = 6.89 kPa. DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE 0• 30° 80° 90• 120• 150° 0• 30• 00° 90° 120• 150° MODEL Allowable Shear Load (pounds par linear Inch per pair of plates) Shaw Load Efficiency Ratio WAVE 656 861 969 567 529 556 0.563 0.739 0.832—T-0.487 0.454 0.477 .or SI: I psi = 6.89 kPa. Page 5 of 5 ER -5352 TABLE 4—ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, OR, FOR THE WAVE METAL CONNECTOR PLATE ' INSTALLED WITH MINIMUM 18 -INCH -DIAMETER SINGLE -PASS ROLLER PRESSES 1! PLATE MODEL LUMBER SPECIES DIRECTION OF GRAIN AND LOAD WRH RESPECT TO LENGTH OF PLATE SPECIFIC GRAVRYI AA EA AE WAVE 0.49 0.815 0.885 0.815 0.885 0.50 0.870 0.905 0.870 0.905 ror at: l Incn = U.4 mm. IThe QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with average published 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 average published specific gravity of 0.50 or higher. 0 Q 0 CL FIGURE 4—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, Hp, APPLIES Plate Length Plate Width F 0.25 in (6.35 nn) o.c. between slots 0.12 in (3.05 nn) Slot width 0.0356 in (minimum) I \ I 1 in (25.4' nn) O.C. 0.5 in (12.7 nn) between slots of rse t between slot length adjacent slots 0.06 in (1.52 nn) I PLATE AVAILABLE IN INCREMENTS OF 1 IN (25.4 mm). For SI: t inch =25.4 mm. FIGURE 5—WAVE PLATE DIMENSIONS YOUNG ENGINEERING SERVICES. 47-159 Youngs Lane, Indio, Ca. 92201 (760) 342-9214 fax (760) 342-6164 January 12, 2001 Tom Hartung Building and Safety City of La Quinta L Re: Robertson Residence, 78160 Masters Circle — Lot 72 La Quinta California Dear Tom, We have reviewed the truss calculations provided by Spates Fabricators for the above-mentioned project and find them to be in general conformance with our design intent. If you have any questions please call. Sincerely, Jeffrey B. Young S.E. Q ESS/O B. yoG F No. y \. EXP. 3' 3 iOF CA F Ol TOM CHORDAA `, TEMPORARY BRACIISG P ATTERN r O t BOTTOM CHORD DIAGONAL BRACING REPEATED AT EACH END OFTHE BUILDING AND AT SAME SPACING AS ' TOP CHORD DIAGONAL BRACINGCvr a +s • a 6 BOTTOM CHORD i44 Exs BOTTOMCHORD DLADONALBRACE kOBYIIAI LATFAMBRACE SPACING(ORS) SPAN PITCH • SPAI'llM(lB5) BPFM Upm32' :.A2 151 20 -15 Ova 22'-b' 4112 1F 10 7 On 4w -w .112 15' S O—m Sw a re0bmred poNuMd.npirlar GF -H—Fir Ftr{eR.h 'SIF Sp,h.m R' MF-H.m•Fb SPF•Spuc►PI Fb . ALL CONNECTIONS SHOULD BE MADE WITH A MINIMUM OF 2.16d NAILS. ALLLATERAL BRACES LAPPED AT `GROUND BRACING REQUIRED FOR ALL INSTALLATIONS IMPORTANT NOTICE ' T-4-my blsbbp 0— bl Dia dbp.m b -*'Hu Ip 1h. 00 bHWb6.1 —ft. . dmiW ..fig" 1- u aA.w. m Nb dLW m. Cwwh • r.OYbr.d pefwJm" .I al— H &l M br.elry .nargsm.rd b dealnd. Th. Vb—, mry d Ig-beebp b.u«aNlc..AN OSBm...d b a.m. ----- AD aaaAO Mmppery b.ckv 0—MWm1...1Mn 2e. Wr .—k.d Nmblr. i \ _ O \ 'GROUND BRACING REQUIRED FOR ALL INSTALLATIONS PERMANENT CONTINUOUS LATERAL BRACING AS SPECIFIED BY THE TRUSS ENGINEERING ... i44 Exs TOP CHOAD TEMPORARY BRACING PATTERN 'GROUND BRACING ALL CONNECTIONS SHOULD REQUIRED FOR ALL TOP CHORD INSTALLATIONS TOP CHORD DIAGONAL BRACE - LONINIIM LATERAL BRACE SPACING 080 SPAN RICH SPAONG(LD') If ) .112 B Oa.r X -.B' 02 TISPF/Upl.W B' Ov.r.B'-w -112 S Ov-Sd Su.npbt.r.d polv.almdml06n.r PERMANENT CONTINUOUS LATERAL BRACING AS SPECIFIED BY THE TRUSS ENGINEERING ... i44 Exs 'GROUND BRACING ALL CONNECTIONS SHOULD REQUIRED FOR ALL BE MADE WITH A MINIMUM INSTALLATIONS OF 2.16d NAILS. OF-Deuplu FW—h SP-South—Pi. HF-H.miir SPF-SprcaBMNr All<om —.h.w w m.e. wbh. MNmum d 2-16d —0.. hPtTCHED TRUSS CROSS BRACING REPEATED AT EACH ENDOF THE BUNTING AND AAT 2O INTERVALS — TEMPOR,ARY BRAC> EG TOP l;HOAD PAT pPt . x• TOP CHORD IM0A1 I TOP Cf10T0 ONOOIML SPACE PITCH LATERAL BRACE ePACNOZE) SPAN DiFETENCE ePACNO"AI I._ 6PNF UPb2r 2-0 r 17 12 pr28'•1Y J S' a 8 O.er l7-eY J e' ! J per W 9w • repbtend prd.ul«W .nOMw OF - Oeugl FkLrcn SP •SedMm Pim IS•H..-R SPF-Sp—..Pina-Flr ComNuous Tap Cl ord Ltl.N &.a QIP w Oreabr u..nm.a .onroma .Ilwee a mw.wnn btmam a algia neoe O SCISSORS IUSS ALLuTERAL IRADEa LAPPED ATLEAJTT-0 TRUSSM DIPGRTANr NOTICE ITMaIrbn wn1.wwr-.1, oWn t .e—efor rn D* di -W— Cone1A • ndtlwed «vt—b engk— If e delwwd trip rrerpenwa Is de.ked. TM a gw-t mer d.egn br.dnp In.aerderree wan OSRev, end b acme ews d.U.Wn. Net • widr epeckg Y p—u uwe.eeaeecm.d2•«.e .«b... M1 7f ti *GROUND BRACMO REGWRED FOR ALL INISTALLATIONS IF'ONTANT NOTICE Trrp«rr trAq dr.r.rr b tli di•Vu> b edearw I« ew 1. dI I.n d Tr wan . eMAr aarlpurtlbn u .rrwn on dh di.Err. Coned) • I b d prd..N.n11 .nor .. dulp bacep rrr penrra Y DSB411 TM I npinwr mry dularl bdry b es«denw.Atl1 DSBdD, .rd b .oma n.n ddnmM 01tl.w(dr.pecI -bpwrA . AD Vve.w A-12' CaaYrww oac.m.r«bo. Top Chard Aa Wnperry b q La" tl1aldlNrwltNpdnd ze/ vr.d.mwWk— .e wm. 10• « a. AS cpnn.oda d -W { b. .& wkh -GROUNDBRACING DF-D-gWFlrL.reh SP-Swalwmrwr. dated nev.. AlLcnnwnl REQUIRED FOR ALL S"'S«ucepmY . NF -1 -Fk R.eWraa INSTALLATIONS 3701e , W14-73' i -WIC ! I%i MIP /%i i % a.vo d brace for wwwwnd Uvaaea mus b. Dd Ir ata meal <{. ph.w M w bcm W duplketed M Ifo rel. In Gu ren 01a a1VDar1 t Zi9i D W:?al•'<.; t 3 TOP CHORD TEIIIPORARY"BRACING I?ATTERN =• ICE T—Per.q t.drp ANT 0- u1I. din— b .d q-. l« tM w " .y" >"''S' ..••• Y RTv k. NOtlbn a.wr ws WNW malqurift.. ha ec TOP C/qM b2nm. erb dCarwrA • raOidww prd..ei—I -01h—I e TOP NA C110RD DIAGOL M.na t.-kM .nrgemerd b duk d. Th* ..,1— may ATIWIY LATERAL BRACE SPAC04 Pals) OeNgn todnl in aeeerdero. wM DS 4IS .nd in .oma ow. SPAN PIIOI SPACIG0.08) 10 l'—) drrmin.dw.wRa.r. p.drq b poalbb. SPIDF M1r1w.u.wumsdYm-c.d.r«lue. UPb N' 3/12 6 IT 12 An bmp«uy b,.1,9 IwW b.ro 1-0—W 9—l..u.d W—,. Over 24••12' JAY 7• 10 a u 1J« F pr1Y-sc y12 e• E . o1etlr / per S. - OF - DOUWU 1'OF-D«ralu Fe-L.rcn 8p-S«M.rn Pb. NF-Nem.F'. SPF.Spruce-Pine-Fk \ / O \ I M1 ✓..ry^.3f, ALL LATERAL C \ "•-> q BRACES LAPPED DIAGONAL BRACE \ \ . -------- ALSO TLEAST2ALSO REQUIRED a:.a` s'rTRUSSES. ONEND VERTICALS Cerrorwn Tep CIroN • . ! 9s lmeN Br.d .i Iv«Gr.tlr 'GROUND BRACING > ST a R.odrea REQUIRED FOR ALL U'6TALLATIONS ` # ..-: u<onnacupn. 11rw1e lw n,.de wen. mYknumaz.lea nails TRUSS TRUSS PLATE INSTITUTE .'AA 1 583 D'Onofrio Dr., Su?;e 200 Madison, WI 53719 ' (608) 833-5900. c 7 TOP CHORD TEMPORARY BRACING PATTERN s x• TOP CHORD TOP CHORD DKOONAL MACE mallu N LATERAL BRACE SPACNO(OIEI SPAN DEPTH SPAOIO(LBE) loth I) 6PAF 6PiMF Upb J2' JO S Ie f0 0r32'-48• 12- a• e / pr 1e -ea e• s• 1 2 p.r 111r s» a r.obbra prdn.ww.np w« DIPGRTANr NOTICE ITMaIrbn wn1.wwr-.1, oWn t .e—efor rn D* di -W— Cone1A • ndtlwed «vt—b engk— If e delwwd trip rrerpenwa Is de.ked. TM a gw-t mer d.egn br.dnp In.aerderree wan OSRev, end b acme ews d.U.Wn. Net • widr epeckg Y p—u uwe.eeaeecm.d2•«.e .«b... M1 7f ti *GROUND BRACMO REGWRED FOR ALL INISTALLATIONS IF'ONTANT NOTICE Trrp«rr trAq dr.r.rr b tli di•Vu> b edearw I« ew 1. dI I.n d Tr wan . eMAr aarlpurtlbn u .rrwn on dh di.Err. Coned) • I b d prd..N.n11 .nor .. dulp bacep rrr penrra Y DSB411 TM I npinwr mry dularl bdry b es«denw.Atl1 DSBdD, .rd b .oma n.n ddnmM 01tl.w(dr.pecI -bpwrA . AD Vve.w A-12' CaaYrww oac.m.r«bo. Top Chard Aa Wnperry b q La" tl1aldlNrwltNpdnd ze/ vr.d.mwWk— .e wm. 10• « a. AS cpnn.oda d -W { b. .& wkh -GROUNDBRACING DF-D-gWFlrL.reh SP-Swalwmrwr. dated nev.. AlLcnnwnl REQUIRED FOR ALL S"'S«ucepmY . NF -1 -Fk R.eWraa INSTALLATIONS 3701e , W14-73' i -WIC ! I%i MIP /%i i % a.vo d brace for wwwwnd Uvaaea mus b. Dd Ir ata meal <{. ph.w M w bcm W duplketed M Ifo rel. In Gu ren 01a a1VDar1 t Zi9i D W:?al•'<.; t 3 TOP CHORD TEIIIPORARY"BRACING I?ATTERN =• ICE T—Per.q t.drp ANT 0- u1I. din— b .d q-. l« tM w " .y" >"''S' ..••• Y RTv k. NOtlbn a.wr ws WNW malqurift.. ha ec TOP C/qM b2nm. erb dCarwrA • raOidww prd..ei—I -01h—I e TOP NA C110RD DIAGOL M.na t.-kM .nrgemerd b duk d. Th* ..,1— may ATIWIY LATERAL BRACE SPAC04 Pals) OeNgn todnl in aeeerdero. wM DS 4IS .nd in .oma ow. SPAN PIIOI SPACIG0.08) 10 l'—) drrmin.dw.wRa.r. p.drq b poalbb. SPIDF M1r1w.u.wumsdYm-c.d.r«lue. UPb N' 3/12 6 IT 12 An bmp«uy b,.1,9 IwW b.ro 1-0—W 9—l..u.d W—,. Over 24••12' JAY 7• 10 a u 1J« F pr1Y-sc y12 e• E . o1etlr / per S. - OF - DOUWU 1'OF-D«ralu Fe-L.rcn 8p-S«M.rn Pb. NF-Nem.F'. SPF.Spruce-Pine-Fk \ / O \ I M1 ✓..ry^.3f, ALL LATERAL C \ "•-> q BRACES LAPPED DIAGONAL BRACE \ \ . -------- ALSO TLEAST2ALSO REQUIRED a:.a` s'rTRUSSES. ONEND VERTICALS Cerrorwn Tep CIroN • . ! 9s lmeN Br.d .i Iv«Gr.tlr 'GROUND BRACING > ST a R.odrea REQUIRED FOR ALL U'6TALLATIONS ` # ..-: u<onnacupn. 11rw1e lw n,.de wen. mYknumaz.lea nails TRUSS TRUSS PLATE INSTITUTE .'AA 1 583 D'Onofrio Dr., Su?;e 200 Madison, WI 53719 ' (608) 833-5900. c 7 TITLE 24 REPORT 4 Title 24 Report for: THE -ROBERTSON -RESIDENCE L78716-0-Master-saCirclel La Quinta„ Ca. 92253 Project Designer: KRISTI W. HANSON, ARCHITECT 44-850 Las Palmas, Suite A, Palm Desert„ Ca. 92260 (760) 776-4068 Report Prepared By: R-Krown CEA 98-93-204 KROWN MECHANICAL DESIGN P.O. BOX 621 RANCHO MIRAGE, CA 92270-0621 (760) 770-0044 &1 d E n e r y A n a l y s t CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE *2/17101 BY `�` cs s1q Job Number: Date: 9/21/00 C®ril e g Wchwd F. Ktown NR 98-99.620 r r R 98-93-204 rr ex'4 CA►BEC Cc anlo Auodcmon of Building Energy CormbOnts The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 1998 Building Energy Efficiency Standards. This program developed by Gabel Dodd/EnergySoft, LLC (415) 883-5900. EnergyPro 2.1 By EnergySoft Job Number: 00068 User Number: 2366 I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Checklist Form C -2R Computer Method Summary Form ENV -3 Proposed Construction Assembly Form CF -6R Installation Certificate HVAC System Heating and Cooling Loads Summary 1 2 3 7 8 15 20 27 EnergyPro 2.1 By EnergySoft Job Number: 00068 User Number: 2366 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R THE ROBERTSON RESIDENCE 9/21/00 Project Title Date 78-160 Masters Circle La Quinta, Project Address Building Permit # KROWN MECHANICAL DESIGN (760) 770-0044 Plan Check I Date Documentation Author Telephone Computer Performance 15 Field Check I Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 5,898 fl? Total Conditioned Slab Area: 5,898 ft2 Building Type: (check one or more) ® Single Family Detached (SFD) ❑ Addition Alone ❑ Single Family Attached (SFA) ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (South) 200 deg Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor Component Type Frame Type Const. Assembly U -Value Slab On Grade n/a 0.756 Slab On Grade n/a 0.756 Built-up/R-38/Gyp (2X12) Wood 0.030 Built-up/Air/R36/Gyp (Truss) Wood 0.026 Tile/Attic/R38/Gyp Wood 0.029 Tile/R38/Gyp (2X12) Wood 0.030 R-21 Wall (W.21.2x6.16) Wood 0.059 Solid Wood Door Wood 0.387 R-21 Partition Wood 0.057 FENESTRATION Location/Comments (attic, garage, typical, etc.) Covered Slab w/R-0.0 Perimeter Insulation Exposed Slab w/R-0.0 Perimeter Insulation Exterior Roof Exterior Roof Exterior Roof Exterior Roof Exterior Wall Exterior Door Exterior Wall Shadina Devices Type Orientation Area Labeled Fenestration Interior Exterior Overhang Side Fins SF U -Value SHGC roller blind, etc. shadescreen etc. Yes / No Yes / No Skylight 18.4 0.80 0.57 None None ❑ X❑ ❑ X❑ Front (South) 34.5 0.52 0.45 Drapery Bug Screen ❑ X❑ ❑ X❑ Front (South) 60.0 0.50 0.48 Drapery Bug Screen ❑ X❑ ❑ X❑ Front (Southwest) 60.0 0.50 0.48 Drapery Bug Screen ❑ X❑ ❑ X❑ Left (West) 365.0 0.50 0.48 Drapery Bug Screen X❑ ❑ ❑ X❑ Left (West) 39.8 0.52 0.45 Drapery Bug Screen X❑ ❑ ❑ X❑ Rear (North) 155.3 0.52 0.45 Drapery Bug Screen X❑ ❑ ❑ X❑ Rear (North) 295.0 0.50 0.48 Drapery Bug ScreenX❑ ❑ ❑ X❑ Rear (North) 4.3 0.52 0.45 Drapery Bug Screen ❑ X❑ ❑ X❑ Right (East) 75.0 0.52 0.45 Drapery Bug Screen X❑ ❑ ❑ X❑ Right (East) 57.5 0.52 0.45 Drapery Bug Screen ❑ X❑ ❑X❑ Left (West) 45.5 0.52 0.45 Drapery Bug Screen❑ X❑ ❑ 0 Run Initiation Time: 09/21/00 11:52:08 Run Code: 969537128 Ener ro 2.1 ByEnergySoft User Number: 2366 Job Number: 00068 Pa e:3 of 30 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R THE ROBERTSON RESIDENCE 9/21/00 Project Title Date 78-160 Masters Circle La Quinta, Project Address Building Permit # KROWN MECHANICAL DESIGN (760) 770-0044 Plan Check/Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 5,898 fl? Total Conditioned Slab Area: 5,898 ft2 Building Type: (check one or more) ® Single Family Detached (SFD) ❑ Addition Alone ❑ Single Family Attached (SFA) ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: (South) 200 deg Number of Dwelling Units: 1.00 Number of Stories: 1 Component FENESTRATION Floor Construction Type: ® Slab Floor ❑ Raised Floor Const. Frame Assembly Location/Comments Type U -Value (attic, garage, typical, etc.) Shadina Devices Type Orientation Area Labeled Fenestration Interior Exterior Overhang Side -Fins SF U -Value SHGC roller blind, etc. shadescreen etc. Yes / No Yes / No Left (West) 15.0 0.52 0.50 Drapery Bug Screen X❑ ❑ ❑ X❑ Left (West) 35.0 0.55 0.43 Drapery Bug Screen ❑ X❑ ❑ X❑ Rear (North) 15.0 0.52 0.50 Drapery Bug Screen ❑ x❑ ❑ X❑ Right (Southeast) 28.0 0.52 0.45 Drapery Bug Screen ❑ X❑ ❑ a Front (South) 54.0 0.55 0.43 Drapery Bug Screen ❑ X❑ ❑ X❑ Right (East) 60.0 0.50 0.48 Drapery Bug Screen ❑ X❑ ❑ X❑ Riqht (East) 30.0 0.55 0.43 Drapery Bug Screen ❑ X❑ ❑ X❑ Right (East) 60.0 0.50 0.48 Drapery Bug Screen X❑ ❑ ❑ X❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Run Initiation Time: 09/21/00 11:52:08 Run Code: 969537128 EnergyPro 2.1 By Ener oft User Number: 2366 Job Number: 00068 Pa e:4 of 30 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R THE ROBERTSON RESIDENCE 9/21/00 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Equipment Minimum HeatingType and Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location/ pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Central Furnace 80% AFUE Ducts in Attic 42 Setback LIVING 70NE (2 Units) Central Fi umace 80% AFUE Ducts in Attic 42 Central Furnace 80% AFUE Ducts in Attic 4.2 Setback MASTFR SUITE Setback GUEST SUITE Central Furnace 80% AFUE Ducts in Attic 4.2' Setback BED/BATH 2 & 3 Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location/ heat pump, evap. cooling) (SEER) (attic, etc.) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 42 Sethack I IVING 70NF (9 tlnit ) Split Air Conditioner 1 02 SFFR Ducts in Attic 42 Split Air Conditioner 12.0 SEER Ducts ih Attic 4.2 Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Sethack MASTFR SHITF Setback GUEST SUITE Setback BED/BATH 2 & 3 WATER HEATING SYSTEMS Rated 1 Tank Energy Fact! 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss R -Value A O SMITH FGR -100-230 Small Gas Recircrrime+Temp 1 75,000 ion 0.43 n/a 12 A O SMITH FGR -100-230 Small Gas Recirclrime+Temp 1 75.000 100 0.43 n/a 12 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is v vied is indicated in the Special Features/Remarks section. Designer or Wn (per Business & P s Code) Documentation Author Name: Name: R Krown CEA 98-93204 Title/Firm: IAS -151 WHANSON, ARCHITECT Title/Firm: KROWN MECHANICAL DESIGN Address: 44$50 Las Palmas, Suite A, Address: P.O. BOX 621 Palm Desert., Ca. 92260 RANCHO MIRAGE, CA 92270-0621 Telephone: 760 7764068 Telephp e: (760) no ao4a Lic. #: A 4 / I // A i / (signature) (date) nature) (date) Enforcement Agency Name: _ Title/Firm: _ Address: Telephone_ lEnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Paae:5 of 30 1 Certificate of Compliance: Residential (Addendum) CF -1 R THE ROBERTSON RESIDENCE 9/21/00 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified In this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. I Plan F Field The DHW System "A O SMITH FGR -100.230" Energy Factor = 0.430. An EF below 0.58 requires an R-12 Extemal Blanket. The DHW System "A 0 SMITH FGR -100-230" Energy Factor = 0.430. An EF below 0.58 requires an R-12 Extemal Blanket. The HVAC System "LIVING ZONE (2 Units)" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 812 sqft Covered Slab Floor, 3.50" thick at LivingXit/Dine. Etc. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 2256 sqft Exposed Slab Floor, 3.50" thick at Living/Kit/Dine. Etc. The HVAC System "MASTER SUITE" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R - Verify Thermal Mass: 829 sqft Covered Slab Floor, 3.50" thick at Master Suite HIGH MASS Design(see C -2R - Verify Thermal Mass: 321 sqft Exposed Slab Floor, 3.50" thick at Master Suite The HVAC System "GUEST SUITE" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 380 sqft Covered Slab Floor, 3.50" thick at Guest Bed 1/Living HIGH MASS Design(see C -2R) - Verify Thermal Mass: 491 sqft Exposed Slab Floor, 3.50" thick at Guest Bed 1/Living HIGH MASS Design(see C -2R) - Verify Thermal Mass: 657 sqft Covered Slab Floor, 3.50" thick at Bedrooms 2 & 3 HIGH MASS Design(see C -2R) -Verify Thermal Mass: 112 sqft Exposed Slab Floor, 3.50" thick at Bedrooms 2& 3 HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS .....o.........o. ..v..v...`......a,.0 u.ay.,vaaa, aaau..y — u.wc.ncaau.ca vn a w.... a.r-vn. Plan I Field Run Initiation Time: 09/21/00 •52.08 Run Code: 96953 28 EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page:6 of 30 Mandatory Measures Checklist: Residential MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (*) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated Into the permit documents, the features noted shall be considered by all parties as binding minimum component specifications. DESCRIPTION Instructions: Check or in tiaFappiicabte boxes orenterNfA if not applicable. DESIGNER ENFORCEMEN Building Envelope Measures ❑X '§ 150(.): Minimum R-19 ceiling insulation in wood frame assembly, or equivalent U -value. § 150(b): Loose fill insulation manufacturers labeled R -value. ❑X '§150(.): Minimum R-13 wall insulation in framed walls or equivalent U -value (does not apply to exterior mass walls). ❑ '§ 150(d): Minimum R-13 raised floor insulation in wood framed floors. ❑ § 150(1): Slab edge insulation - water absorption rate < 0.3%, water vapor transmission rate < 2.0 perm/inch. X§118: Insulation specified or installed meets quality standards. Indicate type and form. §116-17: Fenestration Products, Exterior Doors and Infiftration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Manufactured fenestration products labeled with certified U -value, SHGC, and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ® §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have closable doors, outside air intake with damper and control, and flue damper and control; 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures X] §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACOA. X] §150(i): Setback thermostat on all applicable heating and/or cooling systems. X❑ §1500): Pipe and Tank Insulation 1. Storage gas water heaters with less than 0.58 energy factor shall be externally wrapped with R-12. 2. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined internal/external insulation, piping between heat source and tank insulated. 3.lnsulation on the first 5' of pipes closest to water heater tank, non -recirculating systems (R-4 or greater), buried or exposed piping in recirculating sections of hot water systems, cooling system piping below 55 deg F. '§150(m): Ducts and Fans 1. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with the ICBO 1997 UMC sections 601603; duets insulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape aerosol sealant or other duct closure system that meets the applicable requirements of UL181, UL181S, or UL181 B and other applicable specified test for longevity given in 150(m). 2. Exhaust fans systems have back draft or automatic dampers. 3. Gravity ventilating systems servng conditioned space have either automatic or readily accessible, manually operated dampers. X❑ §114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof instructions, no pilot or electric resistance heating. 2. System is installed with at least 36' of pipe between filter and heater, cover for outdoor pools or spas. 3. Pool system has directional inlets and a circulation pump time switch. §115: Central Furnaces, pool heaters, spa heaters or household cooking appliances have no constant pilot light. Lighting Measures §150(k)l: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. 150(k)2: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in 150(k)2.; and recessed ceiling are IC (insulation cover) approved. EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Pane:7 of 30 Computer Method Summary (Part 1 of 3) C -2R THE ROBERTSON RESIDENCE Project Title 9/21/00 Date 78-160 Masters Circle 1 a Q tii nta Project Address Building Permit # KR WN MFCHANICAI DESIGN (760) 770-0044 Documentation Author Telephone Plan Check/Date Computer Performance Compliance Method (Package or Computer) 15 Climate Zone Field CheckfDate Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 4.51 4.67 -0.16 Space Cooling 39.79 33.92 5.87 Domestic Hot Water 4.83 8.22 -3.39 Totals 49.13 46.82 2.32 GENERAL INFORMATION Conditioned Floor Area: Building Type: Building Front Orientation: Number of Dwelling Units: Number of Stories: 5,898 Single Fam Detached (South) 200 deg 1.00 1 BUILDING ZONE INFORMATION Zone Name Floor Area Volume '406B 1 150 871 8n9 OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y / N Rnnf 176 O 030 —0 _ a Roof 638 n n26 —0 a Roof 150 0 MA —n Rnnf 2068 0 030 _0 is Wall 340 n059 —200 g Wall 57 n 059 —245 —9Q Wall 320 n_059 _290 90_ Wall 435 0.059 _2n 90 Dnnr 24 n iR7 g An yy;111 524 n 069 11 o _-qn nnnr 24 0.387 110 90 Wall 228 0.057 —0 90 DAM 24 n 387 —0 _-qn Roof 178 0.026 n —n Roof 150 n n29 _ 0 n Rnnf 822 n rm n 15 Wall Al n Q59 _xn qn Wall 546 n n59 _9-qp_ -qn Wall 286 0059 _M g Wall 329 0D59 110 90 Wall 112 n.nfi9 155 90 Wall 142 n057 n An Rnnf 969 n rp-q —n n Roof 609 n n3a —n 15 Wall 164 n 059 xn _gn Wall 60 0059 945 90 Wall 253 0.059 90 —90 Wall 66 n.rm M _90 Wall 352 00M 110 90 Floor Construction Type: X Slab Floor ❑ Raised Floor Total Conditioned Volume: 86,457 Slab Floor Area: 5,898 # of Thermostat Vent Units Zone Type Type Hgt. Area _052 1 iving I ivl o- _2 n/a 0.19 Sleeping SlappingStat _ n/a n 15 sleeping SleapingStat _2 n/a 0.14 Conditioned Setback -2 n/a Form 3 Reference Location / Comments EnergyPro 2.1 By Energy5oft User Number: 2366 Job Number: 00068 Paoe:8 of 30 1 Computer Method Summary (Part 1 of 3) C -2R THF ROBERTSON RESIDENCE Project Title 9/21/00 Date 78-160 Masters Circle_ La Q1linta' Project Address Building Permit # KROWN MECHANICAL DESIGN (760) 770-0044 Documentation Author Telephone Plan Check/Date Computer Performance Compliance Method (Package or Computer) 15 Climate Zone Field Check/Date Source Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design Design Margin Space Heating 4.51 4.67 -0.16 Space Cooling 39.79 33.92 5.87 Domestic Hot Water 4.83 8.22 -3.39 Totals 49.13 46.82 2.32 GENERAL INFORMATION Conditioned Floor Area: Building Type: Building Front Orientation: Number of Dwelling Units: Number of Stories: 5,898 Single Fam Detached (South) 200 deg 1.00 1 BUILDING ZONE INFORMATION Zone Name OPAQUE SURFACES Act. Floor Construction Type: X❑ Slab Floor ❑ Raised Floor Total Conditioned Volume: 86,457 Slab Floor Area: 5,898 # of Thermostat Vent Floor Area Volume. Units Zone Type Type Hgt. Area Type Area U -Val. Azm. Tilt Wall 39 o 059 155 -90 wall 136 0 057 —f) gn Roof pliq nD29 Q -0_ Wall 196 n.059 290 90 Wall 36 n.059 ?n _ 0 Wall 171 nn59 110 _go Wall 192 0.067 —n 90 Solar Gains Y / N Form 3 Reference Location / Comments EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page:9 of 30 1 Computer Method Summary (Part 2 of 3) C -2R THE ROBERTSON RESIDENCE 9/21/00 Project Title Date FENESTRATION SURFACES # Type U -Value Area SHGC Act. Azm. Glazing Type Tilt Location/ Comments L Wight Rear ort 184 08M n 57 0 Bristolite SWights Bronze Fum/CU-1 A & 111 2 Window Front (South) 27. 0.520 0.45 200 -Q 90 Double NonMtl Tinted Lo E Fum/CU-1 A & 1 B 3 Window Front (South) 0.500 0.48 200 90 Double NonMtl Tinted Lo E Fum/CU-1A & 1 B 4 Window Front (South) 72" 0.520 0.45 200 90 Double NonMtl Tinted Lo E Fum/CU-1A & 1 B 3 Window Front (Southwest) 60.0' 0.500 0.48 245 90 Double NonMtl Tinted Lo E Fum/CU-1 A& 1 B 5 Window Left oNest) 60.0 0.500 0.48 290 90 Double NonMtl Tinted Lo E Furn/CU-1A & 1 B Z Window Left (West) $/ 0.520 0.45 _290 90 Double NonMtl Tinted Lo E Furn/CU-1A & 1 B 8 Window Left (West) 26.1x- 0.520 0.45 290 90 Double NonMtl Tinted Lo E Fum/CU-1A & 1 B 3 Window Left pNest) 125-11 0,500 0.48 290 -90 Double NonMtl Tinted Lo E Fum/CU-1A & 1 B J.Q Window Rear (North) 0520 0.45 -20 90 Double NonMtl Tinted Lo E Fum/CU-1 A & 1 B 11 Window Rear (North) 1000 0.500 0.48 20 90 Double NonMtl Tinted Lo E Fum/CU-1A & 1 B 12 Window Rear (North) 30.6' 0.520 0.45 20 90 Double NonMtl Tinted Lo E Fum/CU-1A & 1 B 1Q Window Rear (North) 1459' 0.500 Q48 _20 90 Double NonMtl Tinted Lo E Fum/CU-1A & 1 B 14 Window Rear (North) 4.3--- 0.520 0.45 20 90 Double NonMtl Tinted Lo E Furn/CU-1A & 1B 15 Window Rear (North) 12.5,'- 0.520 0.45 20 90 Double NonMtl Tinted Lo E Fum/CU-1 A& 1 B 16 Window Rear (North) 62.5-1 0.520 0.45 20 90 Double NonMtl Tinted Lo E Furn/CU-1A & 1 B 17 Window Right (East) 12.5 0.520 0.45 110 90 Double NonMtl Tinted Lo E Fum/CU-1A & 1 B 18 Window Right (East) 62.5 0.520 0.45 110 90 Double NonMtl Tinted Lo E Fum/CU-1A & 1 B J9 Window Right (East) 30.0 0.520 0.45 110 90 Double NonMtl Tinted Lo E Furn/CU-1A & 1 B 20 Window Left (West) 10.0 0.520 0.45 290 90 Double NonMtl Tinted Lo E Fum/CU-2 21 Window Left (West) 28.0- 0.520 0.45 290 90 Double NonMtl Tinted Lo E Fum/CU-2 22 Window Left est) 15.0 0.520 0.50 290 90 Double NonMtl Tinted Lo E Furn/CU-2 23 Window Left (West) 35.0 0.550 0.43 290 90 Double NonMtl Tinted Lo E Fum/CU-2 24 Window Rear (North) 15.e 0.520 0.50 20 90 Double NonMtl Tinted Lo E Furn/CU-2 25 Window Rear (North) 30.3 0.520 0.45 20 90 Double NonMtl Tinted Lo E Fum/CU-2 26 Window Rear (North) 50.0 0.500 0.48 20 90 Double NonMtl Tinted Lo E Furn/CU-2 27 Window Right (East) 11.2 0.520 0.45 110 90 Double NonMtl Tinted Lo E Fum/CU-2 28 Window Right (Southeast) 28.0 0.520 0.45 155 90 Double NonMtl Tinted Lo E Furn/CU-2 29 Window Front (South) 54.0-- 0.550 0.43 200 90 Double NonMtl Tinted Lo E Furn/CU3 INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Interior Shade Type SHGC Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA. REQ. Dist. Len. Hgt. Dist. Len. Hgt. 1 None 1.00 None 1.00 2 Drapery 0.68 Bug Screen 0.76 - - - - - - - - - - - - - - - - - 3 Drapery 0.68 Bug Screen 0.76 - - - - - - - 4 Drapery 0.68 Bug Screen 0.76 5 Drapery 0.68 Bug Screen 0.76- 6 Drapery 0.6B Bug Screen 0.76 10.0 6.0 15--J-5 99.0 99.0 - 7 Drapery 0.68 Bug Screen 0.76 3.0 1.2 1.5 4.0 99.0 99.0 8 Drapery 0.6B Bug Screen 0.76 2.0 13.0 99.0 0.1 13.0 99.0 - - - - - 9 Drapery 0.6B Bug Screen 0.76 10.0 12.5 99.0 4.0 13.0 99.0 10 Drapery 0.68 Bug Screen 0.76 2.0 10.0 30.0 0.1 99.0 99.0 _ 11 Drapery 0.68 Bug Screen 0.76 10.0 10.0 30.0 3.0 99.0 99.0 - - - - 12 Drapery 0.6B Bug Screen 0.76 2.0 15.0 13.0 0.1 6.0 99.0 _ 13 Drapery 0.68 Bug Screen 0.76 10.0 14.5 13.0 3.0 6.0 99.0 _ 14 Drapery 0.6B Bug Screen 0.76 15 Drapery 0.6B Bug Screen 0.76 0.1 99.0 99.0 2.0 6.2 TO-_ -0. 1 16 Drapery 0.68 Bug Screen 0.76 10.0 6.2 1.0 3.0 99.0 99.0 _ 17 Drapery 0.68 Bug Screen 0.76 2.0 6.2 1.5 0.1 99.0 99.0 _ 18 Drapery 0.68 Bug Screen 0.76 10.0 6.2 1.5 3.0 99.0 99.0 _ 19 Drapery 0.68 Bug Screen 0.76 20 Drapery - 0.68 Bug Screen 0.76 _ _ 5.0 2.0 5.0 2.2 99.0 99.0 _ 21 Drapery 0.66 Bug Screen 0.76 - - - - - - - - - - - - 22 Drapery 0.68 Bug Screen 0.76 3.0 5.0 4.0 2.2 1.0 99.0 _ 23 Drapery 0.68 Bug Screen 0.76 - - - - - 24 Drapery 0.66 Bug Screen 0.76 25 Drapery 0.68 Bug Screen 0.76 7.0 2.2 7.0 1.2 99.0 99.0 _ 26 Drapery 0.68 Bug Screen 0.76 10.0 5.0 7.0 3.0 99.0 99.0 - - - - - - 27 Drapery 0.68 Bug Screen 0.76 - - - - - - - - - - - - 28 Drapery 0.68 Bug Screen 0.76 - - - - - - - - - - - 29 Drapery 0.68 Bug Screen 0.76 - - - - - - - - - - - - EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Paae:10 of 30 1 Computer Method Summary 0.68 Bug Screen (Part 2 of 3) C -2R THE ROBERTSON RESIDENCE 6.0 8.0 1.5 4.0 9/21/00 Project Title 0.66 Bug Screen Date FENESTRATION SURFACES - - - - - - - - - - 32 Drapery U -Value Screen Act. Glazing Type Location/ # Type Area SHGC Azm. Tift Comments _. Window left Pc) --mQ" _p SM O 48 Sao _9D Douhle NenMtl Tinted I n F Rum/CLI-3 31 Window Left (West) 10.0-- 0.520 0.45 290 90 Double NonMtl Tinted Lo E Fum/CU3 32 Window Left (Vilest) 60.0-- 0.500 0.48 290 90 Double NonMtl Tinted Lo E Furn/CU3 33 Window Right (East) 60.0✓ 0.500 0.48 110 90 Double NonMtl Tinted Lo E Furn/CU-3 34 Window Right (East)_ 10.01- 0.520 0.45 110 90 Double NonMtl Tinted Lo E Fum/CU3 35 Window Right (East) 30.0 0.550 0.43 110 90 Double NonMtl Tinted Lo E Fum/CU3 -W Window Left (West) 7-5 " 0.520 0.45 ---29Q 90 Double NonMtl Tinted Lo E Fum/CU-4 37 Window Left (West) 60.0 0.500 0.48 290 90 Double NonMtl Tinted Lo E Fum/CU-4 _M Window Right (East) 0"500 0.48 110 _90 Double NonMtl Tinted Lo E Furn/CU-4 29 Window Right (East) 6.2 0.520 0.45 110 90 Double NonMtl Tinted Lo E Fum/CU-4 INTERIOR AND EXTERIOR SHADING _ 99.0 39 Drapery Window Overhang Left Fin Right Fin # Interior Shade Type SHGC Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LEA. REQ. Dist. Len. Hgt. Dist. Len. Hgt. 30 Drapery - 0.68 Bug Screen 0.76 10.0 - 6.0 8.0 1.5 4.0 5.0 31 Drapery 0.66 Bug Screen 0.76 - - - - - - - - - - - 32 Drapery 0.68 Bug Screen 0.76 10.0 6.0 5.0 0.1 99.0- _ 33 Drapery 0.68 Bug Screen 0.76 - - - - - - - 34 Drapery 0.66 Bug Screen 0.76 - - - 35 Drapery 0.68 Bug Screen 0.76 - - - - 36 Drapery 0.68 Bug Screen 0.76 - - - - - 37 Drapery 0.68 Bug Screen 0.76 10.0 6.0 1.5 1.5 99.0 99.0 38 Drapery - 0.68 Bug Screen 0.76 10.0 - 6.0 - 5.0 - 1.5 99.0 - - _ 99.0 39 Drapery 0.68 Bug Screen 0.76 - - - - - - - EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page:11 of 30 1 Computer Method Summary Insulation (Part 3 of 3) C -2R Type Length Factor R -Val. Depth Location / Comments THE ROBERTSON RESIDENCE 0 0 0 Fum/CU-1 A& 1 B 9/21/00 Project Title Furn/CU-1 A & 1 B Slab Perimeter 120 0_76 Date THERMAL MASS FOR HIGH MASS DESIGN Slab Perimeter 240_76 0.0 0 Fum/CU-2 Area Thick. Heat 00 0 Inside Location Type (so (in.