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SFD (0106-029)LICENSED CONTRACTOR DECLARATION —1 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 t Date•!°�-t'§e' Signature of Contractor �'"`" °•- t I "—"""."•"•_~ __,--OWNE-R•8U1LDER DECLA4ATI61N 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 exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). I _ ( ) I am exempt under Section B&P.C. for this reason Date i 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. O 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. TA3'11 UN.1A 1 (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 fcr 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 hose,, provisions. r� Date: Applicant - Warning -Failure to -secure Workers' Compensation Cl 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. t IMPORTANT Application is hereby made to the Director of Building 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 pers6n 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 and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. Signature (Owner/Agent) �` 1 "w Date" �l+ BUILDING PERMIT PERMIT# DAT ) ' VALUATION LOT ()1.06-4D" TRACT JOB SITE + APN ADDRESS OWNER CONTRACTOR / DESIGNER / EN (NEER DAV11D R RAdMEC MAD F °i Cr°OMTTER { M1:GfW 1719 A TM, RMT 17190 TRIMOIT'r OC,I ' S.T.0.11 CA, 92654 8 C)k"`y""!E CA 92054 (7150)96'„0069 CZ'14. 19511, USE OF PERMIT 11►111CR.1s :rAMr.".P'.D�'�:Lrlt3 5P44��D -t F.��'ERAEEUT 1WC.P.,UO2 }?.LOCK 1'�;f'�.O:J1 POOLJSPA OP, yy�yy'3v�'0p��ppE�Sy p��E7O1x {T DR IVY' AN” AR'H"FAb.?2tl.CH IV%A F( -• "T G+L+ ..c `j of :.f7 Tt rs I " T WT CfiNl3i'RU(;`7JON 113N,?100 BF irOf'.CHIPAT 1C+ 6.00 SY 0APLAMMAR"#'Ot'IT S,F V-PrEMIED COST OF CfC3M6J'MON 86y449,5V PRIM T F1jrX SMVAMCa1? Y COMA 1k11C'11014 VER 101 -000-418- SSO1400 rr�1�A,St CHECK' ME. 101-000439-3-19 44.81.35 1W DEPOSIT 101.000-439-318 .62$0100 iftYEC1110a4ReVI.F'res, 101-000-421-000 $60Al 1ILRK"T'RICA1. }R1r 101.000-420,m= $107.72 P1AYMBINQ l Eii 101 -000-4119-000 k1a.til ST WIRI M r6'It X ME - .XF31f i 101 -000 -241 ClR.AV1,fl4Q ITEZ ` 101 -000 -423 -WO it�c�.iPO 01w:VX1kP.E,R IM>c'.(Cll FEE 31,9t�,fct) VPXX1SF,P1, a1.�F?Clf14d1-S "i $ptir1.QQ lfiN'.11` PLAN CIMCK O MUM `FIR-k''AID. S -$250,00 AUG 2"(0 2001 , . E T-V'n"OUR-WC)w CITY OF LA QUINTA FINANCE DEPT.• f�ECEIPT DATE` BY DATE FINALED INSPECTOR r'' INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Cj C� Underground Ducts Forms & Footings / ✓ Ducts Slab Grade Return Air Steel Combustion Air Roof Deck O.K. to Wrap !O•a,� Cj�% Exhaust Fans F.A.U. Framing �D �/ 3� Compressor Insulation (Q, /L_� _ Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath Final 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 gHeater ow— Final Water Piping l Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer Connection � Encapsulation Gas Piping—/ Gas Test Appliances Final COMMENTS: Final . Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole "0 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) ,..■•ii"F.—•.ya....,.... ..— "t .^ �sr.,�g ,...�.p�,�..rRSa'i�`i�ir1F"f�' �°�r��n 'yr,�'RQ-'��;'.�.�f'ry�"��;: BOX 1504 APPLICATION ONLY Building_ _ 78-495 CALLE TAMPICO Address �� 7Z�� %�1//s .�L//>L/ �il�- LA QUINTA, CALIFORNIA 92253 Mailing Address 171y 6rt CityZip Tel. e7 - n S 41 760467-0069 Contractor - r Zip State Lic' � `/ City & Classif. /J 112 S 3 b Lic. # Arch., Engr., Designer - Address Tel. CityI Zip I State Lic. # LICENSED CONTRACTOR'S DECLARATION k I hereby aff m that I am licens under provisions of Chapter 9 (commencing with Section 7000) of Divisi n 3 of the Business ntl Prafesslons Code, and my license is in full forte and effect. — O/ SIGNATURE DATE OWNER -BU DER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason; (Sec. 7031.5.Business 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 that. he 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). l: 1, 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, 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. It, 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.) I 1 I, 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.) f! I 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. 3900, Labor Code.) Policy No. Company n Copy is filed with the city. ❑ 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 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. Date Owner NOTICE TO APPLICANT: If, 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 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 a0plicant Date Mailing Address City, State, Zip BUILDING: TYPE'CONST. OCC. GRP. A.P. Number :72 77 Legal Description l 6 Project Description .5 S F) No. No. Dw. IZe Stories Units New 0" Add ❑ Alter ❑ Repair ❑ Demolition ❑ P r Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. 25 Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure �t TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback fr m CenterLine' Side Setback from ��r �e�' `\ , � FINAL DATE NSPECIQEI Issued by: Date f l Per it Validated by:�� ! I Validation: ` 7,7 WHITE = FINANCE YELLOW = APPLICANT PINK = BUILDING DIVISION Cln OE FINANCE D IU NTA DEPT Notice: Document Cannot Be Duplicated Date 8/20/01 No. 22393 Desert Sands Unified School District 47-950 Dune Palms Road La Quinta, CA 92253 760-771-8515 CERTIFICATE OF COMPLIANCE APN# 773-143-011 Jurisdiction La Quinta Owner NameDavid R. Miller No. 51-720 city La Quinta Street Avenida Mendoza zip 92253 Permit #0106-029 Log # Study Area Tract # BLK 112 Lot # 14 Square Footage 1397 Type of Development . Single Family Residence No. of Units 1 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures 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 1,397 or $ 2,863.85 the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may nowobe issued^ f�. Fees Paid By CC / Temecula Valley Bank - J.R. Rodriguez�� T`lephone X60-967-0069 Name on the check By Dr. Doris Wilson Superintendent Fee collected /exempted by Annette Barlow 4 Signature - w Payment Received $2,863.85 Check No. 16623 NOTICE: 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 collect 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 RECORDING REQMSTED BY: CON NON"BALTH LAND TITLE COMPANY 99.9212DT 6007495 AUGUSTIN PAS 52995 AVENIDA NBNDOSA LA QUINTA, G 92253 Doc W -!, . 1 .®28®0!® atnvl= 4*+4a► /66+11.®0 pop t e1 i Oat T Tax Paid *Guwdad in O141e/al 2"Wda oauMy of alvsr®Ads wry L. Ore* Asaetaer, CMaMy Clerk a ReW*W 11111111111WIM11121 M I u AlO, ab a POOR MOEon v wo A A L 00" Lon 1a71MD Mdq NqW CPN: -773.342= Oll. _-- GRANT DEED -rQ� The undersigned grantor(s) declare(s), Documentary transfer tax is 914.30 (XXX) Computed on full value of property conveyed,—or_ ( )'Co+spu[ed On full value "less liens and en umbranc4s remaining at time of sale. ( ) Unincorporated area: (�C) City of LA 2i I NIA , and Via• FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, 4 s: REZA NAZEMI and ZAHRA NAZEMI, as Trustees and the Subsequent Trustees of The Nazemi 1 Family Trust dated July 25, 1990 ' hereby GRANT(S) to AUGUSTIN PAZ AND EVA PAZ, HUSBAND AND WIPE AS JOINT Zr TENANTS the real property in the City of LA QUINTA, County of RIVERSIDE, State of California, Q described aso r {? Lot 14 in Block 113 of Unit 12, Santa Carmelita at Vale La Quinta as shown by Map on file in book 18, pages 79 and 80 of maps, in the office of the county recorder of said county. Dated September 24, 1999 State of California County of ) S.S. On before me, personally appe red arsons y nown o (or proved to me on the as s o satisfactory evidence) to be the person(s) whose name(s) P11/4& subscribed to the within instrument and acknowledged to me that � /® executed the same in �/=/h authorized capacity(Ses), and that by h W/V(!D signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Signature4 �_ MAIL TAX STA NTS TO: RNA 1 stee NAZENi, stee CRYSTAL L DEXTER o C�a. / 1001111 MOIAAi' KIRK • W8011MA (This area for official notarial seal) tv Certificate of. Occupancy City of La Quinta n Building and Safety Department OFTMf� 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: 51-720 AVENIDA MENDOZA SINGLE FAMILY DWELLING. R3 Type of Construction: VN Owner of Building: DAVID R. MILLER Building Official Address: City: Bldg. Permit No.: Land Use Zone: 0106-029 RC 1719 S. TREMONT OCEANSIDE, CA 92054 By: KIRK KIRKLAND Date: DECEMBER 20, 2001 POST IN A CONSPICUOUS PLACE MEW 0 0 0 z 0 W x ---K Aq (2 / C) -T-1 M O X CD -CD >< CAD C�o C-0 ArnV CD QC:) . EE� CD CD 31vcl -LSNOO 80j JdV ldJ-r ON10ime v Jo Alto MEW 0 0 0 z 0 W x ---K Aq (2 / S WSSTERN INSPECTION SERVICES _ ® PREFABRICATED TRUSSES PLA:'ri' i ��S S�rYk,r) f�l.'I_^�V ___.._.. F DATE INSPECTED /-,icj-,.2 LtV^_-_____---_..____ ADDRESS --T/ '%�,- 11 <. n �r �� n 5 / h PLATE Mr's MUFACIVRE PL?1ti'T UCNrACT fi/ri. %l�. .. ENG-INEERS DES . D4r IDV -SCHEDULED TN-PLA.W WOOD TRUSS INSPECTION AS PER UNL=RM BUILDI'�Ii G CODE STANDARDS SEC.2321.3 acid SEC.23 t3.7 and in ACCORDANCE WITH &NGINEERED PLAN SPECZFICATICNS . IL- ;. BL'R GRADE f�l.'I_^�V ___.._.. F \'l..l�i L -.1Y 1: l.'\i•11.1'tl7 ..._-RL:':t-:i\.(\ LtV^_-_____---_..____ CONNECTOR PLATES yC. ll.l• SPAN AND P= StiOR�.rlitiSHIP (. C'F liPliY JOINT ACCURACY BEARING OF SCD JOINT'S (: i SQ\0TS IN PLATE AREA SPLIT L=ATIOtLN C�;l1F PLATE PLAM0%7 / PLATE STTF - ----- — -- — CONDITIGN OF PINE ` EI I'H --- -- PLATE TO ',%COD TOLERANCE TN -PLANT HANDLING BUNDLING M -D LOADDI G STORAGE. MARK11r; LEGIBTLITY JIG & PRESS ADEQUACY (�/% F, ORDER ND:/OR NAME r oa,.E i,s: ArrhaUDept._ i/:,i.S % /'13( / P.O. BOX 25251 PORTLAND, OREGON 97298 503/643-5916 FAX 503/6.11-7211 N P.O. BOX 3426 GILLETTE, WYOMING 82717 307/680-5977 FAX 307/682-1603 TRUSWX SYSMUESTRUSWAL SYSTEMS CORPORATION 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, COLORADO 80907 (8G^j) 322-4045 (719) 598.5660 FAX (719) 598.8463 ®STA` F. C'�1V STI A�,Y. FRAPOED VALLEY SETS PLAN VIEW A CENTER RIDGE DETAIL A RAFTER I VALLEY RAFTER / (TyP ) 2-1&1 / TOE NAILS (TYP)1 I 2 X 4'BLOCK Wl7ri / 4 • t 6d Nets... The maximum Total Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead Load = 7 PSF The design for lateral loads and their connections is GIRDER DESIGNED TO SUPPORT the responsibility of the Building Designer. The derails THE -TIE-IN- TRUSSES provided address gravity and vrind uplift loads only per the UBC. he maximum wind speed is 85 MPH. 25 it Mean Roof B Height (max.), E)rp. C. l I 16d box nails are typical throughout, except as noted ( in detaiis ). The Cen:er Ridge Rafter ( CRR ) is 2 x 6 stud. Anach this to the 1 x 8 with 4-16d toe nails ( 2 from each face ). Arach the C opoosite end to the truss the same. ELEVATION VIEW The Valley Rafters, purlins, and blocking malarial are 2 x 4 stud. The blocking mus; be spaced 24- O.C. and be adequately braced in the. lateral direction at 6-03-0 O.C. A!.ach !his b!cck:ng to the Valley Rafter with 3-16d. Attach this blocking !o the puriin with 2-16d. The trusses below the valley are spaced 24- O.0 The purlins are full length under the valley set and must be ins:alied a: 24' O.C. They are to be attached to each overlapping truss top chord With 2-16d nails. if they are not one continuous ;ength, add a .2' long railer to the face of rhe truss lop -herd vnih 4-15•! end one puriin: section DETAIL = cn the truss and begin the additional section on the nailer. VA`s-y R ER A 1 x 8 perimeter runner mus, be atlached through the sheathing and into each truss belo.v voth 3-6d box nails. Th:s 1 x c follows the ou!s,oe Proriie of the valley. r I The Valley RaP,era are spaced 24- O.C. Asch them to the CRRvr.'h 1 5' 2-16d toe nails. Attach the opposite end to the 1 x 8 wdh 3-6d tx nails. 2 X 4 BLOCK PLAN VIEW WITH 3 - I 6 PLAN VIEW 41, �, c• y , DETAIL C 1X y 0_-AIL!�98 ` 4 2 � 2 X < PURLI 1 5• P=... AE E.