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete ea eight 812 3_50 _28 098 n/a 2 Fum/CU-1 A & 1 B / Slab on Grade Concrete Heavyweight 2,256 3_50 28 0_98 n/a 0 Fum/CU-1 A & 1B /Slab on Grade Concrete,Healymeight _829 33.50 98 0.98 n/a 2 Fum/CU-2 / Slab on Grade Concrete, Heavyweight 321 3_50 28 098 n/a 0 Fum/CU-2 / Slab on Grade Concrete, HeajQmmight 3803_50 9$ 0.98 n/a 2 Fum/CU-3 / Slab on Grade PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 98 0_76 0 0 0 Fum/CU-1 A& 1 B Slab Perimeter 114 —QJB 0.0 0 Furn/CU-1 A & 1 B Slab Perimeter 120 0_76 0.0 0 Furn/CU-2 Slab Perimeter 240_76 0.0 0 Fum/CU-2 Slab Perimeter 04 0_76 00 0 Fum/CU-3 HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location/ pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 80%AFUE Ducts in Attic 4.2 Setback LIVING ZONE (2 Units) Central Furnace 80% AFUE Ducts in Attic 4.2 Setback MASTER SUITE Central Furnace 80%AFUE Ducts in Attic 42 Setback GUEST SUITE Central Furnace 80% AFUE Ducts in Attic 4.2 Setback BED/BATH 2 & 3 Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location/ heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback LIVING ZONE Units) Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback MASTER SUITE Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback GUEST SUITE Split Air Conditioner 12.0 SEER Ducts in Attic 4.2 Setback SED/BATH 2 & 3 WATER HEATING SYSTEMS Rated Tank Energy Fact. 1 Tank Insul. Water Heater Water Heater Distribution # inInput Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (al) Efficiency Loss Ext. A O SMITH FGR -IOD -230 Small Gas Recirclrime+Temp 1_ 75,000 100 0.43 n/a 12 A O SMITH FGR -100.230 Small Gas Recirc/Time+Temp 1_ 75.000 100 0.43 n/a 12 1 For small gas storage (rated input <= 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Pa°e:12 of 30 1 Computer Method Summary Distribution Type and Location etc.) (Part 3 of 3) C -2R THE ROBERTSON RESIDENCE Hydronic Piping Pipe Pipe 9/21/00 Project Title System Name Length Date THERMAL MASS FOR HIGH MASS DESIGN Cooling Equipment Area Thick. Heat Duct Inside Location Type (so (n.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete, Heavyweight 4991 3 ?8 0 CA n/a _0 Fum/CU3 / Slab on Grade Concrete,Heayweight 697 3_50 28 0_98 n/a 2 Fum/CU-4 / Slab on Grade Concrete, Healnn ught 112 3.50 98 0.98 n/a 0 Fum/CU-4 /Slab on Grade PERIMETER. LOSSES # in Input Cap. or Recovery Standby R -Value System Name F2 Insulation Type Syst. (Btu/hr) (qal) Efficiencv Loss M Ext. Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 52 0.76 00 0 Fum/CU3 Slab Perimeter 02 ).78 0.0 0 Fum/CU-4 Slab Perimeter 200 0.76 00 0 Furn/CU-4 HVAC SYSTEMS Heating Equipment Minimum Type (furnace, heat Efficiency pump, etc.) (AFUE/HSPF)(ducts/attic, Distribution Type and Location etc.) Duct Thermostat R -Value Type Location / Comments Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat.pump, evap. _cooling) .SEER) _(attic, etc) R -Value Type Comments WATER HEATING SYSTEMS Rated Tank Energy Facts Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (qal) Efficiencv Loss M Ext. For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMAR EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Paae:13 of 30 1 Computer Method Summary (Addendum) C2 -R THE ROBERTSON RESIDENCE 9/21/00 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. I Plan Field The DHW System "A 0 SMITH FGR -10D-230" Energy Factor= 0.430. An EF below 0.58 requires an R-12 External Blanket. The DHW System "A O SMITH FGR -1 OD -230" Energy Factor = 0.430. An EF below 0.58 requires an R-12 External Blanket. The HVAC System "LIVING ZONE (2 Units)" must meet all CEC Criteria for a Zonally Controlled system serving only Living Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 812 sqft Covered Slab Floor, 3.50" thick at Living/Kit/Dine. Etc. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 2256 sqft Exposed Slab Floor, 3.50" thick at Living/Kit/Dine. Etc. The HVAC System "MASTER SUITE" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 829 sqft Covered Slab Floor, 3.50" thick at Master Suite HIGH MASS Design(see C -2R - Verify Thermal Mass: 321 sqft Exposed Slab Floor, 3.50" thick at Master Suite The HVAC System "GUEST SUITE" must meet all CEC Criteria for a Zonally Controlled system serving only Sleeping Areas. HIGH MASS Design(see C -2R) - Verify Thermal Mass: 380 sqft Covered Slab Floor, 3.50" thick at Guest Bed 1/Living HIGH MASS Design(see C -2R) - Verify Thermal Mass: 491 sqft Exposed Slab Floor, 3.50" thick at Guest Bed 1/Living HIGH MASS Design(see C -2R) - Verify Thermal Mass: 697 sqft Covered Slab Floor, 3.50" thick at Bedrooms 2 & 3 HIGH MASS Design(see C -2R) -Verify Thermal Mass: 112 sqft Exposed Slab Floor, 3.50" thick at Bedrooms 2 & 3 HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS ... .. a..... -11a. u9ay11vaaw acauny v1 ancac 111caauIcs vn a wnn %.r -ort. I Plan Run Initiation Time: 09/21/00 11:52:08 Run Code: 96953 128 EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page: 14 of 30 PROPOSED CONSTRUCTION ASSEMBLY ENV -3 PROJECT NAME THE ROBERTSON RESIDENCE DATE 9/21/00 SUBTOTAI R -VALUE DESCRIPTION WOOD FRAME R -VALUE ASSEMBLY NAME ASSEMBLY guilt -u /R38/G 2X12 Floor Roofing, Built -Up 2 Plywood 3 Insulation, Mineral Fiber, R38 TYPE (check one) Wali 6 3.86 LU W 7 X Ceiling / Roof 8 H FRAMING MATERIAL Wood 0.610 40.18 13.56 N 0 Z FRAMING % 10%o Framing /o 9.51 TOTAL HC 3.1 15%(16" o.c. Wall) 12% (24" o.c. Wall) 10%(16" o.c. FloorlCeil.) SKETCH OF ASSEMBLY 7%(24" o.c. Floor/Cell.) SUBTOTAI R -VALUE DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Roofing, Built -Up 2 Plywood 3 Insulation, Mineral Fiber, R38 4 Gypsum or Plaster Board 6 3.86 6 1.39 7 0.26 8 s INSIDE SURFACE AIR FILM SUBTOTAI R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0.3301 0.330 0.620 0.620 38.000 11.385 0.450 0.450 3.86 0.36 1.39 2.08 0.26 0.54 0.6101 0.610 40.18 13.56 RG RI !J 1 *HEAT CAPACITY (Optional) WALL WEIGHT (lbslsf) SPECIFIC HEAT (Btu1F-Ib) HC (A X B) (Btu/F-sf) members. [ 0.0249 2.19 0.35 0.77 1.42 0.29 0.41 3.86 0.36 1.39 2.08 0.26 0.54 9.51 TOTAL HC 3.1 *NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. [ 0.0249 X 0.90 ] + [ 0.07371 X 0.10 1 / Rc 1 - (Fr%1100) 11 Rf Fr%1100 ASSEMBLY U -VALUE EnergyPro 2.1 By EnregySoft User Number: 2366 Job Number: 00068 Paae:15 of 30 1 PROPOSED CONSTRUCTION ASSEMBLY ENV -3 PROJECT NAME DATE THE ROBERTSON RESIDENCE 9/21/00 COMPONENT DESCRIPTION DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Roofing, Asbestos -Cement Shingles 2 Membrane, Vapor -Permeable Felt 3 Plywood 4 Air Space 6 ASSEMBLY NAMEITile/Attic/R-381GYP 6 Gypsum or Plaster Board 7 0.00 8 3.86 ASSEMBLY Floor 2.08 INSIDE SURFACE AIR FILM 0.610 40.92 TYPE (check one) Wall LU W X Ceiling 1 Roof H FRAMING MATERIAL Wood 0 Z FRAMING % tp % o Framing /o 16%(16" o.c. Wall) 12% (24" o.c. Wall) 10%(16" o.c. FloorlCeil.) SKETCH OF ASSEMBLY 7%(24" o.c. Floor/Cell.) SUBTOTAI R -VALUE DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Roofing, Asbestos -Cement Shingles 2 Membrane, Vapor -Permeable Felt 3 Plywood 4 Air Space 6 Insulation, Mineral Fiber, R38 6 Gypsum or Plaster Board 7 0.00 8 3.86 9 1.39 2.08 INSIDE SURFACE AIR FILM SUBTOTAI R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0.2101 0.210 0.060 0.060 0.620 0.620 0.800 0.800 38.0001 11.385 0.450 0.450 0.00 0.00 3.86 0.361 1.39 2.08 0.610 0.610 40.92 14.31 KC KT B 'HEAT CAPACITY (Optional) WALL WEIGHT (lbslsf) SPECIFIC HEAT (Btu1F-Ib) HC (A X B) (Btu/F-sf) members. I 0.0244 2.50 0.241 0.60 0.06 0.35 0.02 1.42 0.29 0.41 0.00 0.00 0.00 3.86 0.361 1.39 2.08 0.26 0.54 9 9 TOTAL HC 3.0 `NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. I 0.0244 X 0.90 ] + [ 0.0699 X 0.10 ] 1 I Rc 1- (Fr-/. 1100) 1 1 Rf Fr%1100 ASSEMBLY U -VALUE I EnergvPro 2.1 BY EnregYSoft User Number: 2366 Job Number: 00068 Pane:16 of 30 1 DROPOSED CONSTRUCTION ASSEMBLY ENV -3 PROJECT NAME DATE THE ROBERTSON RESIDENCE 9/21/00 COMPONENT DESCRIPTION DESCRIPTION FRAMING OUTSIDE SURFACE AIR FILM 1 Roofing, Asbestos -Cement Shingles 2 Membrane, Vapor -Permeable Felt 3 Plywood 4 Insulation, Mineral Fiber, R-38 5 ASSEMBLY NAME Tile/R-38/G 2X12 0.41 7 0.36 8 2.08 ASSEMBLY Floor INSIDE SURFACE AIR FILM 0.610 40.12 TYPE (check one) Wall G W X Ceiling / Roof U) 13 FRAMING MATERIAL Wood N Z p FRAMING % 10 % Framing 15%(16" o.c. Wall) 12%(24" o.c. Wall) 10%(16" o.c. Floor/Ceil.) SKETCH OF ASSEMBLY 7%(24" o.c. Floor/Ceil.) SUBTOTAI R -VALUE DESCRIPTION FRAMING OUTSIDE SURFACE AIR FILM 1 Roofing, Asbestos -Cement Shingles 2 Membrane, Vapor -Permeable Felt 3 Plywood 4 Insulation, Mineral Fiber, R-38 5 Gypsum or Plaster Board 6 0.41 7 0.36 8 2.08 9 0.54 INSIDE SURFACE AIR FILM SUBTOTAI R -VALUE THICK- NESS (in.) FRAMING ❑ ❑ ❑ © ❑ El El El 0.170 0.250 0.010 0.500 1.500 0.500 0.620 38.000 11.385 0.450 0.450 SUBTOTAI R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0.2101 0.210 0.060 0.060 0.620 0.620 38.000 11.385 0.450 0.450 0.41 3.861 0.36 1.39 2.08 0.26 0.54 0.610 0.610 40.12 13.51 RG Ki f:1 L3 "HEAT CAPACITY (Optional) WALL WEIGHT (lbslsf) SPECIFIC HEAT (Btu/F-Ib) HC (A X B) (Btu1F-sf) members. [ 0.0249 2.50 0.24 0.60 0.06 0.35 0.02 1.42 0.29 0.41 3.861 0.36 1.39 2.08 0.26 0.54 9 9 TOTAL HC 3. 'NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. [ 0.0249 X 0.90 ] + [ 0.0740 X 0.10 11 Rc 1 - (Fr%1100) 11 Rf Fr0/61100 ASSEMBLY U -VALUE EnergyPro 2.1 By EnregySoft User Number: 2366 Job Number: 00068 Paae:17 of 30 1 PROPOSED CONSTRUCTION ASSEMBLY ENV -3 PROJECT NAME DATE THE ROBERTSON RESIDENCE 9/21/00 COMPONENT DESCRIPTION DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Gypsum or Plaster Board 2 Membrane, Vapor -Permeable Felt 3 Insulation, Mineral Fiber, R-21 4 Gypsum or Plaster Board 5 ASSEMBLY NAME R-21 Partition 0.98 7 0.26 8 ASSEMBLY Floor INSIDE SURFACE AIR FILM 0.680 22.92 TYPE (check one) Wall LU W Ceiling I Roof � C N FRAMING MATERIAL Wood Q Z FRAMING % 15 % o Framing /o 15%(16" o.c. Wall) 12%(24" o.c. Wall) 10%(16" o.c. FloorlCeil.) SKETCH OF ASSEMBLY 7%(24" o.c. Floor/Cell.) THICK- NESS (in.) 0.625 0.010 5.500 0.500 SUBTOTAI R -VALUE DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Gypsum or Plaster Board 2 Membrane, Vapor -Permeable Felt 3 Insulation, Mineral Fiber, R-21 4 Gypsum or Plaster Board 5 2.63 6 0.98 7 0.26 8 9 INSIDE SURFACE AIR FILM THICK- NESS (in.) 0.625 0.010 5.500 0.500 SUBTOTAI R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0.5621 0.562 0.060 0.060 21.000 5.445 0.450 0.450 2.63 0.37 0.98 2.081 0.26 0.54 0.6801 0.680 22.92 7.37 RG ra "HEAT CAPACITY (Optional) WALL WEIGHT (lbslsf) SPECIFIC HEAT (Btu/F4b) HC (A X B) (Btu1F-sf) members. [ 0.0436 2.60 0.26 0.68 0.06 0.35 0.02 2.63 0.37 0.98 2.081 0.26 0.54 7.41 TOTAL HC 2 2 `NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. [ 0.0436 X 1 0.85 ] + r-, 0.13571 X 1 I Rc 1- (Fr0/61100) 11 Rf Fr%1100 ASSEMBLY U -VALUE I EnergyPro 2.1 By EnregySoft User Number: 2366 Job Number: 00068 Paae:18 of 30 1 PROPOSED CONSTRUCTION ASSEMBLY ENV -3 PROJECT NAME THE ROBERTSON RESIDENCE DATE 9/21/00 THICK- NESS %MING (in.) ❑ 0.875 © 3.500 ❑ 0.500 El El El El R -VALUE DESCRIPTION WOOD FRAME R -VALUE ASSEMBLY NAME ASSEMBLY lInterior Air Wall Floor Stucco 2 Air Space 3 Gypsum or Plaster Board TYPE (check one) XWall 6 2.08 G W 7 Ceiling I Roof 8 V)FRAMING MATERIAL Wood 0.680 2.33 4.94 N p FRAMING % 15%o Framing /o 16%(16" o.c. Wall) 12%(24" o.c. Wall) 10%(16" o.c. Floor/Cell.) SKETCH OF ASSEMBLY 7%(24" o.c. FloorlCell.) THICK- NESS %MING (in.) ❑ 0.875 © 3.500 ❑ 0.500 El El El El R -VALUE DESCRIPTION WOOD FRAME R -VALUE OUTSIDE SURFACE AIR FILM 1 Stucco 2 Air Space 3 Gypsum or Plaster Board 4 0.39 6 2.08 6 0.54 7 Fr%1100 8 9 INSIDE SURFACE AIR FILM THICK- NESS %MING (in.) ❑ 0.875 © 3.500 ❑ 0.500 El El El El R -VALUE CAVITY R -VALUE (Rc) WOOD FRAME R -VALUE 0.170 0.170 0.175 0.175 0.8501 3.465 0.450 0.450 0.39 0.60 2.08 0.26 0.54 11 Rf Fr%1100 ASSEMBLY U -VALUE 0.680 0.680 2.33 4.94 KC KT "HEAT CAPACITY (Optional) WALL WEIGHT (lbslsf) SPECIFIC HEAT (BtulF4b) HC (A X B) (BtulF-sf) members. [ 0.4301 8.46 0.20 1.69 1.53 0.39 0.60 2.08 0.26 0.54 11 Rf Fr%1100 ASSEMBLY U -VALUE 12.1 TOTAL HC 2 "NOTE: Weight and Specific Heat values for materials penetrated by wood framing include the effects of the framing members. [ 0.4301 X 0.85 ] + [ 0.2024 X 0.15 11 Rc 1- (Fr%/ 100) 11 Rf Fr%1100 ASSEMBLY U -VALUE EnergyPro 2.1 By EnregySoft User Number: 2366 Job Number: 00068 Page:19 of 30 1 INSTALLATION CERTIFICATE (Part 1 of 7) CF -6R Site Address Permit Number An installation certificate is required to be posted at the building site or made available for all appropriate inspections. (The information provided on this form is required; however, use of this form to provide the information is optional.) After completion of final inspection, a copy must be provided to the building department (upon request) and the building owner at occupancy, per Section 10-103(b). HVAC SYSTEMS: Heating Equipment Equip. # of Efficiency' Duct Duct or Heating Heating Type (pkg. CEC Certified Mfr Name Identical (AFUE etc.)) Location Piping Load Capacity heat pump & Model Number Systems [>= CF -1 R Value] (attic, etc.) R -Value (Btu/hr) (Btu/hr) Cooling Equipment Equip. CEC Certified Compressor Type (pkg. Unit Mfr Name & heat pump Model Number # of Efficiency' Duct Cooling Cooling Identical (SEER etc.) Location Duct or Load Capacity Systems [>= CF -1 R Value] (attic, etc.) R -Value (Btu/hr) (Btu/hr) 1. >= reads Greater Than or Equal to. I, the undersigned, verify that equipment listed above is: (1) the actual equipment installed; (2) equivalent to or more efficient than that specified in the certificate of compliance (Form CF -1 R) submitted for compliance with the Energy Efficiency Standards for residential buildings; and (3) the equipment meets or exceeds the appropriate requirements for manufactured devices (from the Appliance Efficiency Regulations or Part 6), where applicable. Signature, Date Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner WATER HEATING SYSTEMS: CEC Certified Distribution If Recir- # of Rated2 Tank Effie 2 Extemal Heater Mfr Name Type (Std, culation, Identical Input (kW Volume ciencYY Standb Insulation Type & Model Number Point -o -Use) Control Type Systems or Btu/hr) Gallons (EF, RE) Loss (% R -Value 2 For small gas storage (rated input of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list Energy Factor. For large gas storage water heaters (rated input of greater than 75,000 Btu/hr), list Recovery Efficiency, Standby Loss and Rated Input. For instantaneous gas water heaters, list Recovery Efficiency and Rated Input. 3 R-12 e)demal insulation is mandatory for storage water heaters with an energy factor of less than 0.58. Faucets & Shower Heads: All faucets & showerheads installed are certified to the Commission, pursuant to Title 24, Part 6, Section 111. I, the undersigned, verify that equipment listed above my signature is: (1) is the actual equipment installed; (2) equivalent to or more efficient than that specified in the certificate of compliance (Form CF -1 R) submitted for compliance with the Energy Efficiency Standards for residential buildings; and (3) equipment that meets or exceeds the appropriate requirements for manufactured devices (from the Appliance Efficiency Regulations or Part 6), where applicable. Signature, Date Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page:20 of 30 INSTALLATION CERTIFICATE (Part 2 of 7) CF -6R Site Address FENESTRATION / GLAZING: Permit Number Product U- Product Interior or Value' SHGC' Exteror Shading (=<CF -1 R (=< CF -1 R # of Quantity Square Device or Comments/ Manufacturer/Brand Name value) 2 value)2 Panes (Optional) Feet Overhang Special Features Ce Ii1l.{J: T 1iL > 1. 2. 3. 4. 5. 6. 7. 8. 9. 10. 11. 12. 13. 14. 15. 1. Manufactured Fenestration products use the values from the product label. Field fabricated fenestration products use the default values from Section 116 of the Energy Efficiency Standards. 2. Installed U•value must be less than or equal to values from CFAR. Installed SHGC must be less than or equal to values from CF -11R, or a shading device (interior, exterior or overhang) is Installed as specified on the CF -1R. Alternatively, Installed weighted average U -values for the total fenestration area are less than or equal to values from CFAR. I, the undersigned, verify that the fenestration/glazing listed above my signature (1) is the actual fenestration product installed; (2) is equivalent to or has a lower U -value and lower SHGC than that specified in the certificate of compliance (Form CF -1 R) submitted for compliance with the Energy Efficiency Standards for residential buildings; and (3) the product meets or exceeds the appropriate requirements for manufactured devices (from Part 6), where applicable. Item #s Signature, Date Installing Subcontractor (Co. Name) (if applicable) OR General Contractor (Co. Name) OR Owner OR Window Distributor Item #s Signature, Date (if applicable) Item #s Signature, Date (if applicable) Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner OR Window Distributor Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner OR Window Distributor COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page:21 of 30 INSTALLATION CERTIFICATE (Part 3 of 7) CF -61-, Site Address Permit Number DUCT DIAGNOSTICS This buiding obtained compliance credit for: ❑ Duct sealing ❑ Duct Area Reduction ❑ ACCA Manual D design and installation CREDIT FOR REDUCED DUCT SURFACE AREA OR LOCATION Duct Location' ❑ Attic ❑ Crawlspace ❑ Basement ❑ Other Total Exterior Measured Surface Area Exterior Surface (CFAR) Area ACCA Design ❑ Duct Design on Plans ❑ Installed duct diameters match plans ❑ TXV installed ❑ Access to TXV valve (if installed) ❑ No TXV, Fan air flow (CFM) _ ❑ Duct Leakage Measured ❑ Measured leakage (CFM) HVAC fan air flow (CFM) (measured or calculated as 'Ignore ducts in - ❑ CFM = 0.7 x A floor for CZ 8 through 15 conditioned space. Only a check is ❑ CFM = 0.5 x A floor for CZ 1 through 7 & 16 required for location or, it the equipment size is known, the larger of 1 or 2. credit. 1. El CFM = 400 x Cooling Capacity in Tons or 2. ❑ CFM = 21.7 x Heating Capacity in Thousands of Btu per hour) Leakage divided by HVAC Fan air flow (must be =< 0.06) For AEROSOL TYPE SEALANTS ONLY - The following diagnostic testing was completed: ❑ Duct Fan Pressurization at rough - in measured leakage CFM CHECK AFTER FINISHING WALL: ❑ Pressure Pan Test ❑ House pressuezation test r-1 Visual Inspection of Duct Connections Provide Follow-up Test Results or Inspection Results on a Separate Page ❑ This certifies that the ducts surface area and duct locations were verified. When compliance credit is claimed for duct surface area reducitons and duct location improvements beyond those covered by default assumptions, builder employees or subcontractors shall certify that they have verified that the duct surface area and locations match those on the plans and shall indicate the duct surface area in each duct location on the CF6R. ❑This is to certify that the above diagnostic test results and the work I performed associated with the test(s) is in conformance with the requirements for compliance credit. [The builder shall provide the HERS provider a copy of the CF -6R signed by the builder employees or sub -contractors certifying that diagnostic testing and installation meet the requirements for compliance credit.] Tests Signature, Date Installing Subcontractor (Co. Name) Performed OR General Contractor (Co. Name) OR Owner COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page:22 of 30 INSTALLATION CERTIFICATE (Part 4 of 7) CF -6R Site Address Permit Number BUILDING ENVELOPE LEAKAGE DIAGNOSTICS This buiding obtained compliance credit for: ❑ Envelope sealing using diagnostic testing (CF -1R) Needed for Compliance Measured Blowerdoor Test (from CF -1 R) Results -Building Envelope Leakage (CFM @ 50 Pa) -Leakage level equivalent to an SLA of 3.0 from CF -1 R -Minimum Building Leakage equivalent to an SLA of 1.5 from CF -1 R (CFM @ 50 Pa) ❑ Yes ❑ No Is design infiltration less than the SLA 3.0 equivalant (from CF -1 R)? ❑ Yes ❑ No Is mechanical ventilation installed? (Required if design is less than 3.0 SLA) ❑ Yes ❑ No Is measured leakage (without fans operating) less than minimum in the above Table (1.5 SLA from CF -1 R)? ❑ Yes ❑ No Is mechanical supply ventilation installed to assure house pressure does not go below minus 5 Pascal relative to outside ambient with all exhaust fans operating? Mechanical Ventilation - Fill in Table if mechanical ventilation is installed Used for Compliance (from CF -1 R) -Continuous Mechanical Ventilation (CFM; -Continuous Mechanical Supply Ventilation (CFM) Required to maintain -5 Pa if building envelope leakage is less than minimum (see above) -Total Power Consumption of Continuous Mechanical Ventilation (Wafts) 2 ❑ This certifies that the building leakage was verified. Measured Actual When compliance credit is claimed for building leakage reduction below default assumptions, builder employees or subcontractors shall certify that they have verified that the building leakage level matches that used for compliance on the CF -6R and shall document the infiltration levels required for compliance and the tested infiltration values on the CF -6R.. ❑ This is to certify that the above diagnostic test results and the work I performed associated with the test(s) is in conformance with the requirements for compliance credit. [The builder shall provide the HERS provider a copy of the CF -6R signed by the builder employees or sub -contractors certifying that diagnostic testing and installation meet the requirements for compliance credit.] Tests Signature, Date Performed COPY TO: Building Department HERS Provider (if applicable) Building Owner at Occupancy Installing Subcontractor (Co. Name) OR General Contractor (Co. Name) OR Owner 1. When mechanical ventilation is required, CFM less than 0.047 CFM per square foot of conditioned floor area Indicates failure to achieve compliance 2. As determined from label on fan or manufacturers literature. EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page: 23 of 30 INSTALLATION CERTIFICATE (Part 5 of 7) CF -6R Site -Address Permit -Number The following is an explanation of many of the input values required on this form: HVAC SYSTEMS Heating Equipment Type must be one of the following: Furnace: Gas(including Liquefied Petroleum Gases or oil -fired central furnace & space heater Boiler: Gas or oil -fired boiler Pck HeatPum : Packaged central heat pump S IitHeatPum : Split central heat pump RoomHeatPum : Room heat pump Lr Pk HeatPum : Large packaged heat pump (>=65,000 Btu/hr output) Electric: Electric resistance heating (fixed HSPF = 3.413); radiant electric resistance fixed HSPF = 3.55 CombinedHydro: Reference water heater under water heating systems below -CEC Certified Manufacturer Make & Model Number from applicable Commission approved appliance directory. -"# of Identical Systems" is for those systems with the same efficiency, duct location, duct R -Value and capacity. -Efficiency from applicable Commission certified appliance directory. -Duct Location is attic, crawl space, CVC crawl space, conditioned space, unconditioned space or none. -Duct (or Piping) R -Value from Directory of Certified Insulation Materials and/or manufacturer's data. -Heating/Cooling Load refer to Commission approved load calculation procedure. -Heating/Cooling Equipment Capacity from the applicable Commission certified appliance directory. Note: location elevations over 2,000 ft above sea level require a derating of output capacity (refer to manufacturer's literature). Cooling Equipment Type must be one of the following: S IMrCond: Split system air conditioner Pck rCond: Packaged air conditioner S IitHeatPum : Split system heat pump Pck HeatPum : Packaged heat pump RoomHeatPum : Room heat pump LrgPkgHeatPump: Large packaged heat pump (>=65,000 Btu/hr output). Substitute EER for SEER when SEER is not available. RoomAirCond: Room air conditioner. Minimum SEER varies* LrgPkgAirCond: Large packaged air conditioner (>=65,000 Btu/hr output). Substitute EER for SEER when SEER is not available. EvapDirect: Direct evaporative cooling system. For compliance calculation purposes, fixed values: SEER = 11.0; duct location = attic; duct insulation R -value = 4.2 Evapindirect: Indirect evaporative cooling system. For compliance calculation purposes, fixed values: SEER = 13.0; duct location = attic; duct insulation R -value = 4.2 *Refer to California Energy Commission (CEC) publication Appliance Efficiency Regulations, P400-92-029 EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page: 24 of 30 INSTALLATION CERTIFICATE (Part 6 of 7) CF -6R Site Address Permit Number The following is an explanation of many of the input values required on this form: WATER HEATING SYSTEMS Distribution Systems: Refer to Residential Manual for more details. Standard: Standard - Supply prssure based system, no pumps Pipe Insulation: Pipe Insulation on all 3/4 -inch pipes POU/HWR: Point of Use/Hot Water Recovery System Recirc/NoControl: Recirculation loop with no controls Recirc/Timer: Recirculation loop with a timer Recirc/Temp: Recirculation loop with temperature control Recirc/Time + Temp: Recirculation loop with a timer and temperature control Recirc/Demand: Recirculation loop with demand control Water Heater Type Information Needed Storage Gas, Oil or Electric Heat Pump Instantaneous Gas Instantaneous Electric Large Storage Gas Indirect Gas (Boiler) Energy Factor Recovery Efficiency Standby Loss Yes No No Yes No No No Yes No Yes No No No Yes Yes No Yes (AFUE) No FENESTRATION / GLAZING Rated Input No No No No Yes Yes Fenestration: Windows, sliding glass doors, french doors, skylights, garden windows, and any door with more than one square foot of glass Operator Type; Slider, hinged, fixed U -Value: Installed U -Value must be less than or equal to value from CF -1 R OR Installed weighted average U -Value for the total fenestration area is less than orequal to value from CF -1 R SHGC: Installed SHGC must be less than or equal to value from CF -1 R OR Installed SHGC for the total fenestration area is less than or equal to value from CF -1 R OR An interior shading device, overhang, or exterior shading device is installed consistent with the CF -1 R Shading Device: Include when the building complied using an interior shading device: blinds, opaque roller shades, blinds (do not list draperies), an exterior shading device: woven sunscreen, louvered sunscreen, low sun angle sunscreen, roll -down awning, roll -down blinds or slats (do not list bug screen), or an overhang (include depth in feet) EnergyPro 2.1 By EnergySofl User Number: 2366 Job Number: 00068 Page: 25 d 30 INSTALLATION CERTIFICATE (Part 7 of 7) CF -6R Site Address Permit Number The following is an explanation of many of the input values required on the Diagnostic portion of this form (page 3 of 6): TYPE OF CREDIT Refer to Residential Manual Chapters 4 and 5 for more details: Reduced Duct Surface Calculated as the outside area of the duct. Areas must be measured and Area: verified by HERS rater. Improved Duct Location: Supply duct located in other than attic, as verified by location of registers (does not require HERS rater verification). Catastrophic Leakage: Pressure pan test reading must be less than 1.5 Pascal at a house pressure of 25 Pascal. TXV: Access cover required to facilitate verification. Infiltration Reduction: Infiltration is measured without mechanical ventilation operating. Mechanical ventilation is required for very tight house construction when credits for infiltration reduction using diagnostic testing are beng used for achieving compliance. These very tight houses are defined as those with SLA of less than 1.5. The compliance documentation (CF -1 R) will contain the measured CFM target value from a blower door test at 50 Pascal pressure difference that represents this SLA of 1.5. Mechanical ventilation is also required if the builder chooses to design the building to use mechanical ventilation and claims a credit for infiltration below an SLA of 3.0. The compliance documentation (CF -1 R)) will contain the measured CFM target value that represents this 3.0 SLA. If the builder claims credit in a design for infiltration reduciton that is at an SLA of 3.0 or higher, and the actual measured SLA is 1.5 or greater, then mechanical ventilation is not required. If the SLA in this case were below 1.5, then mitigation (such as mechanical ventilation) would be required. EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page:26 of 30 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE THE ROBERTSON RESIDENCE 9/21/00 SYSTEM NAME FLOOR AREA LIVING ZONE 2 Units 3,068 Number of Systems 2 Heating System Output per System 89,000 Total Output (Btuh) 178,000 Output (Btuh/sgft) 58.0 Cooling System Output per System 58,000 Total Output (Btuh) 116,000 Total Output (Tons) 9.7 Total Output (Btuh/sgft) 37.8 Total Output (sgft/Ton) 317.4 Air System CFM per System 2,000 Airflow (cfm) 4,000 Airflow (cfm/sgft) 1.30 Airflow (cfm/Ton) 413.8 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 ote: values above given at ARI conditions :ATING SYSTEM PSYCHROMETRICS 26.0°F 69.30F 69.30F Outside Air 0 cfm 69.3 of 15.0 / 73.3 OF 11 Outside Air 0 cfm 78.8/61.6 of LOAD Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK I I COIL HTG.PEAK CFM Sensible Latent CFM Sensible 2,91 71,914 12,979 1,588 59,570 0 3,596 2,979 0 0 0 0 0 0 0 0 0 3,596 2,979 79105 -2 979 65 527 BDP 395CAV060111/563C060 93,049 3,019 178,000 Total Adjusted System Output---- 3,019 178,000 (Adjusted for Peak Design Conditions) --- TIME OF SYSTEM PEAK Aug 2 Jan 12 am earn Temperatures at Time of Heatina Peak) 105.0°F Suppty Fan Heating Coil 4000 cfm K Return Air Ducts 4 78.8/61.6°F 78.8/61.60F ® 55.0/52.90F Supply Fan Cooling Coil 4000 cfm >% Return Air Ducts 4 Supply Air Ducts 104.30F ROOMS 70.0 of I Supply Air Ducts 55.8 / 53.2 of 38.1% R.H. ROOMS 78.0 / 61.3 OF I EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Paae:27 of 30 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE THE ROBERTSON RESIDENCE 9/21/00 SYSTEM NAME FLOOR AREA MASTER SUITE 1,150 [ENGINEERING CHECKS ISYSTEM LOAD Number of Systems 1 Heating System Output per System 71,000 Total Output (Btuh) 71,000 Output (Btuh/sgft) 61.7 Cooling System Output per System 40,000 Total Output (Btuh) 40,000 Total Output (Tons) 3.3 Total Output (Btuh/sgft) 34.8 Total Output (sgft/Ton) 345.0 Air System CFM per System 1,400 Airflow (cfm) 1,400 Airflow (cfm/sqft) 1.22 Airflow (cfm/Ton) 420.0 Outside Air (°%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions JEATING SYSTEM PSYCHROMETR Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM Sensible Latent CFM I Sensible 969 23,892 -728 606 22,746 0 1,195 1,137 0 0 0 0 0 0 0 0 0 1,1951 1,137 26,2811 -728 25020 BDP 395CAV042091 /563C042 31,838 1,357 71,000 Total Adjusted System Output 31,838 1,357 71,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am aam Temaeratures at Time of Heatina Peak) 26.0°F 69.2°F 69.2°F 105.OcF Outside Air 0 0 cfm 69.2 OF 15.0 / 73.3 OF — I Outside Air 0 cfm 78.8/61.7 °F Supply Fan Heating Coil 1400 cfm K Return Air Ducts 4 78.8/61.7 OF 78.8/61.70F = 55.0/53.00F Supply Fan Cooling Coil 1400 cfm of Supply Air Ducts 104.2 OF ROOMS 70.0 OF I Supply Air Ducts 4 55.8/53.3OF 38.5% .R.H. ROOMS 78.0 / 61.4 OF b Return Air Ducts `SIt EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page:28 of 30 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE THE ROBERTSON RESIDENCE 9/21/00 SYSTEM NAME FLOOR AREA GUEST SUITE 871' Number of Systems 1 Heating System Output per System 71,000 Total Output (Btuh) 71,000 Output (Btuh/sgft) 81.5 Cooling System Output per System 40,000 Total Output (Btuh) 40,000 Total Output (Tons) 3.3 Total Output (Btuh/sgft) 45.9 Total Output (sgftrron) 261.3 Air System CFM per System 1,400 Airflow (cfm) 1,400 Airflow (cfm/sgft) 1.61 Airflow (cfm/Ton) 420.0 Outside Air (%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK I COIL HTG. PEAK CFM ISensiblel Latent 1, CFM I Sensible 969 23,889 -478 535 20,077 0 1,194 1,004 0 0 0 0 0 0 0 0 0 1,194 1,004 26,278 -478 22 084 BDP 395CAV0420911563CO42 31,691 1,565 71,000 Total Adjusted System Output 31,691 1566 71,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 prn Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0°F 69.30F 69.30F 105.0°F O Supply Air Ducts Outside Air 0 cfm 104.3 °F Supply Fan Heating Coil 1400 cfm ROOMS ° 69.3 70.0 OF F 15.0 / 73.3 OF Outside Air 0 cfm 78.8/61.8 °F k Return Air Ducts `S ETRICS (Airstream T 78.8/61.8°F 78.8/61.8°F 55.0/53.0°F Supply Fan 1400 cfm Cooling Coil % Retum Air Ducts 4 Supply Air Ducts 55.8/53.4°F 38.9% R. H. ROOMS 78.0 / 61.6 OF EnergyPro 2.1 By EnergySoft User Number: 2366 Job Number: 00068 Page:29 of 30 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE THE ROBERTSON RESIDENCE 9/21/00 SYSTEM NAME FLOOR AREA BED/BATH 2 & 3 809 IE:NGINEERING CHECKS SYSTEM LOAD Number of Systems 1 Heating System Output per System 35,000 Total Output (Btuh) 35,000 Output (Btuh/sgft) 43.3 Cooling System Output per System 29,000 Total Output (Btuh) 29,000 Total Output (Tons) 2.4 Total Output (Btuh/sgft) 35.8 Total Output (sgft/Ton) 334.8 Air System CFM per System 1,000 Airflow (cfm) 1,000 Airflow (cfm/sgft) 1.24 Airflow (cfm/Ton) 413.8 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions :ATING SYSTEM PSYCHROME 26.0°F 69.40F Outside Air 0 cfm Supply Fan 1000 cfm 69.4 OF 15.0 / 73.3 OF Outside Air 0 cfm 78.7/61.8 OF 2.1 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sen iblel Latent CFM I Sensible 743 15,888 -375 390 13,132 0 794 657 0 0 0 0 0i 0 0 0 0 794 657 17,47d -3 14445 BDP 395CAV036045/653CO30 22,978 1,117 35,000 Total Adjusted System Output 22878 1 117 35000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 m Jan 12 am tream Temaeratures at Time of Heatina Peak) 69.40F 102.0°F Heating Coil k Retum Air Ducts Y 78.7/61.8 OF 78.7/61.8°F 57.3/54.0OF --&— - I Supply Fan Cooling Coil 1000 cfm User Number: 2366 Retum Air Ducts Job Number: 00068 Supply Air Ducts 101.40F ROOMS 70.0 °F Supply Air Ducts 58.0/54.30F 38.8% R.H. ROOMS 78.0 / 61.5 OF of 30 STRUCTURAL CALCULATIONS FOR ROBERTSON RESIDENCE 78-160 MASTERS CIRCLE LOT 72 LA QUINTA, CALIFORNIA FOR KRISTI HANSON ARCHITECT BY YOUNG ENGINEERING SERVICES NOVEMBER 16, 2000 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE 2 /01 BY -li%lo Om e-- 4 _2FESS No. Exp. 3 491 s 9 OF CALIF m JOB SHEET NO. CALCULATED BY CHECKED BY SCALE ) OF TYPICAL (FLAT) DEAD LOAD: 1/2"PLYWOOD 1.50 BUILT-UP ROOF 5.50 2X12 @ 24" 3.20 1/2" DRYWALL 2.50 INSULATION 1.00 MISC. 1.30 TOTAL 15.00 P.S.F. <4:12 20.00 P.S.F. 16.00 P.S.F. 12.00 P.S.F. TOTAL 10.00 P.S.F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATION 1.00 2X6 STUDS @ 16" o/c 1.60 MISC. 1.15 TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO 1 LAYERS 5/8" DRYWALL INSULATION 2X12 STUDS @ 16" o/c MISC. TOTAL 10.00 3.13 1.00 1.60 1.27 17.00 P.S.F. PING ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 VERTICAL LOADS: ROOF: TYPICAL (PITCHED) DEAD LOAD: 1/2"PLYWOOD 1.50 TILE 15.00 2X12 OR 2X TRUSSES @ 24" 2.10 1/2" DRYWALL 2.50 INSULATION 1.00 MISC. 1.90 TOTAL P.S.F. 24.00 ADD 10 P.S.F. FOR STUCCO SOFFITS LIVE LOAD: >4:12 LESS THAN 200 S.F T.A 16.00 P.S.F. 201-600 S.F. T.A. 14.00 P.S.F. GREATER THAN 600 S.F. T.A. 12.00 P.S.F. WALL: TYPICAL INTERIOR 2X4 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATION 1.00 2X4 STUDS @ 16" o/c 1.00 MISC. 1.75 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE ) OF TYPICAL (FLAT) DEAD LOAD: 1/2"PLYWOOD 1.50 BUILT-UP ROOF 5.50 2X12 @ 24" 3.20 1/2" DRYWALL 2.50 INSULATION 1.00 MISC. 1.30 TOTAL 15.00 P.S.F. <4:12 20.00 P.S.F. 16.00 P.S.F. 12.00 P.S.F. TOTAL 10.00 P.S.F. TYPICAL INTERIOR 2X6 DEAD LOAD: 2 LAYERS 5/8" DRYWALL 6.25 INSULATION 1.00 2X6 STUDS @ 16" o/c 1.60 MISC. 1.15 TOTAL 10.00 P.S.F. TYPICAL EXTERIOR 2X6 DEAD LOAD: STUCCO 1 LAYERS 5/8" DRYWALL INSULATION 2X12 STUDS @ 16" o/c MISC. TOTAL 10.00 3.13 1.00 1.60 1.27 17.00 P.S.F. u Y(UNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING JOB 47-159 YOUNGS LN. SHEET NO. ,2 OF INDIO, CA. CALCULATED BY 92201 CHECKED BY 760-342-9214 SCALE LATERAL LOADS: WIND: 70 M.P.H. EXPOSURE C p=CeCggsI=(1.06)(1.3)(12.6)(1.0)=17.36 P.S.F. 0-15' METHOD 2 p=CeCgqsI=(1.13)(1.3)(12.6)(1.0)=18.51 P.S.F. 15'-20' p=CeCgqsI=(1.19)(1.3)(12.6)(1.0)=19.49 P.S.F. 20'-25' SEISMIC: 1997 U.B.C. Na= 1.00 R= 4.50 I= 1.00 Nv= 1.10 hn= 24.00 Z= 0.40 Ca= 0.44 Ct= 0.02 Cv= 0.64 T=Ct(hn)".75= 0.22 BASE SHEAR: (30-4) V= (CvI/RT)W= (30-5) V= (2.5CaI/R)W= (30-6) V= (.11CaI)W= (30-7) V= (.8ZNvI/R)W= 0.656 W SHALL BE THIS EXCEPT 0.244 W NEED NOT EXCEED 0.048 W BUT NOT LESS THAN 0.046 W BUT NOT LESS THAN IN ZONE 4 J Active Fault Near -Source Zones 0-34 This map is intended to be used in conjunction with the 1997 Uniform Building Code, Tables 16-S and 16-T o ' . 0-34 California Department of Conservation ^'••` ' f Mines and Geology LEGEND See expanded legend and index map Shaded zones are within 2 km of known seismic sources. A fault B fault Contours of closest horizontal distance to known seismic sources. ----------------- 5 km --------------------------- 40 km -------------- 15 km 5 10 Kilometers 1/4" is approximately equal to 1 km August, 1997 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 LOAD CASES: STRENGTH DESIGN: JOB SHEET NO. CALCULATED BY CHECKED BY SCALE (12-1) 1.4D (12-2) 1.2D+1.6L+.5(Lr OR S) (12-3) 1.2D+1.6(Lr OR S)+(f1L OR .8W) (12-4) 1.2D+1.3W+f1L+.5(Lr OR S) (12-5) 1.2D+1.OE+(f1L+f2S) (12-6) .9D +/- (1.OE OR 1.3W) f1=1.00 FOR LL>=100 & GARAGE f1=.5 OTHERS f2=.7 ROOF THAT DO NOT SHED SNOW f2=.2 OTHERS ALLOWABLE LOAD CASES (12-7) D (12-8) D+L+(Lr OR S) * (12-9) D+(W OR E/1.4) * (12-10) .9D +/- E/1.4 * (12-11) D+.75[L+(Lr OR S)+(W OR E/1.4)] * = MAY NOT USE 1/3 RD STRESS INCREASE 3 OF ALTERNATE ALLOWABLE CASES: E=pEh+Ev (12-12) D+L+(Lr OR S) Em=OMEGA Eh ** (12-13) D+L+(W OR E/1.4) ** (12-14) D+L+W+S/2 p= 2-20/rMAX(Ab)".5 ** (12-15) D+L+W+S/2+W/2 1<p<1.5 ** (12-16) D+L+S+E/1.4 ** = MAY USE 1/3 RD STRESS INCREASE 1 t YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 VERTICAL LOAD DESIGN DESIGN DATA: JOB SHEET NO. Lj/ OF CALCULATED BY CHECKED BY SCALE LUMBER: DOUGLAS FIR -LARCH W.C.L.I.B. GRADING SIZE 2X4 2X6 2X8 2X10 2X12 2X14 & WIDER 4X4 4X6 4X8 4X10 4X12 4X14 & WIDER 6X6 6X8 6X10 6X12 6X14 Fb psi Fbr psi 1500 1725 1300 1495 1200 1380 1100 1265 1000 1150 900 1035 1500 ---- 1300 ---- 1200 ---- 1100 ---- 1000 ---- 900 ---- 1300 ---- 1300 ---- 1300 ---- 1300 ---- 1300 ---- GLU-LAM BEAMS MICROLAMS Fv psi 24F -V4 DF/DF 24F -V8 DF/DF TRUS JOIST 'b=2400 psi Fb=2400 psi Fb=2800 psi Fv=165psi Fv=165psi Fv=285psi E=1800000psi E=1800000psi E=2000000psi SIMPLE CANTILEVER POSTS: 95 95 95 95 95 95 95 95 95 95 95 95 85 85 85 85 85 Fc psi E psi 1495 1700000 1430 1700000 1365 1700000 1300 1700000 1300 1700000 1300 1700000 1495 1700000 1430 1700000 1365 1700000 1300 1700000 1300 1700000 1170 1700000 925 1600000 925 1600000 925 1600000 925 1600000 925 1600000 TRUS JOIST Fb=2900 psi Fv=290psi E=2000000psi #1 DOUGLAS FIR -LARCH SIZE Fb psi Fv psi Fc psi E psi 6X 1200 85 1000 1600000 FOUNDATION WALLS: ASTM GRADE C-90 NORMAL WEIGHT MASONRY BLOCK Fm=1500 psi REINFORCING STEEL: CONCRETE BLOCK GRADE 40 GRADE 60 Fy=40 ksi Fy=60 ksi Young Engineering Services Job No. 4'1-154 Youngs Lane Sheet No. Indio, CA Calculated By 92201 Checked By f'hone:(760) 342-4214 S Of Date Date OWI I PT1w' re ft 1 m rµ w- s LE" 5 cex151 s wu+r1^64 71, Z 3/Z PI xi = WI z '/Z P1 11= P2 dl= K2- - P2 11= - P3 X3- 11= P3 11= NA = P4 dl= X4 = 11= P4 11= USEvqh ji X Z Nn dl= P5 dl= X5_ V45- P5 11= dl= P6 dl= 6 = NA = P6 11= O P^• YA vu re 9 ILPr 9 ceNTM s ws++rV44 WI a=z PI d1= X1 = WI 11 = lo'ZSz+Zo•/7•1SZ 373 PI 11= = P2 dl= _ X2- = P2 11= NR dl= P3 dl= - - = P3 11= vi = P4 dl= _ X4- 11= P4 11= b /-9= USE = P5 dl= _ P5 11= - Pb dl= Xb = LAIA 1= P6 11= O ft. ru vs s tFPr s efxreseLSM&W WI dl= ,? '.2q.S Z a PI dl= X1 = WI 11= PI 11= = P2 dl= Y2= = P2 11= = P3 dl= - X3 = ve = P3 11= = P4 dl= 4= = P4 11= USE JAB dl= PS d1= VG = PS 11= Ah = P6 dl= X& = = P6 11= O P^•x^ re W6 ! vc Y44= ra 5 LEFT s CeM9t s we+rr W1-dl= . O°.7S Z ' PI dl= X1 = WI 11= L o%° 75 2 L PI 11= = P2 d1= X2 = 11= P2 11= P3 dl= X3= = P3 11= = P4 d1= X4 = V44 11= P4 11= USE vqs = P5 d1= _ KZ5 11= P5 11= = P6 dl= xro = _ P6 11= O ft e Y4 s Le" a cenTew I e ws+rt Ni dl= -94 PI d1= X1 = WI 11= I V O' PI 11= yo _ --/' /5 P2 d1= X2 = - 4o /s Zo P2 11= - P5 dl= X3 = - 11= P3 11= - P4 dl= X4= NA 11= P4 11= USE dx 14, L- Kr, dl= P5 dl= _ - P5 11= = P6 d1= 6 = vqh = IF& 11= YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510300 User: M-0601715. Ver 5.1,3. 22 -Jun -1999, WIn32 General Timber Beam (c)1983.99EIJERCALC,-•1e..a,.,h................r„i,,..i...:..,.., r; Description BEAM 1 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements 9 Section Name 6x12 Max Stress Ratio Center Span 9.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Right Cantilever... 6.7 k Bm Wt. Added to Loads 6.03 k -ft Fb Base Allow 1,350.0 psi Shear: Load Dur. Factor 1.250 Fv Allow 85.0 psi at Beam End Fixity Pin -Pin Fc Allow 625.0 psi Max @ Left Support Wood Density 34.000pcf E 1,600.0ksi @ Left Full Lengh Uniform Loads Center DL 312.00 #/ft LL 208.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 9.50ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.567 : 1 Deflection -0.054 in -0.088 in Deflection Maximum Moment 0.000 in 6.0 k -ft Maximum Shear * 1.5 3.8 k Allowable 0.0 17.0 k -ft 2,122.1 Allowable Right Cantilever... 6.7 k Max. Positive Moment 6.03 k -ft at 4.750 ft Shear: @ Left 2.54 k Max. Negative Moment 0.00 k -ft at 0.000 ft 0.0 @ Right 2.54 k Max @ Left Support 0.00 k -ft Bearing @ Supports Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 2.54 k Bearing Length Req'd Ck 24.972 @ Center 0.081 in Max. M allow 17.05 0.739 in Reactions... Rb 0.000 @ Right 0.000 in fb 597.35 psi fv 60.26 psi Left DL 1.55 k Max 2.54 k Fb 1,687.50 psi Fv 106.25 psi Right DL 1.55 k Max 2.54k Deflections Center pan... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.054 in -0.088 in Deflection 0.000 in 0.000 in ...Location 4.750 ft 4.750 ft ...Length/Deft 0.0 0.0 ...Length/Deft 2,122.1 1,296.98 Right Cantilever... @ Right Support Design Shear 3.81 k Deflection 0.000 in 0.000 in Area Required 35.872 in2 35.872 in2 ...Length/Deft 0.0 0.0 Stress Calcs 106.25 psi Bearing @ Supports Bending Analysis Max. Left Reaction 2.54 k Bearing Length Req'd Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 0.739 in Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 6.03 k -ft 42.91 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 3.81 k 3.81 k Area Required 35.872 in2 35.872 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 2.54 k Bearing Length Req'd 0.739 in Max. Right Reaction 2.54 k Bearing Length Req'd 0.739 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.54 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 51030D User: KW -W1715. vet 5.1.3.22 -Jun -1999. WIn32 (c) 1983-99ENERCALC Description BEAM 1 Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : General Timber Beam Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" < beam depth <= 14.3" , Le = 1.62 * Lu + 3d When beam depth > 14.3" , Le = 1.84 * Lu Job # 00-1408-33 YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510.700 User: KW -0601715. Vet 5.1.3.22Jun-1999.WIn32 General Timber Beam (c) 1983.99 ENERCALC Description BEAM 2 General information Span= 6.75ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x12.0 Center Span 6.75 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 12.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 Maximum Shear * 1.5 Bm Wt. Added to Loads 4.1 k Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Full Lengh Uniform Loads Center DIL 430.00 #/ft LL 373.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Center Span... Span= 6.75ft, Beam Width = 5.125in x Depth = 12.in, Ends are Pin -Pin Total Load Left Cantilever... Dead Load Total Load Deflection Max Stress Ratio 0.326 : 1 Deflection 0.000 in 0.000 in ...Location 3.375 ft 3.375 ft Maximum Moment 4.7 k -ft Maximum Shear * 1.5 ...Length/Defl 4.1 k 2,817.92 Right Cantilever... Allowable 30.7 k -ft Allowable 4.14 k 12.7 k 0.000 in 0.000 in Max. Positive Moment 4.66 k -ft at 3.375 ft Shear: @ Left 2.76 k Stress Calcs 206.25 psi Max. Negative Moment 0.00 k -ft at 6.750 ft @ Right 2.76 k Max. Left Reaction Max @ Left Support 0.00 k -ft Ck 19.865 Camber: @ Left 0.000 in 61.500 in2 0.961 in Max @ Right Support 0.00 k -ft Cl 0.000 @ Center 0.023 in M, V, & D @ Specified Locations Moment Max. M allow 30.75 Reactions... 0.00 ft @ Right 0.000 in 0.0000 in @ Right Cant. Location = fb 454.25 psi fv 67.30 psi Left DL 1.50 k Max 2.76 k 0.00 k -ft 0.00 k Fb 3,000.00 psi Fv 206.25 psi Right DL 1.50 k Max 2.76k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.016 in -0.029 in Deflection 0.000 in 0.000 in ...Location 3.375 ft 3.375 ft ...Length/Dell 0.0 0.0 ...Length/Defl 5,182.5 2,817.92 Right Cantilever... @ Right Support S. 4.14 k Deflection 0.000 in 0.000 in Area Required ' 20.066 in2 ...Length/Deft 0.0 0.0 Stress Calcs 206.25 psi Bearing @ Supports Bending Analysis Max. Left Reaction 2.76 k Bearing Length Req'd Ck 19.865 Le 0.000 ft Sxx 123.000 in3 Area 61.500 in2 0.961 in Cv 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reg'd Allowable fb @ Center 4.66 k -ft 18.62 in3 3,000.00 psi @ Left Support 0.00 k -ft 0.00 in3 3,000.00 psi @ Right Support 0.00 k -ft 0.00 in3 3,000.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.14 k 4.14 k Area Required 20.066 in2 20.066 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 2.76 k Bearing Length Req'd 0.961 in Max. Right Reaction 2.76 k Bearing Length Req'd 0.961 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 2.76 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: S10300 User: KW -W1715. Ver 5.1.3.22 -Jun -1999. WIn32 (c) 198399 ENERCALC Description BEAM 2 Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : General Timber Beam Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" < beam depth <= 14.3" Le = 1.62 * Lu + 3d When beam depth > 14.3" , Le = 1.84 * Lu Job # 00-1408-33 YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 0 Scope 760-342-9214 lieu: 510300 User: KW -0601715, Ver 5.1.3. 22 -Jun -1999, WIn32 General Timber Beam Description BEAM 3 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements -'I Section Name 6x12 Max Stress Ratio Center Span 14.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 17.0 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0ksi Full Lengh Uniform Loads Center. DL 294.00 #/ft LL 196.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 14.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.789 : 1 Deflection -0.239 in -0.391 in Deflection Maximum Moment 0.000 in 12.4 k -ft Maximum Shear* 1.5 5.3 k Allowable 0.0 17.0 k -ft 701.7 Allowable Right Cantilever... 6.7 k Max. Positive Moment 12.37 k -ft at 7.000 ft Shear: @ Left 3.53 k Max. Negative Moment 0.00 k -ft at 14.000 ft 0.0 @ Right 3.53 k Max @ Left Support 0.00 k -ft Bearing @ Supports Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 3.53 k Bearing Length Req'd Ck 24.972 @ Center 0.359 in Max. M allow 17.05 1.028 in Reactions... Rb 0.000 @ Right 0.000 in fb 1,224.54 psi fv 83.82 psi Left DL 2.16 k Max 3.53 k Fb 1,687.50 psi Fv 106.25 psi Right DL- 2.16 k Max 3.53 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.239 in -0.391 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 701.7 429.33 Right Cantilever... @ Right Support Design Shear 5.30 k Deflection 0.000 in 0.000 in Area Required 49.899 in2 49.899 in2 ... Length/Defl 0.0 0.0 Stress Calcs 106.25 psi Bearing @ Supports Bending Analysis Max. Left Reaction 3.53 k Bearing Length Req'd Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 1.028 in Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 12.37 k -ft 87.97 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.30 k 5.30 k Area Required 49.899 in2 49.899 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.53 k Bearing Length Req'd 1.028 in Max. Right Reaction 3.53 k Bearing Length Req'd 1.028 in query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.53 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 922011/ 760-342-9214 Scope: Rev: 510300 User.IM'-0601715. Ver 5.1.3.22-Jun-1999.Wh32 General Timber Beam FF (c)1983-99ENERCALC Description BEAM 3 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" < beam depth <= 14.3", Le = 1.62 * Lu + 3d When beam depth > 14.3", Le = 1.84 * Lu . At YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 510100 User. KW -0601715. Vei 5.1.3. 22 -Jun -1999. WIn32 (c) 1983-99 ENERCALC Description BEAM 4 Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : General Timber Beam Job # 00-1408-33 /z General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 8x16 Max Stress Ratio Center Span 15.75 ft .....Lu 0.00 ft Beam Width 7.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 41.0 k -ft Bm Wt. Added to Loads Allowable Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000pcf E 1,600.0 ksi Full Lengh Uniform Loads Center DL 249.00 #/ft LL 166.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Beam Design OK Span= 15.75ft, Beam Width = 7.500in x Depth = 15.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.423 : 1 Deflection -0.103 in -0.164 in Deflection Maximum Moment 0.000 in 13.7 k -ft Maximum Shear * 1.5 5.2 k Allowable 0.0 41.0 k -ft 1,838.9 Allowable Right Cantilever... 12.4 k Max. Positive Moment 13.72 k -ft at 7.875 ft Shear: @ Left 3.48 k Max. Negative Moment 0.00 k -ft at 15.750 ft 0.0 @ Right 3.48 k Max @ Left Support 0.00 k -ft Bearing @ Supports Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 3.48 k Bearing Length Req'd Ck 24.972 @ Center 0.154 in Max. M allow 41.05 0.743 in Reactions... Rb 0.000 @ Right 0.000 in fb 548.20 psi tv 44.96 psi Left DL 2.18 k Max 3.48 k Fb 1,640.19 psi Fv 106.25 psi Right DL 2.18 k Max 3.48k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.103 in -0.164 in Deflection 0.000 in 0.000 in ...Location 7.875 ft 7.875 ft ...Length/Deft 0.0 0.0 ...Length/Defl 1,838.9 1,148.95 Right Cantilever... @ Right Support Design Shear 5.23 k Deflection 0.000 in 0.000 in Area Required 49.190 in2 49.190 in2 ...Length/Deft 0.0 0.0 Stress Calcs 106.25 psi Bearing @ Supports Bending Analysis Max. Left Reaction 3.48 k Bearing Length Req'd Ck 24.972 Le 0.000 ft Sxx 300.313 in3 Area 116.250 in2 0.743 in Cf 0.972 Rb 0.000 Cl 0.000 Max Moment Sxx Req'd Allowable fb @ Center 13.72 k -ft 100.37 in3 1,640.19 psi @ Left Support 0.00 k -ft 0.00 in3 1,640.19 psi @ Right Support 0.00 k -ft 0.00 in3 1,640.19 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.23 k 5.23 k Area Required 49.190 in2 49.190 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 3.48 k Bearing Length Req'd 0.743 in Max. Right Reaction 3.48 k Bearing Length Req'd 0.743 in query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 3.48 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : Job # 00-1408-33 /(9 Rev: 510.300 -- User KW-W1715•Ve, 5.1.3.22-Jun-1999,WIn32 General Timber Beam (c) 1983-99 ENERCALC c:\ec5\robertson.ecw•Colculations ., Description BEAM 4 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997.UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" < beam depth <= 14.3" , Le = 1.62 * Lu + 3d When beam depth > 14.3" , Le = 1.84 * Lu YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 ! 7 Scope 760-342-9214 Rev: 510300 User: KW -Owl 715. Ver 5.1.3,22 -Jun -1999. WM32 General Timber Beam (c) 1983.99 ENERCALC Description BEAM 6 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 8x16 Center Span 24.00 ft .....Lu 0.00 ft Beam Width 7.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 15.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 166.00 #/ft Bm Wt. Added to Loads 15.000 ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 249.00 #/ft LL @ Left 166.00 #/ft Start Loc 0.000 ft DL @ Right 249.00 #/ft LL @ Right 166.00 #/ft End Loc 15.000 ft #2 DL @ Left 180.00 #/ft LL @ Left 120.00 #/ft Start Loc 15.000 ft DL @ Right 180.00 #/ft LL @ Right 120.00 #/ft End Loc 24.000 ft Span= 24.00ft, Beam Width = 7.500in x Depth = 15.5in, Ends are Pin -Pin Max Stress Ratio 0.720 : 1 Maximum Moment 29.6 k -ft Maximum Shear* 1. Allowable 41.0 k -ft Allowable Max. Positive Moment 29.57 k -ft at 11.520 ft Shear: Max. Negative Moment 0.00 k -ft at 0.000 ft Max @ Left Support 0.00 k -ft Camber: Max @ Right Support 0.00 k -ft Max. M allow 41.05 Reactions... fb 1,181.56 psi fv 66.00 psi Left DL Fb 1,640.19 psi Fv 106.25 psi Right DL Deflections Beam Design OK 5 7.7 k 12.4 k @ Left 5.12 k @ Right 4.47 k @ Left 0.000 in @ Center 0.768 in @ Right 0.000 in 3.20 k Max 5.12 k 2.81 k Max 4.47 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.512 in -0.816 in Deflection 0.000 in 0.000 in ...Location 11.904 ft 11.904 ft ...Length/Deft 0.0 0.0 ...Length/Deft 562.6 352.73 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 300.313 in3 Area 116.250 in2 Cf 0.972 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 29.57 k -ft 216.34 in3 1,640.19 psi @ Left Support 0.00 k -ft 0.00 in3 1,640.19 psi @ Right Support 0.00 k -ft 0.00 in3 1,640.19 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.67 k 6.70 k Area Required 72.216 in2 63.084 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 5.12 k Bearing Length Req'd 1.091 in Max. Right Reaction 4.47 k Bearing Length Req'd 0.953 in . 3.20 k Max 5.12 k 2.81 k Max 4.47 k Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.512 in -0.816 in Deflection 0.000 in 0.000 in ...Location 11.904 ft 11.904 ft ...Length/Deft 0.0 0.0 ...Length/Deft 562.6 352.73 Right Cantilever... Deflection 0.000 in 0.000 in ...Length/Defl 0.0 0.0 Stress Calcs Bending Analysis Ck 24.972 Le 0.000 ft Sxx 300.313 in3 Area 116.250 in2 Cf 0.972 Rb 0.000 Cl 0.000 Max Moment Sxx Reo'd Allowable fb @ Center 29.57 k -ft 216.34 in3 1,640.19 psi @ Left Support 0.00 k -ft 0.00 in3 1,640.19 psi @ Right Support 0.00 k -ft 0.00 in3 1,640.19 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.67 k 6.70 k Area Required 72.216 in2 63.084 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 5.12 k Bearing Length Req'd 1.091 in Max. Right Reaction 4.47 k Bearing Length Req'd 0.953 in . Max Moment Sxx Reo'd Allowable fb @ Center 29.57 k -ft 216.34 in3 1,640.19 psi @ Left Support 0.00 k -ft 0.00 in3 1,640.19 psi @ Right Support 0.00 k -ft 0.00 in3 1,640.19 psi Shear Analysis @ Left Support @ Right Support Design Shear 7.67 k 6.70 k Area Required 72.216 in2 63.084 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 5.12 k Bearing Length Req'd 1.091 in Max. Right Reaction 4.47 k Bearing Length Req'd 0.953 in . YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope : /S 760-342-9214 Rev: 5103M User:KW-0601715.Vei5.1.3.22-Jun-1999.WIn32 General Timber Beam (c) 1983.99 EZCALC C:\E?CS lObE'lt50n.E'CW;CpICUlOt10nS Description BEAM 6 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 5.12 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When T' < beam depth <= 14.3" , Le = 1.62 * Lu + 3d When beam depth > 14.3" , Le = 1.84 * Lu Young Engineering Services Job No. 4'1-159 Youngs Lane Sheet No. / Of Indio, GA Calculated By Date 92201 Checked By Date Phone:(`760) 342-9214 0 o = )o 4. = .40FIL-F . . . P3 I?[, _. -:2 /1,3, 1-6 , 11 I?-: zs-7,rLf:.- 2,v, )I12-= zz II 5 ) X I Grp YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 51030D User: KW -0601715. Ver 5.1.3.22 -Jun -1999, WIn32 (c) 1983.99ENERCALC Description BEAM 5 Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope: Multi -Span Timber Beam Job # 00-1408-33 /7 General Information Douglas Fir - Larch, No.1 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements LTimber Member Information in -k Shear @ Right 1.3 0.1 11.0 Description SPAN 1 SPAN 2 SPAN 3 SPAN 4 SPAN 5 Span ft 5.75 2.75 1.75 5.25 2.75 Timber Section 6x12 6x12 6x12 6x12 6x12 Beam Width in 5.500 5.500 5.500 5.500 5.500 Beam Depth in 11.500 11.500 11.500 11.500 11.500 End Fixity Pin - Pin Pin - Pin Pin - Pin Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Sawn Sawn Loads 9X= ft 2.61 1.01 0.86 Live Load Used This Span ? 1.45 Yes Yes Yes Yes Yes Dead Load #/ft 40.00 40.00 40.00 40.00 40.00 Live Load #/ft 0.00 0.00 Moment in -k 0.0 Point #1 Dead Load lbs -10.4 -3.2 2,177.00 2,163.00 lbs Live Load lbs 0.1 2.4 1,307.00 1,372.00 Deflection in @ X ft 0.0000 0.0000 2.500 0.750 0.0000 Results Mmax @ Cntr in -k Shear @ Right 1.3 0.1 11.0 0.3 0.4 9X= ft 0.14 2.34 2.49 0.75 3.78 1.52 Max @ Left End in -k 2.7 0.0 -1.5 -10.4 -3.2 -0.2 Max @ Right End in -k Shear OK -1.5 -10.4 -3.2 -0.2 0.0 fb : Actual psi LL @ Right 12.3 85.6 90.6 26.1 2.9 Fb:Allowable psi k 1,687.5 1,687.5 1,687.5 1,687.5 1,687.5 Shear @ Left k Shear @ Right k fv : Actual psi Fv : Allowable psi Bending OK Bending OK Bending OK Bending OK Bending OK 0.09 0.10 2.40 0.15 0.06 0.14 3.49 1.21 0.06 0.05 2.3 1.5 27.9 2.7 0.5 106.3 106.3 106.3 106.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.09 0.24 3.64 0.91 0.15 LL @ Left k 0.00 -0.01 2.25 0.45 -0.03 Total @ Left k 0.09 0.24 5.89 1.36 0.12 DL @ Right k 0.24 3.64 0.91 0.15 0.04 LL @ Right k -0.01 2.25 0.45 -0.03 0.01 Total @ Right k 0.24 5.89 1.36 0.12 0.05 Max. Deflection in 0.000 0.000 -0.000 0.000 0.000 9X= ft 2.61 1.01 0.86 1.36 1.45 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 Moment in -k 0.0 -1.5 -10.4 -3.2 -0.2 Shear lbs 0.1 0.1 2.4 0.2 0.1 Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD - /& INDIO, CALIFORNIA 92201 Scope 760-342-9214 • Rev: 510300 Use;:KW-WI 715.Vey 5.1.3.22-Jun-1999.WIn32 Multi -Span Timber Beam - (c)9E3-99ENERCAIC c:\ec5 robe rtson.ecw:ColculaTions Description BEAM 7 General Information Douglas Fir - Larch, No.1 Fb : Basic Allow. 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description SPAN 1 SPAN 2 Span ft 14.75 5.00, Timber Section 8x16 8x16 ' Beam Width in 7.500 7.500 -, Beam Depth in 15.500 15.500 End Fixity, Pin -Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn Loads Live Load Used This Span ? Yes Yes , Dead Load #/ft 192.00 192.00 Live Load #/ft 128.00 128.00 Results Mmax @ Cntr in -k 67.8 0.0 @ X = ft 5.90 5.00 _ Max @ Left End in -k 0.0 -81.0 Max @ Right End in -k -81.0 0.0 fb : Actual psi 269.8 269.8 Fb : Allowable psi 1,640.2. 1,640.2 Bending OK Bending OK Shear @ Left k 1.90 2.15. Shear @ Right k 2.82 0.55 fv : Actual psi 30.7 22.5 Fv : Allowable psi 106.3 106.3 Shear OK ShearOK Reactions & Deflection DL @ Left k 1.14 2.98 LL @ Left k 0.76 1.99 Total @ Left k 1.90 4.97 DL @ Right k 2.98 -0.33 LL @ Right k 1.99 -0.22 Total @ Right k 4.97 -0.55 Max. Deflection in -0.050 0.004 ' @ X- ft 6.59 2.00 r Duery Values Location ft 0.00 0.00 Moment in -k 0.0 -81.0 Shear lbs 1.9 2.2 Deflection in 0.0000 0.0000 { ,. YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD , A? INDIO, CALIFORNIA 92201 Scope : ' 760-342-9214 Rev: 510300 Use;: KW -W1715. Ver5.1.3.22-Jun-1999. Wih32 1983.99 g Multi -Span Timber F' Beam (C) ENERCALC c:\ec5 robertson.ecw:Calcutations Description BEAM 10 General Information Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 165.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description SPAN 1 SPAN 2 Span ft 5.00 15.00 Timber Section 5.125x15.0 5.125x15.0 Beam Width in 5.125 5.125 Beam Depth in 15.000 - 15.000 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type GluLam GluLam Loads Live Load Used This Span ?Yes Yes Dead Load #/ft 257.00 234.00 Live Load #/ft 226.00 196.00 Dead Load #/ft 23.00 Live Load #/ft 30.00 Start ft ' End ft 5.000 3.000 Results Mmax @ Cntr in -k 0.0 94.4 9X= ft 0.00 9.00 Max @ Left End in -k 0.0 -115.1 _ Max @ Right End in -k -115.1 0.0 fb : Actual psi 598.9 598.9 Fb : Allowable psi 3,000.0 3,000.0 Bending OK Bending OK Shear @ Left k 0.71 4.01 Shear @ Right k 3.13 2.60 - fv : Actual psi 49.1. 66.9 Fv : Allowable psi 206.3 206.3 Shear OK Shear OK ` Reactions & Deflection DL @Left k -0.40 3.85 LL @ Left k -0.31 3.29 Total @ Left k -0.71 7.13 DL @ Right k 3.85 1.42 LL @ Right k 3.29 1.19 Total @ Right k 7.13 2.60 Max. Deflection in 0.008- -0.103 @ X = ft 3.03 8.30 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -115.1 ` Shear lbs -0.7 4.0 Deflection in 0 .0000 0.0000 , Young Engineering Services 41-1541 Youngs Lane Indio, CA C12201 Phone.(760) 342-8214 Job No. Sheet No. Calculated By Ghecked By Of Date Date O PI"•M rye + w s LEPr s cEltiER s w6Hr W1 xi = 3, w1 PI 11= = P2 dl= - = P2 =- P3 dl= _ AS 11= P3 11= JALA = P4 dl= X4 = = P4 11= Stdl= USE x to P5 dl= _ - P5 11= NA dl= P6 dl= X6= _ - P6 11= OQ I PI"•X^ w re s Lerr s CENTER s wbrrr W1 dl= PI dl= X1 = -7,7s/ W1 11= PI 11= eP.PD " 1 LN = P2 dl= - - = P2 11= P3 dl= X5_ = P3 11= = P4 dl= X4 = = P4 11= USE x 2 Ns dl= P5 dl= X5 = = P5 11= V46 dl= P6 dl= 6= WA = P(6 11= l2 P^• s LEPT s cEHMR s ru6W WI dl= PI dl= ,530xi S WI = PI 11= -V71 13,-, N 11 = P2 dl= 3 O = g AT = P2 11= 3090 = P3 dl= X3_ = P3 11= = P4 d1= —X4= 11= P4 11= 11 USE 5 k 2 P5 dl= _ vss _ - P5 11= vqh P6 dl= 6 = vqfl= P6 11= 0 l. M re 9 LEFT 5 CZHrve t 9 w.Hr 1 WI dl= dl= .` i'(o. L 1Sh X1 = WI 11= PI 11= 7v•9SL 'SZ .3/0 = P2 dl= S• "/Z s10 yroX2 = vo 11= P2 11= = P3 d1= X3= vqs = P3 11= INA = P4 dl= X4= P4 11= USE ']Lj y IV5 dl= P5 dl= _ = P5 11= = P6 dl= xro = WA = P6 11= G P". X. ya Y44 ru Ni3 e LLI s ceHiete s w6HrV44 WI dl= `1•<3//2 37 PI d1= _ WI 11= /i 3//2 ei PI 11= NT = P2 dl= - vo 11= P2 11= CH P3 dl= X5_ 11= P3 11= VAA = P4 dl= X4= 11= P4 11= 3y•S/ USE D 3/5/ X" T Kr5 dl= P5 dl= = P5 11= al 6 = P6 = YQUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 510300 User: KW -WI 715, Ver 5.1.3. 