- RUN - XP•'12/31/02 \ 2X4 BLOCK _=r- \ VALLEY ' - Pte= =� CNIL ` WITH 2 1 2-15d TO-= t� NAILS Ta �� TRUSS TOP ASST 0 O,p CHORD 7/16 SHEATHING ELEVATION VIEW ZL _V TION VIEW Lk a 5TA 4D —R0 8(.0CKiN-G DF T_AlLS F ��Fa ey TRusswoRl�s ffilllki.Alm e Gyp.? 6 -�v Y 2x4 BLOCK W11 2K4 Zoe C(J()PD 1< 6uccll< W/2-;<6- -cop GCfc)pD 5No,�lN Fat LocA-ri ( oN LY S� �Q Tr,05FFI< \t(b 50-1P50N A3SF Air BOCK CH ThE ou T sl of o(, L *so ON -QAC LoCATioh INSIDE MAY 3i RC 5?E6(F(�r� 5i ,wcC ITCCT OR ;�IC(Z of ;ZE(�Rp� st oP D Gt,oc(< A Nc�re . _�_- uSSc JC(Zi E.N. 5P60AL OP -PF -(Z 2x QEVE% �3coc� 14060- As READ. Vl� op- &35F) IF 5PEC(F( ED _ r li4 AQC�ITE-CT5 Q(r4N$� ��F�Qp��N M. FOF�c �35F ShowN FOe LocAT(ON CO28710 OC GLOCI< DETA(t- O EXP 9-30.98 10-6-qS DEADLINES ENGINEERING s OCT 9� `9£OFCAL 1 c RECOYYENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMIKENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC- TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCL; -DING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) v F. BLOCK BLOCK BLOCK BLOCK O I- STUDS @) A L 16" O.C. (TYP.1 F TRUSS SECT. A -A (TYP.) PROCEDURE: 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d CO�,LMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS N,AY BE ATTACHED TO TOP PLATE WITH SIYPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLS _ i� 'X' BRACING B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING. .,1'� �,. ftp ESLj u 141S :. ti, m :r r p. X45982 :�O WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMYED TO THE CORRECT HEIGHT. xp, 12.31!02 USE 2-16d CO*'_*'ON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. CNW, DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDING (OR WALL) AND AT A Y.A.X. OF 16' INTERVALS ALONG WALL. 'X' BRACING IS MIN. 2>:3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECO?M.-E NDE D. TRUSS CONNECTION TO NON-BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PAR_?LLEL TO TRUSS 2X4 BLOCKING ZB0T CHORD = 2 I BOT C , r� Q�3 2X 2X SECT. C �TOP PLATE �v. (� I C i TOP PLATE I - SECT. B 1-16d CO_�ON NAIL OR 1-16d CO_M!ON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV. SIMPSON STC (OR EQUIV.) TRUSS CLIP (T -17P. } TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.. DES. BY: L.M. CK. BY: Ad T �rj HIP RAFTER HEEL FIRST COMMON TRUSS STAND SEE SECTION 'A' 2x4 BLOCKING HIP TRUSS SIDE JACK SECTION SIDE JACKS 2X BLK. 8/0 UNDER HIP RAFTER w (4)16d --\ IST HIP TRUSS - 2X BLKC. Q/0 (ALT. BAYS) — SECTION 'A' PLAN VIEW EXTENDED HIP TRUSS l Fl- AS _ i OCCURS RBLOCK D 1 —(3)I6d (_P) _ AS occuRS IX CONT. LATERAL BRACING BY OTHERS AS REQUIRED. REFER TO ENGINEERING. TOE NAIL (I )16d EACH SIDE FROM TOP CHORD TO HIP FLAT (ALSO OCCURS AT BUILD UP FLATS) SETBACK TO 8'-0" ' Rob S. + Alcu brac uo 3REN. I11 CA CA L0 FO R N� BA 27-995 RIO DEL SOL, Ti-'7USAND PALMS, CA 922 NC, 6 (760) 343-3461 N ---N 8 P DETAIL TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 9/9/99 Users of Truswal engineering: The TrusPlusT" engineering software will correctly design the location requirements for permanent continuous lateral bracing (CLB) on members for which it is required to reduce buckling length. Sealed engineering drawings from Truswal will show the required number and approximate locations of braces for each member needing bracing. In general, this bracing is done by attaching r 2x member (told car bottom edge of mrrr!hef') running pernendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when perp. bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building systema bracing): 1. A 1x or 2x structurally graded "T" brace by be nailed flat to the edge of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at- 8" o.c. it: only one brace is required, or may be nailed to both faces of the member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, but must be analyzed on a case-by-case basis. EXAMPLES "T" BRACE 90%1 L 90%(L) Please contact a Truswal engineer if there are any questions. ri M c �nso':celwin�or_1Crace-new.le: M STANDAFD BOTTOM CHORD FALSE FRAME DETAILS THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" O.C. MAX. SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS NOTED ON THIS SHEET. DO NOT USE THIS DETAIL FOR: \12-IAIN 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). BLOCK VERT. 2. INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. DO NOT 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. OVERLAP _� 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. - 5. TOP CHORD APPLIED FALSE FRAMES. 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6-0"). PARTITION WALL 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. LIPPORI (TYP.) SHOP APPLIED FIELD APPLIED - SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL - USE #2 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS - USE STANDARD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT 6-0" O.C. MAX., OR SHE NEXT OPTION. - IF FALSE FRAME CHORD IS THE SAME SIZE 1`.ND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 17OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6'-0" O.C.). - USE A TRUSWAL 20 GUAGE 2.5-3 MIN. PLATE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE 1.5-3 MIN. PLATES AT EACH END OF EACH VERTICAL. WEB. ALL PLATES ARE REQUIRED ON BOTH FACES OF EACH JOINT. - IF NEEDED, A 2X4 FALSE FRAME BOTTOM CHORD MAY BE -SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION, ORA TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VERTICAL (JOINT SPLICE). ' APPLY REQUIRED BRACING (SEE BELOW). - OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. - FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES "LATERAL BRACING IS NORMALLY REQUIRED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SINCE MANY FACTORS AFFECT THE NUMBER OF REQUIRED BRACES, SUCH AS LUMBER SIZE AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT !N NO CASE MAY THE BRACING EXCEED 10'-0" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORD. REFET: TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BRACING FOR T HE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTOM CHORD PURLIN SPACING). BRACING SHOULD ALSO BE APPLIED TO THE FALSE FRAME CHORD AT 10'-0" O.C. IF THERE IS NO SHEATHING MATERIAL APPLIED DIRECTLY TO THE FALSE FRAME CHORD. BRACING MATERIALS AND THEIR CONNECTIONS ARE TI HE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THE L ,TEST VERSION OF ANSI/TPI. 6HEGIFIC TRUSS UESIGN 15 SEPARATE FROM THIS DETAIL USE 02 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS USE STANDARD OR STUD (90OF FOR MSR) MATERIAL FOR FALSE FRAME WEBS LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6'-0" O.C.). PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. I- CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. ! JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d 1 NAILS AT EACH END OF EACH VERTICAL. (17' MIN. VERTICAL BLOCK ;- MAY USE A 12" LONG 7/16" PLYWOOD (OR OSB) GUSSET AND 8d NAILS 0 3" O.C. i AT THE FALSE FRAME HEEL JOINT IF DESIRED. ;- IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 17' LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. I- FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES L(OR FLAT p-=- TOly_1 CHOgQ SECTIONS OE_A TRl15S). NOTE: FALSE FRAME MEMBERS MAY BE CUT AND FIELD MODIFIED AS NEEDED WITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING ;LOAD CONDITIONS OR SUPPORT CONDITIONS. BRACING REQUIREMENTS MAY JCHANGE BASED ON THE NEW FRA.- OCATIONS AFTER MODIFICATION. Robert S. `0 \ �!��'I brat. (1't. 3�.1 DATE: 9R1l9 REF: FF -1 DES: L.N THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION ®A 0 ® SHOWN 9HLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR m DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS l THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN REL_ '-.TION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT gyp. ��r�. ®®®®®®.a�e�$�:rEpogS APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP OUALITY. Robert S. `0 \ �!��'I brat. (1't. 3�.1 DATE: 9R1l9 REF: FF -1 DES: L.N NUT)„ vent Blocks may be onlilled where no vent is required. D-34, '1'-34 —V. aries to suit vent or outlooker { Cutout for 2x4 )aid flat (Spacing per building >lans) 1 1x4 Add-on with 8(ltlnilr at 10o.c. (by buil(ICI-) "OFF STUD"CUTOU•I'S Cutout for 2x4 l.,t.l n... A):c•rnutc StLJ Connection with St;r,les \Colln yp. Scud ectio7l 0 - 14Ha x I; I 1" Crown 1 1/4"long \ D-2. 5/1 - T 1 or equal 2-I6d nails 12 7 varies DE:SIC;N UAIILL END TRUSS AI `Q� j Q Q+5nP2 :10 yk xp.12r31:02 oiiis;64 iV = w. ra<7t7 GAUL): END TRUSS C t�•�112 :l Hc��o� .r ncgr �(V � 1 `•r` •: u • --•moi.• ", (/ 707o t ( a !nn l �r,�.V r r r•+, Oid STUD CUTOUTS �� / `�+,.��,� `�,♦�a,r, `,. x DETAILS FOR 2x 4 OUTLOOKF.Its Pisle Llne GABLE END BRACING �Vti a �>ri F11e No. Gable End Tru3z lft—^ co •4cton{f, n. rr, ae^�. w+.. ro. eur•.I r•«•:w. .. .«iw ,n.. Dalt: 12/4/70 V....�P,.a:•Meaw✓.rnl..y. _ n...e.r.4 �n a »� w..r1•.r.. �ror A...,ry ., ... o•... aantnacart OF PLA" e..� TRUSWAL ANAJ{EIM Ref: Dr11- 11 JN Ck. B """ " •^� Y: y' :rrr.IP'..JJ'b.y I.war.MM..1[••*.Mbl....r,-..,{••..aw.....:.r... !s✓wv•.•..o.rrr{o, .ee...a we.•.r,,..» R O N E L DETROIT . rea.ca•T.w.a».It.n0.ft.,lrp,.en.twl.r ATLANTA PEAK PLA 3-4 (2x4) 5-5 (2x(,) G-15, (2x01 BC SPLICE; 3-4 (2x4) 5-5 (2xGl G -G (2xII) A MAXIMUM 40 PSF LIVE LOAD. 00 MPII WIND EXPOSURE: C, LESS II IAN 2.0'-0" WALL I IEIGI Il'. OE `c55'`N Z •1,� Q � M —� N 0 5982 M p •* E p.12/31/02`�� \ CNiI 1.5-3, 'hi'ICAL CONNEC.ION BRACING DETAILS MAXIMUM 1'•0" LAVE WI.111 BLOCKS a 32."o.c. OR 2'-0' EAVE, BRA MAXIMUM MAXIMUM, WI III 4x2. N2 O(113111. BRACE SPACING OUTLOOICERS CUT IN TO GABLE @ 32"o.c. 2x4 #2 MINIMUM CONTINUOUS TO TO ROOF S'TRUCTUITE A1' G' -U" MAXGv1UM. CONTINUOUS BEARING WALT. STRONGBACK AT; 2x4 STRONGBACK BRACED 4'-10- CLEASPAN. 70 MP)I AT EVERY 6'-0' MAXIMUM 4'-1.5-CLEARSPAN, 00 MPH MINIMUM GRADE CI IORDS AND STUDS 2.x4 STUD/STANDARD. STUDS T'0 BE MAXIMUM 24-a.c. IIEEL PLATE: 3-11 (2.x4) 5-5 (2.x6) G -G (2X0) BRACE I WALL BRACING PER BUILDING DESIGNER. I I 2x4 CONTINUOUS HACKING WITH 16d NAILS AT 2.4' o.c. TO THE WALL PLATE. SECTION A CA13LE END FRAMING CONNECTION DETAILS (MIN. NAIL REOUMEMENTS SHOWN) II 2x4 SOLID BLOCK WITi-I 3.16d NAILS GABLE STUD 31IEATHING TO GABLE EA. END AND 13d NAILS FROM SI IEATIIING 'i Bd AT G" a.c. / TRUSS, Oil o.c. I TO BLOCK G"c. c. / A 1 A" NOTCH CO 32" o.c. '"-'u lvnll.a 1-16d 1 Gd AT 24" o.c. 2.1 Gd 16d 1 SOLID BLOCK AT WIT14 2.16d TOE- 24"o.c. 2.1 Gd NAILED EA. END '2-1 6d c:UDE srAQRlr UAIE 100, 1 WAnNING head all notes on (Ills sheet and give a copy of it to the Erecting Contractor. 20 UBC CONTINUOUS 2/ 1 1 /99� p;,� Tbis nesitl + to, an indi•nrNal huddmp con+ponent. 1t has been basnrl on spec,hcam bon rim-fra by the eoPrea onent manulaclur "" done in j,d P� !� aCro'Janrn with: a -ol verpons of 1PI and AF PA doSign slanrlards. no respnnvbddy .s actmm�d for Nmr•nsional accuracy Urm?nsrons are A � I^i in bo MR. ally p+n compa+ent mmnulariurer and/or buddmg drs-pner pnnr In faluirvron llm huddmg designer shall ascenam that the loads Ipp[y�p' uhl,(rd nn ilii: rin :hire moot nr Crn•rrl Ilse InaJing nopnsrrl by 11,,. total hu�Irhnrf frnle II rs as+mord Ilial dm lop choral .s latgrally braCM DY Ine H roof nr fin", :hnathmg aruI the hnllom rho,d is i.pa r , y yarn�l by a nrinl shnaln,n�t malnr�ar rl�•nr dy all.Trnnd. unless nlhar e. nntn.7 Oracrnq E�S J <I,.rwn i- rm latrral .nlrPnd nt rmnponn m mno,11— m,ly Io—I., 1•,o•T hoq q1-111. ll.: rm••r.•yn,.i :hau n.e n9 Na•••: ,n a+y Rm..rnnm.ni that �rar P. U. Box 473 • ifioaasanrl Palms, Mfg 92276 it Cts Picone (760) 343-0048 fax.(760) 343-3637 ALTERNATE FRAMING DETAIL ARC• JND 30' ACCESS � 4SE0 4Ch'i� TYPICAL ROOF TRUSS LAYOUT Robert S. Aicumbrac ;NO. C-10381 c EN.8/200 L 24 L 24' 1 24' i 24' 24 24 24' L +L- TRUSSES WILL SUPPORT HALF OF THE ON CENTER NOTE REFER TO APPROPRIATE E!:GINEERING DETAIL FOR SPACING ON EACH FACE. THEREFORE. TRUSSES SHOWN TRUSS TYPES DESIGNED FOR OVERSPACING. - - WILL SUPPORT.-' ON ONE FACE AND 1S ON OTHER FACE RESULTING IN A NET SPACING OF 24- o= ADJUSTED ROOF TRUSS LAYOUT A I I 1 I single member common (net 24' O.C.) ) 24' L 24- L 18' L 30' 18' [ 24' 24' l A Section A -A GENERAL NOTES. unless otherwise noted: 1 Design to support loads as shown. 2 Oeslgn assumes the top and bottom chords to be laterally braced at T-0' o.c. and at 17-0' O.C. respectively. J 2x4 Impact bridging or lateral bradrp recom- mended %where shown ++. 4 InstaftaLon of truss Is the responsibility of the m- spective contractor. 5 Design assumes trusses are to be used In a non, corrosive envL^arvnenl. and are for 'dry oondAlon' of use. 6 Design assumes fug bearing at aM supports shown. Shim or wedge If necessary. 7 Design assumes adequato drainage Is provided. 8 Pales shall be located on both races of truss. end placed so their center Ilnes eo4xlde with Joint center %nes. 9 Digits Indicate stze of plate In inches. 