22 -Jun -1999. Win32 (c) 198399 ENERCALC Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : Timber Beam & Joist Description BEAM 8, 9, 12, 13, AND 14 Job # 00-1408-33 ai Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements BEAM 8 BEAM 9 BEAM 12 BEAM 13 BEAM 14 Timber Section 1,543.86 6x10 6x12 5.125x12.0 6x12 10.75x24.0 Beam Width in 5.500 5.500 5.125 5.500 10.750 Beam Depth in - 9.500 11.500 12.000 11.500 24.000 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade 2,424.84 )ouglos Fir - Larch, )ouglos Fir - Larch, Douglas Fir, 24F - V Douglas Fir - Larch, Douglas Fir, 24F - V Fb - Basic Allow psi 1,350.0 1,350.0 2,400.0 1,350.0 2,400.0 Fv - Basic Allow psi 85.0 85.0 165.0 85.0 165.0 Elastic Modulus ksi 1,600.0 1,600.0 1,800.0 1,600.0 1,800.0 Load Duration Factor 1,664.6 1.250 1.250 1.250 1.250 1.250 Member Type -0.031 Sawn Sawn GluLam Sawn GluLam Repetitive Status 2,492.7 No No No No No Center Span Data -0.078 -0.066 -0.200 -0.165 -1.523 Location Span ft 6.50 15.50 11.00 17.00 39.50 Dead Load #/ft 2,829.2 661.3 1,233.9 311.1 372.00 Live Load #/ft 248.00 Point #1 DL Itis 2,980.00 330.00 3,850.00 250.00 LL lbs 1,990.00 220.00 3,290.00 310.00 @ X ft 3.250 7.250 8.000 6.000 Point #2 DL lbs 530.00 300.00 LL lbs 471.00 250.00 @ X ft 0.750 9.000 Results Ratio = 0.6942 0.1244 0.6221 0.2293 0.5762 Mmax @Center in -k 96.92 25.46 188.89 46.91 1,451.03 @ X = ft 3.25 7.25 8.01 8.98 19.75 fb : Actual psi 1,171.5 210.0 1,535.7 386.9 1,406.0 Fb : Allowable psi 1,687.5 1,687.5 3,000.0 1,687.5 2,440.1 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 71.3 6.9 128.3 14.7 64.4 Fv : Allowable psi 106.3 106.3 206.3 106.3 206.3 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,490.00 175.65 1,543.86 302.94 7,347.00 LL lbs 995.00 117.10 1,336.16 318.24 4,898.00 Max. DL+LL lbs 2,485.00 292.74 2,880.02 621.18 12245.00 @ Right End DL lbs 1,490.00 154.35 2,836.14 247.06 7,347.00 LL lbs 995.00 102.90 2,424.84 241.76 4,898.00 Max. DL+LL lbs 2,485.00 257.26 5,260.98 488.82 12245.00 Deflections Center DL Defl in -0.047 -0.039 -0.108 -0.082 -0.914 UDefl Ratio 1,664.6 4,715.3 1,227.2 2,476.3 518.6 Center LL Def] in -0.031 -0.026 -0.092 -0.083 -0.609 UDefl Ratio 2,492.7 7,073.0 1,434.1 2,459.4 777.9 Center Total Defl in -0.078 -0.066 -0.200 -0.165 -1.523 Location ft 3.250 7.564 6.072 8.296 19.750 UDefl Ratio 998.1 2,829.2 661.3 1,233.9 311.1 Young Engineering Services Job No. 41-1541 Youngs Lane Sheet No. Of Indio, CA Calculated By Date 92201 Checked By Date Phone:(i6O) 342-41214 fZVL; q 'G'X 1•2- 4F-- t_ YQUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: - 47 -159 YOUNGS LANE , ' Description : SFD INDIO, CALIFORNIA 92201 Scope : ,23 760-342-9214 Rev: 510300 - User:KW-0601715. C 99Ver5.1.3. 22 -)un -19. W1n32 General Timber Beam. (c) 198399 ENERCAL" • c:lec5lrobertson.ecw:Calculat._-- i on s Description BEAM 11 LGeneral Information 250.0 lbs Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 6x12 lbs lbs Center Span 15.50 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft ' .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 Beam Design OK Span= 15.50ft, Beam Width = 5.500in z Depth = 11.5in, Ends are Pin -Pin Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow ' 625.0 psi -- 1.5 k Allowable E 1,600.0 ksi 0.0 6.7.k Max. Positive Moment 5.47 k -ft Point Loads @ Left 0.79 k Max. Negative Moment Live Load 309.0 lbs 250.0 lbs 310.0 lbs - lbs lbs lbs lbs .distance 6.000 ft 9.000 ft 10.500 ft 0.000 ft 0.000 ft 0.000 ft - 0.000 ft Summary 0.000 in 0.000 in ...Location 8.060 ft 7.998 ft ...Length/Deft 0.0 0.0 Beam Design OK Span= 15.50ft, Beam Width = 5.500in z Depth = 11.5in, Ends are Pin -Pin Right Cantilever... _ Max Stress Ratio 0.321 ; 1 Area Required 11.129 in2 Maximum Moment 0.000 in 5.5 k -ft Maximum Shear* 1.5 1.5 k Allowable ... Length/Deft 17.0 k -ft Allowable 0.0 6.7.k Max. Positive Moment 5.47 k -ft at 8.990 ft Shear: @ Left 0.79 k Max. Negative Moment 0.00 k -ft at 0.000 ft @ Right 1.01 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.150 in Max. M allow 17.05 Reactions... @ Right 0.000 in fb 541.40 psi tv 23.85 psi Left DL 0.39 k Max 0.79 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.53 k Max 1.01 k Deflections 3 Nm Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.100 in -0.195 in Deflection 0.000 in 0.000 in ...Location 8.060 ft 7.998 ft ...Length/Deft 0.0 0.0 ...Length/Deft 1,858.7 955.73 Right Cantilever... _ Area Required 11.129 in2 Deflection 0.000 in 0.000 in Fv: Allowable 106.25 psi 106.25 psi ... Length/Deft 0.0 0.0 Stress Calcs Max. Left Reaction 0.79 k ` Bending Analysis t Max. Right Reaction 1.01 k _ ... 0.293 in Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 @ Center Span Location = 0.00 ft 0.00 k -ft Max Moment Sxx Req'd Allowable fb 0.00 ft @ Center 5.47 k -ft 38.89 in3 1,687.50 psi @ Left Support. 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support - 0.00 k -ft 0.00 in3 1,687.50 psi ,. Shear Analysis @ Left Support @ Right Support Design Shear 1.18 k 1.51 k' Area Required 11.129 in2 14.198 int Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction 0.79 k Bearing Length Req'd 0.229 in t Max. Right Reaction 1.01 k Bearing Length Req'd 0.293 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 0.79 k _ 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510300 User: KW.0601715. Ver 5.1.3.22-Jun•1999. WIn32 General Timber Beam (c 11983-99ENERCALC Description BEAM 11 Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" < beam depth <= 14.3" , Le = 1.62 * Lu + 3d When beam depth > 14.3" , Le = 1.84 * Lu YQUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD r r INDIO, CALIFORNIA 92201 Scope 760-342-9214 - Rev: 510300 User.KW-OW1715. Ver 5.1.3.22Jurn1999. Wfin32 - - - Multi-Span Timber Beam - (c) 1983-99 ENERCALC c:\ec5 rob_ertson.ecw:Colculotions Description BEAM 15 General Information Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi . Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 165.0 psi. Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description SPAN 1 SPAN 2 _ SPAN 3 Span ft 8.25 6.00 15.00 Timber Section 5.125x15.0 5.125x15.0 5.125x15.0 Beam Width in 5.125 5.125 5.125 Beam Depth in 15.000 15.000 15.000 End Fixity Pin - Pin Pin - Pin Pin - Pin - Le: Unbraced Length ft 0.00 0.00 0.00 Member Type GluLam, GluLam GluLam ' Loads Live Load Used This Span ? Yes Yes Yes Dead Load #/ft 119.00 275.00 275.00 Live Load #/ft 125.00 125.00 Point #1 Dead Load lbs 7,347.00 Live Load lbs 4,898.00 @ X ft Results Mmax @ Cntr in-k 15.1 5.6 88.2 @ X = ft 4.62 0.00 8.90 , Max @ Left End in-k 0.0 5.6 -103.4 Max @ Right End in-k 5.6 -103.4 0.0 fb : Actual psi 78.7 538.0 538.0 ' Fb : Allowable psi 3,000.0 2,400.0 2,400.0 Bending OK Bending OK Bending OK + Shear @ Left k 0.55 0.31 15.82 Shear @ Right k 0.43 2.71 2.43 fv : Actual psi 7.9 43.0 60.4 ' Fv : Allowable psi 206.3 165.0 165.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @ Left k 0.51 0.29 11.63 LL @ Left k 0.04 -0.17 6.90 Total @ Left k 0.55 " 0.12 18.53 DL @ Right k 0.29 11.63 1.67 " LL @ Right k -0.17' 6.90 0.76 Total @ Right k 0.12 18.53 2.43 Max. Deflection in -0.006 0.008 -0.096 r @ X = ft 4.23 3.80 8.30 Query Values Location ft 0.00 0.00 0.00 Moment in-k 0.0 5.6 -103.4 Shear lbs 0.5 -0.3 15.8 Deflection in 0.0000 0.0000 0.0000 , Young Engineering Services Job No. 4"1-159 Youngs Lane Sheet No. Of Indio, CA Calculated By Date 92201 Checked By Date Phone:(`760) 342-9214 7, 1JL = L` •. S%z . I • v =. 22.5 . IJ2t Z Ilo lsfZ k- ?A. zo lZ = 3 z .if 130 CIL, Pao LL' YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: ' 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope : 7 760-342-9214 • Rev: 5103M User: KW -W) 715. Ver 5.1.3.22Jun-1999.Wh32 1983-99 ENERCALC - . Multi -Span Timber Beam ' (c) c� ec5\robertson ecw Calculations Description BEAM 16 General Information Douglas Fir, 24F -V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 165.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information �. Description SPAN 1 SPAN 2 Span ft 14.50 5.50 Timber Section 5.125x24.0 5.125x24.0 `^ Beam Width in 5.125 5.125 ` Beam Depth in 24.000 24.000 End Fixity Pin - Pin Pin - Pin ' + Le: Unbraced Length ft '0.00 0.00 Member Type GluLam GluLam Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 225.00 334.00 Live Load #/ft 180.00 325.00 Dead Load #/ft 109.00 Live Load #/ft 145.00 Start ft 7.000 End ft 14.500 5.500 ` Point #1 Dead Load lbs 30.00 Live Load lbs 60.00 @ X ft 7.000 Results Mmax "@T_ Cntr in -k 107.0 0.0 9X= ft 6.67 5.50 Max @ Left End in -k 0.0 -137.1 Max @ Right End in -k -137.1 0.0 , fb : Actual psi 278.6 278.6 Fb : Allowable psi 2,904.7 3,000.0` Bending OK Bending OK Shear @ Left k 2.69 3.89 Shear @ Right k 5.18 0.26 fv : Actual psi 46.9 31.5 Fv : Allowable psi 206.3 206.3 " Shear OK Shear OK Reactions & Deflection DL @ Left k 1.45 4.65 LL @ Left k 1.24 4.42 Total @ Left k • 2.69 9.07 DL @ Right k 4.65 -0.16 LL @ Right k 4.42 -0.11 Total @ Right k 9.07 -0.26 ' Max. Deflection in -0.027 0.002 ' @ X = ft 6.67 2.09 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -137.1 Shear lbs 2.7 3.9 Deflection in 0.0000 0.0000 YQUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD ' INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510300 User: KW -0601715. Ver 5.1.3.22 -Jun -1999, W1n32 1983.99ENERCALC Multi -Span Steel Beam (c) c:\ec5 ro6ertson.ecw:Calculations Description BEAM 17 General Information Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Fy -Yield Stress 36.00 ksi Load Duration Factor '1.25 Spans Considered Continuous Over Supports Span Information Description SPAN 1 SPAN 2 SPAN 3 SPAN 4 ' Span ft 12.00 12.00 12.00 12.00 - Steel Section S7X5X5/16 TS7X5X5/16 TS7X5X5/16 TS7X5X5/16 End Fixity Pin -Pin Pin -Pin Pin -Pin Pin -Pin - Unbraced Length ft 0.00 0.00 0.00 0.00 Loads Live Load Used This Span ? Yes Yes Yes Yes Dead Load k/ft 0.072 0.072 0.168 0.168 Live Load k/ft 0.048 0.048 0.112 0.112 Point #1 DL k -0.150 1.450 LL k -0.170 1.240 @ X ft 12.000 10.500 Results Mmax @ Cntr k -ft 1.19 1.42 1.15 3.19 9X= ft 4.48 7.84 5.84 7.20 Max @ Left End k -ft 0.00 -2.24 3.66 4.12 Max @ Right End k -ft -2.24 -3.66 -4.12 0.00 fb : Actual psi 2,064.7 3,382.9 3,806.6 3,806.6 Fb:Allowable psi 21,600.0 21,600.0 21,600.0 21,600.0 fv Bending OK Bending OK Bending OK Bending OK :Actual psi 207.2 729.8 392.7 462.5 Fv : Allowable psi 14,400.0 14,400.0 14,400.0 14,400.0 Shear OK Shear OK Shear OK Shear OK Reactions & Deflections Shear @ Left k 0.53 0.94 1.64 2.02 Shear @ Right k 0.91 _ 3.19 1.72 1.34 Reactions... DL @ Left k 0.32 1.09 ' 2.74 2.26 LL @ Left k 0.21 0.76 2.09 1.48 Total @ Left k 0.53 1.84 4.83 3.74 DL @ Right k 1.09 2.74 2.26 0.80 LL @ Right k .0.76 2.09 1.48 0.54 ' Total @ Right k 1.84 4.83 3.74 1.34 Max. Deflection in -0.017 -0.020 -0.007 -0.051 9X= ft 4.96 6.88 5.76 6.64 Span/Deflection Ratio 8,565.4 7,150.2. 19,923.6 2,806.7 Query Values I Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 0.53 0.94 1.64 2.02 0.00 0.00 0.00 . 0.00 Moment k -ft 0.00 -2.24 -3.66 -4.12 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 f 0.00 0.00 0.00 • - r Young Engineering Services 4"1-1501 Youngs Lane Indlo, GA 92201 Phone:(-TbO) 342-9214 Job No. Sheet No. Calculated By Checked By Of Date Date OWI p P,aY,VO= "° W4 roK3 i.5 ter s c wrER s wsHrN4= 264 PI dl= xi = WI ZD 2-:Sl,t' Z !oj PI 11= = P2 dl= - K2- P2 11= = CH P3 dl= - _ 11= P3 11= = P4 dl= X4= P4 11= I Gj .2Sv4s= /vqr,= USE 5 / o x l = P5 X5 = P5 11= P6 X6 = = P6 11= ( O P"•"^ ro re 1 ro w4 ro s lar s cexrm s wsHr WI = ZS 2 Sa PI dl= I = WI = 2o•Z o PI 11= V411)= P2 dl= X2 = = P2 11= = _ IMS= P3 11= = P4 dl= 4 = = P4 11= Z•5 USE K Zvqh Ns = P5 dl= X5 = KrS = P5 11= = P6 dl= X6 = = P& 11= Z3 rK ro s LEFr s CENTM s wsHr WIdl= PI dl= X1 =S ZS WI 11= Pl n= 3920 a,., 2Z = P2 dl= _ =- P2 11= _ = P3 dl= X3_ NS = P3 11= = P4 dl= X4= A4 11= P4 11= o Sdl= USE PS dl= _ = P5 11= = P6 dl= xro= = P6 11= O P^• ro re 1 w P44- w roNz .SLElt s cexrtx t... NI Cll= PI dl= _ J 7 p I = ,5 W1 11= PI 11= = P2 dl= -_ 11= P2 11= L11 P3 dl= X5 = = P3 11= = P4 dl= X4= = P4 11= IL' USE CjllvaX = P5 dl= X5_ Ina = P5 11= = P6 dl= 6= WA = P6 11= ZS s Derr s cexrerc s wsHr WI dl= PI dl= 5-3.3 NLS I WI 11= PI 11= 3s 2 i0 = P2 d1= = P2 11= Wn cll=P5 dl= X3_ ve 11= P3 11= K4 dl= P4 dl= X4= V44 11= P4 11= g's' USE rpu 10 = P5 dl= _ vis = P5 11= P6 dl= X&= _ Vqh - P6 11= YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 510,700 User: KW -0601715. Ver 5.1.3. 22 -Jun -1999. WIn32 (c) 1983-99 ENERCALC Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : Timber Beam & Joist Description BEAM 18, 19, 23, 24, AND 25 Job # 00-1408-33 ..3a Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements BEAM 18 BEAM 19 BEAM 23 BEAM 24 BEAM 25 Timber Section -815.63 5.125x15.0 6x12 5.125x12.0 5.125x12.0 6x10 Beam Width in 5.125 5.500 5.125 5.125 5.500 Beam Depth in 15.000 11.500 12.000 12.000 9.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade -616.25 )ouglas Fir, 24F - V )ouglos Fir - Larch, Douglas Fir, 24F - V Douglas Fir, 24F - V Douglas Fir - Larch, Fb - Basic Allow Fv - Basic Allow psi psi 2,400.0 165.0 1,350.0 85.0 2,400.0 165.0 2,400.0 165.0 1,350.0 85.0 Elastic Modulus ksi 1,800.0 1,600.0 1,800.0 1,800.0 1,600.0 Load Duration Factor -0.025 1.250 1.250 1.250 1.250 1.250 Member Type 6,091.2 Glul-am Sawn Glul-am Glul-am Sawn Repetitive Status -0.020 No No No No No Center Span Data 7,614.0 1,024.6 1,498.9 38,581.1 Center Total Defl in Span ft 19.25 12.50 10.50 16.00 8.50 Dead Load #/ft 206.00 50.00 3.604 L/Defl Ratio Live Load #/ft 165.00 40.00 14,798.2 Point #1 DL lbs 5,870.00 -1,740.00 450.00 LL lbs 3,920.00 -1,160.00 280.00 @ X ft 5.250 8.500 0.750 Results Ratio = 0.3626 0.1065 0.8357 0.1822 0.0428 Mmax @ Center in -k 206.22 21.09 308.39 0.00 5.97 @ X = ft 9.62 6.25 5.25 16.00 0.75 fb : Actual psi 1,073.0 174.0 2,507.2 0.0 72.2 Fb : Allowable psi 2,959.4 1,687.5 3,000.0 3,000.0 1,687.5 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 60.8 11.3 119.4 37.6 1.8 Fv : Allowable psi 206.3 106.3 206.3 206.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 1,982.75 312.50 2,935.00 -815.63 410.29 LL lbs 1,588.12 250.00 1,960.00 -543.75 255.29 Max. DL+LL lbs 3,570.87 562.50 4,895.00 -1,359.38 665.59 @ Right End DL lbs 1,982.75 312.50 2,935.00 -924.38 39.71 LL lbs 1,588.12 250.00 1,960.00 -616.25 24.71 Max. DL+LL lbs 3,570.87 562.50 4,895.00 -1,540.63 64.41 Deflections Center DL Defl in -0.245 -0.025 -0.184 0.192 -0.004 L/Defl Ratio 941.7 6,091.2 684.2 999.3 24,006.0 Center LL Deft in -0.196 -0.020 -0.123 0.128 -0.003 L/Defl Ratio 1,175.7 7,614.0 1,024.6 1,498.9 38,581.1 Center Total Defl in -0.442 -0.044 -0.307 0.320 -0.007 Location ft 9.625 6.250 5.250 8.128 3.604 L/Defl Ratio 522.9 3,384.0 410.3 599.6 14,798.2 Young Engineering Services Job No. 4"7-15Q Youngs Lane Sheet No. 3/ Of Indio, GA Golculoted By Date 92201 Checked By Date Phone:(`760) 342-9214 IH 11-1 'd III I'll I 7,z5 (3$ y lc . . . . 1tJu,_ .tb.•'b/z. = . 44 f . ZrLp Isar t It I III zy.s S.S 2q • I7 6, Pit` . ►JAL- . l(' la = 3 FLf . . . . YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: " 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope : Z 760-342-9214 Rev: 510.700 - User: KW -0601715. Ver 5.1.3. 22 -Jun -1999. WIn32 Multi -Span Timber Beam (c) 19E3-99 ENFRCALC c:\ec5\robertson.ecw Calculations Description BEAM 20 General Information ti Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 165.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description SPAN 1 SPAN 2 SPAN 3 Span ft 7.25 7.50 5.25 Timber Section 5.125x18.0 5.125x18.0 , 5.125x18.0 Beam Width in 5.125 5.125 5.125 Beam Depth in 18.000 18.000 18.000 End Fixity Pin - Pin Pin - Pin Pin - Pin f. Le: Unbraced Length ft 0.00 0.00 0.00 Member Type GluLam GIuLam GluLam Loads Live Load Used This Span . Yes Yes Yes Dead Load #/ft 358.00 358.00 358.00 Live Load #/ft 273.00 273.00 273.00 Results Mmax @ Cntr in -k 30.1 , 16.9 13.6 @ X = ft 2.80 4.00 3.36 Max @ Left End in -k 0.0 -44.1 -29.1, Max @ Right End in -k -44.1 -29.1 0.0 , fb : Actual psi 159.5 159.5 105.1 Fb : Allowable psi 3,000.0 2,400.0 2,400.0 Bending OK Bending OK Bending OK Shear @ Left k 1.78 2.53 2.12 Shear @ Right k 2.79 2.20 1.19 fv : Actual psi 29.6 25.8 19.4 Fv : Allowable psi 206.3 165.0 165.0 Shear OK Shear OK Shear OK Reactions & Deflection DL @Left ki 1.01 3.02 2.45 LL @ Left k 0.77 2.31 1.87 Total @ Left k 1.78 5.33 4.32 DL @ Right k 3.02 2.45 0.68 LL @ Right k 2.31 1.87 0.52 Total @ Right k 5.33 4.32 1.19 Max. Deflection in -0.004 -0.002 -0.001 @X= ft 3.14 4.05 3.11 - Query Values Location ft 0.00 0.00 0.00 Moment in -k 0.0 -44.1 -29.1 Shear lbs 1.8 2.5 2.1 Deflection in 0.0000 0.0000 0.0000 - ti YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: , 47-159 YOUNGS LANE Description : SFD + a INDIO, CALIFORNIA 92201 Scope : 760-342-9214 • Rev: 510300 User: KW-0601715, Ver 5.1.3.22-Jun-1999. WIn32 Multi-Span Timber Beam (C) 198399 ENERCALC c' \ec5\robertson eigjCciculations Description BEAM 21 General Information Douglas Fir, 24F - V8 Fb : Basic Allow 2,400.0 psi Elastic Modulus 1,800.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 165.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description SPAN 1, SPAN Span ft ,10.50 9.50 Timber Section 5.125x12.0 5.125x12.0 , Beam Width in 5.125 5.125 Beam Depth in • 12.000 12.000 - End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 + , Member Type GluLam GluLam Loads Live Load Used This Span ? Yes .Yes . Dead Load #/ft 100.00 Live Load #/ft 64.00 Dead Load #/ft 100.00 Live Load #/ft 64.00 Start ft 6.000 End ft 10.500 9.500 Point #1 Dead Load Ibs 60.00 Live Load lbs 150.00 @ X ft 6.000 Results Mmax @ Cntr in-k 6.6 13.5 @ X = ft 6.02 5.83 Max @ Left.End in-k 0.0 -19.7 4 Max @ Right End in-k -19.7 0.0 fb : Actual psi 160.0 160.0 Fb : Allowable - psi 3,000.0 3,000.0 Bending OK- Bending OK Shear @ Left k 0.09 0.95 ' Shear @ Right k 0.86 0.61 fv : Actual psi 16.7 19.4 Fv : Allowable psi 206.3 206.3 Shear OK Shear OK ` Reactions & Deflection DL @ Left k 0.03 1.05 LL @ Left k 0.06 0.76 Total @ Left k 0.09 1.81 DL @ Right k 1.05 0.38 LL @ Right k 0.76 0.23 Total @ Right - k 1.81 0.61 - Max. Deflection in -.0.005 -0.011 9X= ft 4.90 5.38 Query Values Location ft 0.00 0.00 Moment in-k 0.0 -19.7. Shear lbs 0.1 1.0 , Deflection in 0.0000 0.0000 "YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope : 131/ 760-342-9214 Rev: 510300 User: KW-0601715.Vet 5.1.3. 22-Jun-19W,WIn32 Multi-Span Timber - Beam (c) 1983.99ENERCALC c:\ec5 robertson.ecw:Calculotions Description BEAM 22 r , General Information Douglas Fir - Larch, N0.1 Fb : Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member information ' Description SPAN I SPAN 2 _ Span ft 24.50 5.50 Timber Section 8x16 8x16 Y Beam Width in 7.500 7.500 _ Beam Depth in 15.500 15.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length, ft 0.00 0.00 Member Type Sawn Sawn - Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 204.00 204.00 Live Load 9/ft 136.00 '136.00 Results Mmax @ Cntr in-k' 192.7 0.0 @ X = ft 9.80 5.50 , Max @ Left End in-k 0.0 -252.8 Max @ Right End in-k -252.8 - 0.0 fb : Actual psi 841.9 841.9 - Fb : Allowable psi 1,640.2 1,312.2 Bending OK Bending OK Shear @ Left k 3.31 4.77 Shear @ Right k 5.02 2.90 fv : Actual psi 59.1 55.9 r Fv : Allowable psi 106.3 85.0 Shear OK Shear OK Reactions & Deflection DL @ Left k 1.98 5.87 s LL @ Left k 1.32 3.92 Total @ Left k 3.31 9.79 DL @ Right k 5.87 - -1.74 LL @ Right k 3.92 -1.16 Total @ Right k 9.79 -2.90 Max. Deflection in -0.380 0.017 - @ X = ft 10.78 2.27 Query Values ' Location ft 0.00 0.00 Moment in-k 0.0 -252.8 Shear lbs 3.3 4.8 Deflection in 0.0000 0.0000 Young Engineering Services Job No. 41-159 Youngs Lane Sheet No. 35, Of Indio, GA COiculated By Date 92201 Checked By Date Phone:('760) 342-9214 4s,5 IZ$LL . 17 . . Ty`f Dt = . j4.1 *-. x 1p 41I fig U, . 37.4 . . (J = 2 I y } . . to 1'7 7 Z 2-5Z 4s,5 IZ$LL . 17 . . Ty`f Dt = . j4.1 *-. x 1p 41I fig U, . 37.4 . . YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANEDescription r : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510300 User: KW -Ml 715. Ver 5.1.3. 22 -Jun -1999, WIn32 1983.99 Multi -Span Timber _ Beam -. (c) ENERCALC c:\ec5 rob ertson.ecw:Colculations ` Description BEAM 26 , General Information Douglas Fir - Larch No.1 Fb : Basic Allow 1,350.0 psi Elastic Modulus61 00.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description SPAN 1 SPAN 2 Span ft 6.50 11.50 Timber Section 6x12 6x12 Beam Width in 5.500 5.500 Beam Depth in 11.500 11.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn , Loads Live Load Used This Span ? Yes Yes Dead Load #/ft 210.00 210.00 Live Load #/ft 72.00 72.00 Start ft 4.500 End ft 6.500 4.500 Point #1 Dead Load lbs 735.00 735.00 Live Load lbs 252.00 252.00 @ X ft 4.500. 4.500 Point #2 Dead Load lbs 460.00 Live Load lbs 267.00 @ X ft 9.000 Results Mmax @ Cntr in -k 0.0 34.9 9X= ft 0.00 4.52 Max @ Left End in -k 0.0 -44.2 Max @ Right End in -k -44.2 0.0 fb : Actual psi 364.9 364.9 '. Fb : Allowable psi 1,687.5 1,350.0 Bending OK Bending OK Shear @ Left k 0.18 2.10 Shear @ Right k 1.73 0.88 ' fv : Actual psi 34.3 43.7 ` Fv : Allowable psi 106.3 85.0 Shear OK Shear OK Reactions & Deflection DL @Left k 0.12 2.82 LL @ Left k -0.05 1.01 Total @ Left k -0.18 3.83 DL @ Right k 2.82 0.60 LL @ Right k 1.01 0.28 Total @ Right k 3.83 0.88 Max. Deflection in 0.006 .-0.053 @ X = ft 4.07 5.98 Query Values Location ft 0.00 0.00 Moment in -k 0.0 -44.2 Shear lbs -0.2 2.1 " Deflection in 0.0000 0.0000 -YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD - ` INDIO, CALIFORNIA 92201 Scope : 3 760-342-9214 • Rev: 510300 User:KW-0601715. Vet 5.1.3.22Jun-1999,win32 - Muhl -Span Timber Beam (c) 1983.99 ENERCALC c:\ec5\robertson.ecw:Calculations W Description BEAM 30 General Information Douglas Fir -Larch, No.i "r: Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv :.Basic Allow 85.0 psi toad Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description SPAN 1 SPAN 2 SPAN 3 SPAN 4 Span ft 5.00 1.00 3.00 5.50 Timber Section 6x10 6x10 6x10 6x10 Beam Width in 5.500 5.500 5.500 5.500 Beam Depth - in 9.500 9.500 9.500 End Fixity Pin - Pin Pin - Pin Pin - Pin .9.500 Pin - Free Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Member Type Sawn Sawn Sawn Sawn Loads Live Load Used This Span ? Yes Yes Yes Yes Point #1 Dead Load lbs 455.00 2,580.00 561.00 Live Load lbs 267.00 1,720.00 374.00 @ X ft 5.000 1.000 5.500 Results Mmax @ Cntr in -k 0.0 -1.9 23.4 0.0 @ X = ft 0.00 0.00 0.00 5.50 Max @ Left End in -k 0.0 -1.9 23.4 -61.7' Max @ Right End in -k -1.9 23.4 -61.7 0.0 fb : Actual psi 23.6 282.7 745.9 745.9 Fb:Allowable psi 1,687.5 1,350.0 1,350.0 1,350.0 Bending OK Bending OK Bending OK Bending OK Shear @ Left k 0.03 2.11 2.36 0.94 Shear @ Right k 0.75 2.19 2.36 0.00 fv : Actual psi 0.9 60.6 67.9 26.8 Fv : Allowable psi 106.3 85.0 85.0 85.0 Shear OK Shear OK Shear OK . Shear OK Reactions & Deflection DL @Left k -0.02 1.74 -0.10 1.98 LL @ Left k -0.01 1.12 -0.07 1.32 Total @ Left k -0.03 2.87 -0.17 3.30 DL @ Right k 1.74 -0.10 1.98 0.00 LL @ Right k 1.12 -0.07 1.32 0.00 Total @ Right k 2.87 -0.17 3.30 0.00 Max. Deflection in 0.001 -0.000 0.005 -0.206 @ X = ft 2.90 0.59 1.92 5.50 Query Values Location ft 0.00 0.00 0.00 0.00 Moment in -k 0.0 -1.9 23.4 -61.7 Shear lbs -0.0 2.1 -2.4 0.9 Deflection in 0.0000 0.0000 0.0000 0.0000 1. . Young Engineering 5ervlce5 47-159 Youngs Lane Indio, GA 92201 Phone:(760) 542-9214 Job No. Sheet No. Calculated By Ghecked By Of Date Date 2 P" • XnV412= ra W6 ! ra L„e s Lir s cortER s wsr+rP44= Nidl= PI dl= I =SS wl 11= PI 11= o I e-L zb = P2 dl= - - P2 11= _ P3 d I = X3 = 11= P3 11= = P4 dl= X4= P4 11= S USE bx o = P5 d1= _ = P5 11= = P6 dl= X6 = = P6 11= ZS P"•J°V42 re w re s LEFT s CEWER s RJ6W WI dl= PI dl= X1 = WI [o • .2 /mo PI 11= NO = P2 dl= - - 11= P2 11=INn = P3 dl= _ X5_ lks = P3 11= = P4 dl= X4= IN4 11= P4 11= U5E NS dl= P5 dl= _ AS = P5 11= P46 dl= P6 dl= X6 = LAIA = " P6 11= O Pn . w 1 Y44_ re 9 IPPT 9 CENTER s wsrrt Hl dl= 'p 5/Z + y ,o / PI dl= X1 = WI 11= LO -!-y /3 (a PI 11= AID = P2 dl= Y2 _ - _ P2 11= - P3 dl= _ As = P5 11= = P4 d1= == = P4 11= S'S USE /jX(D Ns = P5 dl= -_ = P5 11= Hh = P6 d1= XC7 = = P6 11= 31 Pn•x VC2 re Y*1 rµ ru s LE" 1 s CENTER t s weLrt WI dl= PI d1= X1 = WI 11= / s• S i/lam PI 11= = P2 dl= _- 11= P2 11= - - P3 dl= X3_ = P3 11= Vq4 dl= P4 dl= x4 _ V44 H= P4 11= USE '/fir x 13 - 5- L-rca dl= P5 d1= AS = P5 11= V46 dl= P6 = 6 = WA = P6 111= 1 3Z P" • "^M w eLerr sceKreR sWarr I.II WI 2-52 PI dl= I = WI 11= y(i • 11/y (e° PI 11= klT = P2 dl= 11= P2 11= _ P3 dl= X3 = P3 11= V44 dl= P4 dl= 4. = = P4 11= - --rv4s USE Z- 'X5 L- dl= P5 dl= _ - PS 11= = P6 dl= xry = vqh = P6 11= • YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 510300 Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : Job # 00-1408-33 ,3 C/ User: KW -0601715. Ver 5.1.3.22 -Jun -1999. WIn32 Timber Beam & Joist (c) 1983.99 ENERCALC c: \ ec5 \ roberfson.ecw:Colculations Description BEAM 27, 28, 29, 31, AND 32 LTimber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements BEAM 27 BEAM 28 BEAM 29 BEAM 31 BEAM 32 Timber Section 1,488.00 6x10 6.75x13.5 6x10 6.75x13.5 6.75x13.5 Beam Width in 5.500 6.750 5.500 6.750 6.750 Beam Depth in 9.500 13.500 9.500 13.500 13.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 0.00 Timber Grade 928.00 )ouglas Fir - Larch. )ouglas Fir, 24F - VDouglos Fir - larch, Douglas Fir, 24F - V Douglas Fir, 24F - V Fb - Basic Allow psi 1,350.0 2,400.0 1,350.0 2,400.0 2,400.0 Fv - Basic Allow psi 85.0 165.0 85.0 165.0 165.0 Elastic Modulus ksi 1,600.0 1,800.0 1,600.0 1,800.0 1,800.0 Load Duration Factor 9,880.2 1.250 1.250 1.250 1.250 1.250 Member Type -0.004 Sawn Glul-am Sawn Glul-am Glul-am Repetitive Status 14,820.2 No No No No No Center Span Data -0.011 -0.179 -0.126 Location ft 4.590 Span ft 8.50 21.50 5.50 16.00 13.50 Dead Load #/ft 1,074.1 240.00 204.00 186.00 252.00 Live Load #/ft 160.00 136.00 116.00 168.00 Point #1 DL lbs 2,820.00 LL lbs 1,010.00 @ X ft 5.500 Results Ratio = 0.6696 88.98 0.4701 277.35 0.1819 15.43 0.1908 115.97 0.1901 114.82 Mmax @ Center in -k 9x= ft 5.51 10.75 2.75 8.00 6.75 fb : Actual psi 1,075.5 1,352.7 186.5 565.6 560.0 Fb : Allowable psi 1,687.5 2,877.6 1,687.5 2,963.8 3,000.0 Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 71.1 63.4 19.3 34.4 39.2 Fv : Allowable psi 106.3 206.3 106.3 206.3 206.3 Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End DL lbs 995.29 2,580.00 561.00 1,488.00 1,701.00 LL lbs 356.47 1,720.00 374.00 928.00 1,134.00 Max. DL+LL lbs 1,351.76 4,300.00 935.00 2,416.00 2,835.00 @ Right End DL lbs 1,824.71 2,580.00 561.00 1,488.00 1,701.00 LL lbs 653.53 1,720.00 374.00 928.00 1,134.00 Max. DL+LL lbs 2,478.24 4,300.00 935.00 2,416.00 2,835.00 Deflections Center DL Defl in -0.088 -0.463 -0.007 -0.110 -0.076 UDefl Ratio 1,155.6 557.0 9,880.2 1,743.9 2,142.9 Center LL Defl in -0.032 -0.309 -0.004 -0.069 -0.050 UDefl Ratio 3,226.5 835.5 14,820.2 2,796.3 3,214.4 Center Total Defl in -0.120 -0.772 -0.011 -0.179 -0.126 Location ft 4.590 10.750 2.750 8.000 6.750 L/Defl Ratio 850.8 334.2 5,928.1 1,074.1 1,285.7 1Toung Engineering 5erv1ce5 4?-15x1 Youngs Lane Indio, GA C12201 Phone:(760) 342-4214 Job No. Sheet No. GOlculated By Ghecked By ys Of Date Date O ru re s ter s CZMrER WI dl= .3& 12-+-2 dl= XI = G 41112 t 2i PI 11= = P2 dl= - P3 dl= X5 = 11= P3 11= = P4 d1= X4= = P4 11= .23 iK35= USE P5 VIS- P5 11= Ah = P6 dl= X6 = 3 P. • X^ w re 5 Pr 5 cexrers 5 PJ6W wldl= / s /3a PI dl= XI = WI 11= /! 5 9Z PI 11= = P2 d1= X2 = = P2 11= P3 dl= - = P3 11= a dl= P4 d1= 4= a 11= P4 11= r/ S USE V X b = P5 d1= _ = P5 11= vlte dl= P6 dl= 6 = _ - P6 Il= 3S P. 0 re Y* 1 va A4 ru re 5 raer s c nt:R 5 wsrrr Ni .971. PI dl= XI = WI /L".73/3- $ PI 11= vin = P2 d1= = = P2 11= l= P3 dl= _ - = P3 11= = P4 d1= X4= N4 H= P4 11= USE ZOx V4S dl= PS d1= _ = P5 11= NA = P6 d1= xro_ LNAI = P6 11= R,•M re W6 1m " reLl s ter 5 cEh"rm s wear Ni dl= PI d1= P.20 I 3 W1 11= PI 11= Zy - 3 V4!2 Ll I= P2 d1= - - 11= P2 11- I P3 dl= 3= = P3 11= W4 dl= P4 d1= X4 = = P4 11= r USE Ij x Ip = P5 dl= X5 = = P5 11= Hh = P6 dl= xro = = P6 11= O R+a M ye w ve 5 Derr 5 CZNTM 5 wetrr Ni dl= PI dl= XI = Ni 11= PI 11= NO - P2 d1= X2 = = P2 11= - F5 dl= - 11= P3 11= V44 dj= P4 dl= X4 = NA 11= P4 11= USE - IF5 d1= = = P6 11= YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 510300 User: KW -0601715. Ver 5.1.3. 22 -Jun -1999. WIn32 (c) 1983.99 ENERCALC Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : Timber Beam & Joist Description BEAM 33, 34, 35 AND 36 Job # 00-1408-33 Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements BEAM 33 BEAM 34 BEAM 35 BEAM 36 Timber Section 2,208.00 5.125x15.0 6x8 6x14 6x10 Beam Width in 5.125 5.500 5.500 5.500 Beam Depth in 15.000 7.500 13.500 9.500 Le: Unbraced Length ft 0.00 0.00 0.00 0.00 Timber Grade 1,472.00 )ouglos Fir, 24F - V )ouglas Fir - Larch,Douglos Fir - Larch, Douglas Fir - Larch, Fb - Basic Allow psi 2,400.0 1,350.0 1,350.0 1,350.0 Fv - Basic Allow psi 165.0 85.0 85.0 85.0 Elastic Modulus ksi 1,800.0 1,600.0 1,600.0 1,600.0 Load Duration Factor 789.8 1.250 1.250 1.250 1.250 Member Type -0.155 GluLam Sawn Sawn Sawn Repetitive Status 1,777:1 No No No No Center Span Data -0.505 -0.030 -0.376 -0.057 Location Span ft 23.00 6.50 16.00 6.50 Dead Load #/ft 144.00 138.00 276.00 Live Load #/ft 64.00 92.00 184.00 Point #1 DL lbs 2,208.00 LL lbs 1,472.00 @ X ft 3.000 Results Ratio = 0.2954 0.2067 0.6348 0.5354 Mmax @Center in -k 165.05 14.58 176.64 71.10 9x= ft 11.50 3.25 8.00 2.99 fb : Actual psi 858.8 282.7 1,057.3 859.4 Fb : Allowable psi 2,907.2 1,687.5 1,665.6 1,687.5 Bending OK Bending OK Bending OK Bending OK fv : Actual psi 41.8 22.0 64.2 56.9 Fv : Allowable psi 206.3 106.3 106.3 106.3 Shear OK Shear OK Shear -OK Shear OK Reactions @ Left End DL lbs 1,656.00 448.50 2,208.00 1,188.92 LL lbs 736.00 299.00 1,472.00 792.62 Max. DL+LL Ibs 2,392.00 747.50 3,680.00 1,981.54 @ Right End DL lbs 1,656.00 448.50 2,208.00 1,019.08 LL lbs 736.00 299.00 1,472.00 679.38 Max. DL+LL lbs 2,392.00 747.50 3,680.00 1,698.46 Deflections Center DL Defl in -0.349 -0.018 -0.226 -0.034 L/Defl Ratio 789.8 4,353.9 851.2 2,264.4 Center LL Defl in -0.155 -0.012 -0.150 -0.023 L./Defl Ratio 1,777:1 6,530.8 1,276.8 3,396.6 Center Total Defl in -0.505 -0.030 -0.376 -0.057 Location ft 11.500 3.250 8.000 3.172 L/Defl Ratio 546.8 2,612.3 510.7 1,358.6 'Young Engineering Services Job No. 41-159 Youngs Lane Sheet No. Of Indio, GA Calculated By Date 92201 Checked By Date Pnone:(`760) 342-9214 0 l . . . . . . . . . . . . . . . 1 . . . . 5/ 7. . . . . . .7s.. . . . . 0R,- ;'}•. 11v/z .- . 112 f F 164- f-57 x WDL - ]s . 1`/L f. -Lf O LLs Z.0'. 141-. rf Q RT /3 S /Z' s l U70 . YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job ## 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope: 760-342-9214 Rev: 510300 715, WIn32 ' - +- Multi-Span Timber Beam - (c) 19 3999E ERCALF5.1.3.22•Jun-1999. (c) 19E3-99 ENERCALC c•\ec5\roberTso-n.e caw, calculations Description BEAM 37 General Information Douglas Fir - Larch, No.1 Fb :Basic Allow 1,350.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 85.0 psi Load Duration Factor 1.250 Calculations are designed to 1997 NDS and 1997 UBC Requirements Timber Member Information Description SPANK SPAN - - Span ft 4.75 16.75 Timber Section 8x14 8x14 Beam Width in 7.500 7.500 Beam Depth in 13.500 13.500 End Fixity Pin - Pin Pin - Pin Le: Unbraced Length ft 0.00 0.00 Member Type Sawn Sawn Loads Live Load Used This Span . Yes Yes N Dead Load #/ft 192.00 192.00 Live Load #/ft 160.00 160.00 Results Mmax @ Cntr in-k 0.0 95.0 , K @ X = ft 0.00 10.05 Max @ Left End in-k 0.0 -118.0 + Max @ Right End in-k -118.0 0.0 fb : Actual psi 518.1. 518.1 Fb : Allowable psi 1,665.6 1,332.4 Bending OK Bending OK Shear @ Left k 1.23 3.54 Shear @ Right k 2.91 2.36 fv : Actual psi 37.1 46.6 , Fv : Allowable psi 106.3 85.0 Shear OK Shear OK Reactions & Deflection DL @Left k -0.67 3.51 LL @ Left k -0.56 2.93 Total @ Left k -1.23 6.44 DL @ Right k 3.51 1.29 LL @ Right k 2.93 1.07 Total @ Right k 6.44 2.36 Max. Deflection in 0.008 -0.134 @ X = ft 2.82 9.27, LQuery Values Location ft 0.00 0.00 Moment in-k 0.0 • -118.0 Shear lbs -1.2 3.5 Deflection in 0.0000 0.0000 L , YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 510300 User: KIN -0601715. Ver 5.1.3. 22 -Jun -1999, WIn32 (c) 1983-99 ENERCALC Description BEAM 38 Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : General Timber Beam Job # 00-1408-33 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Left Cantilever... Max Stress Ratio 0.152 : 1 Deflection Section Name 6x12 0.059 in Center Span 15.00 ft .....Lu 0.00 ft Beam Width 5.500 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 11.500 in Right Cantilever ft .....Lu 0.00 ft Member Type Sawn Douglas Fir - Larch, No.1 6.7 k Bm Wt. Added to Loads 0.10 k -ft Fb Base Allow 1,350.0 psi Load Dur. Factor 1.250 Fv Allow 85.0 psi Beam End Fixity Pin -Pin Fc Allow 625.0 psi Wood Density 34.000 pcf E 1,600.0 ksi Trapezoidal Loads #1 DL @ Left 45.00 #/ft LL @ Left 60.00 #/ft Start Loc 7.000 ft DL @ Right 45.00 #/ft LL @ Right 60.00 #/ft End Loc 15.000 ft Point Loads veab Loao -brU.0 lbs lbs lbs lbs lbs lbs lbs Live Load -560.0 lbs lbs lbs lbs lbs lbs lbs ...distance 7.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 15.00ft, Beam Width = 5.500in x Depth = 11.5in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.152 : 1 Deflection 0.032 in 0.059 in Deflection Maximum Moment 0.000 in -2.6 k -ft Maximum Shear* 1.5 6.840 ft 0.5 k Allowable 0.0 17.0 k -ft 5,592.2 Allowable Right Cantilever... 6.7 k Max. Positive Moment 0.10 k -ft at 13.740 ft Shear: @ Left 0.32 k Max. Negative Moment -2.59 k -ft at 7.020 ft 0.0 @ Right 0.15 k Max @ Left Support 0.00 k -ft 0.093 in Max. Right Reaction Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft Ck 24.972 @ Center 0.048 in Max. M allow 17.05 Reactions... Rb 0.000 @ Right 0.000 in fb 256.35 psi fv 7.59 psi Left DL -0.15 k Max -0.32 k Fb 1,687.50 psi Fv 106.25 psi Right DL 0.06 k Max 0.15 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.032 in 0.059 in Deflection 0.000 in 0.000 in ...Location 6.900 ft 6.840 ft ...Length/Deft 0.0 0.0 ...Length/Deft 5,592.2 3,031.58 Right Cantilever... 0.23 k Area Required 4.518 in2 2.174 in2 Deflection 0.000 in 0.000 in 106.25 psi Bearing @ Supports ...Length/Dell 0.0 0.0 Stress Calcs -0.32 k Bearing Length Req'd 0.093 in Max. Right Reaction 0.15 k Bending Analysis 0.045 in Ck 24.972 Le 0.000 ft Sxx 121.229 in3 Area 63.250 in2 Cf 1.000 Rb 0.000 Cl 0.000 Max Moment Sxx Read Allowable fb @ Center 2.59 k -ft 18.42 in3 1,687.50 psi @ Left Support 0.00 k -ft 0.00 in3 1,687.50 psi @ Right Support 0.00 k -ft 0.00 in3 1,687.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.48 k 0.23 k Area Required 4.518 in2 2.174 in2 Fv: Allowable 106.25 psi 106.25 psi Bearing @ Supports Max. Left Reaction -0.32 k Bearing Length Req'd 0.093 in Max. Right Reaction 0.15 k Bearing Length Req'd 0.045 in YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 '7 s Rev: 510300 User. KVJ4)601715. Vet 5.1.3. 22 -Jun -1999, WIn32 General Timber Beam (c) 1983-99 ENERCALC c: \ ec5 \ robertson.ecw:Colculotions Description BEAM 38 Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft -0.32 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" < beam depth <= 14.3", Le = 1.62 * Lu + 3d When beam depth > 14.3" , Le = 1.84 * Lu I. YQUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510300 User: KWfi601715. Ver 5,1.3.22 -Jun -1999. Wh32 General Timber Beam (c)1983-99ENERCALC Description BEAM 39 General Information Dead Load Calculations are designed to 1997 NDS and 1997 UBC Requirements Section Name 5.125x24.0 Center Span 25.50 ft .....Lu 0.00 ft Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft Beam Depth 24.000 in Right Cantilever ft .....Lu 0.00 ft Member Type GluLam Douglas Fir, 24F - V8 321.00 Bm Wt. Added to Loads End Loc Fb Base Allow 2,400.0 psi Load Dur. Factor 1.250 Fv Allow 165.0 psi Beam End Fixity Pin -Pin Fc Allow 560.0 psi Wood Density 34.000 pcf E 1,800.0 ksi Trapezoidal Loads Dead Load Total Load Left Cantilever... Max Stress Ratio 0.602 ; 1 Deflection 91 DL @ Left 430.00 #/ft LL @ Left 321.00 #/ft Start Loc 0.000 ft DL @ Right 430.00 #/ft LL @ Right 321.00 #/ft End Loc 13.500 ft #2 DL @ Left 238.00 #/ft LL @ Left 190.00 #/ft Start Loc 13.500 ft - DL @ Right 238.00 #/ft LL @ Right 190.00 #/ft End Loc 25.500 ft Point Loads Live Load 760.0 lbs lbs lbs lbs lbs lbs lbs ...distance 13.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 25.50ft, Beam Width = 5.125in x Depth = 24.in, Ends are Pin -Pin Dead Load Total Load Left Cantilever... Max Stress Ratio 0.602 ; 1 Deflection -0.426 in -0.703 in Deflection Maximum Moment 66.4 k -ft Maximum Shear* 1.5 15.3 k Allowable 112.6 k -ft 0.0 Allowable 717.6 25.4 k Max. Positive Moment 66.39 k -ft at 13.056 ft Shear: @ Left 10.18 k Max. Negative Moment 0.00 k -ft at 0.000 ft 206.25 psi @ Right 8.27 k Max @ Left Support 0.00 k -ft 0.0 Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft 8.27 k Bending Analysis @ Center 0.640 in Max. M allow 112.56 Reactions... Ck 19.865 @ Right 0.000 in fb 1,619.25 psi fv 124.11 psi Left DL 6.10 k Max 10.18 k Fb 2,745.28 psi Fv 206.25 psi Right DL 4.98 k Max 8.27k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.426 in -0.703 in Deflection 0.000 in 0.000 in ...Location 12.648 ft 12.546 ft ...Length/Deft 0.0 0.0 ...Length/Deft 717.6 435.15 Right Cantilever... 12.40 k Area Required 74.015 in2 60.131 in2 Deflection 0.000 in 0.000 in 206.25 psi Bearing @ Supports ... Length/Defl 0.0 0.0 Stress Calcs 10.18 k Bearing Length Req'd 3.546 in Max. Right Reaction 8.27 k Bending Analysis 2.881 in Ck 19.865 Le 0.000 ft Sxx 492.000 in3 Area 123.000 in2 Cv 0.915 Rb 0.000 Cl 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 66.39 k -ft 290.20 in3 2,745.28 psi @ Left Support 0.00 k -ft 0.00 in3 2,745.28 psi @ Right Support 0.00 k -ft 0.00 in3 2,745.28 psi Shear Analysis @ Left Support @ Right Support Design Shear 15.27 k 12.40 k Area Required 74.015 in2 60.131 in2 Fv: Allowable 206.25 psi 206.25 psi Bearing @ Supports Max. Left Reaction 10.18 k Bearing Length Req'd 3.546 in Max. Right Reaction 8.27 k Bearing Length Req'd 2.881 in YOLUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: slo3oo User. KVJ-0601715. Vei 5.1.3.22•Jun-1999. WIn32 (c) 1983-99 ENERCALC Description BEAM 39 Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : General Timber Beam Job # 00-1408-33 'y7 Gluery Values a M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 10.18 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in Notes Calculations are designed to 1997 NDS and 1997 UBC Guidelines Section databases have been updated as of 2 -Apr -1999 Allowable stress databases have been updated to 1997 NDS & 1997 UBS values on 2 -Apr -1999 To determine Cf values for sawn sections, the program looks for the identifying words in the "Stress" entry. "Select", "No.1 ", "Standard" and similar typical words are used to determine Cf category "Unbraced length" is multiplied by the following values to calculate "Le" When beam depth <= 7", Le = 2.06 * Lu When 7" < beam depth <= 14.3" , Le = 1.62 * Lu + 3d When beam depth > .14.3", Le = 1.84 * Lu Young Engineering Services Job No. 4"7-I54I Youngs Lane Sheet No. '` 8 Of Indio, CA Calculated By Date 42201 Checked By Date Phone:(`760) 342-8214 G -I . l°4 51(2, s\ = 207 OW 7-3= .17 L C.1 's.% .{x,51+ IbSl2) . I b P 1'. : 14 1D LTaJ'S• IA + 4) :114 _ .173 PLf lma.s 'si ' (oar . :. JS.. + 17Z . 17 1Z5 ( . . . . . . . O1. 3/2-+ 3.(.t0) + let. '7(P)= ;q, -5. + 17 . 16.3 z . Z % 11 `i . 177- O, I ),I' b = I . L t o z i 3) — l'h F ; • . w'. p . lrv S ., -7% . (I;5; 1-7•S.+ I'- + .' ' 1 P! -f 1. . ` . la l s.' 171'5.•1 t) h`I `. 112, . . Young Engineering Servlres Job No. 47-159 Youngs Lane Sheet No. Of Indio, GAS Calculated By Date 92201 Checked By Date Phone:( -760) 342-4214 O13 .! ` 11 l7• .(I ./Z +s 1 + pt f . ;• tjI kA,,, ll rl5 , (-7.+ 17• to/L 4- lo• 1-6-) ,I-74 0 d 5-11, . 1 -?" .L-N -;-.: -m-F . . . . . . . . . . . . . . l isst, ZZs., z►).) -74.= `► Pct. 1 : L a.1S. ltl iLA I h Zo = 17, Slrl zo = (zs.• za , ;11 _ .1o7 PI -.F eTo.fs . S%Z " 3 •S) II i pl.F S zc 2 Z e? -4, 2I.5. + . Jr.,.. 1-7, t4r.l?, Z1 .170 = 121 IG. CT.-mIS I IU Il.zo + 16.•51 3 S> ZAu .rL-f i. kk ll 0a -joJS 1.11SZ 21 : ZvE. I-7 + ► µlz•'z .h.`t=. IIZ . . :la►J2o Z = Zrola.t3 13y r f ta rD LTcJS. 13tdZZ2,4 = . a, 3 S .fi l$•.s.l (I. s ).` i b` .j L 6t 1 ac 5: Q sz2.714.- 1, . Il•S/z z .ld l► S/a : hy. _ .ice+. F l lJzs = I •.3L ( I S z.t 3. 5 . t. Id 51 t . l9$Pt ., 1 .1 c eJS . 11 52'f. 5 ' • (-Z 4 • 31 + 17 il.s 2' 2> .1 = )W4 .. . . Young Engineering Services Job No. 41-159 Youngs Lane Sheet No. Of Indio, GA Calculoted By Dote 92201 Checked By Dote Phone:(`760) 342-9214 l,o e k-L . . = gal PI-r 1t 5333ck. ' (24, ZpaF-,Lr. k 5S,& -,-' - N ,I4 Ia. ,i5/z >. 1..4= raK P j'. ;• sr<rs►- S . 153?' °b CZ'•• '..`i•5 t lo.. II.s/z..y>..i } _. 2o.S PAF . ;, sers .-- c- Js .- . 654) .I°° s l'.33 -E . L > + 19.41 ` Z = ?5/ /'Lj- . `r itl rl 4jS = 2 % 31 5 + 17 li.•33/Z {' lo•II..3 2> 17 f = o3.vLj-. . . . . . . I l 11.•x. rD z- 3 Pte. .i• °/z z •,1 = . Z.P 3, , . 17• CL) '. 7a. . . . . . . . . . . . . . 1. 1. . . . ! . r'I-. . . . . . . . il {J IZlz . .PLF . 57•S I. I7 / . . /o /o%' L /7,1 = P1 -7 -LF =. S /S+ Ut r 5 . id.s Is-1 J Is 17. 11 3 C3 = SZ . l F . . . . . . . . . . . . . I 5151't . = (LS : 3S t. I v • /3 • z ,.174 . I .furiSM,L.. Ia, . ,.+ z.•33. . jz = z -r-. (2.4. 1 -t. 1?.- 1 . y r lo. h• r y ,.17 i Young Engineering Services Job No. 41-159 Youngs Lane Sheet No. Indio, CA Golculated By 92201 Checked By Phone-.('760) 342-9214 '51 Of Date Date . . . . . . . lc,G, I TU a 1. ti -:acL . . . . . . . . . . . . . . . . i> erz T"l c, 1 . . . . . . . . . II i I 1714 .1"1' o( 4Iz - -► + I ,sl,( •s> .-Zai{ .p F , l Sv Lrals.. 9'0 . 1 .i 1 +.n•iqly •I7 } . i.. . . . . . . . . 12 1 u1. = 1 1 -. ( IBX 17.io/yt.lo o/a)•17` = Vsp F. I Z°o Z . I '?L (II Sf +3 yJ _} I •51 I sl . _ .. . to i'i'i - 2l . a I r't c 1S• I . l.J ItlZ ? 1 17•1,617z .3'SJ to sl (Z) = 14.8 T-LF. /, L/ G/h4Gl CNld/ os 0-9-1/eCs ie6GS (s) --17--174' ss cl II GI O 1,1 'J o S V/2/ / BGS / O A' I l;S) J1c G iC "I O O/ M O 8M O^ N M n 19Imo) " I N L__— /-IN /510 y 2-r7 X31 a4 i ?6o PLS (5) C 390. /ss 5 35 z I 3y t'J /tl/ T( 2-1gPcr a 99P(F(S) /zsl /2S/ 35H J _ •' Young Engineering Service Job No. 41 1-5q Ye r,gs io e Sheet No. Gr" Indio, GA Calculated By Date 92201 Checked By Date Phons 760) 342-4214 v , v b4 ti v a 0 o 0 l► i 1 a- Q- S I I 11 N ' ` t 9 N by N Q Q o Z — A 00 00 r N ak 0 _ N M O_ cJ M ?— J c_ AA w Vl v' t C— — — c A Ui N N r Lj Young Engineering Service Job No. 41-154 Youngs maw Sheet No. S'a p¢ Indio, GA Calculated By Date 92201 Checked By Date Phone:06O) 342-9214 J v 0 N N N T o < i + 1 N N fl O LL k N W\ J _ o o TA v, n Ao o o— -- 'r- --i CA Q T Q YOUNG ENGINEERING SERVICES JOB CIVIL AND STRUCTURAL ENGINEERING SHEET NO. STOF 47-159 YOUNGS LN. CALCULATED BY .[ND LO, CA. CHECKED BY .92201 PH. 760-342-9214 SCALE SHEAR WALL DESIGN SEISMIC FACTOR = 0.173 A.B. SIZE (in.)= 0.625 A.B. CAPACITY = 1173 WALL FORCE H D PANEL WALL v No. UPLIFT PANEL HOLDOWN NO. (FT.) (FT.) WT. DL PLF A.B. (LBS.) TYPE 1 4295 11.5 10.0 17 0 249 2 2012 A HPAHD22/4X6 2 11.5 10.0 17 249 2 2012 A HPAHD22/4X6 0.0 0.0 TOTAL 20.0 3 5099 10.0 4.8 17 0 1092 5 10498 C EA. HD14A/6X6 0.0 0.0 0.0 TOTAL 4.8 4 1321 7.8 4.3 17 0 334 2 2311 B HD2A/4X6/SSTB20 0.0 0.0 0.0 TOTAL 4.3 5 2433 10.0 7.5 17 96 354 3 2726 B HD2A/4X6/SSTB20 0.0 0.0 0.0 TOTAL 7.5 6 4288 10.0 20.3 10 96 229 5 881 A HPAHD22/4X6 0.0 0.0 0.0 TOTAL 20.3 7 6257 13.0 6.5 17 156 1001 6 11946 C EA. HD12/6X6 0.0 0.0 0.0 TOTAL 6.5 8 3672 10.0 3.5 17 554 3 5194 B EA. HD8A/6X6/SSTB34 9 10.0 3.5 17 554 3 5194 B EA. HD8A/6X6/SSTB34 0.0 0.0 TOTAL 7.0 10 6173 13.0 11.8 10 96 546 6 6058 C HD8A/6X6/SSTB34 0.0 0.0 0.0 TOTAL 11.8 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 PH. 760-342-9214 SHEAR WALL DESIGN SEISMIC FACTOR = 0.173 A.B. SIZE (in.)= 0.625 A.B. CAPACITY = 1477 JOB SHEET NO. f(o CALCULATED BY_ CHECKED BY SCALE OF WALL FORCE H D PANEL WALL v No. UPLIFT PANEL HOLDOWN NO. (FT.) (FT.) WT. DL PLF A.B. (LBS.) TYPE 11 960 8.0 4.5 17 96 130 2 599 A HPAHD22/4X6 12 8.0 4.5 17 96 130 2 599 A HPAHD22/4X6 0.0 0.0 TOTAL 9.0 13 3133 8.0 11.8 10 280 4 1875 B HPAHD22/4X6 0.0 0.0 0.0 TOTAL 11.8 14 4794 11.5 14.8 10 344 5 3272 B HD5A/4X6/SSTB34 0.0 0.0 0.0 TOTAL 14.8 15 4357 11.5 13.8 10 337 5 3231 B HD5A/4X6/SSTB34 0.0 0.0 0.0 TOTAL 13.8 16 1584 15.0 8.5 17 137 2 1006 A HPAHD22/4X6 17 15.0 8.5 17 137 2 1006 A HPAHD22/4X6 0.0 0.0 TOTAL 17.0 18 2691 11.5 11.5 17 312 133 3 -605 A NOT REQ'D. 19 11.5 15.5 17 312 133 4 -1281 A NOT REQ'D. 0.0 0.0 TOTAL 27.0 -----------------/ 20 2691 8.0 2.3 17 454 2 3437 E HDD /AVL'S9TB ]4 21 8.0 2.0 17 454 2 3448 22 8.0 2.0 17 454 2 3448 0.0 TOTAL 6.3 23 1024 11.5 6.3 17 144 198 2 1371 A HPAHD22/4X6 0.0 0.0 0.0 TOTAL 6.3 ----------------------------------------------- YOUNG ENGINEERING SERVICES CItIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. -rNDTO, CA. 92201 PH. 760-342-9214 SHEAR WALL SEISMIC FACTOR = 0.173 A.B. SIZE (in.)= 0.625 A.B. CAPACITY = 1173 JOB SHEET NO. CALCULATED CHECKED BY SCALE DESIGN BY OF WALL FORCE H D PANEL v No. UPLIFT PANEL HOLDOWN NO. (FT.) (FT.) WT. DL PLF A.B. (LBS.) TYPE 24 2153 11.5 8.8 17 132 280 2 2069 A HD2A/4X6/SSTB20 0.0 0.0 0.0 TOTAL 8.8 25 6943 11.0 14.8 10 260 271 4 1058 A HPAHD22/4X6 26 11.0 7.8 10 120 271 2 2279 A HD2A/4X6/SSTB20 27 10.0 5.0 10 248 269 2 2027 A HPAHD22/4X6 0.0 TOTAL 27.6 ii�2r� / �STE�2a 28 1216 10.0 4.8 17 128 156 2 937 A HPAH Xfr 29 10.0 .4.8 17 128 156 2 937 A HPAHE)224 6 0.0 24, /� 5.TErp2c) 0.0 TOTAL 9.6 30 1175 10.0 5.0 17 147 2 1039 A HPAHD22/4X6 31 10.0 5.0 17 147 2 1039 A HPAHD22/4X6 0.0 0.0 TOTAL 10.0 32 1845 10.0 7.0 17 49 108 2 421 A NOT REQ'D. 33 10.0 16.5 17 60 108 4 -333 A NOT REQ'D. 0.0 0.0 TOTAL 23.5 34 4084 10.0 9.8 10 234 436 5 3190 C HD5A/4X6/SSTB34 0.0 0.0 0.0 TOTAL 9.8 35 6298 13.0 6.0 17 484 1088 6 12484 C EA. HD12/6X6 0.0 0.0 0.0 TOTAL 6.0 36 3614 13.0 10.5 17 346 382 4 2738 B HD2A/4X6/SSTB20 0.0 0.0 0.0 TOTAL 10.5 YOUNG ENGINEERING SERVICES JOB CItIIL AND STRUCTURAL ENGINEERING SHEET NO. OF 47-159 YOUNGS LN. CALCULATED _56 BY INDIO, CA. CHECKED BY 92201 PH. 760-342-9214 SCALE SHEAR WALL DESIGN SEISMIC FACTOR = 0.173 A.B. SIZE (in.)= 0.625 A.B. CAPACITY = 1477 WALL FORCE H D PANEL WALL v No. UPLIFT PANEL HOLDOWN NO. (FT.) (FT.) WT. DL PLF A.B. (LBS.) TYPE 37 1734 13.0 9.8 17 96 216 2 1530 A HPAHD22/4X6 0.0 0.0 0.0 TOTAL 9.8 38 1251 10.0 20.0 17 23 92 5 -514 A NOT REQ'D. 0.0 0.0 0.0 TOTAL 20.0 39 3605 10.0 15.2 10 53 254 4 1683 A HPAHD22/4X6 0.0 0.0 0.0 TOTAL 15.2 40 2354 17.3 15.7 10 180 4 1950 A HPAHD22/4X6 0.0 0.0 0.0 TOTAL 15.7 41 2015 11.5 9.8 17 102 112 2 128 A NOT REQ'D. 42 11.5 7.5 17 102 112 2 351 A NOT REQ'D. 43 11.5 8.5 17 126 112 2 183 A NOT REQ'D. 0.0 TOTAL 25.8 44 2277 15.0 8.5 17 126 312 3 3270 B HD5A/4X6/SSTB34 0.0 0.0 0.0 TOTAL 8.5 45 2925 10.0 7.7 17 126 260 2 1702 A HPAHD22/4X6 46 10.0 5.0 17 126 260 2 1964 A HPAHD22/4X6 0.0 0.0 TOTAL 12.7 47 3861 10.0 4.3 17 138 358 2 2997 B HD5A/4X6/SSTB34 48 10.0 7.5 17 138 358 3 2663 B HD2A/4X6/SSTB20 0.0 0.0 TOTAL 11.8 JOB CIVIL AND STRUCTURAL ENGINEERING SHEET NO. Sd OF 47-159 YOUNGS LN. CALCULATED BY -INDIO, CA. CHECKED BY 92201 PH. 760-342-9214 SCALE SHEAR WALL DESIGN SEISMIC FACTOR = 0.173 A.B. SIZE (in.)= 0.625 A.B. CAPACITY = 1173 WALL FORCE H D PANEL WALL v No. UPLIFT PANEL HOLDOWN NO. (FT.) (FT.) WT. DL PLF A.B. (LBS.) TYPE 49 5003 10.0 3.8 17 1364 2 13276 0.0 0.0 0.0 TOTAL 3.8 50 1827 10.0 4.0 17 486 2 4488 C HD6A/4X6/SSTB34 0.0 0.0 0.0 -AiGt.LLA' TOTAL 4.0 0.0 0.0 0.0 0.0 TOTAL 0.0 0.0 0.0 0.0 0.0 TOTAL 0.0 0.0 0.0 0.0 0.0 TOTAL 0.0 0.0 0.0 0.0 0.0 TOTAL 0.0 0.0 0.0 0.0 0.0 TOTAL 0.0 0.0 0.0 0.0 0.0 TOTAL 0.0 YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 4, '1 "O,,NG� ��,5 Description : SFD I-1 ''Y VI S \E INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 5103M User: KW-W171S.Ver5.1.3.22-Jun-1999,Wln32 Plywood Shear Wall & Footing (c) 1983-99 ENERCAIC _ c: \ ec \ robertson.ecw:Calculations Description SHEARWALL #3, LINE #3 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 4.800 ft End Post Dimension 5.50 in Plywood Grade Structural I Wall Height 10.000 ft Seismic Factor 0.173 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 3/8" Ht / Length 2.083 Stud Spacing 16.00 in 4.800 ft = 0.00 lbs Loads 0.00 lbs Vertical Loads... 0.00 lbs Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft 145.00 pcf Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 1,062.00 #/ft 4.800 ft = 5,097.60 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.800 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment'Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 18.500 ft Concrete Weight 145.00 pcf Wall Length 4.800 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft f'c 2,500.00 psi Footing Length 23.300 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 3/8" Thick Structural I on 2 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear= 1,091.4#/ft, Capacity= 1,100.000#/ft -> OK Wall Overturning = 51,681.8ft-#, Resisting Moment = 1,958.4ft-#, End Uplift = 10,359.05lbs Max. Soil Pressures: @ Left = 683.5psf, @ Right = 1,016.6psf Sill Bolting: 1/2" Bolts @ 9.29in, 5/8" Bolts @ 14.55in, 3/4" Bolts @ 20.91 in Footing Summary... Max. Footing Shear = 18.63psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 1.00in2, @ Right = 0.38in2 Minimum Overturning Stability Ratio = 1.520 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing No Uplift, None Required No Uplift, None Required YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: A7-159 vn NGS ,1 A it Description : SFD INDIO, CALIFORNIA 92201 Scope : ! 760-342-9214 Rev: 510300 User KW4M1715.Ve' 5.1.3.22-Jun•1999,WIn32 Plywood Shear Wall & Footing (c) 198399 ENERCALC c: \ec \rob ertson.ecw:Calculotions Description SHEARWALL #3, LINE #3 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 6.177 ft 7.970 ft Soil Pressure @ LEFT Side of Footing 683.51 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,016.61 psf Moments... Actual Mu @ Left Wall Edge 64,193.51 ft-# 0.00 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 52,747.53 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge vu/.85 @ 'd' from Right Wall Edge Allowable Vn Overturning... Overturning Moment Resisting Moment Overturning Stability Ratio 13.510 psi 0.000 psi 100.000 psi 59,539.99 ft-# 105,613.33 ft-# 1.774 :1 18.631 psi 0.000 psi 100.000 psi 59,539.99 ft-# 90,517.33 ft-# 1.520 :1 YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 474 9 Y NGS LE1NE Description : SFD INDIO, CALIFORNIA 92201 Scope : 410760-342-9214 Rev: 510300 User: KW -WI 715. Vet 5.1.3. 22 -Jun -1999. WIn32 Plywood Shear Wall & Footing (c) 1983.99 ENERCALC _ c: I ec5\robertson.ecw:Calculations Description SHRWALL #7, LINE 5 EA General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 6.500 ft End Post Dimension 5.50 in Plywood Grade Structural I Wall Height 13.000 ft Seismic Factor 0.173 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 1/2" Ht / Length 2.000 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... .Uniform Shear @ Top of Wall 1,001.00 #/ft * 6.500ft = 6,506.50 lbs Uniform Shear @ Top of Wall 0.00 #/ft 6.500 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 8.000 ft Concrete Weight 145.00 pcf Wall Length 6.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 15.000 ft Yc 2,500.00 psi Footing Length 29.500 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 1/2" Thick Structural I on 2 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear= 1,039.2#/ft, Capacity= 1,100.000#/ft -> OK Wall Overturning = 86,199.Bft-#, Resisting Moment = 4,668.6ft-#, End Uplift = 12,543.26lbs Max. Soil Pressures: @ Left = 880.Opsf, @ Right = 756.9psf Sill Bolting: 1/2" Bolts @ 9.75in, 5/8" Bolts @ 15.28in, 3/4" Bolts @ 21.96in Footing Summary... Max. Footing Shear = 25.65psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.53in2, @ Right = 0.95in2 Minimum Overturning Stability Ratio = 1.641 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing No Uplift, None Required No Uplift, None Required YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LAN Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 1113 Rev: 510300 User: KW -0601715. it 5.1.3.22 -Jun -1999. Wh32 C Plywood Shear Wall &Footing (c) 1983-99 ENERCA _ c:1ec5\robertson ecw:Calculations Description SHEARWALL #7, LINE 5 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 9.164 ft 8.255 ft Soil Pressure @ LEFT Side of Footing 880.02 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 756.85 psf Moments... Actual Mu @ Left Wall Edge 26,333.51 ft-# 61,155.36 ft-# Actual Mu @ Right Wall Edge 20,394.96 ft-# 10,962.00 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 21.378 psi 9.329 psi vu/.85 @ 'd' from Right Wall Edge 19.731 psi 25.645 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 96,332.37 ft-# 96,332.37 ft-# Resisting Moment 158,120.16 ft-# 168,175.66 ft-# Overturning Stability Ratio 1.641 :1 1.746 :1 YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-155 YOUNIGS LAINE Description : SFD INDIO, CALIFORNIA 92201 760-342-9214 Scope : q Rev: 510300 User: KW -0601715, Ver 5.1.3. 22 -Jun -1999. WIn32 Plywood Shear Wall & Footing (c)1983.99ENERCALC _ c:\ec\robertson ecw:Calculations Description SHEARWALL ;75,711Z! 15 General Information Calculations are designed to 1997 Nos and 1997 UBC Requirements # Plywood Layers 2 Wall Length 6.000 ft End Post Dimension 5.50 in Plywood Grade Structural I Wall Height 13.000 ft Seismic Factor 0.173 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 1/2" Ht / Length 2.167 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 1,050.00 #/ft 6.000 ft = 6,300.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 6.000 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 8.000 ft Concrete Weight 145.00 pcf Wall Length 6.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 13.000 ft f'c 3,000.00 psi Footing Length 27.000 ft Fy 60,000.00 psi Footing Width 1.50 ft Min. Steel As % 0.00140 Footing Thickness 18.00 in Design OK Wall Summary... Using 1/2" Thick Structural I on 2 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear= 1,088.2#/ft, Capacity= 1,100.000#/ft -> OK Wall Overturning = 83,391.1 ft-#, Resisting Moment = 3,978.Oft-#, End Uplift = 13,235.51 lbs Max. Soil Pressures: @ Left = 1,132.2psf, @ Right = 972.3psf Sill Bolting: 1/2" Bolts @ 9.31 in, 5/8" Bolts @ 14.59in, 3/4" Bolts @ 20.97in Footing Summary... Max. Footing Shear = 27.89psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.55in2, @ Right = 0.93in2 Minimum Overturning Stability Ratio = 1.433 : 1 Les Than 1.5 - Warning ! Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing No Uplift, None Required No Uplift, None Required YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: w r uI^ec i w Description : SFD -..-169 `iOUNGS LANE INDIO, CALIFORNIA 92201 Scope 760-342-9214 Rev: 510300 User: Kw -(M01715. Ver 5.1.3.22 -Jun -1999. WIn32 Plywood Shear Wall & Footing (c) 1983-99 FNERCALC c:\ec\robertson ecw•Calculotions Description SHEARWALL #35, LINE 15 Footing Analysis Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 9.522 ft 8.868 ft Soil Pressure @ LEFT Side of Footing 1,132.23 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 972.34 psf Moments... Actual Mu @ Left Wall Edge 27,183.04 ft-# 60,109.69 ft-# Actual Mu @ Right Wall Edge 17,813.25 ft-# 10,962.00 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 26.519 psi 9.329 psi vu/.85 @'d' from Right Wall Edge 16.792 psi 27.893 psi Allowable Vn 109.545 psi 109.545 psi Overturning... Overturning Moment 93,185.18 ft-# 93,185.18 ft-# Resisting Moment 133,504.13 ft-# 140,134.13 ft-# Overturning Stability Ratio 1.433 :1 1.504 :1 • YOUNG ENGINEERING SERVICES Title : ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 y9UJJGS L"g Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 (o (p Rev: 510300 Use KW-0601715. Ver 5.1.3.22 -Jun -1999, WIn32 Plywood Shear Wall & Footing (C) 1983-99 ENERCALC rob ertson.ecw:Calculations Description SHEARWALL #49, LINE #10 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 2 Wall Length 3.800 ft End Post Dimension 5.50 in Plywood Grade Structural I Wall Height 10.000 ft Seismic Factor 0.173 Nail Size 8d Wall Weight 17.000 psf Nominal Sill Thick. 3.00 Thickness 1/2" Ht / Length 2.632 Stud Spacing 16.00 in * 3.800 ft = 0.00 lbs Loads 0.00 lbs Vertical Loads... 0.00 lbs Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft 145.00 pcf Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 1,364.00 #/ft * 3.800 ft = 5,183.20 lbs Uniform Shear @ Top of Wall 0.00 #/ft * 3.800 ft = 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 3.800 ft Rebar Cover 3.00 in Past Right Edge of Wall 12.000 ft fc 2,500.00 psi Footing Length 15.800 ft Fy 60,000.00 psi Footing Width 2.00 ft Min. Steel As % 0.00140 Footing Thickness 24.00 in Design OK Wall Summary... Using 1/2" Thick Structural I on 2 side/s, Nailing is 8d at 2 in @ Edges, 8d at 12 in @ Field Applied Shear = 1,393.4#/ft, Capacity = 1,460.000#/ft -> OK Wall Overturning = 52,390.8ft-#, Resisting Moment = 1,227.4ft-#, End Uplift = 13,464.05lbs Max. Soil Pressures: @ Left = 3,014.3psf, @ Right = 1,743.9psf Sill Bolting: 1/2" Bolts @ 7.27in, 5/8" Bolts @ 11.40in, 3/4" Bolts @ 16.38in Footing Summary... Max. Footing Shear = 13.86psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.71 in2, @ Right = 0.87in2 Minimum Overturning Stability Ratio = 1.169 : 1 Les Than 1.5 - Warning ! Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing No Uplift, None Required No Uplift, None Required YQUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 li Rev: 510300 User: KW -0601715. Ver 5.1.3.22Jun•1999,WIn32 Plywood Shear Wall & Footing (c) 1983.99ENERCALC c: \ ec5 \ robertson.ecw:CalculaTions Description SHEARWALL #49, LINE #10 Footing Analysis 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge Lateral Forces Acting in Direction Soil Pressures... To Left... To Right... Ecc. of Resultant @ Footing Centerline 6.815 ft 6.025 ft Soil Pressure @ LEFT Side of Footing 3,014.27 psf 0.00 psf Soil Pressure @ RIGHT Side of Footing 0.00 psf 1,743.95 psf Moments... 1.169 :1 1.292 :1 Actual Mu @ Left Wall Edge 0.00 ft-# 60,443.99 ft-# Actual Mu @ Right Wall Edge 0.00 ft-# 0.00 ft-# Shears... vu/.85 @ 'd' from Left Wall Edge 0.000 psi 0.000 psi vu/.85 @ 'd' from Right Wall Edge 13.860 psi 10.184 psi Allowable Vn 100.000 psi 100.000 psi Overturning... Overturning Moment 62,980.71 ft-# 62,980.71 ft-# Resisting Moment 73,623.00 ft-# 81,375.00 ft-# Overturning Stability Ratio 1.169 :1 1.292 :1 Young Engineering Services Job No. 4~-i5mi Youngs lane Sheet No. 0f Indio, CA Calculated By Date 92201 Checked By Date Phone:(`760) 342-9214 siTtd1 Z . . . . . . . . . . . . ............................. . . . . . . . . . . le. . . . . . . . . . . E4I r+l ' I u'1 1% 'rtc evf ?* -I- . I-. . AkkI. Z3.3. . . . . . . . . . . . . . . . . . . .,. . . . . . . . . . . . . . . . . . . . / . . . . . . . . . . . Z.•o . . . . . . . o Z afP . . . . . . . . . . . . . . oL . . . . . . . . . . . . . . . . . . . . . . . Z. o' . . . . . . . . . . . . . . . . . . . . . . . . 35 . .. .Z. . . . . . . . .. . . . . . . . 1. 2.35 . . . . . . . . . . . .5O y.s0 . . . . . . .. . . . . . . . . . YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 WALL NO. BOTH SIDES (Y or N)= SEASONED LUMBER (Y or N) STRUCT (I or II) WALL TYPE END POST H (FT.) W (FT.) v (LB./FT.) 1.4v(2W/H)= R H:W FORCE AMPLIFICATION FACTOR=2W/H= T=C (LB.) HOLDOWN E (P.S.I.) H/W A (IN.2) t (IN.) (TABLE 23-2-I & H)= G (P.S.I.) (TABLE 23-2-J)= da (SIMPSON TABLES)= NAIL SIZE en (TABLE 23-2-K) _ LB/NAIL= NAIL SPACING (IN) DELTA S(IN.)= DELTA M(IN.)=.7R(DELTA S)= ALL DELTA M (IN.)=.025H= l0 9 OF 3 Y Y = I C = 6X6 10.00 = 4.80 1092 = 1593 REF. CBC 1630.9.1 & 1630.2.1 4.5 1.04167 REF. APA APPENDIX C 10498 HD14A 1600000 2.08 = 30.25 0.278 90000 0.3514 8D 0.0147 = 136.5 3 = 0.835 = 2.630 OK 3 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 WALL NO. BOTH SIDES (Y or N)= SEASONED LUMBER (Y or N) STRUCT (I or II) WALL TYPE END POST H (FT.) W (FT.) v (LB./FT.) 1.4v(2W/H)= R H:W FORCE AMPLIFICATION FACTOR=2W/H= T=C (LB.) HOLDOWN E (P.S.I.) H/W A (IN.2) t (IN.) (TABLE 23-2-I & H)= G (P.S.I.) (TABLE 23-2-J)= da (SIMPSON TABLES)= NAIL SIZE en (TABLE 23-2-K) _ LB/NAIL= NAIL SPACING (IN) DELTA S(IN.)= DELTA M(IN.)=.7R(DELTA S)= ALL DELTA M (IN.)=.025H= 76 OF 8 Y = Y = I B 6X6 = 10.00 3.50 = 554 1108 REF. CBC 1630.9.1 & 1630.2.1 4.5 1.42857 REF. APA APPENDIX C = 5194 HD8A = 1600000 2.86 = 30.25 0.278 = 90000 0.2082 8D = 0.0078 92.3333 = 4 = 0.540 1.703 OK = 3 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 WALL NO. BOTH SIDES (Y or N)= SEASONED LUMBER (Y or N) STRUCT (I or II) WALL TYPE END POST H (FT.) W -(FT.) v (LB./FT.) 1.4v(2W/H)= R H:W FORCE AMPLIFICATION FACTOR=2W/H= T=C (LB.) HOLDOWN E (P.S.I.) H/W A (IN.2) t (IN.) (TABLE 23-2-I & H)= G (P.S.I.) (TABLE 23-2-J)= da (SIMPSON TABLES)= NAIL SIZE en (TABLE 23-2-K) _ LB/NAIL= NAIL SPACING (IN) DELTA S(IN.)= DELTA M(IN.)=.7R(DELTA S)= ALL DELTA M (IN.)=.025H= 71 OF 9 Y Y = I B = 6X6 = 10.00 = 3.50 554 1108 REF. CBC 1630.9.1 & 1630.2.1 4.5 1.42857 REF. APA APPENDIX C = 5194 = HD8A 1600000 = 2.86 = 30.25 0.278 90000 0.2082 8D 0.0078 92.3333 4 0.540 = 1.703 OK 3 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE SHEAR WALL DEFLECTION CALCULATION USC STD. 23.223 %Z OF WALL NO. = 28 BOTH SIDES (Y or N)= = N SEASONED LUMBER (Y or N) = Y STRUCT (I or II) = I WALL TYPE = A END POST = 6X6 H (FT.) = 10.00 W (FT.) = 4.80 v (LB./FT.) = 156 1.4v(2W/H)= = 228 REF. CBC 1630.9.1 & 1630.2.1 R = 4.5 H:W FORCE AMPLIFICATION FACTOR=2W/H= 1.04167 REF. APA APPENDIX C T=C (LB.) = 937 HOLDOWN = HD2A E (P.S.I.) = 1600000 H/W = 2.08 A (IN.2) = 30.25 t (IN.) (TABLE 23-2-I & H)= = 0.278 G (P.S.I.) (TABLE 23-2-J)= = 90000 da (SIMPSON TABLES)= = 0.0410 NAIL SIZE = 8D en (TABLE 23-2-K) _ = 0.0058 LB/NAIL= = 78 NAIL SPACING (IN) = 6 DELTA S(IN.)= = 0.183 DELTA M(IN.)=.7R(DELTA S)= = 0.577 OK ALL DELTA M (IN.)=.025H= = 3 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 WALL NO. BOTH SIDES (Y or N)= SEASONED LUMBER (Y or N) STRUCT (I or II) WALL TYPE END POST H (FT.) W (FT.) v (LB./FT.) 1.4v(2W/H)= R H:W FORCE AMPLIFICATION FACTOR=2W/H= T=C (LB.) HOLDOWN E (P.S.I.) H/W A (IN.2) t (IN.) (TABLE 23-2-I & H)= G (P.S.I.) (TABLE 23-2-J)= da (SIMPSON TABLES)= NAIL SIZE. en (TABLE 23-2-K) _ LB/NAIL= NAIL SPACING (IN) DELTA S(IN.)= DELTA M(IN.)=.7R(DELTA S)= ALL DELTA M (IN.)