10 For basic design values of the CompuTrvs Plate. Ind"ipcated by the predx'C. see I.C.S.O. R.R. 4211 11 The CompuTrus Net Section Plate Is Indicated by the prefix *CN'. the designator (18) Indicates 1a ga. Ladder Frame Between trusses with 2x4 at 48' o.c. SIMPSON' Strong -lie j CONNECrCos TBE (TBE6 sit U.S. Pal 5,109,646 Canada Patent 2,044,440 TB E TRUSS ENffANCERS,NG One size works with any number of girder plys. The TBE transfers load from the truss or girder to plates for bearing -limited conditions, and provides exceptional uplift capacity. Replaces nail -on scabs that provide lower load transfer, or in some cases, an additional ply when needed for bearing. The table lists allowable loads for TBE4 used on 2x4 and TBE6 used on 2x6 top plates. The table gives the different loads calculated for TBE with and without wood bearing. MATERIAL: 18 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. ■ TBE must be installed in pairs. ■ Top plate size is 2x4 for TBE4, 2x6 for TBE6. Use alternate installation for TBE4 and TBE6 on larger plates or pre-sheaihed walls. No. of Truss Plys Top Plate or Truss Wood Species' TBE Only Allowable Loads 1•' TBE & Wood Bearing Allowable Loads & Total Bearing Length (TBL) 1, 4, 8 (100) (115) (125) (133) Uplift, Lateral (133) (100) TBL (nJ (115) TBL (in) (125) TBL Cin.) (1331160) TBL Cin.) (133 & 160) parallel to plated perp to plate' TBE4 ON 2x4 TOP PLATE Doug- Fr -larch, 1820 209: 2230 2230 850 400 1000 51 Or 5.4 : 5375 5.73 551 5.8$ 551 P 5.8 1 Southern Pine 1820 2095 22301 2230 850 400 1000 478 5.65 506 5.97 519 6.1 519 6.1 Spruce -Pine -Fir 1560 1795 1950 1 2080 850 375 1000 379 5.95 402 6.32 418 6.5 431 6.7 Hem Fir 1560 1795 1950 2080 850 375 1000 388 6.07 392 6.45 407 6.71 420 6.9 Doug -Fir -Larch 2220 2230 2230 2230 850 400 1000 878 4.68 879 4.69 879 4.6 879 4.6 2 Southern Pine 2220 2230 2230 2230 850 400 1000 815 4.81 816 4.82 816 4.8 816 4.8 Spruce -Pine -Fir 1920 2100 2100 2100 850 375 1000 638 5.01 656 5.15 656 5.1 656 5.1 Hem Fir 1920 2100 2100 2100 ' 850 375 1000 617 5.08 635 5.23 635 5.2 635 5.2 Doug -Fir -Larch 222.0 2230 2230 2230 850 400 _ 1000 1206 4.29 1207$_4.29 1207 4.2 1207Fi_4.2 3 Southern Pine _ 2220 2230 2230 2230 850 400 1000 1112 4.37 1 113 4.391 1113 _ 4.3 1113, 4.3 Spruce- Pine- Fir 1920 2100 2'100 2100 850 375 1000 861 4.50 879 4.60 879 4.6 879 4.6 Hem Fir 1920 2100 2100 2100 850 375 1000 830C 4.55 8486 4.65 848 4.65 848h 4.6 Doug -Fir -Larch 2220 2230 2230 2230 850 400 1000 1534 4.09 1535� 4.09 1535 4.0 15355 4.0 4 Southern Pine 2220 2230 2230 2230 850 400 1000, 1_408 4.15 1409 4.16 1409 4.1 14095 4.1 Spruce -Pine -Fir 1920 2100 2100 2100 850 375 1000 1084 4.25 1102 4.32 1102 4.3 1102~4.3 Hem Fir 1920 2100 2100 2100 850 375 1000 1042 4.29 1060 4.36 1060 4.30 10605 4.3 TBE6 ON 2x6 TOP PLATE Doug -Fir -Larch 1820 72095 2275 2425 935 300 1000 697 7.44E675 725 7.73 743 7.9 758 8.0 1 Southern Pine 1820 2095 2275 2425 935 300 1000 648 7.65 7.97 693 8.1 708 8.3 Spruce -Pine -Fir 1560 1795 1950 2080 935 300 965 506 7.95 530 8.32 545 8.5 558 8.7 Hem Fir 1560 1795 1950 2080 935 300 965 490 8.07 513 8.45 529 T 8.7 542 8.9 Doug -Fir -Larch 2220 2555 2735 2735 935 300 1000 1253 6.68 1287 6.86 1305 6.9 13050 6.9 2 Southern Pine 2220 2555 2735 2735 935 300 1000 1154 6.81 1188 7.01 1206 7.11 12060 7.1 - S ruce-Pine-fir Spruce -Pine -Fir 1920 2210 2400 2560 935 300 965 893 7.01 922 7.23 941 7.34 957 7.51 Hem Fir 1920 2210 2400 2560 935 300 965 860 7.08 889 7.32 908 7.44 924 7.61 Doug -Fir -Larch 2220 2555 2735 2735 935 300 1000 1769 6.29 1802 6.41 1820 6.4 18205 6.4 3 Southern Pine 2220 2555 2.735 2735 935 300 1000 1620 6.37 1654 6.50 1672 6.5 16720 6.5 Spruce -Pine -Fir 1920 2210 2400 2560 935 300 965 1244d 6.501 1273 6.66 1292b 6.7 13080 6.8 Hem Fir 1920 2210 2400 2560 935 300 965 1194 6.55 1223$ 6.71 12425 6.8 12585 6.9 Doug -Fir -Larch 2220 2555 2735 2735 935 300 1000 2284 6.09 23180 6.18 2336 6.2j 23360 6.2 4 Southern Pine 2220 2555 2735 2735 935 300 1000 2086 6.15 2120 6.25 2138 6.31 21380 6.3 Spruce -Pine -Fir 1920 Hem Fir 1920 2210 2210 2400 2400 2580 2560 935 935 300 300 I 965 9R5 1594 1598 6.25 R 9Q 1623 �s� . 6.37 A, 1642 1576 6.4 6 16585 6.5 1. Loads are for two TBEs only. Allowable wood bearing load may be added as shown in the table. 2. Allowable loads for four wood species at Fcl for Douglas Fir -Larch = 625, Southern Pine = 565; Spruce -Pine -Fir = 425; Hem Fir = 405. 3. Uplift loads have been increased by 33% and 60% with no further increase allowed; reduce by 33% or 60% for normal loading criteria such as in cantilever construction. 4. Allowable loads are determined only by nail shear calculations or tests of the metal connectors. The attached wood members must be designed to withstand the loads imposed by the nails. 30 4� 15925 6.5 5. Perpendicular to Plate loads are reduced for Alternate Installation. 6. Parallel to Plate loads are not reduced for Alternate Installation. 7. Use lower of top plate or truss wood species. 8.Total bearing length, TBL, equals the plate width plus simulated bearing length provided by Ire TSE. TBE4 = 31/2" plate width; TBE6 = 51/2". _ ,r'.a '. _ v'""��..._.. _ :..a,-- .-,,..--[c•-�•_��i3{i': .: at _, _ s - �.- _. _. ti-%}.: - T - :. .. _ :_ - � ., .- �- ice_. � "R TRUSWAL SYSTEMS . 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(119) 598-8463 9/9/99 Users of Truswal engineering: The TrusPlus-,' engineering software will correctly design the location requirements for permanent continuous lateral bracing (CI_B) on members for which it is required to reduce buckling length. Sealed engineering drawings L C\.t ifGi71 T,1-` swal ':%illi ShG'vv ti required number uuan,d iippI-o'(Ill a,e Icicu`liGr1S Of d�Ic3GC s for Pach membr r n"ecfing bracing. In general, this bracing is clone by attaching a 2x member (top or bottom edge .of member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when perp. bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1. A 1x or 2x structurally graded "T" brace by be nailed flat to the edge of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d cornmon or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the- member if two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and "T" braces, but must be' analyzed on a case-by-case basis. EXAMPLES O0%I Please contact a Truswal engineer if there are any questions. -jIr 2 c 4�sa': ;elwi�vo: � grace-�ew.le? STANDAF'.D BOT -i - CM CHORD FALSE_ FRAME DETAILS —' -- -- -- - — ----- THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD LOADING AND ANY TRUSS WEB CONFIGURATION FOR 24" O.C. MAX. SPACING AND 10 PSF MAX. CEILING LOAD., WITH THE EXCEPTIONS NOTED ON THIS SHEET. \ DO NOT USE THIS DETAIL FOR: "2' MAN 1. STRUCTURAL BEARINGS UNDER THE FALSE FRAME (NOT PARTITIONS). R12CK VLi!T. 2, INTERIOR BEARINGS AT ANY LOCATION ON THE TRUSS. DO NOT \ 3. LOADS IN EXCESS OF 10 PSF CONNECTED TO THE FALSE FRAME. OVERLAP'�" 4. DRAG LOADS CONNECTED TO THE FALSE FRAME. j 5. TOP CHORD APPLIED FALSE FRAMES. �-/ 6. LUMBER GRADES LESS THAN SPECIFIED ON THIS DETAIL. -- ---� 7. VERTICALS SPACED APART MORE THAN PANEL POINTS (IF > 6-0"). 4 PARTITION WALL 8. FALSE FRAMES ON CANTILEVER SECTIONS OF A TRUSS. SUPPORT (TYP.) ` SNOB APPLIED I FIELD APPLIED - SPECIFIC TRUSS DESIGN IS SEPAR/•TE FROM THIS DETAIL - USE 112 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS - USE STANDARD OR STUD (OWF FOR, MS,MATERIAL FOR FALSE FRAME WEBS - LOCATE VERTICALS AT U-0" O.C. MAX.. OR SEE NEXT OPTION. - IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL. CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 17' OF THE PANEL POINTS ALONG THE BOTTOM CHORD (E', -EN IF GREATER THAN 6-0" O.C.). - USE A TRUSWAL 20 GUAGE 2.5-3 MIN. PIs,TE AT THE HEEL CONNECTION. USE TRUSWAL 20 GUAGE 1.5-3 MIN. ?DA.T=S AT EACH END OF EACH VERTICAL. WEB. ALL PLATES ARE REQUIRED CN 3CTH FACES OF EACH JOINT. - IF NEEDED, A 2X4 FALSE FRAME BO -:70M CHORD MAY BE -SPLICED WITH A TRUSWAL 20 GUAGE 3-4 MIN. PLATE AT ANY CONVENIENT LOCATION. OR A TRUSWAL 20 GUAGE 5-5 MIN. PLATE AT ANY VER-fiCAL (JOINT SPLICE). 'APPLY REQUIRED BRACING (SEE Br LOW). - OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. - FALSE FRAMES MAY BE SIMILARLY APPUED TO FLAT BOTTOM CHORD TRUSSES _(OR FLJAT DOLTOM CFJORD SC-CTI21 _S 0= A TRUSS). "LATERAL BRACING IS NORMALLY R=_QU;:;ED ON THE STRUCTURAL BOTTOM CHORD OF THE ORIGINAL TRUSS. SENCE ,'lANY FACTORS AFFECT THE NUMBER OF REQUIRED BRACES, SUCH AS LUMBER SI =E AND GRADE, WIND LOADS, BEARING LOCATIONS, ETC. IT IS NOT POSSIBLE TO DEVELOP A STANDARD FOR BRACING, EXCEPT TO SAY THAT !N NO CASE MAY T 'HE BRACING EXCEED M'-0" O.C. FOR A SINGLE -PLY TRUST, BOTTOM CHORC. REFER TO SPECIFIC TRUSS DESIGNS TO DETERMINE THE REQUIRED BRACING 7--0:; THE STRUCTURAL BOTTOM CHORD (MAY BE INDICATED AS BOTTC-A CHOFD PURLIN SPACING). BRACING SHOULD ALSO BE APPLIED TO THE FALSE FRiMtlE CHORD AT 10'-0" O.C. 1F THERE IS NO SHEATHING MATERIAL APPLIED DIRECTL', TO THE FALSE FRAME CHORD. BRACING MATERIALS AND THEIR CONNECTIONS AF;E THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THE 1..TE`7 VERSION OF ANSI/TPI. I- SPECIFIC TRUSS DESIGN IS SEPARATE FROM THIS DETAIL USE 112 OR BETTER (1450F FOR MSR) MATERIAL FOR FALSE FRAME CHORDS �- USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS i- LOCATE VERTICALS AT 6-0" O.C. MAX., OR SEE NEXT OPTION. IF FALSE FRAME CHORD IS THE SAME SIZE AND GRADE AS THE STRUCTURAL CHORD, THEN VERTICALS MAY BE LOCATED WITHIN + OR - 12" OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN 6-0" O.C.). PLACE FALSE FRAME CHORD IN -PLANE WITH THE TRUSS. I- CUT VERTICALS TO LAP BOTH THE STRUCTURAL CHORD AND THE FALSE ' FRAME CHORD, TO BE PLACED AT EACH END IN ADDITION TO ABOVE REQ. JOIN VERTICALS TO ALTERNATING FACES OF THE TRUSS WITH (3)10d OR 16d NAILS AT EACH END OF EACH VERTICAL. (12" MIN. VERTICAL BLOCK) 1- IMA`( USE A 12" LONG 7/16" PLYWOOD (OR OSB) GUSSET AND Fad NAILS 0 3" O.C. AT THE FALSE FRAME HEEL JOINT IF DESIRED. �- IF NEEDED, THE FALSE FRAME BOTTOM CHORD MAY BE SPLICED WITH A 1Z' i LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH (4)10d OR 16d NAILS ON EACH SIDE OF THE SPLICE JOINT (ONE FACE ONLY). I' APPLY REQUIRED BRACING (SEE BELOW LEFT). OPTIONAL PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP TO 24" MAX. I- FALSE FRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES (OR- ELA �1==M CHgR_ SECTIONS 0E__A_TgUSS). ,� 1 TE: FALSE FRAME MEMBERS MAYBE CUT AND FIELD MODIFIED AS NEEDED WITHOUT THE NEED FOR REPAIR DETAILS, PROVIDED THE MODIFICATION DOES NOT INVOLVE CUTTING OR DAMAGING STRUCTURAL MEMBERS, OR CHANGING LOAD CONDITIONS OR SUPPORT CONDITIONS. BRACING REQUIREMENTS MAY CHANGE BASED ON THE NEW FBA-MC—LOCATIONS AFTER MODIFICATION_ HIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TC THE APPLICATION � P ® iSHC',VN Pj',,_(` . IT IS NOT INTENDED TO REPLACE OR SUPERCCDE ANY SIMILAI TRUSWU0 DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS T HE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL iIN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTEN' j,%PPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO iZE5?ONSI9ILITY FOR FIELD INSPECTION OR WORKMANSH P QUALITY. Robot-, S. 'r,.. brat. DATE: 912 Mg REF: FF -1 t NU;-: Vont Mucks stay bc• ornitl,j where no vent is required. D-34, •i'-34 _1 () � -1) Vaflen to cull vent or outlonkr.r Culout for 2x4 laid (lit (Sp Cutout fur 2xi lnld ftat } ar.inr lur bui,ldinl; Mans; nnI (:;),acing ),cr bulldin� pl:,ns) Altcractc titud Cunnrclinn N•tth St;l tltr.; Stud \ Corinectiort 1 14gn x IIt;• 1l1 Crown �'�:�:I 1/4"long \ 5/1 - T -JI or cquul "OFF s1•uu'1curou•rs fjIx�r•:d-con t J Willi 16 (by buiitf r) "ON STUD"CUTOUTS DETAILS t'C?.i ' x 4 OUTI.Oomms 12 >< vanes ^ 2-16d nails DESIGN CAIJI_1: END TRUSS TRUSS 2-I6d nail Truss _ UABLE END TAUSS yF.1?:31:'02 CNk `Jl, T -J{ I Plate Llru CABLE END BRACING 2-1lid nada Flle 110. Cable land Truss tA% D\le; 12/4/78 µ.."^ucc'IKc�d.nn i,.,IM.n.IMY.Y.'T1:II...wI.�M.ti..l:-.AI-M'Y.I...I. ... N^.f•.I l.•a ... Ae4...�-. •..Y. rVtll<I• J: 11w.v.w M.r,M r. vw YrM M.4�W.•.1�0 �.. r n e(' PA -n. Il Y;JN ck.11y: l{'�V IeM. MI.... t.••,•�Mr.r.Z,'t•.w.wr.•.,.w..r,••...r•a I-ew.n a''^l�..n�rHMy....-n-1: 10 wu,.. ro I•�MI../1".c�,.,..4. mu4f qts•.. e,..wq n. r, ,,,•„,„-,,,,,,,,� .en.r...,,..,,,,wcd..wpnl..r.v../wwwww.wf DlfitMe.catttutdt'UitM•4Kl TRUSWALFA NAItEthi 'Iri't�w ..+.r!�M n.It YI I•^••.nw. �.,. t -..r••...,:...: I'..II`..c la.. ... ;,1:•v - «ry I,Y, .oma .l , «i,...y row .•••^v • 1!-'v'-., ItM.e l+.e Ne•�^.^,p p� RONeLETltorT n I d Y. K b .T.w.�.«tcIo.An, lnl.•nn'I.. TLJINTA PrAI( PLA I F:: 3.4 (2x4) 5.5 12xG) G.C. 17x,)1 ,I I I1 I I BC SPLICE: 3.4 (2x4) 5•G (2xG) G -r' (7.x11) A MAXIMUM 40 PSI' LIVE LOAD. co MI'll WIND r.Xi'OSU11r C, LESS 'THAN 2.0'•0' WALL I IEIG11'1'. r l rn rn -/ N 0,5982 M 1k E P. 12/31 /02 h CNW. MOUL•L 20 1. J•3, 1,YPICAL CC)NNE`.: 1 ION i Br1ACING DEIA!LS G'-0" MAXIMUM nnACE SPACING 2x4 #2 MINIMUM BR CONTINUOUS s rnoNGBncK nnncr:D TO ;u)Dr- STRUCTUIIE AT G'-0- MAXI" ;UY1. CONTINUOUS BEAIIING WALT. MAXIMUM 1'•0' SAVE Wrrll BLOCKS Cu) 32."o.r.. 011 2'-0' CAVE, MAXIMUM. Will 14x2. #2 Oil Bl'n. OUTLOOKERS CUT IN r0 GABLE 32'o.c. STRCNGBACK AT: 2.x4 STnONGBACK BRACED 4'-10" CLEASPAN. 