=.025H= ;7,3 OF_ 29 N Y = I A = 6X6 = 10.00 4.80 = 156 228 REF. CBC 1630.9.1 & 1630.2.1 = 4.5 1.04167 REF. APA APPENDIX C 937 HD2A = 1600000 = 2.08 30.25 0.278 90000 0.0410 8D 0.0058 = 78 6 0.183 0.577 OK = 3 YO UNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 7y OF WALL NO. = 35 BOTH SIDES (Y or N)= = Y SEASONED LUMBER (Y or N) = Y STRUCT (I or II) = I WALL TYPE = C END POST = 6X6 H (FT.) = 13.00 W (FT.) = 6.00 v (LB./FT.) = 484 1.4v(2W/H)= = 734 REF. CBC 1630.9.1 & 1630.2.1 R = 4.5 H:W FORCE AMPLIFICATION FACTOR=2W/H= 1.08333 REF. APA APPENDIX C T=C (LB.) = 12484 HOLDOWN = HD12 E (P.S.I.) = 1600000 H/W = 2.17 A (IN.2) = 30.25 t (IN.) (TABLE 23-2-I & H)= = 0.278 G (P.S.I.) (TABLE 23-2-J)= = 90000 da (SIMPSON TABLES)= = 0.7350 NAIL SIZE = 8D en (TABLE 23-2-K) _ = 0.004 LB/NAIL= = 60.5 NAIL SPACING (IN) = 3 DELTA S(IN.)= = 1.009 DELTA M(IN.)=.7R(DELTA S)= = 3.179 OK ALL DELTA M (IN.)=.025H= = 3.9 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 7s OF WALL NO. = 47 BOTH SIDES (Y or N)= = N SEASONED LUMBER (Y or N) = Y STRUCT (I or II) = I WALL TYPE = B END POST = 6X6 H (FT.) = 10.00 W (FT.) = 4.25 v (LB./FT.) = 358 1.4v(2W/H)= = 590 REF. CBC 1630.9.1 & 1630.2.1 R = 4.5 H:W FORCE AMPLIFICATION FACTOR=2W/H= 1.17647 REF. APA APPENDIX C T=C (LB.) = 2997 HOLDOWN = HD5A E.(P.S.I.) =.1600000 H/W = 2.35 A (IN.2) = 30.25 t (IN.) (TABLE 23-2-I & H)= = 0.278 G (P.S.I.) (TABLE 23-2-J)= = 90000 da (SIMPSON TABLES)= = 0.1187 NAIL SIZE = 8D en (TABLE 23-2-K) _ = 0.01138 LB/NAIL= = 119.333 NAIL SPACING (IN) = 4 DELTA S(IN.)= = 0.463 DELTA M(IN.)=.7R(DELTA S)= = 1.457 OK ALL DELTA M (IN.)=.025H= = 3 YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 WALL NO. BOTH SIDES (Y or N)= SEASONED LUMBER (Y or N) STRUCT (I or II) WALL TYPE END POST H (FT.) W (FT.) v (LB./FT.) 1.4v(2W/H)= R H:W FORCE AMPLIFICATION FACTOR=2W/H= T=C (LB.) HOLDOWN E (P.S.I.) H/W A (IN.2) t (IN.) (TABLE 23-2-I & H)= G (P.S.I.) (TABLE 23-2-J)= da (SIMPSON TABLES)= NAIL SIZE en (TABLE 23-2-K) _ LB/NAIL= NAIL SPACING (IN) DELTA S(IN.)= DELTA M(IN.)=.7R(DELTA S)= ALL DELTA M (IN.)=.025H= 7(, OF 49 = Y Y = I = D 6X6 10.00 3.80 1364 2513 REF. CBC 1630.9.1 & 1630.2.1 4.5 1.31579 REF. APA APPENDIX C 13276 = HD15 1600000 2.63 30.25 0.298 90000 0.1872 10D = 0.00813 = 113.667 = 2 0.826 2.601 OK 3 YO UNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERING 47-159 YOUNGS LN. INDIO, CA. 92201 760-342-9214 JOB SHEET NO. CALCULATED BY CHECKED BY SCALE SHEAR WALL DEFLECTION CALCULATION UBC STD. 23.223 WALL NO. BOTH SIDES (Y or N)= SEASONED LUMBER (Y or N) STRUCT (I or II) WALL TYPE END POST H (FT.) W (FT.) v (LB./FT.) 1.4v(2W/H)= R H:W FORCE AMPLIFICATION FACTOR=2W/H= T=C (LB.) HOLDOWN E (P.S.I.) H/W A (IN.2) t (IN.) (TABLE 23-2-I & H)= G (P.S.I.) (TABLE 23-2-J)= da (SIMPSON TABLES)= NAIL SIZE en (TABLE 23-2-K) _ LB/NAIL= NAIL SPACING (IN) DELTA S(IN.)= DELTA M(IN.)=.7R(DELTA S)= ALL DELTA M (IN.)=.025H= 77 OF_ = 50 N Y = I = c 6X6 10.00 4.00 = 486 851 REF. CBC 1630.9.1 & 1630.2.1 4.5 1.25 REF. APA APPENDIX C 4488 HD6A = 1600000 2.50 = 30.25 0.278 90000 0.0835 8D 0.0117 = 121.5 3 0.546 = 1.721 OK 3 IYoung Engineering Services Job No. 4~-15 -Youngs L.arno -Sheet No. 7b 0f Indio, GA Calculated By Date 92201 Checked By Date Phone : (760) 342-1214 f= ?_- zo/L/ rr x ,T_p') I. k -. &IL) <.I-/LtJ>./ / .7- . —. 3 za sf b I -*'p"1. ► (3D-3) t,1ti 3V . rMA X. = . (j 2-0t-/Z) (lV9,:5)114 ., s AFC- . ? ,j 0/ b . - aid -t 333 x" .320 + . lr 2. i r 1 I Young Engineering Services Job No. v T,..,v-, ,vr,ya a..EiF,6 eet No. Indio, CA Calculated By Date- C12201 ate92201 Checked By Date Phone:(`760) 342-9214 l%I n1 3 1 . M4X Z3SOA" .a/1 j23S0 S - Z •I ,5 ZD> - - .236 .1° . 2 L 3 SF LitilE .5 . G. x '' (,11 3°012.1 L•lo/ O.) I I a = , '7 .23 Young Engineering Services 4'7---125a, Younss Loge Indio, CA 92201 Phone:(`760) 342-01214 Job No. Iheet No. r Calculated By Date Checked By Date 6IIA i1UTy IIL - 9. 11 -7r?0 t S.Id I . 11 .= Z. -2a! (•`i7(o 1270) .= , opZ .,;.. t°=./.o. a' ,55 o, -I ; . P= . o a -- r x. = ( sb/z /Iz >./ asd , 301 `i Young Engineering Services Job No. /n 47=159 Younga 7.-Mma Sheet 11-1'0. 9/ Or Indio, CA Calculated By Date 92201 Checked By Date flhone:MO) 342-9214 Z a 3 . . . F3 X61 —f FA-, -TO1? " . . . . . . . M 1 . Ac sYsT . . . . . . . . . . . . . . . I u,=. I Erl 1P lC . az5 tl- S L .00s -I - Z..Ib - IZ = , 0,3k S f3AS.IL . Ja l .1lam-` to► S .. ... . Cl lz 3,z . . . . . . . +` . . . . . . . . . . . . . . . ... v + (1z-1 -.► RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page• Indio, CA 92201 Date: File: ROBERTIE ROBERTSON RESIDENCE OMRF ALONG LINE 2, AREAS 1 AND 2 197- Joint ZJoint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ft------------ft------------'F--------------- ------------- 1 0.000 0.000 0.00 2 0.000 12.160 0.00 3 16.000 12.160 0.00 4 16.000 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction 4 Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10"5hF---- K/ft3------- Ksi------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Sections Section Database Material Rotate As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in"2---------------- in"4---------- in"4-------- COLl W16X31 STL 9.12 1.2 1.2 12.40 375.00 BEAM W16X31 STL 9.12 1.2 1.2 12.40 375.00 COL2 W16X31 STL 9.12 1.2 1.2 12.40 375.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90� Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 1 1 2 COLI 12.16 2 2 3 BEAM 16.00 3 3 4 COL2 12.16 AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 COLI 12.16 2 BEAM 16.00 .3 COL2 12.16 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERTIE ROBERTSON RESIDENCE OMRF ALONG LINE 2, AREAS 1 AND 2 g3 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------------------------- 3 E 1 4 W 1 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude. ---------------------------------------X--------------K,K-ft,in,rad--------- 2 L 4.038 Joint Loads/Enforced Displacements, BLC 4 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ---------------------------------------X--------------K,K-ft,in,rad--------- 2 L 5.681 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or %-------ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. Description BLC Fac BLC Fac BLC Fac BLC Fac BLC. Fac SSdv ---------------------------------------------------------------------------- 1 D 1 1 y 2 D+L 1 1 2 1 y 3 D+L+E 1 1 2 1 3 1 y y 4 D+L+W 1 1 2 1 4 1 y y 5 .9D+E 1 .9 3 1 y y 6 .9D -E 1 .9 3 1 y y Dynamics Input: Number of Modes............ 3, Load Combination Number.... 1 Acceleration of Gravity.... 32.20 Convergence Tolerance...... 0.001 Converge Work Vectors...... No ft/sec"2 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERTIE ROBERTSON RESIDENCE OMRF ALONG LINE 2, AREAS 1 AND 2 Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht % -------------in------------------------------------------------------------- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ell/ ------------K-----------------K----------------K-ft------------------------- Envelope Displacements Joint +---------- Translation ----------+ 1U 0.00 1 X lc Y lc Rotation lc ------------in----------------in---------------rad-------------------------- -4.32 4 1U 0.000 4 0.000 4 0.00000 1 L 0.000 1 0.000 1 -0.00414 4 2U 0:479 4 0.002 4 0.00000 1 L 0.000 1 0.000 1 -0.00136 4 3U 0.477 4 0.000 1 0.00000 1 L 0.000 1 -0.002 4 -0.00135 4 4U 0.000 4 0.000 1 0.00000 1 L 0.000 1 0.000 4 -0.00412 4 Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht % -------------in------------------------------------------------------------- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------K-----------------K----------------K-ft------------------------- 1U 0.00 1 0.00 1 0.00 1 L -2.84 4 -4.32 4 0.00 1 4U 0.00 1 4.32 4 0.00 1 L -2.84 4 0.00 1 0.00 1 Tot:9U 0.00 1 0.00 1 L -5.68 4 0.00 1 Envelope Section Forces Section Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.00 1 2.84 4 0.00 1 L -4.32 4 0.00 1 0.00 1 2 U 0.00 1 2.84 4 0.00 1 L ---------------------------------------------------------------------------- -4.32 4 0.00 1 -34.58 4 2 1 U 2.84 4 0.00 1 0.00 1 L 0.00 1 -4.32 4 -34.58 4 2 U 2.84 4 0.00 1 34.50 4 L ---------------------------------------------------------------------------- 0.00 1 -4.32 4 0.00 1 3 1 U 4.32 4 2.84 4 34.50 4 L 0.00 1 0.00 1 0.00 1 2 U 4.32 4 2.84 4 0.00 4 L ---------------------------------------------------------------------------- 0.00 1 0.00 1 0.00 3 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page• Indio, CA 92201 Date: File: ROBERTIE ROBERTSON RESIDENCE OMRF ALONG LINE 2, AREAS 1 AND 2 _______________________< Envelope RISC Unity Checks Unity Loc Shear Loc ASD Memb Chk Envelope Section Stresses lc Fa Fb Section Cm Eqn. ------------------------------------ Ksi------- Ksi--------------------------- 1 Memb Axial lc 0.041 Shear lc 12.71 Bending Top lc Bending Bot lc -------------- Ksi-------------- 0.062 Ksi-------------- Ksi-------------- 12.75 Ksi-------- 0.20 1 1 U 0.00 1 0.78 4 0.041 0.00 1 19.55 0.0 1 L -0.47 4 0.00 1 0.00 1 0.0 1 2 U 0.00 1 0.78 4 8.79 4 0.0 1 L ---------------------------------------------------------------------------- -0.47 4 0.00 1 0.00 1 -8.8 4 2 1 U 0.31 4 0.00 1 8.79 4 0.0 1 L 0.00 1 -1.19 4 0.00 1 -8.8 4 2 U 0.31 4 0.00 1 0.00 1 8.8 4 L ---------------------------------------------------------------------------- 0.00 1 -1.19 4 -8.76 4 0.0 1 3 1 U 0.47 4 0.78 4 0.00 1 8.8 4 L 0.00 1 0.00 1 -8.76 4 0.0 1 .2 U 0.47 4 0.78 4 0.00 3 0.0 4 L ---------------------------------------------------------------------------- 0.00 1 0.00 1 0.00 4 0.0 3 ______________________< Envelope Section Deflections Section Memb x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 0.00 1 NC 1 L 0.00 1 0.00 1 NC 1 2 U 0.00 4 0.00 1 NC 1 L -------------------------------------------------- 0.00 1 -0.48 4 NC 4 2 1 U 0.48 4 0.00 4 ------------------------- NC 4 L 0.00 1 0.00 1 NC 1 2 U 0.48 4 0.00 1 NC 1 L ---------------------------------------------------------------------------- 0.00 1 0.00 4 NC 4 3 1 U 0.00 4 0.48 4 NC 4 L 0.00 1 0.00 1 NC 1 2 U 0.00 1 0.00 1 NC 1 L ---------------------------------------------------------------------------- 0.00 1 0.00 1 NC 1 _______________________< Envelope RISC Unity Checks Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. ------------------------------------ Ksi------- Ksi--------------------------- 1 0.450 2 4 0.041 1 4 12.71 19.55 1.00 0.60 H1-3 2 0.700 1 4 0.062 1 4 7.34 12.75 1.00 0.20 H1-2 3 0.465 1 4 0.041 1 4 12.71 19.55 1.00 0.60 H1-2 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page• Indio, CA 92201 Date: File: ROBERTIE ROBERTSON RESIDENCE OMRF ALONG LINE 2, AREAS 1 AND 2 $6 Envelope NDS Unity Checks Unity Loc Shear Loc Memb Chk lc Chk lc Fc' Ft' Fb' Fv' CL CP Eqn -------------------------------- Ksi---- Ksi---- Ksi---- Ksi-------------------- ___________________< Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Takeoff, Envelope Solution Section Database Total Total Set Shape Length Weight ----------------------------------- ft ---------------- K---------------------- COL1 W16X31 12.16 0.38 BEAM W16X31 16.00 0.50 COL2 W16X31 12.16 0.38 Total Wts: 1.25 Young Engineering Services Job No. 4'7-15q Yn11 nSheet Nl- g% Of Indio, GA Calculated By Date 92201 Checked - By Date Phone:(`760) 342-x214 rPP M . i 5 A D. uT pu'r . v P= . . .. .. . . . . . . . _ h` ftkp . ... 1d 1- 3 yq . . 6• x 1 !' Sri . ► YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Pev: 510300 User. KW4)601715, Ver 5.1.3.22-Jun-)999, Win32 (c) 1983-99 ENERCALC ZMEMECOMEN Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : Steel Column Base Plate Description OMRF ALONG LINE 2, AREAS 1 AND 2 Job # 00-1408-33 41`. General information 49.2 psi Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Allow per AISC J9 Steel Section W16x31 Axial Load 4.32 k Section Length 15.880 in X -X Axis Moment 0.00 k ft Section Width 5.525 inFlange 0.000 k Allowable Thickness 0.440 in Plate Dimensions Web Thickness 0.275 in Plate Length 15.880 in Allowable Stresses Plate Width 5.525 in Concrete fc 2,500.0 psi Plate Thickness 0.750 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Pier Length 36.000 in Anchor Bolt Data Pier Width 36.000 in Dist. from Plate Edge 1.500 in Bolt Count per Side 1 Tension Capacity 6.680 k Bolt Area 0.334 in2 Concrete Bearing Stress Thickness OK Actual Bearing Stress 49.2 psi Allow per ACI 10.15 2,975.0 psi Allow per AISC J9 2,327.5 psi Plate Bending Stress Bearing Stress OK Actual fb 43.3 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 6.680 k Baseplate OK Full Bearing : No Bolt Tension YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS_LANE Description : SFD INDIO, CALIFORNIA 92201 Scope 760-342-9214 9 Rev: 510.300 USBf: KW -06017)5. Ver 5.1.3.22 -Jun -1999. Wh32 General Footing Analysis & Design (c) 1983-99 ENERCAIC c:\ec5 robertson ecw•Colculations Description OMRF ALONG LINE 2, AREAS 1 AND 2 General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... ACI 9-3 Short Term Increase 1.330 Width along X -X Axis 3.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 3.000 ft Seismic Zone 4 per ft Allowable 11500.0 1,995.0 psf Footing Thickness 12.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 15.88 in Live & Short Term Combined 85.00 psi Col Dim. Along Y -Y Axis 5.53 in f'c 2,500.0 psi Shear Stresses.... Vu Fy 60,000.0 psi Min Steel % 0.0014 Vu @ Top Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads 1.500 :1 2 -Way 6.766 Applied Vertical Load... Y -Y Min. Stability Ratio No Overturning Dead Load k ...ecc along X -X Axis 0.000 in ACI 9-2 Live Load k ...ecc along Y -Y Axis 0.000 in Short Term Load 4.320 k 0.24 k -ft 0.24 k -ft 3.6 psi Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Mu @ Right Applied Moments... (pressures @ left & right) (pressures @ top & bot) 3.6 psi Dead Load k -ft k -ft -0.00 k -ft Live Load k -ft k -ft 0.14 in2 Short Term k -ft k -ft 0.02 k -ft 0.06 k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis per ft Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Term k 2.840 k Footing Design OK 3.00ft x 3.00ft Footing, 12.Oin Thick, w/ Column Support 15.88 x 5.53in x O.Oin high ACI 9-2 ACI 9-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 145.0 1,256.1 psf Max Mu 1.065 k -ft per ft Allowable 11500.0 1,995.0 psf Required Steel Area 0.143 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in 0.96 psi 85.00 psi "Y' Ecc, of Resultant 0.000 in 6.059 in Shear Stresses.... Vu Vn * Phi Vu @ Top 1 -Way 7.890 85.000 psi X -X Min. Stability Ratio 2.971 1.500 :1 2 -Way 6.766 170.000 psi Y -Y Min. Stability Ratio No Overturning Moments ACI 9-1 Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi Two -Way Shear 0.00 psi 6.77 psi 6.77 psi 170.00 psi One -Way Shears... Vu @ Left 0.03 psi 0.97 psi 0.96 psi 85.00 psi Vu @ Right 0.03 psi 0.97 psi 0.96 psi 85.00 psi Vu @ Top 0.02 psi 7.89 psi 7.54 psi 85.00 psi Vu @ Bottom 0.02 psi -0.31 psi 0.02 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru Phi As Req'd Mu @ Left -0.00 k -ft 0.24 k -ft 0.24 k -ft 3.6 psi 0.14 in2 per ft Mu @ Right -0.00 k -ft 0.24 k -ft 0.24 k -ft 3.6 psi 0.14 in2 per ft Mu @ Top -0.00 k -ft 1.07 k -ft 1.02 k -ft 16.4 psi 0.14 in2 per ft Mu @ Bottom -0.00 k -ft 0.02 k -ft 0.06 k -ft 1.0 psi 0.14 in2 per ft YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD ` INDIO, CALIFORNIA 92201 Scope 760-342-9214 j o Rev: 510300 Use;: KW -0601715. Vei 5.1.3.22 -Jun -1999. WIn32 General Footing Analysis & Design (c)1983-99ENERCALC c: \ ec5 \ robertson.ecw:Calculations Description OMRF ALONLINE 2, AREAS 1 AND 2 G Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 145.00 145.00 145.00 145.00 psf DL + LL + ST 625.00 625.00 1,256.14 0.00 psf Factored Load Soil Pressures ACI Eq. 9-1 203.00 203.00 203.00 203.00 psf ACI Eq. 9-2 875.00 875.00 1,758.60 0.00 psf ACI Eq. 9-3 802.50 802.50 1,612.89 0.00 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 711911-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Young Engineering Services , Job No. 41-I541 Youngs i -ro Sheet No. Of Indio, CA Galculoted By Date 92201 Checked By Date Phone : (`760) 342-9214 F - 91- . lO -16-0 -r-> (Z ?IL. .p GaM ,t►1 "iar. S . .ur ui : ,. 1b1Z•2, 1 4- p,9 Ld (I.3Ld1> . 3_ 3/411 X325 -SL -STD' Glh L . RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERTIP ROBERTSON RESIDENCE OMRF ALONG LINE 2, AREAS 1 AND 2 AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 COLI 12.16 2 BEAM 16.00 3 COL2 12.16 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------- ------------------- 3 E 1 4 W 1 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ---------------------------------------X--------------K,K-ft,in,rad--------- 2 L 4.038 Joint Loads/Enforced Displacements, BLC 4 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad--------- 2 L X 5.681 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or %-------ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. ---------------------------------------------------------------------------- Description BLC 4z BLC Members BLC Fac BLC Fac Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90 _ Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 2 1 1 2 COL1 12.16 2 2 3 BEAM 16.00 3 3 4 COL2 12.16 AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 COLI 12.16 2 BEAM 16.00 3 COL2 12.16 Basic Load Case Data BLC Basic Load Case Load Type Totals No. Description Nodal Point Dist. ---------------------------------------------------------- ------------------- 3 E 1 4 W 1 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ---------------------------------------X--------------K,K-ft,in,rad--------- 2 L 4.038 Joint Loads/Enforced Displacements, BLC 4 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad--------- 2 L X 5.681 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or %-------ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations RWPE No. ---------------------------------------------------------------------------- Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 1.2D+.5L+.4R Em 1 1.2 2 .5 3 2.52 y y 2 1.2D+.5L-.4R Em 1 1.25 2 .5 3 -2.52 y y 3 .9D+.4R Em 1 .9 3 2.52 y y 4 .9D -.4R Em 1 .9 3 -2.52 y y 5 1.2D+1.6L+.8W 1 1.2 2 1.6 4 1 y y RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERTIP ROBERTSON RESIDENCE OMRF ALONG LINE 2, AREAS 1 AND 2 Dynamics Input: Number of Modes...... .... 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec^2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation 12 ------------ in ---------------- in --------------- rad --------------------------- lU 0.000 Load Combinations 1 0.00742 2 L 0.000 2 0.000 RWPE No. ---------------------------------------------------------------------------- Description- BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 6 .9D+1.3W 1 .9 4 1.3 y y 7 .9D -1.3W 1 .9 4 -1.3 y y 8 .9D+1.3E 1 .9 3 1.3 y y 9 .9D -1.3E 1 .9 3 -1.3 y y Dynamics Input: Number of Modes...... .... 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec^2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht o -------------in------------------------------------------------------------'- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Rotation lc ------------ in ---------------- in --------------- rad --------------------------- lU 0.000 1 0.000 1 0.00742 2 L 0.000 2 0.000 2 -0.00742 1 2U 0.858 1 0.004 1 0.00243 2 L -0.858 2 -0.004 2 -0.00243 1 3U 0.854 1 0.004 2 0.00241 2 L" -0.854 2 -0.004 1 -0.00241 1 4U 0.000 1 0.000 2 0.00739 2 L 0.000 2 0.000 1 -0.00739 1 Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht o -------------in------------------------------------------------------------'- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 5.09 2 7.73 2 0.00 1 L -5.09 1 -7.73 1 0.00 1 4U 5.08 2 7.73 1 0.00 1 L -5.08 1 -7.73 2 0.00 1 Tot:9U 10.18 2 0.00 1 L -10.18 1 0.00 1 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERTIP ROBERTSON RESIDENCE OMRF ALONG LINE 2, AREAS 1 AND 2 9 Envelope Section Forces Section Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 7.73 2 5.09 1 0.00 1 L -7.73 1 -5.09 2 0.00 1 2 U 7.73 2 5.09 1 61.95 2 L -7.73 1 ---------------------------------------------------------------------------- -5.09 2 -61.95 1 2 1 U 5.08 1 7.73 2 61.95 2 L -5.08 2 -7.73 1 -61.95 1 2 U 5.08 1 7.73 2 61.79 1 L -5.08 2 ---------------------------------------------------------------------------- -7.73 1 -61.79 2 3 1 U 7.73 1 5.08 1 61.79 1 L -7.73 2 -5.08 2 -61.79 2 2 U 7.73 1 5.08 1 0.00 5 L -7.73 2 ---------------------------------------------------------------------------- -5.08 2 0.00 2 _______________________< Envelope Section Stresses Section Memb Axial lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi -------------- Ksi -------------- Ksi-------- 1 1 U 0.85 2 1.40 1 0.00.1 0.0 1 L -0.85 1 -1.40 2 0.00 1 0.0 1 2 U 0.85 2 1.40 1 15.74 1 15.7 2 L -0.85 1 ---------------------------------------------------------------------------- -1.40 2 -15.74 2 -15.7 1 2 1 U 0.56 1 2.13 2 15.74 1 15.7 2 L -0.56 2 -2.13 1 -15.74 2 -15.7 1 2 U 0.56 1 2.13 2 15.70 2 15.7 1 L -0.56 2 ---------------------------------------------------------------------------- -2.13 1 -15.70 1 -15.7 2 3 1 U 0.85 1 1.40 1 15.70 2 15.7 1 L -0.85 2 -1.40 2 -15.70 1 -15.7 2 2 U 0.85 1 1.40 1 0.00 2 0.0 5 L -0.85 2 ---------------------------------------------------------------------------- -1.40 2 0.00 5 0.0 2 ______________________< Envelope Section Deflections Section Memb x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 0.00 1 NC 1 L 0.00 1 0.00 1 NC 1 2 U 0.00 1 0.86 2 NC 2 L 0.00 2 ---------------------------------------------------------------------------- -0.86 1 NC 1 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page• Indio, CA 92201 Date: File: ROBERTIP ROBERTSON RESIDENCE OMRF ALONG LINE 2, AREAS 1 AND 2 ___________________< Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Takeoff, Envelope Solution Section Database Total Total Set Envelope Section Deflections ----------------------------------- Section COL1 W16X31 12.16 0.38 BEAM W16X31 Memb x lc y lc L/n 0.38 lc ----------------in----------------in---------------------------------------- Total Wts: 1.25 2 1 U .0.86 1 0.00 1 NC 1 L -0.86 2 0.00 2 NC 2 2 U 0.85 1 0.00 2 NC 2 L ---------------------------------------------------------------------------- -0.85 2 0.00 1 NC 1 3 1 U 0.00 1 0.85 1 NC 1 L 0.00 2 -0.85 2 NC 2 2 U 0.00 1 0.00 1 NC 1 L ---------------------------------------------------------------------------- 0.00 1 0.00 1 NC 1 ___________________< Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Takeoff, Envelope Solution Section Database Total Total Set Shape Length Weight ----------------------------------- ft ---------------- K---------------------- COL1 W16X31 12.16 0.38 BEAM W16X31 16.00 0.50 COL2 W16X31 12.16 0.38 Total Wts: 1.25 Beam Connection to Column Flanae Column: W1 6X31 -A36 Right Side Beam: W1 6X31 - A36 Moment: 62. k -ft Shear: 10 kips Axial Force: 5 kips All Welds Are E70XX *** ****** Right Side Beam - W16X31 Moment Connection With Directly Welded Flanges: Weld Strength Flange Force, Ff: = P/2 + 12*M/(d-tf) = 5/2) + 12 * 62./ (15.9 - 0.44) = 50.7 kips Full Penetration Weld Design Strength = 0.9*Fy*b*t = 0.9 * 36 * 5.53 * 0.44 = 78.8 > 50.7 kips OK Right Side Beam - W1 6X31 Shear Connection Using One Plate: Plate: 9 in. X 3.5 in. X 0.25 in. Plate Material: A36 Beam Setback: 0.5 in. Bolts: (3) 3/4"0 A325 -SC -STD -Class A Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz. Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz. Weld: 3/16 E70XX Fillet Welds Loading: Vertical Shear, V = 10 kips Axial Load, H = 0 kips Resultant, R = Sgrt(V"2 + H"2) = Sgrt(10"2 + 0"2) = 10 kips Check Bolt Spacing and Edge Distance: Spacing, s = 3 > Minimum Spacing = 2. in. OK Distance to Horiz. Edge of PL, ev: =1.5>1.25in. OK Bolt Strength: Design Shear Strength of Bolts: Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 3 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 1 in. C = 2.71 Design Strength = Npl*C*Fv = 1 * 2.71 * 10.4 = 28.3 > 10 kips OK Design Shear Strength of the Beam: Design Shear Rupture Strength, ORn _ (d - n*(dh+0.0625))*tw*0.75*0.6*Fu _ (15.88 - 3 * 0.875) * 0.275 * 0.75*0.6 * 58 = 95.1 kips Design Shear Yield Strength: h = 13.63 in. t = 0.275 in. A = 4.37 in"2 Fy = 36 ksi a >> h (No stiffeners) h/t = 13.63/0.275 = 49.564 h/t = 49.56 < 418/sgrt(Fy) = 69.67 Vn = 0.6*Fy*A =0.6*36*4.37 = 94.3 kips OVn = 0.9*94.3 = 84.9 kips Beam Shear Strength = Min(ORn, OVn) = 84.9> 10 kips OK Design Shear Strength of the Plate: Design Shear Yield Strength: h = 9 in. t = 0.25 in. A = 2.25 in"2 Fy = 36 ksi a >> h (No stiffeners) h/t = 9/0.25 = 36 h/t = 36 < 418/sgrt(Fy) = 69.67 Vn = 0.6*Fy*A =0.6*36*2.25 = 48.6 kips OVn = 0.9*48.6 = 43.7 kips OVn = 43.7 > 10 OK Design Shear Rupture Strength: Net Area, An = (L - nL* (dh+0.0625))*t _ (9 - 3 * 0.875) * 0.25 = 1.59 in"2 Shear Rupture Strength = Npl*An*0.75*0.6*Fu = 1 * 1.59 * 0.45 * 58 =41.6> 10 OK Block Shear Strength of the Plate: Gross Area with Tension Resistance, Agt = (et +(Nh-1)*sh)*t =(1.5+(1-1)*3)*0.25 = 0.375 in"2 Net Area with Tension Resistance, Ant = Agt - (Nh - 0.5) * (dh + 0.0625) * t = 0.375 - (1 - 0.5) * (0.8125 + 0.0625) * 0.25 = 0.266 in"2 Gross Area with Shear Resistance, Agv _ (L-el)*t = (9 - 1.5) * 0.25 = 1.875 in"2 Net Area with Shear Resistance, Anv = Agv - (Nv - 0.5) * (dv + 0.0625)* t = 1.875 - (3 - 0.5) * (0.8125 + 0.0625)* 0.25 = 1.328 in"2 Ant < 0.6*Anv ORn = 0.75*(0.6*Fu*Anv + Fy*Agt) = 0.75*(0.6* 58 * 1.328 + 36 * 0.375) = 44.8 kips Design Shear Strength Based on Bending of the Plate: (Assume inflection point at midpoint between weld line and first bolt line) 96 Page: 1 Plastic Modulus, Z = 3.844 in^3, Eccentricity, e = 1 in. Design Shear Strength = OZ*Fy/e = 0.9*3.844 * 36/1 = 124.5 > 10 kips OK Bolt Bearinc on Plate: Bearing Strength/Bolt/Thickness Using Bolt Edge Dist. = Fbe = 0.75 * Fu * (e - i) = 0.75 * 58 * ( 1.5 - 0) = 65.25 k/in < 0.75* 2.4*Fu*d = 78.3 Win Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs = 0.75 * Fu * (s - d/2 - i) = 0.75 * 58 * ( 3 - 0.75/2 -0) = 114.19 k/in, Use 0.75* 2.4*Fu*d = 78.3 Win Design Strength = nL * (Fbe + Fbs * (nR - 1)) * t * Npl * of = 1 * (65.25 + 78.3 * (3 - 1)) * 0.25 * 1 * 0.905 = 50.2 > 10 kips OK Bolt Bearing on Beam Web: Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs = 0.75 * Fu * (s - d/2 - i) = 0.75 * 58 * (3 - 0.75/2 -0) = 114.19 k/in, Use 0.75* 2.4*Fu*d = 78.3 k/in Design Strength = nL * Fbs * nR * t * of =1 *78.3*3*0.275*0.905 = 58.5 > 10 kips OK Weld Strength: Weld Size, w = 3/16> Minimum Weld, 3/16" OK k = 0, a = 0.257, Theta = 0 C = 1.229 ORn = 2*C*C1*D*L = 2*1.23 * 1* 3* 9 = 66.4 > 10 kips OK Column Stiffeners and Shear Reinforcement Loading: High Seismic Framing System: OMF Richt Side Beam Flange Forces: PufRight= Min(Mu*12, 1.1*Ry*Fy*Z)/dm = Min(62.* 12, 1.1 * 1.5 * 36 * 54) / 15.44 = 48.1 kips Column Panel Zone Shear: Required Strength, Vu = Puf - Vus = 48.1 - 5 = 43 kips Column Web Shear Strength: Py=A*Fy=9.12*36=328.3 kips Pu < 0.4*Py ORv = 0.9*0.6*Fy*d*tw =0.9*0.6*36*15.88*0.275 = 84.9 > 43 kips (Doubler Plate Not Required for Strength) Shear Buckling of Web: Thickness Required = Max([fc*(Fy^0.5)/418],[(dm - is + do - 2 * tf) / 90]) = Max([13.63 * (36^0.5)/418, [(15.44 - 0.5 + 15.88 - 2*0.44)/901) = 0.3327 > 0.275 in. (Doubler Plate Required for Shear Buckling) Doubler Plate Thickness = 0.4375 in. Required for strength = Vudp/(Npl*0.9*0.6*Fy*dc) =0/ (1*0.9 * 0.6 * 36 * 15.88) = 0 < 0.4375 in. OK Required for fillet weld detail = k-tf-re = 1.125 - 0.44 - 0.25 = 0.435 < 0.4375 in. OK Required for shear buckling = max([(d - 2*k)*Sgrt(Fy)/418], [(dm-ts-dc-2*tf)/901) = MAx([15.88 - 2*1.125) * Sgrt(36)/418],[(15.44 - 0.5 - 15.88 - 2*0.44)/90]) = 0.1956 < 0.4375 in. OK Required to transmit stiffener force: _(Rustl+Rust2)/(0.9*0.6*Fy*2*Min(2*L-2*clip,dc)) _ (8.9 + 0)/(0.9*0.6*36*2*Min(2*15 - 2*0.685, 15.9)) = 0.0145 < 0.4375 in. OK Column Stiffeners Right Side Beam Local Flange Bending Strength,ORn = 0.9*6.25*(ff^2)*Fy*ct = 0.9*6.25*(0.44^2)*36*1 = 39.2 kips Local Web Yielding Strength,ORn = 1.0*(ct*5*k + t)*tw*Fy = 1.0*(1*5* 1.125 + 0.44)* 0.275 * 36 = 60 kips Column Web Crippling: N=ff=0.44 in. Ct = 1.0 Nd = 3*N/d = 3 * 0.815/15.88 = 0.154 ORn = 0.75*135*ct*(tw^2)*[1+Nd*(tw/tf)^1.5]*(Fy*tf/tw)^0.5 0.75*135*1 *(0.275^2)*[1 +0.154*(0.275/0.44)^ 1.5]*(36*0.44/0.275) ^0.5 = 62.5 kips Tension Flange Stiffener Force, TFrc: Left Side: LTFrc = Max(LPuf - LORn_FlBending, LPuf - LORn_WebYielding) > 0 = max(0 - 0, 0 - 0) = 0 kips Right Side: RTFrc = Max(RPuf - RORn_FlBending, RPuf - RORn_WebYielding) >0 = max(48.1 - 39.2, 48.1 -.60) = 8.9 kips Compression Flange Stiffener Force, CFrc: Left Side: LCFrc = Max[(LPuf-LORn_WebCrippling), (LPuf-LORn_WebYielding)] >0 = max[(0 - 0), (0 - 0)] = 0 kips Right Side: IF -7 Page: 2 RCFrc = Max[(RPuf-RORn WebCrippling), (RPuf-RORn_WebYielding)] > 0 = max[(48.1 - 62.5), (48.1 - 60)] = 0 kips TFrc = Max(LTFrc, RTFrc) = Max(0, 8.9) = 8.9 kips CFrc = Max(LCFrc, RCFrc) = Max(0, 0) = 0 kips TFrc > 0 or High Seismic Loading Stiffeners required opposite tension flange CFrc > 0 or High Seismic Loading Stiffeners required opposite compression flange Required stiffener area for strength: Tension and/or compresion: Ast = max(fFrc,CFrc) / (0.9 * Fy) = max(8.9, 0) /. (0.9 * 36) =max(0.28, 0) in"2 Stiffener Width, bs = 2.75 > Minimum Width = 2.63 in. OK Stiffener Length: L = d-2*tf = 15.88 - 2 * 0.44 = 15 in. (Using Full Length Stiffeners) Stiffener thickness required for shear: = Max([LTFrc + RCFrc],[LCFrc + RTFrc])/(0.9*0.6*Fy*(L - 2*clip)*2) = Max([0+0], [0+8.9])/(0.9*0.6* 36 * (15 - 1.37) * 2) = 0.0169 < 0.5 in. OK Stiffener thickness required for minimum area: = Ast/(2*(bs-clip)) = 0.276/(2*(2.75 - 0.685)) = 0.0668 < 0.5 in. OK Minimum Thickness = Max(tm, bs*(Fy"0.5)/95) = Max(0.44, 2.75 * (36"0.5)/95) =0.44<0.5in. OK Doubler Plate to Flange Weld = 3/16 Minimum wled size = 3/16 < 3/16 OK Weld size to develop doubler plate force: =Vupl/(0.31815*E*L) = 0/(0.31815 * 70 * 21.63) =0<3/16OK Doubler Plate to Web Weld: Minimum weld size = Min(Wmin, t-0.0625) = 3/16 < 3/16 OK Stiffener to Flange Weld: Minimum Weld Size = 0.1875 < 0.25 in. OK Tension Stiffener to Flange Weld: w_Req, 0.943*Fy*UE = 0.943 * 36 * 0.5 / 70 = 0.2425 < 0.25 in. OK Compression Stiffener to Flange Weld: w_Req.= 0.524 * Rust/((bs - clip)*E) w_Req.