70 MITI AT EVERY G'-0' MAXIMUM 4'-i.G'CLEAnGPAN, BO MPII P MINIMUM GnADE CIIOnDS AND STUDS 2x4 STUD/STANDAnD. STUDS T'0 BE MAXIMUM 24"o.r.. HEEL PLA'1E: 3.4 (2.x4) G -G (2xG) G•G (2XB) 2x4 onACE I WALL BnnCING PEn BUILDR DESIGNEn. "'(— ---]L �• 2x4 CONTINUOUS BACKING WITH 1 Gd NAILS AT 2.4' o.c. TO THE WALL PLATE. SECTION A CABLE END rnAMING CONNI:CTION DETAILS !MIN. NAIL IlEOUIIIEMENTS SHOWN) 2x•1 SOLID OLOCK WITm 3.1Gd NAILSGABLE STUD E SHEATHING TO CARBd AT G' ox. / �I CA. END AND nc+!BAILS FROM SIIEAI'IIiNG / TIIUSS, nd AT G' ax. TO IILOCK AT G'O.C. CE - Y r 1-16d 1 Gd AT 24' o.e„ 2-16d'— 16d 1 1 '/," NOTCII t? 32' o.c. SOLID BLOCK AT ` WITH 2-16d TOE - 2x4 2.1 Gd NAILED EA. END '2-16d 2-x4 BRA WI I'I 14- 1 GdI NAILS (:Ullli :,I'Ar)I'!tl IJAIL i WAnN1NG ne.ad all notes on Ili/,- street and give, a copy of it to the Erecting Contractor. UBC C UNI I NII �! OJ S 2/11/99111-1 ,a, I ; 1 0 co,.ponrnt. 11 has tree. hasnri nn Srer,nc.ilw- pro -.MIM by me component manufarturer and Cone in Arrndancn wah Ion nmpil ,m-ims or Ir( Anil ArrA Crsinn SIAIIO WS. No Assrnnen for Omenl,enal accuracy Vimo.S,ons are bNNto 1'. it. ,I by Inn rm,rpo. m nanurarb.ar An,1lof l 40.,10 drsnprnr 1,—, In lahurapnn rnr hOd-) draitlner span x:rina,n tnat Inv toads �'�[[��,l'1l�pp��s1�"7r�qp{y .Id.; r,l n„,lu: ,(n ;rrin rel nr rrr.•rr,l the Inadinry n.pnar,l try Ihn Inial hu•Ir)n,p r, n.rr Ir ,S a ar,mrA 11•at rnr Iep crlor,I ,t laferill% trete v., br (ne ! L'S .'6 �4 u. .:; ,. t4� •'1d 1n Iln•n 111na,h,nrl'a11d... r hnU ^m rl.nnl �: lar••,any b,ar nor nr a .,qnl to ra.•.n,l mad•,..0 �Lr. pr anarn•d .nr..a< nrnrrw wr nnrr•t O.at . . . . . . . . . . . . . . . . ;.' P.O. Box 47.3 •77iousanrl Palms, CA 92276 GENERAL NOTES, unless otherwise noted: 1 Design to support loads as shown. 2 Design assumes the top and bottom chords to be �ID� ,2rchitec Phone(760)343-0048 fax.(761 343-3637 laterally braced at 2'-0- ox- and at 12'-O' o.e. respectively. ] 2x4 Impact brMging or letenl bracing recom- T mended where shown + +. 4 InstaBat'ron of truss Is the responsibility of the ns- ALTERNATE FRAMING OE"A:_ AIROUND JO' ACCESS spective contractor. 5 Deslgn assumes trusses are to be used In a nor, TYPICAL ROOF MUSS LIYOJT SO ngCyT\ �G �'� v Robert S. Lam` AICUR1braC corrosive envL-onrnent, and are for -dry condition' of use. 6 Design assumes full bearing at elf supports shown. ' Shim orwedgeIfnecessary. 7 Design assumes adequate drainage Is provided. � AIO. C-10381 y 8 Ptales sinal! be locafea on both faces of Wsa, end placed so their center fines mhclde with JnIM Center Ines. I EN. 8/2001 ' Digits Indicate size otptate In inches. 10 For bask design values of the CompuTrus Plate, or Indicated,`� e 11 The CompuT s N xSection Plate Is hdicatedby �.� the preN'CN', the designator (18) Indicates 18 ga. �1 1 L 2�- J• :4- L 2< L 24• 1 24' 24 L 24' L *- TRUSSES WILLSUPPORT HALF OF 1 aE ON ENTER NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR SPACING ON EACH FACE. THEREFORE, TPUSSES SHOWN TRUSS TYPES DESIGNED FOR OVERSPACING. -'WILL ILL SUPPORT 7 ON ONE FACE A4'D 15'ON OTHER FACE RESULTING IN A NET SPACING OF 24' oc. Section A -A ADJUSTED ROOF TRUSS LAYOUT * A single member common (net 24' o.c.) 24' 24' ( IC' 1 3T 111' L 24'" 2-V l —4 A J udder Frame Between trusses with aro at 48' o.c. co • f TBE4 (TBE6 sin.iiar) ° j .5 o I1, U.S. P;ient 5, IU l,f;t6 Canada Patent 2,044,440 TBETRUSS ENffAhCERSlNG One size v✓orks with any nun, ber of girder plys. The TEE transfers load frorn the truss or girder to plates for bearing -limited conditions, and provides exceptional uplift capacity. Replaces nai!-on scabs that provide lo•;:ar load transfer, or in some cases, an additional ply when needed for bearing. The table fists allo::'_ble loads for TBE4 used on 2x4 and TBE6 used on 2x6 top plates. The table gives the different loads (-_Icu?aced for TBE with and without wood bearing. MATERIAL: 18 gauge FINISH: Galvanized INSTALLATION: • Use all specified fasteners. See General Notes. * TBE must be installers in pairs. Top play: size is 2:•:4 for,f1317-4, 2x3 ror ,rfil'6. Us,� alternate installation for TBE4 and TBE6 on larger plates or pre -sheathed walls. 1. Loads are for N.,o TBEs only. Allowable wood bearing load may be added as shown in the tat -le. 2.Allowable toads for four wood species at Fc -L for Douglas Fir -Larch = 625, Southern Pine = 565; Spruce -Pine -Fir = 425; Hem Fir = 405. 3. Uplift loads have been increased by 33% and 60% with no further increase allowed; reduce by 33`/0 or 60% for normal loading criteria such as in cantilever construction. 4 -Allowable loads are determined only by nail shear calculations or tests of the metal connectors. The attached wood members must be designed to v:ithst>_nd the loads imposed by the nails. 30 --- - ---r --j --1 ""1 v.vrl ID/op o.4�4 1JyZb 6 5.Perperdicular to Plate loads are. educed for Alternate Ins!allation. 6. Parallel to Plate loads are not reduced for Alternate Installation. 7. Use lower of top plate or truss wood species. B.Total bearing length, TBL, equals the plate width plus simulated bearing length provided by tie TBE. TBE4 = 31/2" plate vrdth; TBE6 = 51/2". U z r C 0 0 U F7 0 Z 0 C i Z 0 L .s' 0 U e a U 3 3 U TBE Only Allowable Loads'•' TBE & Wood Bearing Allowable Loads & No. of Top Plate or Truss Total Bearing Length (TBL) 1, 4,8 Truss Plys Wood Species' Uplift' Lateral (133) (100) (1 15) (125) (133) (100) TBL (n.) (115) TBL (in.)) _ (125) TBL I (1331160) TBL (133 & I parallel perp to 160) to plate' plate' Cin.)) Cin.) TBE4 ON 2x4 TOP PLATE Dcvq-F:1-i • ; 1820 209: 2230 i 2230 850 1 400 100'0, 5100 5.4 ,1 5375 5.731 5519 5.88; 551 P 5.8 1 Southern Pirie 1820 2095 2230 2230 850 400 1000 478 5.65 506 5.97 519 6.13 519 6.1 Spruce -rine -Fir 1560 1795 1950 2080 850 375 1000 379q 5.95 402` 6.32 418 6.5� 4310 6.7 Hem Fir 1560 1795 1550 2080 850 375 1 O00 388 6.07 3920 6.45 407 6.711 4205 6.9 Dou •Fir -Larch 2220 2230 2230 2230 850 400 1000 878 4.68 879 4.69 879$ 4.6 8795 4.6 2 Southern ?;^' 2220 2230 2230 22's0 850 400 1000 815 4.81 8161 4.82 816 4.82 8165 4.8 S ruts-F.ne-Fir 1920 2100 2100 2100 850 375 1000 638 5.01 656 5.15 656$ 5.1 6565 5.1 Hem Fir 1920 2100 2100 2100 850 375 1000617 5.08 635_ 5.231 635 5.2 6355 5.2 3 DourFir-L::rch__^_ Southerf P_a _ _ 222.0 2220 2230 22301 2230 2230_ 223_0_` 22.30 850 850_ 400 400 1000 1- - 1000 4.37 12. 1207 4 11 13' _ _ 4.29 12071' A,. 2, --' 4.33 1113 4.31 12075 4.2. ill : -,p Spruce- Pira -Fir 1920 2100 2100 2100 _ 850 -_� 375 1000 _11120 _ 861 4.50 -- 879 --- 4.60 879 4.6 879 4 -- 4.6 Hem Fir 1920 2100 1 2100 2100 1 850 1 375 1000 830 4.55 848 4.65 848 4.6 848b 4.6 Doug -Fir -Larch 2220 2230 2230 2230 850 400 1000 15341 4.09 15355 4.09 1535 4.Oq 15355 4.0 q Southern Pine 2220 2230 2230 2230 350 400 1000 14081 4.15 14095 4.16 14095 4.11 14095 4.1 Spruce. Pine. Fir 1920 2100 21001 2100 850 375 10001 10845 4.25 1102 4.32 1102 4.34 11025 4.3 Hem Fir 1920 1 2100 21001 2100 850 375 10001 1042d 4.29 1060 4.36 1060 .4 z 10605 4.3 TBE6 ON 26 TOP PLATE Dou-Fir•La:ch 1820 2095 2275 2425935 300 1000 697 7.44 725 7.73 743 7.9 758 8.0 1 Southern Pira 1820 2095 2275 2425 935 300 1000 648 7.65 675 7.97 693 8.18 708 8.3 Spruce -Pine -Fir 1560 1795 1950 2080 935 300 965 506 7.95 530 3.32 545 8.51 558 8.7 Hem Fir 1560 1795 1950 2080 935 300 965 490 8.07 513 8.45 529 8.7 542 8.9 Dou-Fir•Larch 2220 2555 2735 2735 935 300 1000 1253 6.63 1287 6.86 1305 6.98 13050 6.9 2 Southern Pin. 2220 2555 2735 2735 935 300 1000 1154 6.81 1188b 7.01 1206 7.111112060 7.1 Spruce -Pine -Fir 1920 2210 2400 2560 935 300 965 893 7.01 922 7.23 941 7.3 957 7.51 Hem Fir 1920 2210 2400 2560 935 300 965 860 7.08 889 7.32 908 7.4 924 7.6 Dou-Fir•La:ch 2220 2555 2735 2735 935 300 1000 1769 6.29 1802 6.41 1820 6.4 18205 6.4- 3 Southern Pine 2220 2555 2735 2735 935 300 1000 16201 6.37 1654, 6.50 1672 6.5 16720 6.5 Spruce- Pine- Fir 1920 2210 2400 2560 935 300 965 1244 6.50 1273 6.66 1292 6.7 13080 6.8 Hem Fir 1920 2210 2400 2560 935 300 965 1194 6.55 1223 6.71 1242 6.8 12585 6.9 Dou -Fir-Larch 2220 2555 2735 2735 935 300 1000 2284 6.09 2318 6.18 2336 6.2 23360 6.2 q Southern Pi :e 2220 2555 2735 2735 935 300 1000 2086 6.15 2120 6.25 2138 6.31 21380 6.3 S ruce-Pine-Fir 1920 2210 2400 2560 935 300 965 15944 6.25 1623 6.37 1642 6.441 16585 6.5 Hem Fir 192n 991n Senn )rrzn arc onn -i . .,.,d 1. Loads are for N.,o TBEs only. Allowable wood bearing load may be added as shown in the tat -le. 2.Allowable toads for four wood species at Fc -L for Douglas Fir -Larch = 625, Southern Pine = 565; Spruce -Pine -Fir = 425; Hem Fir = 405. 3. Uplift loads have been increased by 33% and 60% with no further increase allowed; reduce by 33`/0 or 60% for normal loading criteria such as in cantilever construction. 4 -Allowable loads are determined only by nail shear calculations or tests of the metal connectors. The attached wood members must be designed to v:ithst>_nd the loads imposed by the nails. 30 --- - ---r --j --1 ""1 v.vrl ID/op o.4�4 1JyZb 6 5.Perperdicular to Plate loads are. educed for Alternate Ins!allation. 6. Parallel to Plate loads are not reduced for Alternate Installation. 7. Use lower of top plate or truss wood species. B.Total bearing length, TBL, equals the plate width plus simulated bearing length provided by tie TBE. TBE4 = 31/2" plate vrdth; TBE6 = 51/2". U z r C 0 0 U F7 0 Z 0 C i Z 0 L .s' 0 U e a U 3 3 U TBETRUSS ENHANCERSf NG TBE FASTENER SCHEDULE fSodel 1 Truss Plys No. Fasteners reach TBE I Rafter I Plate TSE4 1 10-10dx 11.z I 10-1 6dxi',z 1 2 or more 10-10d 10.10d TBc13 1 10-10dx1'/z I 10.10dx1'.z 1'/,x4;1, 2 or more 10-10d 10.10d TBE6Installed on Double 2x8 Top Plate 3Es installed with r girder truss allation Allowable Loads' V Spruce -Pine -Fir (1331160) z Fr Fz 00 260 860 See opposite page for table footnotes. ��/ ST T C S COOS TRUSS For alignment control between a roof truss and nonbearing wails; the 11/2" slot permits vertical truss chord movement -when loads are applied. MATERIAL: STC, STCT, DTC -18 gauge; DS -20 gauge FINISH: Galvanized INSTALLATION: ■ Use all specified fasteners; see General Notes. ■ Use STC or DTC depending on required loads. STC, installed with Drywall Stop (DS), helps prevent fasteners tearing through the ceiling sheetrock (see illustration). o Use STCT where truss or rafter is separated from the top plate of the nonbearing wall. ■ Install slot nails in the middle of the slot. CODES: BOCA, ICBG, SBCCI No. NER-413 (DS). IAodel No. Dimensions Plate Vertical Base Leg Fasteners Base Slot Allowable Loads' (133 & 160) Without Gap: With'/," Gap' IF, Fr I F, F2 STC 1yx17/s 11/4 x21/, _ 2-8d I 1-8d I 85 50 's5 35 STCT 1'/;x11/, 1'/,x4;1, 2-8d 1-8d — — — — DTC I2Yzx1l/a 2'/zx21/4 4-8d I 2-8d 1 125 1 210 85 135 I. Loads may not be increased for - short-term loading. 3. installed with maximum'/," space between 2. Truss or rafter must be bearing rafter or truss and top plate under 'WITH Y," GAP: Where loads are not on top plate to achieve the allowable loads under'1'JITHOUT GAP.' required, space is not limited to 1/4-. s DTC STC <n Typical STC Installation with DS SIMPSO-Tjl., Strong 1Ye. DS 31 IJobl Name: TOWER Truss ID: Al - Qty: 1 Drwa: TC 2x4 SPF 1650F-1.SE BC 2x4 SPF 1650F-1.SE GBL BLR 2x4 SPF STUD Loaded for 10 PSF non -concurrent BCLL. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind loos applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Plating spec : ANSI/TPI - 1995 This truss is designed using the THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. MULTIPLE LOAD CASES. Bldg Enclosed = Yes, End Zone = Yes PLATE VALUES PER ICBO RESEARCH REPORT #11607. Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00ft, Bldg Width = 20.00ft, Mean roof height = 16.94ft, MPH = 70 Classification = 3, Dead Load = 21.0 psf THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND ��SHALL BEVERIFIED AIION 4-0-0 i 180 2-8-0 i 1-80 2.8A i 1F� 4-&0 4-0-0 6-8-0 9-4-0 12.0.0 14-8-0 17.4.0 21-4-0 10-8-0 1 10-8-0 1 2 3 4 S 6 7 8 9 10 11 12 13 4.0 -4.00 4-4 21-4-0 l 14 13 16 17 18 19 20 21 11 13 24 '25 26 27 4-0.0 2-8-0 2A� 1A0 2-8-0 - 1-8-0 4-0-0 �1 4-0.0 6$-0 9-4-0 12-0-0 14-8-0 174-0 214-0 T a a-6 SHIP C0.3 - Joint Locations 1 0- 0- 0 15 4- 0- 0 2 4- 0- 0 16 5- 4- 0 3 5- 4- 0 17 6- 8- 0 4 6- 8- 0 18 8- 0- 0 5 8- 0- 0 19 9- 4- 0 6 9- 4- 0 20 10- 8- 0 7 10- 8- 0 21 12- 0- 0 8 12- 0- 0 22 13- 4- 0 9 13- 4- 0 23 13-11- 7 10 14- 8- 0 24 14- 8- 0 11 16- 0- 0 25 16- 0= 0 12 17- 4- 0 26 17- 4- 0 13 21- 4- 0 27 21- 4- 0 14 0- 0- 0 '—S® ARC, 7 Robert S. `�C Alcumbrac 10, C-10381 TYPICAL PLATE: 1.5-3 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT Scale: 3/16"= V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81329 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB end done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.0 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.0 psf Rep Mbr Bnd 1.15 P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.0 psf O.C.Spacing 2- 0- 0 Palms, Thousand Palms CA92276 and brace this cuss in accordance with the following standards: 'JOINT DETAILS'by Truswal,'ANSI/CPI I','WTCA 1' -Wood Truss Council 'HANDLING . Phone (760) 343-3461 of America Standard Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' UM SUMMARY SHEET' by BC Dead 7.0 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and -91 TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Seqn T6.2.3 - 0 Job Name: TOWER RG X -IAC 'REACT SIZE REQ'D 1 0- 1-12 900 3.50" 1.50" " 2 21- 2- 4 900 3.50" 1.50 TC FORCE AXL BND CSI 1-2 -1818 0.04 0.21 0.25 2-3 -1325 0.01 0.22 0.24 3-4 -1325 0.01 0.22 0.24 4-5 -1818 0.04 0.21 0.25 BC FORCE AXL BND CSI 6-7 1691 0.25 0.24 0.49 7-8 1691 0.25 0.24 0.49 WEB FORCE CSI WEB FORCE CSI 2-7 -512 0.37 4-7 -512 0.37 3-7 511 0.26 THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION PIT, PIE RNNIPfi PIPPAN 5-8-14 4-11-2 4-11-2 5-8-14 5-8-14 10-8-0 15-7-2 21-4-0 10-8.0 10-8-0 1 3 4 S 4.00 - -400 4-4 1-s-0- „ rs pl-6-0 4 7 8 10� 10_6-00 10-8-0 21.4-0 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L=-0.11" D=-0.14" T=-0.25" Joint Locations 1 0- 0- 0 5 21- 4- 0 2 5- 8-14 6 0- 0- 0 3 10- 8- 0 7 10- 8- 0 4 15- 7- 2 8 21- 4- 0 T G��SED ARC,,,,. v` Robert S. a�-s Alcumbrac SHIP NO. C-10381 =0-3-1 REN. 8/2001 E3 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 3116" = 1' Truss ID: A2 Qty: 12 Drwg• TC BC 22r4 SPF 165OF-1.SE 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the WEB 2x4 SPF STUD THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. Loaded for 10 PSF non -concurrent MULTIPLE LOAD CASES. BOLL. PLATE VALUES PER ICBO RESEARCH. REPORT #1607. Bldg Enclosed =Yea, End Zone =Yes Hurricane/Ocean Line DUrFacs L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any = No , Exp Category = C Bldg Length = 40.00ft, Bldg Width = 20.00ft, Rep Mbr Bnd 1.15 P.O. BOX 626 Thousand Palms, CA. 92276 environment that will cause the moisture content of the wood to exceed 191. and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/CPI 11,'WTCA V- Wood Truss Council Mean roof height = 16.94ft, MPH = 70 O.C.Spacing 2- 0- 0 Phone (760) 343-3461 of America Standard Design Responsibilities, WANDLiNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Classification = 3, Dead Load = 21.0 psf THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION PIT, PIE RNNIPfi PIPPAN 5-8-14 4-11-2 4-11-2 5-8-14 5-8-14 10-8-0 15-7-2 21-4-0 10-8.0 10-8-0 1 3 4 S 4.00 - -400 4-4 1-s-0- „ rs pl-6-0 4 7 8 10� 10_6-00 10-8-0 21.4-0 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L=-0.11" D=-0.14" T=-0.25" Joint Locations 1 0- 0- 0 5 21- 4- 0 2 5- 8-14 6 0- 0- 0 3 10- 8- 0 7 10- 8- 0 4 15- 7- 2 8 21- 4- 0 T G��SED ARC,,,,. v` Robert S. a�-s Alcumbrac SHIP NO. C-10381 =0-3-1 REN. 8/2001 E3 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 3116" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB 81329 TR U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.0 psf DUrFacs L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.0 psf - Rep Mbr Bnd 1.15 P.O. BOX 626 Thousand Palms, CA. 92276 environment that will cause the moisture content of the wood to exceed 191. and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSI/CPI 11,'WTCA V- Wood Truss Council BC Live 0.0 Sf P O.C.Spacing 2- 0- 0 Phone (760) 343-3461 of America Standard Design Responsibilities, WANDLiNG INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.0 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Seqn T6.2.3 - 0 Job Name: TOWER Truss ID: B1 Q 1 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: ® Drwg• RG 1 t _X -LOC -REACT SIZE REQ•D 0 1-12 375 3.50•• 1.50•• TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 BC 2x4 SPF 165OF-1.5E This truas is designed using the 2 6- 1-12 375 3.50•• 1.50•• THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPF STUD UBC -97 Code. TC ' FORCE AXL MULTIPLE LOAD CASES. Permanent bracing is required (by others) to* PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed = Yea, End Zone = Yea Hurricane/Ocean Line = No TC Dead 14.0 psf END CSI prevent rotation/toppling. See HIB -91 and , Exp Category = C 1-2 -447 0.00 0.07 0.07 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Bldg Length = 40.00ft, Bldg Width = 20.00ft, 2-3 -447 0.00 0.07 0.07 Mean roof height = 15.69ft, MPH = 70 TOTAL 37.0 psf Seqn T6.2.3 - 0 Classification = 3, Dead Load = 21.0 psf .BC FORCE AXL END CSI ----------LOAD CASE #1 DESIGN LOADS --------------- 4- 406 0.06 0.04 0.10 Dir L.Plf L.Loc R.Plf R.Loc LL/T 5-66 406 0.06 0.04 0.10 TC Vert 60.0 0- 0- 0 60.0 6- 3- 8 0.5 BC Vert 18.0 0- 0- 0 18.0 6- 3- 8 0.0 WEB FORCE CSI WEB FORCE CSI ... Type••• Lbs X. Loc LL/TL 2-5 68 0.03 TC Vert 19.5 3- 1-12 1.00 THIS PROFESSIONAL ARCHITECTS CERTIFICATION THE APPLIED TC Vert 17.1 3- 1-12 0.00 IS TO VERIFY THIS TRUSS TO CARRY E LOADS. SHALL BE VERIFIED IBY OTHERS AND PROVIDED APPLICATION AND APPROVED FOR THE SPE6IFIG D SIGN Pr'01=�3S10Na' By TI iE I�ROjECfi MAX DEFLECTION (Span) L/999 IN MEM 4-5 (LIVE) L= 0.00" D=-0.011: T=-0.01" 3-1-12 3-1-12 3-1-12 6-3-8 3-1-12 3-1-12 2 3 4 37# � � 1 4-4 1 �-0 I 6-3-8 1.6� 4 J 3-1-12� 3-1-12 6 3-1-12 6-3-8 Joint Locations 1 0- 0- 0 4 0- 0- 0 2 3- 1-12 5 3- 1-12 3 6- 3- 8 6 6- 3- 8 4__SSD ARcyW � REN. 8/2001 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by ••18•• for 18 gauge or •'H•• for 16 gauge, positioned per Joint Report, unless noted. Scale: 17/32" = 11 WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB 81329 TR U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.0 psf DUrFBCS L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.0 psf Rep Mbr Bnd 1.00 P.O. Box 626 Thousand Palms, CA. 92276 environment that will cause the moisture content of the wood to exceed 19°/ and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVIPI 1% %TCA F - Wood Truss Council of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Live 0.0 sf P BC Dead O.C.Spacing 2- 0- 0 Phone (760) 343-3461 Fax # (760) 343-3491 WOOD TRUSSES' - (Fns -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The 7.0 psf Design Spec UBC -97 American Forest and Paper Association (AFPA) is located at 11 I 1 l9th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Seqn T6.2.3 - 0 j4ob,14ame: TOWER Truss ID: BCK1 Qty: 2 Drwa: TC 2x4 SPF 1650F-1.SE BC 2x4 SPF 1650F -1.5E GSL BLK 2x4 SPF STUD THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS: THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Top chord supports 24.0 11of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind loos applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 9-4_ 2.8-0 �2-8-0�2-8-0 �2-8-0 X2.8-0_4 94-0 11-0-0 /4-8.0 174-0 10-0.0 22-8-0 9-4-0 31-0-0 16-0-0 16-0-0 7 8 9 /0 /l 12 /3 2r 00 3-6 200 5-5 32-" 15 16 17 18 19 20 21 22 23 24 15 94-0 _42.8-.1-8-0 X2.80 1-8-0 2-8-0 9-4-0 12-0-0 14-8-0 17-4.0 20-0-0 22.8.0 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18"jor 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. 16 94.0 31-0-0 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, End Zone = Yes Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00ft, Bldg Width = 20.00ft, Mean roof height = 16.46ft, MPH = 70 Classification = 3, Dead Load = 21.0 psf T 2-10-15 I SHIP 0-2-15 OVER CONTINUOUS SUPPORT Joint Locations 1 0- 0- 0 14 0- 0- 0 2 9- 4- 0 15 9- 4- 0 3 10- 8- 0 16 10- 8- 0 4 12- 0- 0 17 12- 0- 0 5 13- 4- 0 18 13- 4- 0 6 14- 8- 0 19 14- 8- 0 7 16- 0- 0 20 16- 0- 0 8 17- 4- 0 21 17- 4- 0 9 18- 8- 0 22 18- 8- 0 10 20- 0- 0 23 20- 0- 0 11 21- 4- 0 24 21- 4- 0 12 22- 8- 0 25 22- 8- 0 13 32- 0- 0 26 32- 0- 0 D ARCh'��\ Robert S. Alcumbrac NO. C-10381 REN. 8/2001 5/29/2001 Scale: 5/32"c: V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81329 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• SB TR U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.0 psf DurFacs L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.0 psf Rep Mbr Bnd 1.15 .P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS'by Truswal,'ANSI/ PI 1', 'WTCA I' - Wood Truss Council BC Live 0.0 sf P O.C.Spacing 2- 0- 0 Phone (760) 343-3461 ofAmerica Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.0 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and'HIB-9I SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The 1 American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Seqn T6.2.3 - 0 Job Name: TOWER Truss ID: TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E GBL BLR 2x4 SPF STUD End verticals designed for axial loads only. End verticals that are extended above or below the trues profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS IS TO VERIFY THIS TRUSS TO CERTIFICATION LOADS. THE INPUT LOApS CARRYT PROVIDED gY AND DIMENSIONS PLIED AND AppROVEB FOR AND SHALL BE V WERE BY rH� PROJBOr 8E -81®N J IO VERIFIED NC88881® AL IAN Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Top chord supporta 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind loos applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. r2.0. E 9-4-0 1-0-0 1-4-0 ' 9-4-0 10-8-0 12-" A This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, End Zone = Yea Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00ft, Bldg Width = 20.00ft, Mean roof height = 15.97ft, MPH = 70 . Classification = 3, Dead Load =. 21.0 psf 2-4 , 20-" 9.4-0 X61-4-0 X71-4-0 1 STUB 9-4-0 10-8-0 12-0-0 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. TRUSSWORKS A Company You Can Trussl P.O. Box 626 Thousand Palms, CA. 92276 Phone (760) 343-3461 Fax # (760) 343-3491 OVER CONTINUOUS SUPPORT WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal, 'ANSIMI 1', 'WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HID -91) and 40B-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Joint Locations 1 0- 0- 0 5 0- 0- 0 2 9- 4- 0 6 9- 4- 0 3 10- B- 0 7 10- B- 0 4 12- 0- 0 B 12- 0- 0 W REN. 8/2001 5/29/2001 Scale: 13/32" = 1' Eng. Job: EJ. WO: B1329 Chk: SB Dsgnr: SS TC Live 16.0 psf DurFacs L=1.25 P=1.25 TC Dead 14.0 psf Rep Mbr Bnd 1.15 BC Live 0.0 psf O.C.Spacing 2- 0- 0 BC Dead 7.0 psf Design Spec UBC -97 TOTAL 37.0 psf Seqn T6.2.3 - 0 1Job,Name: TOWER Truss ID: BCK3 Qty: 4 Drwa: TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E GBL BLK 2x4 SPF STUD End verticals designed for axial loads,only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL 1 2-5-15 1=0.2:15 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Top chord supporta 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind low applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 88-2_0� 1-0-0 1-4-0 1-4-0 1-4-0 8-2-0 9-6-0 10-10-0 12-2-0 13-6-0 200 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, End Zone = Yes Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00ft, Bldg Width = 20.00ft, Mean roof height = 16.10ft, MPH = 70 Classification = 3, Dead Load = 21.0 psf 2-4 Joint Locations 1 0- 0- 0 7 0- 0- 0 2 8- 2-.0 8 8- 2- 0 3' 9- 6- 0 9 9- 6- 0 4 10-10- 0 10 10-10- 0 5 12- 2- 0 11 12- 2- 0 6 13- 6= 0 12 13- 6- 0 D ARCh�Tc� Robert S. Alcumbrac NO. C-10381 REN. 8/2001 18-6-0 7 a 9 /o 8-2-0 1-4-0 1-4-0 1-4-0 rr 12 STUB 1.4 0 8-2-0 9-6-0 10-10-0 12-2-0 13-6-0 5/29/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT Scale: 3/8" = V ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81329 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by.the roofor Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.0 psf DurFacs L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.0 psf Rep Mbr Bnd 1.15 P.O. Box 626 Thousand Palms, CA. 92276 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSV TPI 1% %TCA I' - Wood Truss Council BC Live 0.0 psf O.C.Spacing 2- 0- 0 Phone 760 - ( ) 3433461 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.0 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofho Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Seqn T6.2.3 - 0 Job .dame: TOWER Truss ID: BDK4 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E GBL BLR 2x4 SPF STUD End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS -TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPE61FIG APPWOATIAN BY THE PROJECT DEQ -1914 PRQF99$IQNAL. Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Top chord supports 24.0 11 of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind loaa applied to nus er.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 2 Drwg: This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, End Zone = Yea Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00ft, Bldg Width = 20.00ft, Mean roof height = 16.11ft, MPH = 70 Classification = 3, Dead Load = 21.0 psf 8-4-0 1-41 4-0� 11-4 1-0-0 1-4.0 8-4-0 9-8-0 11-" 12-4-0 13-8-0 200 — 2-4 18.4-0 7 8 9 /d ll /2 STUB 8-4-0 1-4-0 1-4-0 1-4-0 1-4-0 8-4-0 9-8-0 11-" 12-0-0 13-8-0 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT ®WAIWINGRead all notes on this sheet and give a copy of it to the Erecting Contractor. BC Dead This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer T R U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by local building A Company You Can TruSSI the code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be in any P.O. Box 626 Thousand Palms, CA. 92276 A placed environment that will cause the moisture content of the wood to exceed 190% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAI S' by Truswal, 'ANSI/IPI 1', WrCA F- Wood Truss Council Phone 760 ( ) 343-34 of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' Fax # (760) 343-3491 - (HB -91) and'HB-91 SUMMARY SHEET by M. The Truss Plate Institute (TPI) is located at D'Onof io Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. Eng. Job: EJ. Chk: SB Dsgnr: SB TC Live 16.0 psf TC Dead 14.0 psf Joint Locations 1 0- 0- 0 7 0- 0- 0 2 8- 4- 0 8 e- 4- 0 3 9- 8- 0 9 9- 8- 0 4 11- 0- 0 10 11- 0- 0 5 12- 4- 0 11 12- 4- 0 6 13- 8- 0 12 13- 8- 0 �SEp ARCh,�T\ ;v Robert S. Alcumbrac A d NO. C-10381 1 REN. 8/2001 BC Live 0.0 psf BC Dead 7.0 psf TOTAL 37.0 psf 5/29/2001 Scale: 3/8" = V WO: 81329 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.3 - 0 Job.Name: TOWER Truss ID: BCK5 Qty: 2 Drwg: TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E GBL BLK 2x6 SPF STUD End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLIPATION BY THE PROJECT BES18M PRgF&g6IQNAL' Plating epee : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE IgAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical members require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 1-o—aU applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes, End Zone = Yes Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00ft, Bldg Width = 20.00ft, Mean roof height = 16.24ft, MPH = 70 Classification = 3, Dead Load = 21.0 psf Joint Locations 1 0- 0- 0 B 0- 0- 0 2 8- 6- 0 9 8- 6- 0 3 9-10- 0 10 9-10- 0 4 11- 2- 0 11 11- 2- 0 5 12- 6- 0 12 12- 6- 0 6 13-10- 0 13 13-10- 0 8." 2-8-0 2-8-0 7 15- 2- 0 14 15- 2- 0 8-6-0 11-2-0 13-10-0 2.00 6 8 9 10 11 8.6-0 2-8-0 8.6-0 11-2-0 2.4 1 2-9.4 1 1 16-10-0 12 13 14 STUB 2-8-0 13-10-0 C�SE� AR�y/TF 1; Robert S. 0'A Alcumbrac NO. C-10381 8/2001 TYPICAL PLATE: 1.5-3 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Repoli, unless noted. OVER CONTINUOUS SUPPORT Scale: 5116" =1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81329 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB TRUSSWORKS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Ds ^': SB 9 A Company You Can TrUSSI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.0 psf DUrFBCS L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.0 psf Rep Mbr Bnd 1.15 P.O. Box 626 Thousand Palms, CA. 92276 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSMI 1', M1VTCA V - Wood Truss Council. BC Live 0.0 psf O.C.Spacing 2- 0- 0 Phone 760 - ( ) 3433461 'H of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.0 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and HM -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest 1 and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Seqn T6.2.3 - 0 Job Name: TOWER Truss ID: Ca Qty: TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF GBL BLK 2x4 SPF STUD MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Top chord supporta 24.0 of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical me era require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind loan applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs.in the truss plane and creating shear wall action to resist diaphragm loads. THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS -TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 4-0.0 4-40 4-ao 4-a0 4.&0 4-0-0 4=0-0 4&0 4.0-0 8-0.0 12-0.0 16-0-0 10-0-0 24-0-0 18.0-0 31-0.0 16-" 16-0-0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 14.00 4.00 4-4 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yea, End Zone = Yes Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00ft, Bldg Width = 20.00ft, Mean roof height = 17.83ft, MPH = 70 Classification = 3, Dead Load = 21.0 psf 1~ 32-" 1,6 12 23 24 25 16 27 28 19 30 31 31 33 34 35 36 37 38 39 40 41 42 4A-0 4-0-0 4-0.0 4-0.0 4-0-0 4-0-0 4-0-0 q 4-0-0 8A-0 12.0-0 16.0.0 10-0.0 14-0.0 18-0-0 32-0-0 Joint Locations 1 0- 0- 0 22 0- 0- 0 2 4- 0- 0 23 4- 0- 0 3 5- 4- 0 24 5- 4- 0 4 6- 8- 0 25 6- 8- 0 5 8- 0- 0 26 8- 0- 0 6 9- 4- 0 27 9- 4- 0 7 10- 8- 0 28 10- 8- 0 8 12- 0- 0 29 12- 0- 0 9 13- 4- 0 30 13- 4- 0 10 14- 8- 0 31 14- 8- 0 11 16- 0- 0 32 16- 0- 0 12 17- 4- 0 33 17- 4- 0 13 18- 8- 034 18- 8- 0 14 20- 0- 0. 35 20- 0- 0 15 21- 4- 0 36 21- 4- 0 16 22- 8- 0 37 22- 8- 0 17 24- 0- 0 38 24- 0- 0 18 25- 4- 0 39 25- 4- 0 19 26- 8- 0 40 26- 8- 0 20 28- 0- 0 41 28- 0- 0 21 32- 0- 0 42 32- 0- 0 �s�u �Cti�r Robert S. �C'�, Alcumbrac NO. C-10381 8/2001 TYPICAL PLATE: 1.5-3 6/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. OVER CONTINUOUS SUPPORT Scale: 1/8"= V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor, Eng. Job: EJ. WO: B1329 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB TR U S S WO R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB A Company You Can TruSSI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.0 psf DurFacs L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.0 psf Rep Mbr Bnd 1.15 P.O. Box 626 Thousand Palms, CA. 92276 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAH.S' by Truswal, 'ANSI1TP1 1% %TCA I' - Wood Truss Council BC Live 0.0 psf O.C.Spacing 2- 0- 0 Phone 760 343-3461 ( ) 'H of America Standard Design Responsibilities, HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.0 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -9I) and HM -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Segn T6.2.3 - 0 Job Name: TOWER ' 6-2-14 Truss ID: C2 Q 21 Drwg: G x -LOC' REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 1295 3.50 1.85^ BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 31-10- 4 1295 3.50" 1.85" WEB----- 2x4 SPF STUD MULTIPLE LOAD CASES. Hldg Enclosed =Yea, End Zone =Yes TC FORCE ---- PLATE VALUES PER ICBO RESEARCH REPORT #1607. Hurricane/Ocean Line = No Exp Category = C A Company You Can TPUSSI AXL B" CSI Unrestrained horiz LL deflection = 0.29 11Bldg Length = 40.00ft, Bldg g Width = 20.00ft, 1-2 2-3 -5411 0.32 0.28 0.60 -4982 0.34 0.43 0.77 -------------------------------------------- Mean roof height = 17.83fdMPH70 3-0 -3634 0.11 0.19 0.30 Phone 760 - ( ) 3433461 Classification = 3, Dead Load = 21.0 psf 4-5 -3634 0.11 0.19 0.30 Fax # (760) 343-3491 - (HIB -91) and IUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Paper 5-6 -4982 0.34 0.43 0.77 and Association (AFPA) is located at 1 I 1 119th Street, NW, Ste 800, Washington, DC 20036. 6-7 -5411 0.32 0.28 0.60 ARCHITECTS CERTIFICATION BC FORCE AxL EM CSI THIS PROFESSIONAL B-9 5156 0.77 0.16 0.93 IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 9-1 445e 0.66 0.15 0.81 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 0-111 1-12 8 445 0.66 0.15 0.81 5156 0.77 0.16 0.93 PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APKICATION WEB 2-9 FORCE CSI WEB FORCE CSI -400 0.12 5-10 -1004 0.67 BY THE PR9jE9t 04013N PROFESSIONAL. ,3-9 414 0.21 5-11 414 0.21 3-10 -1004 0.67 6-11 -400 0.12 4-10 1983 1.00 - MAX DDEFL 3 2TTI9-10(LIVE) L=-0.60" D=-0.79" T---1.391- =-1.39" T 5-7-15 T= 0-3-15 6-2-14 4-10-9 4-10-9 4-10-9� 4-10-9 6-2-14 6-2-14 11-1-7 16-0-0 20-10-9 25-9-2 32-" 16-0-0 16-0-0 I 2 3 4 3 6 7 a�-4.00 5-5 o -W 2.00 -2.00 0-3,8 15-8-8 15-8-8 9 10 11 12 8-8-2 7-3-14� 7-3-14 8-8-2 8-8-2 16-0-0 23-3-14 32-" Joint Locations 1 0- 0- 0 7 32- 0- 0 2 6- 2-14 8 0- 0- 0 3 11- 1- 7 9 8- 8- 2 4 16- 0- 0 10 16- 0- 0 5 20-10- 9 11 23- 3-14 6 25- 9- 2 12 32- 0- 0 T S ARCy/T\ Robert S. 6-1-11 AlcumbraC SHIP NO. C-10381 x 0-3- REN. 8/2001 _ 5/29/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted. Scale: 1/8" = V ®WARNINGRead ail notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81329 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRUSSWORKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DB "`: SB 9 TC Live 16.0 pSf DUfFaCS L=1.25 P=1.25 A Company You Can TPUSSI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.0 psf Rep Mbr Bnd 1.15 P.O. Box 626 Thousand Palms, CA. 92276 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUIPI 1% %TCA P - Wood Truss Council BC Live 0.0 psf O.C.Spacing 2- 0- 0 Phone 760 - ( ) 3433461 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.0 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and IUB -91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest Paper and Association (AFPA) is located at 1 I 1 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.0 psf Seqn T6.2.3 - 0 Job Name: TOWER Truss ID: C� Qtv: 1 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E GBL BLK 2x4 SPF STUD Loaded for 10 PSF non -concurrent BCLL. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. Gable stud vertical ttusobers require lateral bracing (designed by others) perpendicular to the plane of the member at intervals. Bracing is a result of wind 1-o-aU applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. T 5-7-15 T= 0-3-15 Plating spec : ANSI/TPI - 1995 This truss is designed using the THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. MULTIPLE LOAD CASES. Bldg Enclosed = Yes, End Zone = Yea PLATE VALUES PER ICBO RESEARCH REPORT #1607. Hurricane/Ocean Line = No Exp Category = C Bldg Length = 40.00ft, Bldg Width = 20.00ft, Mean roof height = 17.83ft, MPH = 70 Classification = 3, Dead Load = 21.0 psf THIS PROFESSIONAL ARCHITECTS CERTIFICATION IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED LOADS. THE INPUT LOADS AND DIMENSIONS WERE PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION BY THE PROJECT DESIGN PROFESSIONAL. 4-00 4-0-0 4-0.0 4.0.0 4-0-0 4-0.0 4-0-0 4-0.0 -� -s 4-0.0 8.0-0 /2-0-0 /6-0.0 10.0.0 I4-0-0 28-0.0 31.0-0 16-0-0 16-0-0 l 2 3 4 5 6 7 8 9 /0 11 11 13 14 15 /6 17 18 /9 20 21 4r 00 4.00 4-4 1H z��s 1H 12 23 24 25- 26 27 28 29 30 3/ 32 33 34 35 36 37 38 39 40 4/ 42 4-0.0 4-&0 4-4� 4-0-0 4-0-0 4-&0 4 0-0 4-&0 4-0-0 8-0.0 /2-0.0 /640 20.0-0 24.0.0 2840 31-0.0 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18 gauge or "H" for 16 gauge, positioned per Joint Report, unless noted ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S WO R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chop A Company You Can Trussl is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any P.O. Box 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'JOINT DETAH.S' by Tmswal,'ANSVI'PI 1','WTCA P - Wood Truss Council Thousand Palms, C.A. 92276 Phone 760 - of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' ( ) 3433461 - (HID -91) and'WB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 1 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. OVER CONTINUOUS SUPPORT Eng. Job: EJ. Chk: SB Dsgnr: SB TC Live 16.0 psf TC Dead 14.0 psf BC Live 0.0 psf BC Dead 7.0 psf TOTAL 37.0 psf Joint Locations 1 0- 0- 0 22 0- 0- 0 2 4- 0- 0 23 4- 0- 0 3 5- 4- 0 24 5- 4- 0 4 6- 8- 0 25 6- 8- 0 5 8- 0- 0 26 8- 0- 0 6 9- 4- 0 27 9- 4- 0 7 10- 8- 0 28 10- 8- 0 8 12- 0- 0 29 12- 0- 0 9 13- 4- 0 30 13- 4- 0 10 14- 8- 0 31 14- 8- 0 it 16- 0- 0 32 16- 0- 0 12 17- 4- 0 33 17- 4- 0 13 18- 8- 0 34 18- 8- 0 14 20- 0- 0 35 20- 0- 0 15 21- 4- 0 36 21- 4- 0 16 22- 8- 0 37 22- 8- 0 17 24- 0- 0 38 24- 0- 0 18 25- 4- 0 39 25- 4- 0 19 26- 8- 0 40 26- 8- 0 20 28- 0- 0 41 28- 0- 0 21 32- 0- 0 42 32- 0- 0 a (�D ARChy Robert S. $(�A Alcumbrec NO, C-10381 1 REN: 9/2001 5/29/2001 Scale: 1/8" = V WO: B1329 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.3 - 0 FROM.: Chrisiensen/T-24./CABEC FAX NO. 909.763 0522 MaLj..29 2001 10:18AM Pa - Carole Christensen, Analyst Title -24 Energy Calculations May 29, 2001 ENERGY CALCULATIONS FOR: Lendel Ventures, Inc. P.O. Box 450 La Quinta, CA 92253-0450 PROJECT: Plan La Quinta (Tower) 1397 sq.ft. -57-720 AVE. Mf-AJDo2.,4 La Quinta, CA Standard Prov-6sed compliance North 57.44 59.51 -2.07 East 57.44 57.37 +0.07 South 57.44 57.81 -0.37 West 57.44 56.46. +0.98 CTZ 15 - 13.8% fenestration Dual Aluminum fenestration., Philips U -value or better, 12sq.ft. kitchen window on left side of house = LowE(2) Walls R-13+1"Falcon; Roof R-38; Radiant Barrier, Duct R-4.2 AFUE 80%, SEER 12.0 w/Thermostatic Expansion Valve One 40 gal or less gas water heater, EF.62 Table of Contents CFA MF -IR C -2R .3-R HVAC Fenestration Specifications Micropas v6.0 This house will only be built facing East and West. 47-596 Lake Canyon Drive, Ajwnj.m CA 9253E a AV& 1:9W.735-9152 Member CABEC - CalorntaAssocwdan of BuddIngEn -rSyC-4T-*, 0 F LA Q U I N TA DUILUINU Q( OMI L I I LJLF 1. APPROVED. FOR CONSTRUCTION DAFE -GitL!0% By. FROM : Ch,ristenSer./T724/CABEC. FAX N0. :. 909 763 0522 May. 29 2001 10:19AM P3. CEK'fitb'ICA'ER OF. COMPLIANCE. RESIDDNTZRL Wage i Cr -1R Project Title.......... LaOuinta Pln 1397 sf East Date..05/29/01 10:16:29 Project Address........ ******* La Quanta, CA *v6.00* Documentation Author... Carole Christensen ******* Buildilnlg Permit Carole Cnristensen 47-596 Lake Canyon Drive Plan C ec Date: Aguanga, CA 92536 800-735-8152 Field Check/ Date Climate Zone. ... 15 Compliance Method...... MICROPAS6 v6.00 for 2001 Standards by Enercomp, Inc.' MICROPAS6 v6.00 File-LPLNLAQ wth-CTZ15S92 Program -FORM CF -1R Use.r##-MP1017 User -Carole Christensen Run-80.10R13+PW38.4 40 GENERAL INFORMATION Conditioned Floor Area..:.. 1397 sf Building Type. ........... Single Family Detached Construction Type ......... New Building Front orientation. Cardinal - N,E,S,W Number of Dwelling Units... 1 Number of Stories.......... .1 Floor Construction Type.... Slam On Grade Glazing Percentage......... 13.8 $ of floor area Average Glazing U -value.... 0.74 Btu/hr-sf-F Average Glazing SHGC....... 0.66 Average Ceiling Height..... 9.5 ft Orientation Window Front BUILDING SHELL INSULATION Window Component Frame Cavity Sheathing Total Assembly Left Type Type R -value R. -value R. -value U -value Location/Comments Wall Wood. R-13 R-0 R-13 0.060 front, back, right wall Wood R-13 R-0 R-13 0.086 to garage Roof Radiant Wood. R-11 P.-27 R-38 0.025'Attic 0.6'/u Door n/a R-0 R-.n/a R-0 0.330 solid wood . SlabEdge n/a R-0 R-n/a 0:670 F2=0.720 to outside ,S1abEdge n/a R-0 R-:n/a Standard F2=0.500 to garage Orientation Window Front (IQ) Window Left (E) Door Left (E) Window: Left (E) Window; .'pack (S) Window Back (S) Window Back. (S) Window Right (W). Window Right (W) window_ Right .(W) FENESTRATION Over - Area` V- Interior Exterior' hang/. (sf) value SHGC Shading Shading Fins 2.5-..8 0.720 0.670 Standard Standard None 12.0 0.570: 0:.380 Standard Standard- None 40.0 0.850 0.700 Standard =Standard. Norte 16.0 0.720 0.670 Standard Standard None 20.0 0.720 0.6'/u btandard 'Sta.uddrd None 6.0. 0.720 0.670 Standard Standard None 40.0 10.720 0:670 Standard Standard None 10.0 0.7.20 0:670 Standard Standard Nona 6.0 0.720 0:670 Standard Standard None 27.0 0.720 0.670 Standard Standard None FROM Christenser!T-24/CABEC FAX NO. : 909 763 0522 play. 29 2001 10:19Ah1 P4 v !CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF -1R Proiect Title.......... LaOuinta Pln 1,197 of Fact- MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZ15S92 Program -FORM CF -1R User#--MP1017 User -Carole Christensen Run-80.10R13+PW38.4 40 Equipment Type Furnace ACSplitTXV Tank Type Storage Number Tank External in Energy Size Insulation Heater Type Distribution Type System Factor (gal) R -value Gas Standard 1 o.62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. This building incorporates a Radiant Barrier. The radiant barrier must be installed to cover all gable end walls and other vertical surfaces 'in the attic and attic ventilation criteria must be met. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** ,***.verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods. *** This building incorporates a Thermostatic Expansion�Valve (TXV) on the s,oecified ai-r conditioning system(s) REMARKS Philips- fenestration .or* .bettF2 SLAB SURFACES Area Slab Type (sf) Standard Slab 1397 HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Thermostat Efficiency Location R -value Leakage Manual D Type 0._800 AFUE Attic R-4.2 No No Setback 12..00 SEER Attic R-4.2 No No Setback WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Heater Type Distribution Type System Factor (gal) R -value Gas Standard 1 o.62 40 R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing North. This building incorporates a Radiant Barrier. The radiant barrier must be installed to cover all gable end walls and other vertical surfaces 'in the attic and attic ventilation criteria must be met. HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or *** ,***.verification by a certified home energy rater under *** *** the supervision of a CEC-approved HERS provider using *** *** CEC approved testing and/or verification methods. *** This building incorporates a Thermostatic Expansion�Valve (TXV) on the s,oecified ai-r conditioning system(s) REMARKS Philips- fenestration .or* .bettF2 FROM. :CKriStensen/T-24/CAB6C FAX NO. : 909 763 0522 May. 29 2001 10:20AII PS @ERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF -1R Project Title.......... LaQuinta Pln 1397 sf East Date. .05//29/101 1Q:16:29 MICROPAS6 v6.00 File--LPLNLAQ Wth-CTZ15S92 Program -FORM CF -1R User#-MP1017 User -Carole Christensen Run-80.10R13+PW38.4 40 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 varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... A.P.Lench, II, President Name.... Carole Christensen Company. Lendel Ventures, Inc. 'Company. Carole Christensen Address. P.O. Box 450 Address. 47-596 Lake Canyon Drive A CA 92253 Aguanga, CA 92536 Phon1866 Ph e... 800-735-8152 Lice SignSigned. N, NT ADEN Name[CA ified Energy An&1Y9t -Title Agen Carafe Christensen, CEPS Phone... r r R 98-99-239 rr Signed.. 9 E Cate te Awdadcn of lii Hing COWItM151. FROM ChriStenSen.'T-24/CABEC FAX NO. : 909 763 0522 May. 29 2001 10:21AM PG ° MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Ptege 1 of 2) MF -1R Note: L.owrisc 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 minimum component performance specifications for the mandatory measures whether they aro shown clsewhore in the documents or on this checklist only. lnst:uctions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER ENFORCEMENT Building Envelope Measures: • §lMa): Minimum R-19 ceiling insulation. § ISO(b): Loose fill insulation manufacturer'a labeled R -Values ' t 150(0): Minimum R-13 wall insulation in wood framed walla or equivalent U -Factor in metal frame walls does not apply to exterior mass walls). V • 1I30(d} Minimum R-13 raiaed fim insulation in framed floors. §15W): Slab edge insulation - water absorption rate no greater than 0.3%, water vapor transmission rate no rester than 2.0 pernVinch. ✓ 31 18: Inwistion "ifted or instal&d meets insulation quality standards. Indicate tyye and fort. 0116.17: Fencatnnien Products, Exterior Doors, and tnftltration/E01tration Controls 1. floors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field -fabricated) have label with terrified U -Factor, certified Solar Heat Gain Coefecient (S1400. and infiltration certification. 3. Exterior doors and windows wmtherstripped; all joints and penetrations caulked and sealed, y� 0150(8): Vapor barriers mandatory in Climate Zoned 14 and 16 only. 61 Sqf): Special infiltration barrier installed to comply with 4 151 meets Commission quality standards. flWe): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs, 1. Masonry and factory -built fireplaces have: a. Closeablemeta! or glass door b. Ouiside air intake with damper and control I e. Flue damper and control j 2.14o oontinµous burning gas pilot lights allowed. ✓ Space Conditioning, Water Heating and Plumbing System Measures: 41 I"I 13: HVAC equipment, wam heaters, ahowerheads and faucets certified by the Commission. V/ 4150(h): Heating aadlor cooing loads calculated in accordsace with ASHRAE, SMACNA or ACOA. ✓ 5150(1): Setback thermoset on all applicable heating and/or cooling systems. Vol' $150(j): Pipe and tank insulation 1. Storage Yrs water heaters rated with an Energy Factor'ess than 0.58 must be externally wrapped with insulation having ari installed thermal resistance cf R-12 or &•eater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating synems, insulated (R -d or greater] 3. Badu -up tanks for solar system. unfired storage tanks, or other indirect hot water tanks have R-12 , external irtsutation or It -16 combined intereal/extental insulation. 4. All buried or exposed piping insulated in recirculating sections ofhot water'systems. 5. Cooling system piping below 551 F insulated. 6. Piping insulated between heating source and. indirect Not water tank. �/' FROM :Christensen/T-24/CABEC FAX NO. 909 763 0522 May. 29 2001 10:21AM P7' MANDATORY MEASURES CHECKLIST: RESIDENTIAL {Page 2 of 2) MF -IR Now, Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used' Items marked with an asterisk (0) maybe 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 wq minimum component performance specifications for the mandatory measures whether they aro shown elsewhere in the documents or on this checklist only. : Instructions: Check or initial applicable boxes whin completed or enter N/A if not applicable_ DESCRIPTION DESIGNER ENFORCEMENT:. Space Conditioning, Water Heating and Plumbing System Measures: (continued) .§ 150(m): bests and Fans 1. Ali ducts and plenums installed, sealed and insulated to meet the requirerim t of the 1998 CMC Sections 601, 603, 604, and Saodard 63; ducts nsubted to a minimum instagcd leve of R -i,2 or enclosed atirely in oonditioncd spans. tapnxin4p shall be cooled with mastic, tap*, acrinol .eolant, at eller duet.elowre system that mats dfe appticabfe mqubm netts of VL 181, UL IB I A, u UL 1818. If mucic or tape is used to seal openings greater that 1/4 Inch; the combination of mastic and either mesh or tape shall be used. Building cavities shop not be used for convoying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back robber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Exhaust Can systems have back draft or automatic dampers. 3. Gravity ventilating systems serving conditioeod space have either automatic or readily accessible, / manua Ity opmted darn Y § 114: Pool and Spa Heating Systema and Equipment. t. System is certified with 78% thermal efficiency, on-off switch, wimtherpmof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At last 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas.. 3. Pool system has directional inlets and a circulation pump time switch. ✓ ¢ 115: Cts fired sandal furnaxs, pool heaters, spa heaters or household cooking appliances have no Continuously burning ilot fi t, (Exception: Note-elecalmi l cooking appliances with pilot < 15o Stu/hr Lighting Measures: §150(0I.: Luminaires for general lighting in kitchens shall have lamps with an tMeacy of 40 fume ns/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a reWilv accessible lightiN control panel at an entrance to the kitchen. 415o(k)2.. Rooms with a shower of bathtub most have either at least one hrreinaire with lamps with an eff=cy of 40 lumemalwatt or grater switched at the cnamrice to the room or one of the alternativra to this uirement allowed in 15 k ,• and recessed cci tinit fixtures are IC insulation coves approved. ' FROM Christensen/T-24:CABEC FAX NO. 909 763 0522 May. 29 2001 10:22AM P8 COMPUTER METHOD SUMMARY Page 1 C -2R P.toject Title......... LaQuinta Pln 1397 of East Date..05/29/01 10:16:29 Project Address........ ******* La Quinta, CA *v6.00* Documentation Author... Carole Christensen ******* Buil-ding Perm,t Carole Christensen: 47-596 Lake Canyon Drive Plan Check --r Date Aguanga, CA 92536 800-735-8152 Fie C ec Date Climate Zone. ..... 15 Compliance Method...... MICHOPAS6 v6.00 for 2001 Standards by Enercomp, Inc. MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZiSS92 Program -FORM C -2R User#-MP1017 User -Carole Christensen Run-�80.10R13+PW38.4 40 Space Heating.... .... 2.65 MICROPAS6.ENERGY USE SUMMARY .. . 38.22 16.57 Energy Use (kBtu/sf-yr.) Standard. Proposed Compliance 13.81 Design Design Margin Space Pleating.......... 2.65 1.78 0.87 Space Cooling......:... 38.22 43.92 -5.70 Water Heating........... 