= 0.524 * 0/((2.75 - 0.685) * 70) = 0 < 0.25 in. OK Stiffener to Panel Zone Weld: Stiffener Force, Rust = Max[(LTRust + RcRust), (RTRust + LCRust)] = Max[(0 + 0), (8.9 + 0)] = 8.9 kips Welds need to develop only the lesser of Rust and the minimum of the following forces: Design Strength of stiffeners to flange connection, =0.9*Fy*2*(bs- clip) *t = 0.9 * 36 * 2 * (2.75 - 0.685) * 0.5 = 66.9 kips Design Shear Strength of stiffener and web interface area, =0.9*0.6*Fy*(bs-2*Clip)*2*t = 0.9 * 0.6 * 36 * (2.75 - 2*0.685) * 2 * 0.5 = 265. kips Shear yield strength of the panel zone, = 0.9 * 0.6 * Fyc * do * tw (for column web, if applicable) = 0.9 * 0.6 * 36 * 15.88 * 0.275 = 84.9 kips = 0.9 * 0.6 * Fyp * do * tp (for doubler plate, if applicable) = 0.9 * 0.6 * 36 * 15.88 * 0.4375 = 135 kips Weld Design Force, Rust -Weld = 8.9 kips Minimum Weld Size = 0.1875 < 0.1875 in. OK Required weld size for strength, = Rust -Weld /(1.2728 * E * (L - 2*clip)) = 8.9 / 0.2728 * 70 * (15 - 2*0.685)) = 0.0074 < 0.1875 in. OK 71O Page: 3 PL 15'X 2.75'X .5'(TYP. 4) - A36 Clip inside corners 0.685 in. Max Plate to Flange Weld: 1/4' Double Fillet Stiff. PI to Obl.PI Weld: 3/16' Fillet Note: Stiff. PI to Web Weld: 3/16' Fillet _ All Welds E70XX / 2@3=6' 91' Page: 4 I I \ E Off. - A36 '\ 3 Botts \ErW Offset = 0.5 fn. i 3/4.O A325 -SC -STD -Class A '. PL9'X3.5'XO_25;- A36 Iw-3 1/2' i 1 1/2' PL 21.625'X 15-X .4375' - A36 Plate to Flange Weld: 3/16' Young Engineering 5ervioes Job No. 4'1-1 4 Ygun g .I r n h vt No. /00 of Indio, Ga Golculated. By Date 92201 Checked By Date Phone:(`76O) 342-x214 fHFr- 1C L lc @, O FTI J Wh4xx2 5. V1Idlx.u, s rzs 1. iz Il As oc s • (l.s kap •E(,At9•rIL Ad llkl `'f i D+-L- 1 t. ID-E s rzs 1. iz Il As oc s • (l.s kap •E(,At9•rIL Ad llkl `'f i D+-L- D-4'L+ ID-E RISA -2D (R) Version 4.01 Young Engineering Services 47-159 Youngs Lane Indio, CA 92201 ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 Units............................. SteelCode ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. DoRedesign ....................... P -Delta Analysis Tolerance........ Job : 00-1408-33 Page: Date: File: ROBERT2E US Standard AISC 9th Edition ASD 1.333 Yes 2 Yes 0.500 Joint Coordinates / O/ Joint X Y Joint No Coordinate Coordinate Temperature ------------------ ft ------------ ft ------------ F---------------------------= 1 0.000 0.000 0.00 2 0.000 11.500 0.00 3 11.000 11.500 0.00 4 11.000 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in------ --K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction Reaction 4 Reaction Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi----------- Ksi---------------- 10"5 F---- K/ft3------- Ksi------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Sections Section Database Material Rotate Section Releases As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in"2---------------- in"4-----=----in"4-------- COL1 W14X26 STL 7.69 1.2 1.2 8.91 245.00 BEAM W14X26 STL 7.69 1.2 1.2 8.91 245.00 COL2 W14X26 STL 7.69 1.2 1.2 8.91 245.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90 Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 1 1 2 COL1 11.50 2 2 3 BEAM 11.00 3 3 4 COL2 11.50 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT2E ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 )aZ AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set 1`e -out le -in le -bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 COLI 11.50 2 BEAM 11.00 3 COL2 11.50 Basic Load Case Data BLC Basic Load Case Load Type Totals No. ---------------------------------------------------------------------------- Description Nodal Point Dist. 1 D 2 2 L 2 3 E 1 4 W 1 Member Point Loads, BLC 1 >=_____________________ Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 2 2 3 Y -7.350 7.000 2 2 3 Y -2.810 8.500 Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 2 2 3 Y -4.898 7.000 2 2 3 Y -1.660 8.500 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad--------- 2 L X 5.866 Joint Loads/Enforced Displacements, BLC 4 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude -------- ---------------------------------------------- K,K-ft,in,rad--------- 2 L X 9.401 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or %-------ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT2E ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 Dynamics Input: Number of Modes......... . 3 Load Combination Number.... 1 Acceleration of Gravity.... 32:20 ft/sec"2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation a3 ------------ in ---------------- in --------------- rad -------------------------- lU 0.000 Load Combinations 5 0.00000 2 L 0.000 2 0.000 RWPE No. ---------------------------------------------------------------------------- Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 D 1 1 2 -0.003 y 2 D+L 1 1 2 1 y 3 D+L+E 1 1 2 1 3 1 y y 4 D+L+W 1 1 2 1 4 1 y y 5 .9D+E 1 .9 3 1 y y 6 .9D -E 1 .9 3 1 y y Dynamics Input: Number of Modes......... . 3 Load Combination Number.... 1 Acceleration of Gravity.... 32:20 ft/sec"2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht % -------------in------------------------------------------------------------- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Rotation lc ------------ in ---------------- in --------------- rad -------------------------- lU 0.000 4 0.000 5 0.00000 2 L 0.000 2 0.000 2 0.00000 4 2U 0.221 4 0.000 5 -0.00036 1 L -0.014 2 -0.003 2 -0.00162 4 3U 0.217 4 -0.004 1 0.00103 2 L -0.015 2 -0.010 4 -O.000Q6 5 4U 0.000 4 0.000 1 0.00000 1 L 0.000 1 0.000 4 0.00000 4 Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht % -------------in------------------------------------------------------------- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 1.59 2 5.30 2 24.95 4 L -3.13 4 0.31 5 -6.56 2 4U -0.96 1 15.54 4 35.91 4 L -6.27 4 6.95 1 2.86 1 Tot:9U 0.00 1 16.72 3 L -9.40 4 9.14 5 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT2E ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 ,oy Envelope Section Forces Section Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 5.30 2 3.13 4 24.95 4 L .31 5 -1.6 2 -6.6 2 2 U 5.30 2 3.13 4 11.70'2 L ---------------------------------------------------------------------------- .31 5 -1.6 2 -11.1 4 2 1 U 6.27 4 5.30 2 11.70 2 L .96 1 .31 5 -11.1 4 2 U 6.27 4 -6.95 1 36.16 4 L ---------------------------------------------------------------------------- .96 1 -15.5 4 8.2 1 3 1 U 15.54 4 6.27 4 36.16 4 L 7 1 .96 1 8.2 1 2 U 15.54 4 6.27 4 -2.86 1 L ------------------------------------- 7 1 .96 7-------------------------------------- 1 -35.9 4 _______________________< Envelope Section Stresses Section Memb Axial lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi -------------- Ksi -------------- Ksi-------- 1 1 U .69 2 1.1 4 2.2 2 8.5 4 L 0 2 U .69 2 1.1 4 3.8 4 4.0 2 L 0 ---------------------------------------------------------------------------- 2 1 U .81 4 1.8 2 3.8 4 4.0 2 L .13 1.11 5 -4 2 -3.8 4 2 U .81 4 -2.4 1 -2.8 1 12.3 4 L ---------------------------------------------------------------------------- .13 1 -5.3 4 -12.3 4 2.8 1 3 1 U 2 4 2.1 4 -2.8 1 12.3 4 L .9 1 .33 1 -12.3 4 2.8 1 2 U 2 4 2.1 4 12.2 4 -1.0 1 L ---------------------------------------------------------------------------- .9 1 .33 1 .97 1 -12.2 4 ______________________< Envelope Section Deflections Section Memb x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0 L 0 2 U 0 L 0 ---------------------------------------------------------------------------- RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 -Youngs-Lane Page: Indio, CA 92201 Date: File: ROBERT2E ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 /as- Envelope Section Deflections Section Memb x lc y lc L/n lc ----------------in----------------in---------------------------------------- 2 1 U .22 4 0 L 0 2 U .22 4 0 L 0 ---------------------------------------------------------------------------- 3 1 U 0 L 0 2 U 0 L 0 ---------------------------------------------------------------------------- _______________________< Envelope RISC Unity Checks Envelope NDS Unity Checks Unity Loc Shear Loc Memb Chk lc Chk lc Fc' Ft' Fb' Fv' CL CP Eqn -------------------------------- Ksi---- Ksi---- Ksi---- Ksi-------------------- ___________________< Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Takeoff, Envelope Solution Section Unity Loc Total Shear Loc Length Weight ----------------------------------- ft ---------------- ASD Memb Chk 11.50 lc Chk W14X26 lc Fa Fb Cb Cm Eqn. ------------------------------------ Total Wts: 0.89 Ksi------- Ksi--------------------------- 1 0.456 1 4 0.055 1 4 12.11 18.87 1.00 0.42 H1-2 2 0.645 2 4 0.274 2 4 13.20 19.98 1.00 0.85 H1-2 3 0.723 1 4 0.110 1 4 12.11 18.87 1.00 0.20 H1-2 Envelope NDS Unity Checks Unity Loc Shear Loc Memb Chk lc Chk lc Fc' Ft' Fb' Fv' CL CP Eqn -------------------------------- Ksi---- Ksi---- Ksi---- Ksi-------------------- ___________________< Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Takeoff, Envelope Solution Section Database Total Total Set Shape Length Weight ----------------------------------- ft ---------------- K---------------------- COL1 W14X26 11.50 0.30 BEAM W14X26 11.00 0.29 COL2 W14X26 11.50 0.30 Total Wts: 0.89 Young Engineering Services Job No. 4? -15-1 Youngs Lon& Sheet No. /off Of Indio, Ga Calculated By Date 92201 Checked By Date Phons . ( 760) 342-9214 bio► -1 . . ou-rpu-r . . -A I -r5.► s) . . . . . . . . . . . . wl WL 4 x 1Ln . . . . . . . . . . . . ylaP . 4-s A . .CIS - F t A-- i l rL *-rLai ll - La lD . . . . . . . . !or- FAQ "YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47:159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 510300 User: KW -0601715, Ver 5.1.3.22 -Jun -1999. Wh32 (c) 1983-99 ENERCALC Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : Steel Column Base Plate Description OMRF ALONG LINE 4, AREAS 3 AND 4 Job # 00-1408-33 /o-7 General Information 602.0 psi Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Allow per AISC J9 Steel Section W14X26 Axial Load 4.10 k Section -Length 13.910 in X -X Axis Moment 31.51 k -ft Section Width 5.025 inFlange 7.863 k Allowable Thickness 0.420 in Plate Dimensions Web Thickness 0.255 in Plate Length 22.000 in Allowable Stresses Plate Width 12.000 in Concrete fc 2,500.0 psi Plate Thickness 1.000 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Pier Length 48.000 in Anchor, Bolt Data Dist. from Plate Edge 2.000 in Pier Width 48.000 in Bolt Count per Side 2 Tension Capacity 24.000 k Bolt Area 0.606 in2 Concrete Bearing Stress Thickness OK Actual Bearing Stress 602.0 psi Allow per ACI 10.15 2,975.0 psi Partial Bearing : Bolts in Tension Allow per AISC J9 2,327.5 psi Plate Bending Stress Bearing Stress OK Actual fb 23,374.0 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 7.863 k Allowable 24.000 k ' YOUNG ENGINEERING SERVICES (pressures @ left & right) Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS k -ft Dsgnr: JWT Date: k -ft 47-153 YOUNG NS LANE Creates Rotation about Y -Y Axis Description : SFD (pressures @ left & right) INDIO, CALIFORNIA 92201 k. Scope k 760-342-9214 k Required Steel Area / °p 0.244 in2 per ft Rev: 510300 User. IMI -WI 715. ver 5.1.3. 22 -Jun -1999. Win32 General Footing Analysis & Design 1.07 psi 85.00 psi (c) 1983.99 ENERCALC "Y' Ecc, of Resultant c: ec5 robertson.ecw:Calculations Description OMRF ALONG LINE 4, AREAS 3 AND 4 Shear Stresses.... General Information Vn * Phi rements Calculations are designed to ACI 318-95 and 1997 UBC RequiWo Allowable Soil Bearing 1,500.0 psf Dimensions... 9.127 Short Term Increase 1.330 Width along X -X Axis 7.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 7.000 ft Seismic Zone 4 Footing Thickness 18.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 13.91 in Live & Short Term Combined Col Dim. Along Y -Y Axis 5.03 in f c 2,500.0 psi 2.6 psi 0.24 in2 Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads -0.00 k -ft 4.17 k -ft 3.26 k -ft Applied Vertical Load... 0.24 in2 per ft Mu @ Bottom Dead Load k ...ecc along X -X Axis 0.000 in 8.7 psi Live Load k ...ecc along Y -Y Axis 0.000 in Short Term Load 4.100 k Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft Allowable Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k. Live Load k Short Term k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft 31.510 k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k k Footing Design OK 7.00ft x 7.00ft Footing, 18.Oin Thick, w/ Column Support 13.91 x 5.03in x O.Oin high ACI 9-2 ACI 9-3 DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 217.5 1,029.8 psf Max Mu 4.175 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.244 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in 1.07 psi 85.00 psi "Y' Ecc, of Resultant 0.000 in 25.622 in Shear Stresses.... Vu Vn * Phi Vu @ Top 1 -Way 9.127 85.000 psi X -X Min. Stability Ratio 1.639 1.500 :1 2 -Way 4.555 170.000 psi Y -Y Min. Stability Ratio No Overturning Moments ACI 9-1 Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi Two -Way Shear 0.00 psi 4.55 psi 4.37 psi 170.00 psi One -Way Shears... Vu @ Left -0.08 psi 1.04 psi 1.07 psi 85.00 psi Vu @ Right -0.08 psi 1.04 psi 1.07 psi 85.00 psi Vu @ Top -0.14 psi 9.13 psi 7.13 psi 85.00 psi Vu @ Bottom -0.14 psi -3.64 psi -2.34 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru Phi As Reo'd Mu @ Left -0.00 k -ft 0.50 k -ft 0.50 k -ft 2.6 psi 0.24 in2 per ft Mu @ Right -0.00 k -ft 0.50 k -ft 0.50 k -ft 2.6 psi 0.24 in2 per ft Mu @ Top -0.00 k -ft 4.17 k -ft 3.26 k -ft 22.1 psi 0.24 in2 per ft Mu @ Bottom -0.00 k -ft -1.65 k -ft -1.06 k -ft 8.7 psi -0.24 in2 per ft YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47.-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 Scope q 760-342-9214 / Rev: 510300 User. KW-0601715.Ver5.1.3.22-Jun-1999. WM32 General Footing Analysis & Design (c) 1983-99 ENERCALC Description OMRF ALONG LINE 4, AREAS 3 AND 4 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 217.50 217.50 217.50 217.50 psf DL + LL + ST 301.17 301.17 1,029.79 0.00 psf Factored Load Soil Pressures ACI Eq. 9-1 304.50 304.50 304.50 304.50 psf ACI Eq. 9-2 421.64 421.64 1,441.71 0.00 psf ACI Eq. 9-3 312.89 312.89 1,069.86 0.00 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9-2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Young Engineering Services Job No. 41-159 Youngs Lame, Sheet No. Indio, CA Calculated By Date 92201 Checked By Date Phone.(`760) 342-9214 z_"t-Iff ALe-Q6F. e / e - AKL-r;a 3vlO fi . . tif.1L . sti `.f5i5 . Zl.l.pL ZZ11:`-i . . . . . . . . . . . . . . . 11 . . . . . . . . . 71Z G.an11.lEG T'7 .- U X 3 F x '1`+ ALT, I I . ... 3-V14 14325- - ,Tr"-GlaSs . . t- lo►.-4 1 4,,-" Zi -- -7 1 5/vu .l . ,! I V 4T 1 F F E7- 1 dI. Tlo IaGl1 . . . . . . . . . . . LkL - _ `-`I . . . . . . . CuBG 2Z1I• .b12.2 I' 1 Zy +p, . . . L t o• . . . . (3- irZTj + -E . . . . . . . . . . . . . . .rho. %--1. test, -FuT . e - ->-t . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 . . . . . . . . . 71Z G.an11.lEG T'7 .- U X 3 F x '1`+ ALT, I I . ... 3-V14 14325- - ,Tr"-GlaSs . . t- lo►.-4 1 4,,-" Zi -- -7 1 5/vu .l . ,! I V 4T 1 F F E7- 1 dI. Tlo IaGl1 . . . . . . . . . . . LkL - _ `-`I RISA -2D (R) Version 4.01 Young Engineering Services 47-159 Youngs Lane Indio, CA 92201 ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 Units............................. SteelCode ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. DoRedesign ....................... P -Delta Analysis Tolerance........ Job : 00-1408-33 Page: Date: File: ROBERT2P US Standard AISC 9th Edition ASD 1.333 Yes 2 Yes 0.500 Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ ft ------------ ft ------------ hF---------------------------- 1 0.000 0.000 0.00 2 0.000 11.500 0.00 3 11.000 11.500 0.00 4 11.000 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No . X Y Rotation ------------ K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction Reaction 4 Reaction Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress Ksi---------- Ksi---------------- 10^5 F ---- K/ft3------- Ksi------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Sections Section Database Material Rotate Section Releases As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in"2---------------- in"4---------- in"4-------- COL1 W14X26 STL 7.69 1.2 1.2 8.91 245.00 BEAM W14X26 STL 7.69 1.2 1.2 8.91 245.00 COL2 W14X26 STL 7.69 1.2 1.2 8.91 245.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90 Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 1 1 2 COL1 11.50 2 2 3 BEAM 11.00 3 3 4 COL2 11.50 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT2P ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 //Z AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 COLI 11.50 2 BEAM 11.00 3 COL2 11.50 Basic Load Case Data BLC Basic Load Case Load Type Totals No. ---------------------------------------------------------------------------- Description Nodal Point Dist. 1 D 2 2 L 2 3 E 1 4 W 1 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 2 2 3 Y -7.347 7.000 2 2 3 Y -2.810 8.500 Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 2 2 3 Y -4.898 7.000 2 2 3 Y -1.660 8.500 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ----2--------------L-------------------X--------------K,K-ft,in,rad--------- 5.866 Joint Loads/Enforced Displacements, BLC 4 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad--------- 2 L X 9.401 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or %-------ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 RISA -2D (R) Version 4.01 Young Engineering Services 47-'159 Youngs Lane Indio, CA 92201 ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 Load Combinations > Job : 00-1408-33 Page: Date: File: ROBERT2P Dynamics Input: Number of Modes............ 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec"2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation lc RWPE No. ---------------------------------------------------------------------------- Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 1.2D+.5L+.4R Em 1 1.2 2 .5 3 2.52 y y 2 1.2D+.5L-.4R Em 1 1.25 2 .5 3 -2.52 y y 3 .9D+.4R Em 1 .9 3 2.52 3 y y 4 .9D -.4R Em 1 .9 3 -2.52 -0.012 y y 5 1.2D+1.6L+.8W 1 1.2 2 1.6 4 1 y y 6 .9D+1.3W 1 .9 4 1.3 0.00000 y y 7 .9D -1.3W 1 .9 4 -1.3 y y 8 .9D+1.3E 1 .9 3 1.3 y y 9 .9D -1.3E 1 .9 3 -1.3 y y Dynamics Input: Number of Modes............ 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec"2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht % -------------in------------------------------------------------------------- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Rotation lc ------------ in ---------------- in --------------- rad -------------------------- lU 0.000 3 0.000 3 0.00000 2 L 0.000 2 0.000 2 0.00000 3 2U 0.362 3 0.002 3 0.00127 4 L -0.384 2 -0.007 2 -0.00215 1 3U 0.358 3 0.000 4 0.00255 2 L -0.380 2 -0.012 5 -0.00101 3 4U 0.000 1 0.000 4 0.00000 4 L 0.000 4 0.000 5 0.00000 1 Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht % -------------in------------------------------------------------------------- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 8.94 2 11.55 2 45.97 3 L -6.56 3 -3.60 3 -55.82 2 4U 6.49 4 19.61 5 53.41 1 L -8.83 1 -0.24 4 -46.47 4 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page• Indio, CA 92201 Date: File: ROBERT2P ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- Tot:9U 14.78 2 22.68 5 L -14.78 1 9.14 3 Envelope Section Forces Section. Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 11.55 2 6.56 3 45.97 3 L -3.60 3 -8.94 2 -55.82 2 2 U 11.55 2 6.56 3 47.00 2 L ---------------------------------------------------------------------------- -3.60 3 -8.94 2 -29.45 3 2 1 U 8.83 1 11.55 2 47.00 2 L -6.49 4 -3.60 3 -29.45 3 2 U 8.83 1 0.24 4 48.08 1 L ---------------------------------------------------------------------------- -6.49 4 -19.61 5 -28.18 4 3 1 U 19.61 5 8.83 1 48.08 1 L -0.24 4 -6.49 4 -28.18 4 2 U 19.61 5 8.83 1 46.47 4 L ---------------------------------------------------------------------------- -0.24 4 -6.49 4 -53.41 1 _______________________< Envelope Section Stresses Section Memb Axial lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi-------------- Ksi -------------- Ksi-------- 1 1 U 1.50 2 2.22 3 19.01 2 15.7 3 L -0.47 3 -3.02 2 -15.66 3 -19.0 2 2.0 1.50 2 2.22 3 10.03 3 16.0 2 L ---------------------------------------------------------------------------- -0.47 3 -3.02 2 -16.01 2 -10.0 3 2 1 U 1.15 1 3.91 2 10.03 3 16.0 2 L -0.84 4 -1.22 3 -16.01 2 -10.0 3 2 U 1.15 1 0.08 4 9.60 4 16.4 1 L ---------------------------------------------------------------------------- -0.84 4 -6.63 5 -16.38 1 -9.6 4 3 1 U 2.55 5 2.99 1 9.60 4 16.4 1 L -0.03 4 -2.20 4 -16.38 1 -9.6 4 2 U 2.55 5 2.99 1 18.19 1 15.8 4 L ---------------------------------------------------------------------------- -0.03 4 -2.20 4 -15.83 4 -18.2 1 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT2P ROBERTSON RESIDENCE OMRF ALONG LINE 4, AREAS 3 AND 4 ___________________< Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Envelope Section Deflections Section Total Total Set Shape Length Weight Memb x lc y lc L/n 0.30 lc ----------------in----------------in---------------------------------------- 11.00 0.29 1 1 U 0.00 1 0.00 1 NC 1 L 0.00 1 0.00 1 NC 1 2 U 0.00 3 0.38 2 NC 2 L ---------------------------------------------------------------------------- -0.01 2 -0.36 3 NC 3 2 1 U 0.36 3 0.00 3 NC 3 L -0.38 2 -0.01 2 NC 2 2 U 0.36 3 0.00 4 NC 4 L ---------------------------------------------------------------------------- -0.38 2 -0.01 5 NC 5 3 1 U 0.01 5 0.36 3 NC 3 L 0.00 4 -0.38 2 NC 2 2: U 0.00 1 0.00 1 NC 1 L ---------------------------------------------------------------------------- 0.00 1 0.00 1 NC 1 ___________________< Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Takeoff, Envelope Solution Section Database Total Total Set Shape Length Weight ----------------------------------- ft ---------------- K---------------------- COL1 W14X26 11.50 0.30 BEAM W14X26 11.00 0.29 COL2 W14X26 11.50 0.30 Total Wts: 0.89 Beam Connection to Column Flanae Column: W14X26 - A36 Right Side Beam: W14X26 - A36 Moment: 48 k -ft Shear: 19.6 kips Axial Force: 8.8 kips ********** All Welds Are E70XX Right Side Beam - W14X26 Moment Connection With Directly Welded Flanges: Weld Strength Flange Force, Ff: = P/2 + 12*M/(d-tt) = 8.8/2) + 12 * 48/ (13.9 - 0.42) = 47.2 kips Full Penetration Weld Design Strength = 0.9*Fy*b*t = 0.9 * 36 * 5.03 * 0.42 = 68.4 > 47.2 kips OK Right Side Beam - W14X26 Shear Connection Using One Plate: Plate: 9 in. X 3.25 in. X 0.25 in. Plate Material: A36 Beam Setback: 0.5 in. Bolts: (3) 3/4"0 A325 -SC -STD -Class A Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz. Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz. Weld: 3/16 E70XX Fillet Welds Loading: Vertical Shear, V = 19.6 kips Axial Load, H = 0 kips Resultant, R = Sgrt(V^2 + H^2) = Sgrt(19.6^2 + 0^2) = 19.6 kips Check Bolt Snacina and Edge Distance: Spacing, s = 3 > Minimum Spacing = 2. in. OK Distance to Horiz. Edge of PL, ev: = 1.5 > 1.25 in. OK Bolt Strenoth: Design Shear Strength of Bolts: Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 3 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 0.88 in. C = 2.76 Design Strength = Npl*C*Fv =1*2.76*10.4 = 28.9 > 19.6 kips OK Design Shear Strength of the Beam: Design Shear Rupture Strength, ORn _ (d - n*(dh+0.0625))*tw*0.75*0.6*Fu _ (13.91 - 3 * 0.875) * 0.255 * 0.75*0.6 * 58 = 75.1 kips Design Shear Yield Strength: h = 12.03 in. t = 0.255 in. A = 3.55 in^2 Fy = 36 ksi a >> h (No stiffeners) h/t = 12.03/0.255 = 47.196 h/t = 47.2 < 418/sgrt(Fy) = 69.67 Vn = 0.6*Fy*A =0.6*36*3.55 = 76.6 kips OVn = 0.9*76.6 = 69. kips Beam Shear Strength = Min(ORn, OVn) = 69. > 19.6 kips OK Design Shear Strength of the Plate: Desian Shear Yield Strenath h = 9 in. t = 0.25 in. A = 2.25 in^2 Fy = 36 ksi a >> h (No stiffeners) h/t = 9/0.25 = 36 h/t = 36 < 418/sgrt(Fy) = 69.67 Vn = 0.6*Fy*A =0.6*36*2.25 = 48.6 kips OVn = 0.9*48.6 = 43.7 kips OVn =43.7>19.6OK Design Shear Rupture Strength: Net Area, An = (L - nL* (dh+0.0625))*t =(9-3*0.875)*0.25=1.59 in^2 Shear Rupture Strength = Npl*An*0.75*0.6*Fu = 1 * 1.59 * 0.45 * 58 = 41.6 > 19.6 OK Block Shear Strength of the Plate: Gross Area with Tension Resistance, Agt = (et +(Nh-1)*sh)*t =(1.5+(1-1)*3)*0.25 = 0.375 in^2 Net Area with Tension Resistance, Ant = Agt - (Nh - 0.5) * (dh + 0.0625) * t = 0.375 - (1 - 0.5) * (0.8125 + 0.0625) * 0.25 = 0.266 in^2 Gross Area with Shear Resistance, Agv _ (L-el)*t = (9 - 1.5) * 0.25 = 1.875 in^2 Net Area with Shear Resistance, Anv = Agv - (Nv - 0.5) * (dv + 0.0625)* t = 1.875 - (3 - 0.5) * (0.8125 + 0.0625)* 0.25 = 1.328 in^2 Ant < 0.6*Anv O1Rn = 0.75*(0.6*Fu*Anv + Fy*Agt) = 0.75*(0.6* 58 * 1.328 + 36 * 0.375) = 44.8 kips Design Shear Strength Based on Bending of the Plate: (Assume inflection point at midpoint between weld line and first bolt line). //6 Page: 1 Plastic Modulus, Z = 3.844 in"3, Eccentricity, e = 0.875 in. Design Shear Strength = OZ*Fy/e = 0.9*3.844 * 36/0.875 = 142.3 > 19.6 kips OK Bolt Bearing on Plate: Bearing Strength/Bolt/Thickness Using Bolt Edge Dist. = Fbe = 0.75 * Fu * (e - i) = 0.75 * 58 * ( 1.5 - 0) = 65.25 k/in < 0.75* 2.4*Fu*d = 78.3 Win Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs = 0.75 * Fu * (s - d/2 - i) = 0.75 * 58 * ( 3 - 0.75/2 -0) = 114.19 k/in, Use 0.75* 2.4*Fu*d = 78.3 Win Design Strength = nL * (Fbe + Fbs * (nR - 1)) * t * Npl * of =1 * (65.25 + 78.3 * (3 - 1)) * 0.25 * 1 *0.922 = 51.1 > 19.6 kips OK Bolt Bearing on Beam Web: (Doubler Plate Not Required for Shear Buckling) Column Stiffeners Right Side Beam Local Flange Bending Strength,ORn = 0.9*6.25*(tf"2)*Fy*ct = 0.9*6.25*(0.42"2)*36*1 = 35.7 kips Local Web Yielding Strength,ORn = 1.0*(ct*5*k + t)*tw*Fy = 1.0*0*5* 0.9375 + 0.42)* 0.255 * 36 = 46.9 kips Column Web Crippling: N=tf=0.42 in. Ct = 1.0 Nd = 3*N/d = 3 * 0.42/13.91 = 0.0906 Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs ORn = 0.75*135*ct*(tw"2)*[1+Nd*(tw/tt)"1.5]*(Fy*tf/tw)^0.5 = 0.75 * Fu * (s - d/2 - i) _ = 0.75 * 58 * (3 - 0.75/2 - 0) 0.75*135*1*(0.255"2)*[1+0.0906*(0.255/0.42)^1.5]*(36*0.42/0.255)"0. = 114.19 k/in, Use 0.75* 2.4*Fu*d = 78.3 k/in = 52.9 kips Design Strength = nL * Fbs * nR * t * of = 1 * 78.3 * 3 * 0.255 * 0.922 = 55.2 > 19.6 kips OK Weld Strength: Weld Size, w = 3/16> Minimum Weld, 3/16" OK k = 0, a = 0.23, Theta = 0 C = 1.272 ORn = 2*C*C1*D*L = 2*1.27 * 1* 3* 9 = 68.7 > 19.6 kips OK Column Stiffeners and Shear Reinforcement Loading: Wind or Low Seismic Framing System: OMF Rioht Side Beam Flange Forces: PufRight = Mu * 12 / dm + Pu / 2 = 48 * 12/13.49 + 8.8/2 = 47.2 kips Column Panel Zone Shear: Required Strength, Vu = PufLeft + PufRight - Vus =0+47.2-8.8 = 38.4 kips Column Web Shear Strength: Py = A * FY = 7.69 * 36 = 276.8 kips Pu < 0.4*Py ORv = 0.9*0.6*Fy*d*tw =0.9*0.6*36*13.91 *0.255 = 69. > 38.4 kips (Doubler Plate Not Required for Strength) Shear Buckling of Web: Thickness Required = Tc*(Fy"0.5)/418 = 12 * (36"0.5)/418 = 0.1728 < 0.255 in. Tension Flange Stiffener Force, TFrc: Left Side: LTFrc = Max(LPuf - LORn_FlBending, LPuf - LORn_WebYielding) > 0 =max(0-0,0-0)=0kips Right Side: RTFrc = Max(RPuf - RORn_FIBending, RPuf - RORn WebYielding) >0 = max(47.2 - 35.7, 47.2 - 46.9) = 11.5 kips Compression Flange Stiffener Force, CFrc: Left Side: LCFrc = Max[(LPuf-LORn_WebCrippling), (LPuf-LORn_WebYielding)] >0 = max[(0 - 0), (0 - 0)] = 0 kips Right Side: RCFrc = Max[(RPuf-RORn WebCrippling), (RPuf-RORn_WebYielding)] > 0 = max[(47.2 - 52.9), (47.2 - 46.9)] = 0.3 kips TFrc = Max(LTFrc, RTFrc) = Max(0, 11.5) = 11.5 kips CFrc = Max(LCFrc, RCFrc) = Max(0, 0.3) = 0.3 kips TFrc > 0 or High Seismic Loading Stiffeners required opposite tension flange CFrc > 0 or High Seismic Loading Stiffeners required opposite compression flange Required stiffener area for strength: Tension and/or compresion: Ast = max(fFrc,CFrc) / (0.9 * Fy) = max(11.5, 0.3) / (0.9 * 36) =max(0.35, 0) in"2 Stiffener Width, bs = 2.5 > Minimum Width = 1.55 in. OK Stiffener Length: Page: 2 /i b Page: 3 L = d-2*tf = 13.91 - 2 * 0.42 = 13.06 in. (Using Full Length Stiffeners) Stiffener thickness required for shear: = Max([LTFrc + RCFrcj,[LCFrc + RTFrc])/(0.9*0.6*Fy*(L - 2*clip)*2) = Max([0+0.3], [0+11.5])/(0.9*0.6* 36 * (13.06 - 1.035) * 2) = 0.0245 < 0.4375 in. OK Stiffener thickness required for minimum area: = Ast/(2*(bs-clip)) = 0.3538/(2*(2.5 - 0.518)) = 0.0892 < 0.4375 in. OK Minimum Thickness = Max(tm/2, bs*(Fy^0.5)/95) = Max(0.42/2, 2.5 * (36^0.5)/95) = 0.21 < 0.4375 in. OK Doubler Plate to Flange Weld = 3/16 Minimum wled size = 0 < 3/16 OK Weld size to develop doubler plate force: =Vupl/(0.31815*E*L) = 0/(0.31815 * 70 * 18.63) =0<3/16OK Doubler Plate to Web Weld: Minimum weld size = Min(Wmin, t-0.0625) = 1/16 < 3/16 OK Stiffener to Flange Weld: Minimum Weld Size = 0.1875 < 0.25 in. OK Tension Stiffener to Flange Weld: w_Req.= 0.943*Fy*t/E = 0.943 * 36 * 0.4375 / 70 = 0.2122 < 0.25 in. OK Compression Stiffener to Flange Weld: w_Req.= 0.524 * Rust/((bs - clip)*E) w_Req.= 0.524 * 0.3/((2.5 - 0.518) * 70) = 0.0011 < 0.25 in. OK Stiffener to Panel Zone Weld: Stiffener Force, Rust = Max[(LTRust + RcRust), (RTRust + LCRust)] = Max[(0 + 0.3), (11.5 + 0)] = 11.5 kips Welds need to develop only the lesser of Rust and the minimum of the following forces: Design Strength of stiffeners to flange connection, =0.9*Fy*2* (bs-clip)*t = 0.9 * 36 * 2 * (2.5 - 0.5175) * 0.4375 = 56.2 kips Design Shear Strength of stiffener and web interface area, =0.9*0.6*Fy*(bs-2*clip)*2*t =0.9*0.6*36*(2.5-2*0.5175)*2*0.4375=204.6 kips Shear yield strength of the panel zone, = 0.9 * 0.6 * Fyc * do * tw (for column web, if applicable) = 0.9 * 0.6 * 36 * 13.91 *0.255=69. kips = 0.9 * 0.6 * Fyp * do * tp (for doubler plate, if applicable) =0.9*0.6*36*13.91 *0=0kips Weld Design Force, Rust -Weld = 11.5 kips Minimum Weld Size = 0.1875 < 0.1875 in. OK Required weld size for strength, = Rust -Weld /0.2728 * E * (L - 2*clip)) = 11.5 / (1.2728 * 70 * (13.06 - 2*0.5175)) = 0.0107 < 0.1875 in. OK AP Page: 4 PL 13.0625'X 2.5'X .4375'(TVP. 4) - A36 Clip inside corners 0.518 in. Max Plate to Flange Weld: 1/4' Double Fillet Stiff. PI to Dbl.PI Weld: 3/16' Fillet Stiff. PI to Web Weld: 3/16' Fillet Note: All Welds E70XX Scale: 3/8' = 1 Young Engineering Services Job No. 41-15! Youngs Lane Sheet No. /.gyp ar Indio, GA Calculated By Date 92201 Checked By Date Phone:(760) 342-8214 o , ,1 ► T l ems. x = JS 1 oL.c .l EGTLtGT1 ,11; o'l Pig r 17 2 0 F1 aoUx I 1?i nl. . fW%,le \ IV 1C M - -12. d, .5 E D ZS i+ . rr As L obs - IS - IZ j.ozlo +. . . . . . . . . . . . . . . . . . . . . . . . . • c IG . . Gr pJt ►: 1 5 ' t- (12-13 C! I? 3. 7-) z-114 RISA -2D (R) Version 4.01 Young Engineering Services 47-159 Youngs Lane Indio, CA 92201 ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 Units............................. SteelCode ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. DoRedesign ....................... P -Delta Analysis Tolerance........ Job : 00-1408-33 Page: Date: File: ROBERT3E US Standard AISC 9th Edition ASD 1.333 Yes 2 Yes 0.50°% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ ft ------------ ft ------------ hF---------------------------- 1 0.000 0.000 0.00 2 0.000 15.000 0.00 3 19.000 15.000 0.00 4 19.000 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ------------ K/in-------- K/in------ K-ft/rad--------------------------------- 1 Reaction Reaction 4 Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10"5hF---- K/ft3------- Ksi------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Sections Section Database Material Rotate Section Releases As As I I J I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ---------------- in"2---------------- in"4 ---------- ' COL1 W16X31 STL 9.12 1.2 1.2 12.40 375.00 BEAM W16X31 STL 9:12 1.2 1.2 12.40 375.00 COL2 W16X31 STL 9.12 1.2 1.2 12.40 375.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90 Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 1 1 2 COL1 15.00 2 2 3 BEAM 19.00 3 3 4 COL2 15.00 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT3E ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 /22 AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 COLI 15.00 2 BEAM 19.00 3 COL2 15.00 Basic Load Case Data BLC Basic Load Case Load Type Totals No. ---------------------------------------------------------------------------- Description Nodal Point Dist. 1 D 1 1 2 L 1 1 3 E 1 4 W 1 Joint Loads/Enforced Displacements, BLC 1 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ---------------------------------------Y--------------K,K-ft,in,rad--------- 3 L -1.983 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 2 2 3 Y -4.980 18.000 Joint Loads/Enforced Displacements, BLC 2 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ---------------------------------------Y--------------K,K-ft,in,rad--------- 3 L -1.588 Member.Point Loads, BLC 2 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 2 2 3 Y -3.290 18.000 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad--------- 2 L X 2.222 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT3E ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 /2r ---___< Joint Loads/Enforced Displacements, BLC 4 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad--------- 2 L X 1.313 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or %-------ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Load Combinations Dynamics Input:. Number of Modes............ 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec^2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation RWPE No. ---------------------------------------------------------------------------- Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 D 1 1 0.000 2 y 2 D+L 1 1 2 1 y 3 D+L+E 1 1 2 1 3 1 y y 4 D+L+W 1 1 2 1 4 1 y y 5 .9D+E 1 .9 3 1 y y 6 .9D -E 1 .9 3 1 y y Dynamics Input:. Number of Modes............ 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec^2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation lc ------------ in ---------------- in --------------- rad -------------------------- lU 0.000 5 0.000 5 0.00020 2 L 0.000 2 0.000 2 -0.00230 5 2U 0.327 5 0.001 5 -0.00003 1 L -0.022 2 0.000 2 -0.00080 3 3U 0.326 5 -0.005 1 0.00030 2 L -0.022 2 -0.009 3 -0.00059 5 4U 0.000 3 0.000 1 0.00004 2 L 0.000 1 0.000 3 -0.00238 5 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 'Youngs Lane Page- Indio, CA 92201 Date: File: ROBERT3E ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 /z y Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht % -------------in------------------------------------------------------------- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K --------- -------- K ---------------- K-ft------------------------- lU 0.17 2 0.44 2 0.00 1 L -1.02 5 -1.52 5 0.00 1 4U -0.10 1 13.16 3 0.00 1 L -1.28 3 6.70 1 0.00 1 Tot:9U 0.00 1 11.84 2 L -2.22 3 6.27 5 Envelope Section Forces Section Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 0.44 2 1.02 5 0.00 1 L -1.52 5 -0.17 2 0.00 1 2 U 0.44 2 1.02 5 2.54 2 L ---------------------------------------------------------------------------- -1.52 5 -0.17 2 -15.30 5 2 1 U 1.28 3 0.44 2 2.54 2 L 0.10 1 -1.52 5 -15.30 5 2 U 1.28 3 -4.72 1 19.19 3 L ---------------------------------------------------------------------------- 0.10 1 -9.59 3 1.53 1 3 1 U 13.16 3 1.28 3 19.19 3 L 6.70 1 0.10 1 1.53 1 2 U 13.16 3 1.28 3 0.00 5 L ---------------------------------------------------------------------------- 6.70 1 0.10 1 0.00 3 _______________________< Envelope Section Stresses Section Memb Axial lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi-------------- Ksi -------------- Ksi-------- 1 1 U 0.05 2 0.28 5 0.00 1 0.0 1 L -0.17 5 -0.05 2 0.00 1 0.0 1 2 U 0.05 2 0.28 5 3.89 5 0.6 2 L ---------------------------------------------------------------------------- -0.17 5 -0.05 2 -0.65 2 -3.9 5 2 1 U 0.14 3 0.12 2 3.89 5 0.6 2 L 0.01 1 -0.42 5 -0.65 2 -3.9 5 2 U 0.14 3 -1.30 1 -0.39 1 4.9 3 L 0.01 1 -2.63 3 -4.88 3 0.4 1 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT3E ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 12 -!;- Envelope Section Stresses Section Unity Loc Shear Loc Memb Axial lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi-------------- Ksi-------------- Cb Ksi-------- ---------------------------------------------------------------------------- 3 1 U 1.44 3 0.35 3 -0.39 1 4.9 3 L 0.73 1 2 5 0.03 1 -4.88 3 0.4 1 2 U 1.44 3 H1-3 0.35 3 0.00 3 0.0 5 L ---------------------------------------------------------------------------- 0.73 1 10.74 0.03 1 0.00 5 0.0 3 ______________________< 1 3 Envelope Section Deflections Section 1.00 0.60 H1-2 Memb x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0.00 1 0.00 1 NC 1 L 0.00 1 0.00 1 NC 1 2 U 0.00 5 0.02 2 NC 2 L 0.00 2 -0.33 5 NC 5 ---------------------------------------------------------------------------- 2 1 U 0.33 5 0.00 5 NC 5 L -0.02 2 0.00 2 NC 2 2 U 0.33 5 0.00 1 NC 1 L -0.02 2 -0.01 3 NC 3 ---------------------------------------------------------------------------- 3 1 U 0.01 3 0.33 5 NC 5 L 0.00 1 -0.02 2 NC 2 2 U 0.00 1 0.00 1 NC 1 L ---------------------------------------------------------------------------- 0.00 1 0.00 1 NC 1 _______________________< Envelope AISC Unity Checks Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Unity Loc Shear Loc ASD Memb Chk lc Chk lc Fa Fb Cb Cm Eqn. ------------------------------------ Ksi------- Ksi--------------------------- 1 0.286 2 5 0.015 1 5 8.35 13.60 1.00 0.60 H1-3 2 0.459 2 3 0.150 2 2 5.21 10.74 1.00 0.85 H1-2 3 0.409 1 3 0.018 1 3 8.35 13.60 1.00 0.60 H1-2 Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159'Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT3E ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 /2L Material Takeoff, Envelope Solution >___________________ Section Database Total Total Set Shape Length Weight ----------------------------------- ft ---------------- K---------------------- COL1 W16X31 15.00 0.47 BEAM W16X31 19.00 0.59 COL2 W16X31 15.00 0.47 Total Wts: 1.52 Young Engineering Services Job No. 4"7= I. Young* Lane Sheet No. /27 Of Indlo, CA Calculated By Date 92201 Checked By Date Phone:('760) 342-9214 r --r- L-4& . ® >k"tom -8, . kFey 5- &. .xba lip n 7< 5 57.5 tat.- 3/411 a g, x iW k s . . . . . . . . . . . . . . . . . . . . . . YOUNG ENGINEERING SERVICES CIVIL AND STRUCTURAL ENGINEERS 47-159 YOUNGS LANE INDIO, CALIFORNIA 92201 760-342-9214 Rev: 510300 User: KW -0601715. Ver 5.1.3, 22 -Jun -1999. Win32 (c) 1983-99 ENERCALC Title: ROBERTSON RESIDENCE Dsgnr: JWT Date: Description : SFD Scope : Steel Column Base Plate Description OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 Job # 00-1408-33 /2 General IrtfDrmation Thickness OK Calculations are designed to AISC 9th Edition ASD and 1997 UBC Requirements Loads Allow per ACI 10.15 Steel Section W16x31 Axial Load 13.16 k Section Length 15.880 in X -X Axis Moment 0.00 k -ft Section Width 5.525 inFlange Bolt Tension OK Actual Tension Thickness 0.440 in Plate Dimensions Web Thickness 0.275 in Plate Length 15.880 in Allowable Stresses Plate Width 5.525 in Concrete Pc 2,500.0 psi Plate Thickness 0.750 in Base Plate Fy 36.00 ksi Load Duration Factor 1.330 Support Pier Size Pier Length 36.000 in Anchor Bolt Data Pier Width 36.000 in Dist. from Plate Edge 1.500 in Bolt Count per Side 1 Tension Capacity 6.680 k Bolt Area 0.334 in2 Concrete Bearing Stress Thickness OK Actual Bearing Stress 150.0 psi Allow per ACI 10.15 2,975.0 psi Allow per AISC J9 2,327.5 psi Plate Bending Stress Bearing Stress OK Actual fb 131.9 psi Max Allow Plate Fb 35,910.0 psi Tension Bolt Force Bolt Tension OK Actual Tension 0.000 k Allowable 6.680 k Baseplate OK Full Bearing : No Bolt Tension YOUNG ENGINEERING SERVICES (pressures @ left & right) Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS k -ft Dsgnr: JWT Date: k -ft 47-159 YOUNGS LANE Creates Rotation about Y -Y Axis Description : SFD (pressures @ left & right) INDIO, CALIFORNIA 92201 k Live Load k 760-342-9214 k Scope 12.1 Rev: 510300 Use;: KW -W1715. Ver5.1.3.22-Jun-1999, WIn32 1983.99 General Footing Analysis & Design 0.000 in (c) ENERCALC c: ec5 robertson.ecw:Calculations Description OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 , General Information Shear Stresses.... Calculations are designed to ACI 318-95 and 1997 UBC Requirements Allowable Soil Bearing 1,500.0 psf Dimensions... Vu @ Right Short Term Increase 1.330 Width along X -X Axis 4.000 ft Base Pedestal Height 0.000 in Length along Y -Y Axis 4.000 ft Seismic Zone 4 Footing Thickness 12.00 in Overburden Weight 0.00 psf Col Dim. Along X -X Axis 15.88 in Live & Short Term Combined 85.00 psi Col Dim. Along Y -Y Axis 5.53 in fc 2,500.0 psi ACI 9-2 ACI 9-3 Fy 60,000.0 psi Min Steel % 0.0014 Concrete Weight 145.00 pcf Rebar Center To Edge Distance 3.50 in Loads per ft Mu @ Right 1.03 k -ft Applied Vertical Load... 0.66 k -ft 15.9 psi 0.14 int Dead Load 13.160 k ...ecc along X -X Axis 0.000 in 1.99 k -ft Live Load k ...ecc along Y -Y Axis 0.000 in per ft ShortTerm Load k 1.61 k -ft 1.04 k -ft Creates Rotation about Y -Y Axis Applied Moments... (pressures @ left & right) Dead Load k -ft Live Load k -ft Short Term k -ft Allowable Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about X -X Axis (pressures @ top & bot) k -ft k -ft. k -ft Creates Rotation about X -X Axis (pressures @ top & bot) k k 1.280 k Footing Design OK 4.00ft x 4.00ft Footing, 12.Oin Thick, w/ Column Support 15.88 x 5.53in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 967.5 1,087.5 psf Max Mu 1.992 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.143 int per ft "X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.992 in Shear Stresses.... Vu Vn * Phi Vu @ Right 1 -Way 13.104 85.000 psi X -X Min. Stability Ratio 24.187 1.500 :1 2 -Way 23.644 170.000 psi Y -Y Min. Stability Ratio No Overturning Vu @ Bottom 11.80 psi Footing Design Shear Forces ACI 9-1 ACI 9-2 ACI 9-3 Vn * Phi Two -Way Shear 23.64 psi 23.64 psi 15.20 psi 170.00 psi One -Way Shears... Vu @ Left 7.60 psi 7.60 psi 4.89 psi 85.00 psi Vu @ Right 7.60 psi 7.60 psi 4.89 psi 85.00 psi Vu @ Top 11.80 psi 13.10 psi 8.42 psi 85.00 psi Vu @ Bottom 11.80 psi 10.49 psi 6.75 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru Phi As Req'd Mu @ Left 1.03 k -ft 1.03 k -ft 0.66 k -ft 15.9 psi 0.14 int per ft Mu @ Right 1.03 k -ft 1.03 k -ft 0.66 k -ft 15.9 psi 0.14 int per ft Mu @ Top 1.80 k -ft 1.99 k -ft 1.28 k -ft 30.6 psi 0.14 in2 per ft Mu @ Bottom 1.80 k -ft 1.61 k -ft 1.04 k -ft 27.7 psi 0.14 in2 per ft YOUNG ENGINEERING SERVICES Title: ROBERTSON RESIDENCE Job # 00-1408-33 CIVIL AND STRUCTURAL ENGINEERS Dsgnr: JWT Date: 47-159 YOUNGS LANE Description : SFD INDIO, CALIFORNIA 92201 760-342-9214 Scope LRev: 510300 User: KYd-0601715.Ver5.1.3.22-Jun-1999.WIn32 19E3-99 ENERCALC General Footing Analysis & Design (c) c:\ec5\robertson.ecw:Calculations Description OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 Soil Pressure Summary Service Load Soil Pressures Left Right Top Bottom DL + LL 967.50 967.50 967.50 967.50 psf DL + LL + ST 967.50 967.50 1,087.50 847.50 psf Factored Load Soil Pressures ACI Eq. 9-1 1,354.50 1,354.50 1,354.50 1,354.50 psf ACI Eq. 9-2 1,354.50 1,354.50 1,522.50 1,186.50 psf ACI Eq. 9-3 870.75 870.75 978.75 762.75 psf ACI Factors (per ACI, applied internally to entered loads) ACI 9-1 & 9 2 DL 1.400 ACI 9-2 Group Factor 0.750 UBC 1921.2.7 "1.4" Factor 1.400 ACI 9-1 & 9-2 LL 1.700 ACI 9-3 Dead Load Factor 0.900 UBC 1921.2.7 "0.9" Factor 0.900 ACI 9-1 & 9-2 ST 1.700 ACI 9-3 Short Term Factor 1.300 ....seismic = ST * : 1.100 Young Engineering Services Job No. 4,7-159 Youngs LznG Sheet No. /Js Of Indio, CA Calculated By Date 92201 Checked By Date Phone:(760) 342-9214 OM 1= . AA01eT- .O AcWp (5 -/ J al iJ T -F ' S . •1z, 1.. -rile V4" Z- --j CUA zzIL.14., ii,Iz,z dd ,k" O Zr + O's; t_ -: p,4 p- • s [ "-I). Purpul-. ( Irai,,Tle—. it I N GInX3`2 " 6 rt• L 3 - 34) MZ5 A 4- l- T tv r•'1 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page• Indio, CA 92201 Date: File: ROBERT3P ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 Units............................. SteelCode ........................ Allowable Stress Increase Factor.. Include Shear Deformation......... No. of Sections for Member Calcs.. DoRedesign ....................... P -Delta Analysis Tolerance........ US Standard AISC 9th Edition ASD 1.333 Yes 2 Yes 0.50% Joint Coordinates Joint X Y Joint No Coordinate Coordinate Temperature ------------------ ft ------------ ft ------------ 'hF---------------------------- 1 0.000 0.000 0.00 2 0.000 15.000 0.00 3 19.000 15.000 0.00 4 19.000 0.000 0.00 Boundary Conditions Joint +----- Translation -----+ No X Y Rotation ---------- --K/in-------- K/in------ K-ft/rad---------------------------------- 1 Reaction Reaction 4 Reaction Reaction Materials (General) Material Young's Shear Poisson's Thermal Weight Yield Label Modulus Modulus Ratio Coef. Density Stress ------------- Ksi---------- Ksi---------------- 10"5kF---- K/ft3------- Ksi------ STL 29000.00 11154.00 0.3000 0.65000 0.490 36.00 Sections Section Database Material Rotate Section Releases As As I I T Label Shape Label Area 0,2 1,3 1,3 0,2 C ------------------------------ in"2---------------- in"4---------- in"4-------- COL1 W16X31 STL 9.12 1.2 1.2 12.40 375.00 BEAM W16X31 STL 9.12 1.2 1.2 12.40 375.00 COL2 W16X31 STL 9.12 1.2 1.2 12.40 375.00 Members Memb Joints Rotate Section Releases Offsets Inactive? No. I J 90� Set I:AVM J:AVM I -End J -End Label Length --------------------------------------------in-------in---------------ft---- 1 1 2 COLI 15.00 2 2 3 BEAM 19.00 3 3 4 COL2 15.00 a RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs Lane Page: Indio, CA 92201 Date: File: ROBERT3P ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 /31; AISC,NDS Parameters Section Length Lb -out Lb -in Lcomp K K Cm Cb,B Sway Member Set le -out le -in le -bend out in CH o i ---------------ft------ft------ft------ft----------------------------------- 1 COLI 15.00 2 BEAM 19.00 3 COL2 15.00 Basic Load Case Data BLC Basic Load Case Load Type Totals No. ---------------------------------------------------------------------------- Description Nodal Point Dist. 1 D 1 1 2 L 1 1 3 E 1 4 W 1 Joint Loads/Enforced Displacements, BLC 1 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ----3--------------L-------------------Y--------------K,K-ft,in,rad--------- -1.983 Member Point Loads, BLC 1 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 2 2 3 Y -4.980 18.000 Joint Loads/Enforced Displacements, BLC 2 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ---------------------------------------Y--------------K,K-ft,in,rad--------- 3 L -1.588 Member Point Loads, BLC 2 Joints Member I J Direction Magnitude Location ------------------------------------- K,K-ft----------- ft or % --------------- 2 2 3 Y -3.290 18.000 Joint Loads/Enforced Displacements, BLC 3 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ----2--------------L-------------------X--------------K,K-ft,in,rad--------- 2.222 ~' RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs`Lane Page: Indio, CA 92201 Date: File: ROBERT3P ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 Joint Loads/Enforced Displacements, BLC 4 Joint Is this a Load or Direction Number a Displacement? (X,Y,Mz) Magnitude ------------------------------------------------------ K,K-ft,in,rad--------- 2 L X 1.313 Load Patterns Pattern Magnitudes Locations Label Dir Start End Start End ------------------- K/ft,F---------- K/ft,F----------- ft or %-------ft or %--- UNIFORM Y -1.000 -1.000 0.000 0.000 Dynamics Input: Number of Modes............ 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec"2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ Load Combinations Y lc Rotation lc ------------in----------------in---------------rad-------------------------- 1U 0.000 RWPE No. ---------------------------------------------------------------------------- Description BLC Fac BLC Fac BLC Fac BLC Fac BLC Fac SSdv 1 1:2D+.5L+.4R Em 1 1.2 2 .5 3 2.52 y y 2 1.2D+.5L-.4R Em 1 1.25 2 .5 3 -2.52 y y 3 .9D+.4R Em 1 .9 3 2.52 0.00217 y y 4 .9D -.4R Em 1 .9 3 -2.52 3 y y 5 1.2D+1.6L+.8W 1 1.2 2 1.6 4 1 y y 6 .9D+1.3W 1 .9 4 1.3 y y 7 .9D -1.3W 1 .9 4 -1.3 y y 8 .9D+1.3E 1 .9 3 1.3 y y 9 .9D -1.3E 1 .9 3 -1.3 y y Dynamics Input: Number of Modes............ 3 Load Combination Number.... 1 Acceleration of Gravity.... 32.20 ft/sec"2 Convergence Tolerance...... 0.001 Converge Work Vectors...... No Envelope Displacements Joint +---------- Translation ----------+ X lc Y lc Rotation lc ------------in----------------in---------------rad-------------------------- 1U 0.000 3 0.000 3 0.00627 2 L 0.000 2 0.000 2 -0.00596 3 2U 0.843 3 0.003 3 0.00187 4 L -0.877 2 -0.003 2 -0.00195 1 3U 0.841 3 -0.001 4 0.00217 2 L -0.874 2 -0.011 5 -0.00173 3 4U 0.000 1 0.000 4 0.00610 2 L 0.000 4 0.000 5 -0.00603 3 RISA -2D (R) Version 4.01 Young Engineering Services Job : 00-1408-33 47-159 Youngs'Lane Page: Indio, CA 92201 Date: File: ROBERT3P ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 / Envelope Story Drift Story+---- X Direction ----+ No. Joint Drift lc Ht -------------in--------------------------------------- ------------------- No Stories Defined... Envelope Reactions Joint +------------ Forces -------------+ X lc Y lc Moment lc ------------ K ----------------- K ---------------- K-ft------------------------- lU 2.96 2 4.83 2 0.00 1 L -2.71 3 -4.18 3 0.00 1 4U 2.71 4 16.61 5 0.00 1 L -2.95 1 1.61 4 0.00 1 Tot:9U 5.60 2 16.16 5 L -5.60 1 6.27 3 Envelope Section Forces Section. Memb Axial lc Shear lc Moment lc -----------------K------------------K-----------------K-ft------------------ 1 1 U 4.83 2 2.71 3 0.00 1 L -4.2 3 -2.963 2 0 2 U 4.83 2 2.71 3 44.45 2 L ---------------------------------------------------------------------------- -4.2 3 -2.963 2 -40.7 3 2 1 U 2.95 1 4.83 2 44.45 2 L -2.7 4 -4.185 3 -40.7 3 2 U 2.95 1 0.17 4 44.30 1 L ---------------------------------------------------------------------------- -2.7 4 -11.685 5 -40.6 4 3 1 U 16.61 5 2.95 1 44.30 1 L 1.6 4 -2.706 4 -40.6 4 2 U 16.61 5 2.95 1 0.00 1 L ---------------------------------------------------------------------------- 1.6 4 -2.706 4 0 _______________________< Envelope Section Stresses Section Memb Axial lc Shear lc Bending Top lc Bending Bot lc Ksi-------------- Ksi-------------- Ksi-------- 1 1 U .53 2 0.745 3 0 L -.46 3 -0.814 2 0 2 U .53 2 0.745 3 10.3 3 11.29 2 L ---------------------------------------------------------------------------- -.46 3 -0.814 2 -11.3 2 -10.33 3 2 1 U .32 1 1.329 2 10.3 3 11.29 2 L -.3 4 -1.150 3 -11.3 2 -10.33 3 2 U .32 1 0.048 4 10.3 4 11.26 1 L -.3 4 -3.211 5 -11.3 1 -10.31 4 RISA -2D (R) Version 4.01 Young Engineering Services Job 00-1408-33 47-159 Youngs Zane Page• Indio, CA 92201 Date: File: ROBERT3P ROBERTSON RESIDENCE OMRF ALONG LINE 6 AND 19, AREAS 8 AND 9 ___________________< Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material An, Envelope Section Stresses Section Database Memb Axial lc Shear lc Bending Top lc Bending Bot lc -------------- Ksi-------------- Ksi-------------- Ksi-------------- Ksi-------- ---------------------------------------------------------------------------- 3 1 U 1.8 5 0.812 1 10.3 4 11.26 1 L .18 4 -0.743 4 -11.3 1 -10.31 4 2 U 1.8 5 0.812 1 0 L ---------------------------------------------------------------------------- .18 4 -0.743 4 0 ______________________< Envelope Section Deflections Section W16X31 Memb x lc y lc L/n lc ----------------in----------------in---------------------------------------- 1 1 U 0 15.00 L 0 2 U 0 Total Wts: L 0 ---------------------------------------------------------------------------- 2 1 U .84 3 0.003 3 NC 3 L -.88 2 -0.003 2 NC 2 2 U .84 3 -0.001 4 NC 4 L ---------------------------------------------------------------------------- -.87 2 -0.011 5 NC 5 3 1 U 0 L 0 2 U 0 L 0 ---------------------------------------------------------------------------- ___________________< Redesign Shapes, Envelope Solution Section Suggested Alternate Shapes Set Member 1st Choice 2nd Choice 3rd Choice 4th Choice ---------------------------------------------------------------------------- Redesign not performed... Material Takeoff, Envelope Solution Section Database Total Total Set Shape Length Weight ----------------------------------- ft ---------------- K---------------------- COL1 W16X31 15.00 0.47 BEAM W16X31 19.00 0.59 COL2 W16X31 15.00 0.47 Total Wts: 1.52 Beam Connection to Column Flanae Column: W1 6X31 - A36 Right Side Beam: W1 6X31 - A36 Moment: 44.5 k -ft Shear: 11.7 kips Axial Force: 3. kips ********'"' All Welds Are E70XX Right Side Beam - W16X31 Moment Connection With Directly Welded Flanges: Weld Strength Flange Force, Ff: = P/2 + 12*M/(d-tf) =3./2)+12*44.5/(15.9-0.44) = 36 kips Full Penetration Weld Design Strength = 0.9*Fy*b*t = 0.9 * 36 * 5.53 * 0.44 = 78.8 > 36 kips OK Right Side Beam - W1 6X31 Shear Connection Using One Plate: Plate: 9 in. X 3.5 in. X 0.25 in. Plate Material: A36 Beam Setback: 0.5 in. Bolts: (3) 3/4"0 A325 -SC -STD -Class A Bolt Holes on Beam Web: 0.8125 in. Vert. X 0.8125 in. Horiz. Bolt Holes on Plate: 0.8125 in. Vert. X 0.8125 in. Horiz. Weld: 3/16 E70XX Fillet Welds o din Vertical Shear, V = 11.7 kips Axial Load, H = 0 kips Resultant, R = Sgrt(V^2 + H^2) = Sgrt(11.7^2 + 0^2) = 11.7 kips Check Bolt Spacing and Edge Distance: Spacing, s = 3 > Minimum Spacing = 2. in. OK Distance to Horiz. Edge of PL, ev: = 1.5 > 1.25 in. OK Bolt Strength: Design Shear Strength of Bolts• Number of Vertical Bolt Lines = 1 Number of Rows of Bolts = 3 Horizontal Spacing = 3 in. Vertical Spacing = 3 in. Eccentricity = 1 in. C = 2.71 Design Strength = Npl*C*Fv = 1 * 2.71 * 10.4 = 28.3 > 11.7 kips OK Design Shear Strength of the Beam: Design Shear Rupture Strength, ORn = (d - n*(dh+0.0625))*tw*0.75*0.6*Fu = (15.88 - 3 * 0.875) * 0.275 * 0.75*0.6 * 58 = 95.1 kips Design Shear Yield Strenath h = 13.63 in. t = 0.275 in. A = 4.37 in^2 Fy = 36 ksi a >> h (No stiffeners) h/t = 13.63/0.275 = 49.564 h/t = 49.56 < 418/sgrt(Fy) = 69.67 Vn = 0.6*Fy*A =0.6*36*4.37 = 94.3 kips OVn = 0.9*94.3 = 84.9 kips Beam Shear Strength = Min(ORn, OVn) = 84.9 > 11.7 kips OK Design Shear Strength of the Plate: Design Shear Yield Strength: h=9in. t=0.25 in. A=2.25 in^2 Fy=36 ksi a >> h (No stiffeners) h/t = 9/0.25 = 36 h/t = 36 < 418/sgrt(Fy) = 69.67 Vn = 0.6*Fy*A =0.6*36*2.25 = 48.6 kips OVn = 0.9*48.6 = 43.7 kips OVn = 43.7 > 11.7 OK Design Shear Rupture Strength, Net Area, An = (L - nL* (dh+0.0625))*t = (9 - 3 * 0.875) * 0.25 = 1.59 in^2 Shear Rupture Strength = Npl*An*0.75*0.6*Fu = 1 * 1.59 * 0.45 * 58 = 41.6 > 11.7 OK Block Shear Strength of the Plate: Gross Area with Tension Resistance, Agt = (et +(Nh-1)*sh)*t =(1.5+(1-1)*3)*0.25 = 0.375 in^2 Net Area with Tension Resistance, Ant = Agt - (Nh - 0.5) * (dh + 0.0625) * t = 0.375 - (1 - 0.5) * (0.8125 + 0.0625) * 0.25 = 0.266 in^2 Gross Area with Shear Resistance, Agv = (L-el)*t = (9 - 1.5) * 0.25 = 1.875 in^2 Net Area with Shear Resistance, Anv = Agv - (Nv - 0.5) * (dv + 0.0625)* t = 1.875 - (3 - 0.5) * (0.8125 + 0.0625)* 0.25 = 1.328 in^2 Ant < 0.6*Anv ORn = 0.75*(0.6*Fu*Anv + Fy*Agt) = 0.75*(0.6* 58 * 1.328 + 36 * 0.375) = 44.8 kips Design Shear Strength Based on Bending of the Plate: (Assume inflection point at midpoint between weld line and first bolt line) 47 Page: 1 Plastic Modulus, Z = 3.844 in^3, Eccentricity, e = 1 in. Design Shear Strength = OZ*Fy/e = 0.9*3.844 * 36/1 = 124.5 > 11.7 kips OK Bolt Bearing on Plate: Bearing Strength/Bolt/Thickness Using Bolt Edge Dist. = Fbe = 0.75 * Fu * (e - i) = 0.75 * 58 * ( 1.5 - 0) = 65.25 k/in < 0.75* 2.4*Fu*d = 78.3 Win Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs = 0.75 * Fu * (s - d/2 - i) = 0.75 * 58 * ( 3 - 0.75/2 -0) = 114.19 Win, Use 0.75* 2.4*Fu*d = 78.3 Win Design Strength = nL * (Fbe + Fbs * (nR - 1)) * t * Npl * of =1 * (65.25 + 78.3 * (3 - 1)) * 0.25 * 1 *0.905 = 50.2 > 11.7 kips OK Bolt Bearing on Beam Web: Bearing Strength/Bolt/Thickness Using Bolt Spacing = Fbs = 0.75 * Fu * (s - d/2 - i) = 0.75 * 58 * ( 3 - 0.75/2 -0) = 114.19 Win, Use 0.75* 2.4*Fu*d = 78.3 k/in Design Strength = nL * Fbs * nR * t * of = 1 * 78.3 * 3 * 0.275 * 0.905 = 58.5 > 11.7 kips OK Weld Strength: Weld Size, w = 3/1.6 > Minimum Weld, 3/16" OK k = 0, a = 0.257, Theta = 0 C = 1.229 ORn = 2*C*C1*D*L = 2*1.23 * 1* 3* 9 = 66.4 > 11.7 kips OK Column Stiffeners and Shear Reinforcement Loading: High Seismic Framing System: OMF Right Side Beam Flange Forces: PufRight = Min(Mu*12, 1.1*Ry*Fy*Z)/dm = Min(44.5 * 12, 1.1 * 1.5 * 36 * 54) / 15.44 = 34.5 kips Column Panel Zone Shear: Required Strength, Vu = Puf - Vus = 34.5 - 3. = 31.6 kips Column Web Shear Strength: Py=A*Fy=9.12*36=328.3 kips Pu < 0.4*Py ORv = 0.9*0.6*Fy*d*tw =0.9*0.6*36* 15.88*0.275 = 84.9 > 31.6 kips (Doubler Plate Not Required for Strength) Shear Buckling of Web: Thickness Required = Max([Tc*(Fy^0.5)/418],[(dm - is + do - 2 * tf) / 90]) = Max([13.63 * (36^0.5)/418 , [(15.44 - 0.5 + 15.88 - 2*0.44)/90)) = 0.3327 > 0.275 in. (Doubler Plate Required for Shear Buckling) Doubler Plate Thickness = 0.4375 in. Required for strength = Vudp/(Npl*0.9*0.6*Fy*dc) = 0 / (1*0.9 * 0.6 * 36 * 15.88) = 0 < 0.4375 in. OK Required for fillet weld detail = k-tf-re = 1.125 - 0.44 - 0.25 = 0.435 < 0.4375 in. OK Required for shear buckling = max([(d - 2*k)*Sgrt(Fy)/418], [(dm-ts-dc-2*tt)/90]) = MAx([15.88 - 2*1.125) * Sgrt(36)/418],[(15.44 - 0.5 - 15.88 - 2*0.44)/90]) = 0.1956 < 0.4375 in. OK Required to transmit stiffener force: =(Rustl+Rust2)/(0.9*0.6*Fy*2*Min(2*L-2*clip,dc)) = (0 + 0)/(0.9*0.6*36*2*Min(2*15 - 2*0.685, 15.9)) = 0 < 0.4375 in. OK Column Stiffeners Right Side Beam Local Flange Bending Strength,ORn = 0.9*6.25*(ff^2)*Fy*ct = 0.9*6.25*(0.44^2)*36*1 = 39.2 kips Local Web Yielding Strength,ORn = 1.0*(ct*5*k + t)*tw*Fy = 1.0*(1*5* 1.125 + 0.44)* 0.275 * 36 = 60 kips Column Web Crippling: N=tf=0.44 in. Ct = 1.0 Nd = 3*N/d = 3 * 0.815/15.88 = 0.154 ORn = 0.75*135*ct*(tw^2)*[1+Nd*(tw/tf)^1.5]*(Fy*tf/tw)^0.5 0.75*135*1 *(0.275^2)*[1 +0. 154*(0.275/0.44)^ 1.5]*(36*0.44/0.275) ^0.5 = 62.5 kips Tension Flange Stiffener Force, TFrc: Left Side: LTFrc = Max(LPuf - LORn_FlBending, LPuf - LORn_WebYielding) > 0 = max(0 - 0, 0 - 0) = 0 kips Right Side: RTFrc = Max(RPuf - RORn_FlBending, RPuf - RORn_WebYielding) >0 = max(34.5 - 39.2, 34.5 - 60) = 0 kips Compression Flange Stiffener Force, CFrc: Left Side: LCFrc = Max[(LPuf-LORn_WebCrippling), (LPuf-LORn_WebYielding)] >0 = max[(0 - 0), (0 - 0)] = 0 kips Right Side: /3g Page: 2 RCFrc = Max[(RPuf-RORn_WebCrippling), (RPuf-RORn_WebYielding)] > 0 = max[(34.5 - 62.5), (34.5 - 60)] = 0 kips TFrc = Max(LTFrc, RTFrc) = Max(0, 0) = 0 kips CFrc = Max(LCFrc, RCFrc) = Max(0, 0) = 0 kips TFrc > 0 or High Seismic Loading Stiffeners required opposite tension flange CFrc > 0 or High Seismic Loading Stiffeners required opposite compression flange Required stiffener area for strength: Tension and/or compresion: Ast = max(fFrc,CFrc) / (0.9 * Fy) = max(0, 0) / (0.9 * 36) =max(0, 0) in^2 Stiffener Width, bs = 2.75 > Minimum Width = 2.63 in. OK Stiffener Length: L = d-2*tf = 15.88 - 2 * 0.44 = 15 in. (Using Full Length Stiffeners) Stiffener thickness required for shear: = Max([LTFrc + RCFrc],[LCFrc + RTFrc])/(0.9*0.6*Fy*(L - 2*clip)*2) = Max([0+01, [0+0])/(0.9*0.6* 36 * (15 - 1.37) * 2) = 0 < 0.5 in. OK Stiffener thickness required for minimum area: = AsU(2*(bs-clip)) = 0/(2*(2.75 - 0.685)) = 0 < 0.5 in. OK Minimum Thickness = Max(tm, bs*(Fy^0.5)/95) = Max(0.44, 2.75 * (36^0.5)/95) = 0.44 < 0.5 in. OK Doubler Plate to Flange Weld = 3/16 Minimum wled size = 3/16 < 3/16 OK Weld size to develop doubler plate force: = Vupl / (0.31815 * E * L) = 0/(0.31815 * 70 * 21.63) = 0 < 3/16 OK Doubler Plate to Web Weld: Minimum weld size = Min(Wmin, t-0.0625) = 3/16 < 3/16 OK Stiffener to Flange Weld: Minimum Weld Size = 0.1875 < 0.25 in. OK Tension Stiffener to Flange Weld: w_Req.= 0.943*Fy*UE = 0.943 * 36 * 0.5 / 70 = 0.2425 < 0.25 in. OK Compression Stiffener to Flange Weld: w Req.= 0.524 * Rust/((bs - clip)*E) w_Req.= 0.524 * 0/((2.75 - 0.685) * 70) = 0 < 0.25 in. OK Stiffener to Panel Zone Weld: Stiffener Force, Rust = Max[(LTRust + RcRust), (RTRust + LCRust)] = Max[(0 + 0), (0 + 0)] = 0 kips Welds need to develop only the lesser of Rust and the minimum of the following forces: Design Strength of stiffeners to flange connection, = 0.9 * Fy * 2 * (bs - clip) * t = 0.9 * 36 * 2 * (2.75 - 0.685) * 0.5 = 66.9 kips Design Shear Strength of stiffener and web interface area, = 0.9 * 0.6 * Fy * (bs - 2*clip) * 2 * t = 0.9 * 0.6 * 36 * (2.75 - 2*0.685) * 2 * 0.5 = 265. kips Shear yield strength of the panel zone, = 0.9 * 0.6 * Fyc * do * tw (for column web, if applicable) = 0.9 * 0.6 * 36 * 15.88 * 0.275 = 84.9 kips = 0.9 * 0.6 * Fyp * do * tp (for doubler plate, if applicable) = 0.9 * 0.6 * 36 * 15.88 * 0.4375 = 135 kips Weld Design Force, Rust Weld = 0 kips Minimum Weld Size = 0.1875 < 0.1875 in. OK Required weld size for strength, = Rust _Weld /(1.2728 * E * (L - 2*clip)) = 0 / (1.2728 * 70 * (15 - 2*0.685)) = 0 < 0.1875 in. OK 131 Page: 3 f ,C Note: All _Welds -E70)0( i,. PL 15'X 2.75'X,5'(TYP. 4) - A36 Clip inside corfiers 0.685 in. Max Plate to Flange Weld: 1/4' Double Fillet Stiff, PI to Dbl.PI Weld: 3/16' Fillet $tiff. PI to Web Weld: 3/16' Fillet , PL 21.625'X 15'X .4375° -- Plate to Flange-We d'3/16' PLto-Stiff. Weld: 3/16' Scale: 3/8" = 1' /ya Page: 4 TYP I' I. 2 5/8' i 9' I 3/16 I 3/16 W1 6X31 - A36 End Offset = 0. `.PL9'X3.5'X0.25' - A36 31/2' 1 1/2' 2@3=6' \ 3 Bolts 3 4 0 A325 -SC STD -Class A Young Engineering Services Job No. -47-154, Youngs Lano Sheet No. Of Indio, CA Ga l cu l ated By Date. 92201 Checked By Date Phone:( 760) 342-8214 ".' 7-•10� ' l�q'. ZZZZ = a7I0. t C fob C -r}i k G-y�acwl�i y�=1l�w1- ,Filly `S 2 bad ZI,IP�G SEL-Tlc?►.l ,�.l..�aj., Z. % . -- Exc�� ►�Tc� . `I . . . 4. Gvicl►lEL�1"t of i ELL o - Z. - 3�� ' ? ' I.7 " 10.77 °D %. S? �b '� .-PTL /5�, Young Engineering Services Job No. 4"1-159 Youngs Lane Sheet No. lyZ Of Indio, GA Calculated By Date 42201 Checked By Date Phone. -('760) 342-4214 I p 7,I$ + 3,2 = PII=' I ?j•ZZ B recl'd= o fi (y l•5 = 2• I REFER TO BEAMS OQ000 OR POSTS 0000 USE Ji -Dy K ?j -I —bUx IZI! 1 Pdl = II • g7 REFER TO BEAMS P05T5 90000 OR 0000 v USE u Pdl 3 p PII • y B REFER TO BEAMS POSTS 90000 OR 0000 1 II 1 11 11 USE p Pdl f PII B recL'd= — 2,0-7 REFER TO BEAMS EOOOOOR P05T5 0000 USE ?✓ —C / K 2,l ,Oi/ x' Z I! K Pdl P PII = O B req'd= J9y• I$ I s 2• REFER TO BEAMS (ROOOO OR POSTS 0000' USE ?✓ 'D x. p K 1 Z P Pdl PH = l. - B reR'd= Yf' s- / •s vv REFER TO BEAMS P05T5 00000 OR 0000 , USE p Pdl = PH = B recl'd= REFER TO BEAMS 00000 OR P05TS 0000 USE