16.57 13.81 2.76 North Total 57.44 59.51 -2.07 Space Heating.......... 2.65 2.11 0.54 Space Cooling.......... 38.22 41.45 -3.23 Water Heating.......... 16.57 13.81 2.76 East Total 57.44 57.37 0.07 Space Heating.......... 2.65 2.74 -0.09 Space Cooling.......... 38.22 41.26 -3.04 Water Heating.......... 16..57 13..81 2,76 South Total 57.44 57.81 -0,37 Space Heating.... .... 2.65 2.12 0.53: Space Cooling.... Water Heating........:. .. . 38.22 16.57 40.53 -2.31 13.81 2.76 West Total 57.44 56.46 0.98 *** Building does not comply with Computer Performance *** GENERAL INFORMATION Conditioned Floor Area:.... Building -Type ........ .... Construction Type... Building Front Orientation. Number of Dwelling Units:.. Number .of Building Stories. Weather Data Type..... '. Floor Construction Type..:. Number of Building Zones... 1397 sf ' Single Family Detached New Cardinal - N,E,S,W 1 1 ReducedYear Slab On Grade 1 FROM Chr•isten Ser✓T--24!CABEC FAX NO. 909 763 0522 May. 29 2101 10:23AM F9 COMPUTER METHOD SUMMARY page 2 C`2R Proiecr- Tule.. .. . . . _ _ _ T.a0iiinta P1n 1'IQ7 of MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZISS92 Program -FORM C -2R User#-MP1017 User -Carole Christensen Run-80.1OR13+PW38.4 40 Zone Type HOUSE Residence t:onair_roned volume......... 13272 'cf Slab -On -Grade Area......... 1397 sf Glazing Percentage......... 13.8 t of floor area Average Glazing U -value.... 0.74 Btu/hr-sf-F Average Glazing SHGC........ 0.66 Average Ceiling Height-- 9.`5' ft BUILDING ZONE INFORMATION Floor # of Vent 'Vent Air Area Volume Dwell Cond- Thermostat Height Area Leakage (sf) (cf) Units itioned Type (ft) (sf) Credit 1397 13272 1.00 Yes Setback 2.0 Standard No OPAQUE SURFACES FENESTRATION'SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (5f) value R-val Azm Tilt Gains Reference Comments HOUSE Tilt Type/SHGC Type./SHGC HOUSE 1 Wall 69 0.060 13' 0 90 Yes W13.2X4.16FA front 2 Wall 280 0.060 13 90 90 Yes W13.2X4_16FA .2 3 Wall 190 0.060 13 180 90 Yes W13.2X4.16FA back 4 Wall 305 0.060 13 270 90 Yes W13.2X4.16FA right 5 Wall 168 0.086 13 0 90 No GWALL.R13 to garage 6 RoofRadiant 1397 0.025 38 n/a 0 Yes R.38,2X4.24F Attic I Door 20 0.330 0 0 90 No None solid wood 8 Door 17 0.330 0 0 90 No None solid wood 7 Window Back (S) PERIMETER LOSSES 0..720 0.670;180 90 Length .:Standard/O.6'8- F2 Irisul Solar (W) 10.0 0.720 Surface 270 (ft) Factor R-val Gains Location/Comments Right HOUSE 6.0 0'.720 0.670 270 9C Standard/0.76 Standard/0.68 10 9 SlabEdge 13.3 0.720 R-0 No to outside 270 90 lO.SlabEdge. 2.0 0.500 R-0 No to garage FENESTRATION'SURFACES Area iJ-Act Exterior Shade.interior Shade Orientation (sf) Value SHGC Azm Tilt Type/SHGC Type./SHGC HOUSE 1 Window Front (N) 15.8 0.720 0.670 .0 90 Standard/0.76 Standard/0.68 .2 Window Left (B) 12.0 0.570 0.380 90 90 Standard/0'.76 Standard/0.68 3 Door Left (3) 40.0 0.850 0.700 90 90 Standard/0.76 Standard/0.63. 4 window Left (G) 16.0 0.720 0.676 90 50 Standard/0.76 Standard/0.68 5 Window Back (S) 20.0 0.720 0.670 18.0 90 Standard/0:.76 Standard/0.6.8. 6.Window Back (S) 6.0 0.720 0.670`180 90 Standard/0:76 Standard/0.6:8 7 Window Back (S) 40.0 0..720 0.670;180 90 Standard/0.76 .:Standard/O.6'8- § Window Right (W) 10.0 0.720 0.670 270 90 Standard/0:76 Standard/0.68 9 Window Right (W) 6.0 0'.720 0.670 270 9C Standard/0.76 Standard/0.68 10 Window Right (W) 27.0 0.720 0.670 270 90 Standard/0.76 Standard/0.65 FROM. ,.Christensen/T-24/CABEC FAX NO. : 909 763 05*2 May. 29 2001 10:23AM P10 COMPUTER METHOD SUMMARY Page 3C -2R Proiect Title........:. LaOui.nta P 1 r i-iQ7 a MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZ15S92 Program -FORM C -2R User#-MP1017 User -Carole Christensen Run-80.10R13+PW38.4 40 System Type HOUSE Furnace ACSplitTXV Tank Type .1 Storage SLAB SURFACES Area Slab Type (sf) HOUSE Standar& Slab 1397 HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Efficiency Location R -value Leakage Manual D 0.800 AFUE Attic R-4.2 No No 12.00 SEER Attic R-4.2 No No WATER HEATING SYSTEMS Duce Eff 0.743 0.637 Number Tank External in Energy Size Insulation Heater Type Distribution -Type System Factor (gal) R -value Gas Standard 1 0.62 40 ` R- n/a SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** ** verified during plan check and field inspection. *** This is a multiple orientation building with no orientation restrictions. This printout is for the front facing [forth. This building incorporates a Radiant Barrier. The radiant, barrier must be installed to cover: all gable end walls and other vertical: surfaces in the attic and; attic vent ilation' criteria must be met: HERS REQUIRED VERIFICATION *** Items in this section require field testing and/or. *** *** verification' by a certified home energy rater under,*+ *** the supervision of a CEC-approved HERS provider using *** *** CEG'approved;testing and/or verification methods. _** This building incorporates a Thermostatic Expansion Valve (TXV) on the specified air conditioning system(s): REMARKS Philips fenestration or better FROM Christensen/T-24/CABEC FAX NO. : 909 763 0522 May. 29 2001 10:24Ah1 P11 COMPUTER ME'T'HOD SUMMARY Page 4 C -2R MICROPAS6 v6.00 Filo-LPLNLAQ Wth-CTZ15S92 Program -FORM C_ 2R User##-MP1017 User -Carole Christensen Run-80.10R13+PW38.4 40 FROM Christensen%T724%CABEC FAX NO. 909 763 0522 May. 25 2001 10:24AM P12 CONSTRUCTION ASSEMBLY Page l 3R Project Title........... LaQuinta Pln 1397 sf East Date..05/29/01 10:16:29 MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZ1SS92 Program -FORM 3R .User#-MP1017 User -Carole Christensen Run-80.10R13+PW38.4 40 Parallel Path Method Reference Name W13.2X4.16FA Description Wall R-13 2x4 16oc Type ........... Wall R -Value 13 Hr=sf-F/Btu Framing Material ..... FIR.2X4 Type •. Wood Description .. 2x4 fir Spacing : 16 inches on center Framing Frac.: 0.15 Sketch of Construction Assembly LIST OF CONSTRUCTION COMPONENTS FRAMING ADJUSTMENT .CALCULATION Cavity Framing Total• U -Value:; (1 / 19.15 x 0.85) + (1 / Material Name Description Cavity Frame Total R -Value: 1 / 0.060 = R -Value R -Value 0. FILM.EX Exterior air film: winter value 0,17 0.17 1. STUCCO.0.88 0.875 -in Stucco •0.17 0.17 2. R 4.61 RIGID R-4.61 Insulated Sheathing 4.61 4.61 3. BLDG.PAPER Building paper (felt) 0.06 0.06 4c. 13ATT.R13 R-13 batt instil (cavity = 3.5 in) 13.00 4f. FIR.2X4 2x4 fir 5. GYP.0.50 0.50 in gypsum or plaster board 0.45 346 0.45 I. FILM.IN.WLL Inside air film: heat sideways, 0.68 0.68 Total Unadjusted R -Values 19.15 9.61 FRAMING ADJUSTMENT .CALCULATION Cavity Framing Total• U -Value:; (1 / 19.15 x 0.85) + (1 / 9.61 x;0.:15) 0.060 Btu/hr-sf-F Total R -Value: 1 / 0.060 = 16.`66 hr-sf14/Btu FROM Christensen/T724/CABEC FAX NO. 909 763 0522 May. 29 2001 10:25AM P13 CONSTRUCTION ASSEMBLY Page 2 3R prniCra 'r; tlo r r%..: MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZ15SS2 Program -FORM 3R User.##-MP1017 User -Carole Christensen Run-80.10R13+PW38..4 40 Parallel Path Method Reference'Name GWALL.R13 Description Wall R-13 2x4 16oc Type Wall R -Value ........ 13 Hr-sf-F/Btu Framing Material ..... FIR.2X4 Type ...... Wood Description 2x4 fir Spacing 16 inches on center Framing Frac.. 0.15 Sketch of Construction Assembly LIST OF CONSTRUCTION COMPONENTS Material Cavity Frame Name Description R -Value R -Value 0. FILM.EX Exterior air film: winter value 0.17 0.17 1 GYP.0.50 0.50 in gypsum or plaster board 0.45 0.45 3c. BATT.R13 R-13 batt insul (cavity = 3.5 in) 13.00 -- 3f. FIR.2X4 2x4 fir. -- 3.46 4. GYP. 0,.50 0.50 in (Jypsum or plaster board 0.45 0.45 I. FILM.IN.WLL Inside air film: heat sideways 0.68 0.68 Total Unadjusted,R-Values 14.75 5.21 FRAMING ADJUSTMENT CALCULATION Cavity Framing Total ' U -Value: (1 / 14.75 x 0.85) + (1 / 5.21 x:0.15) = 0.086 Btu/hr=sf-F Total R -Value: 1 / 0.0'86 = 11.58 hr-sf-F'/Btu FROM : Chris.tensen/7-24%CABEC FAX NO. 909 763 0522 May. 29 2001 10:26AII P14 CONSTRUCT IONT ASSEMBLY Page 3 3R Proi ect Ti r 1 . --I c. / v .i LV . L0 L MICROPAS6 v6.00 File-LPLN-LAQ Wth-CTZ15S92 Program -FORM 3R User#-MP1017 User -Carole Christensen Run-80.1OR13+Pw38.4 40 Parallel Path Method Reference Name R.38.2X4.24F Description'.... Roof R-38 2x4 24oc Type Roof R -Value 38 14r-sf-F/Btu Framing Material FIR.2X4 Type ..... Wood Description .. 2x4 fir Spacing ...... 2.4 inches on center Framing Frac.. 0.07 Sketch of Construction Assembly LIST OF CONSTRUCTION COMPONENTS Material Name Description Cavity R -Value Frame R -Value 0. FILM.EX Exterior air film: winter value 0.17 0.17 I. BUILTUP.O.38 0.375 in built-up roofing 0.33 0.33 2. BLDG.PAPER Building paper (felt) 0.06 0.06 3. PLY.0.50 0.50 in plywood 0.62 0.62 4. 5, AIR.RF.3.50 BATT.R27;U 3.5 in & greater air space: heat flow up R-27 batt insulation 0.80 0.80 6c. BATT.Rll.0 R-11 batt insul (cavity > 3.5 in) 27.00 X1.00 27.00 6f. FIR. 2X4 2x4 fir 7. .I. GYP ..0.50 FILM.IN.RF 0.50 in gypsum or plaster board 0.45 3.46 0.45 Inside air film: heat flow straight up 0.61 0.61 Total Unadjusted R -Values 41 33.51 FRAMING ADJUSTMENT CALCULATION Cavity Framing Total U -Value: (1 / 41.04 x 0.93) + f(1 / 33.51 x 0..07). 0.025 Btu/hx-sf-F' Total R -Value: 1 /. 0.025 = 40.40 hr-sf=F/Btu FROM :.Christensen!T-24/CABEC FAX NO. : 909 763 0522 May. 29.2001 10:26AM P15 HVAC SIZING Page 1 HVAC Project Title.......... LaQuinta Pln 1397 sf East Date..05/29/01 10:15:29 Project Address. ******* La Quinta, CA *v6.00* Documentation Author... Carole Christensen ******* Carole Christensen 47-596 Lake Canyon Drive .Aguanga, CA 92536 800-735-8152 Ciimate Zone.. 15 ,Plan C ec Date Field Check/ Date Compliance Method...... MICROPAS6 v6.00 for 2001 Standards by Enercomn. rnr MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZ15S92 Program -HVAC SIZING User#-Mp1017 User -Carol' Christensen Run-8C.10R13+PW38.4 40 GENERAL INFORMATION Floor Area ................. 1397 sf Volume.. .. 13272 cf Front Orientation.......... Front Facing 0 deg (N) Sizing Location............ PALM DESERT Latitude.... ...... 33.7 degrees' Winter Outside Design....... 32 F Winter Inside Design....... 70 F Summer Outside Design...... 112 F Summer Inside Design....... 78 F Summer Range ..... 34 F Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used...... No Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Stuh) (Btuh) Opaque Conduction and Solar...... 8273 3123 Glazing`"Conduction............... 5404 4835 Glazing'Solar.................... ii/a 8153 Infiltration.....: ................. 7008 4638 Internal Gain... ............ n/a 2550 Ducts. ................ ....... 2069 2330 Sensible Load ................... 22754 25628 .5 Latent Load ........................ n/a 5126 Minimum Total Load 22754 30754 Note: The loads shown are only one of the criteria affecting the selection of HVAC .equipment. Other relevant design factors such as air flow requirements, outside air, outdoor design. temperatures, coil sizing, availability of equipment; oversizing safety margin, etc., must also be. considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. FROM ; Christensen/T-24/CABEC . FAX NO. : 909 763 0522 May. 29 2001 10:277AM P16 I'JAC SIZING Page 2 HVAC Pr01ect Title ...... _ Lnnuinta 'Pin 12Q"7 -,F MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZ15S92 Program -HVAC SIZING User4-MP1017 User -Carole Christensen Run-80.10R13+PW38.4 40 GENERAL INFORMATION Floor Area... 1397 sf Volume......13272 cf ... .. Front Orientation ....._.... Front. Facing 90 deg (E) Sizing Location. ......... PALM DESERT Latitude...... 33.7 degrees Winter Outside Design...... 32,F Winter Inside Design....... 70 F' Summer Outside Design...* ... 112 F Summer Inside Design....... 78 F Summer Range. .... ..... 34 F Interior Shading Used.....: No Exterior Shading Used...... No Overhang Shading Used...... No Latent Load Fraction ....... 0.20 HEATIATG AND COOLING LOAD SUMMARY Heating Cooling Describtion (Stuh) (Btuh) Opaque Conduction and Solar...... 82.73 3123 Glazing Conduction ............... 5404 4835 Glazing Solar .............. n/a 6938 Infiltration ..................... 7008 4636 Internal Gain .................... n/a 2550 Ducts ............................ 2069 2208 Sensible Load....... ...... 22754 24292 Latent Load ...................... n/a 4858 Minimu% Total Load 22754 29151 Note: The loads shown are only one of the criteria affecting the selection of .VAC :equipment. Other °relevant design factors such as air' flow requirements, outside air, outdoor design 'temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. FROM .:, ChriStensen/T-24/CABEC FAX FAO. : 909 763 0522 May. 29 2001 10:27AM P17 HVAC SIZING Page 3 HVAC Pro-iect Title. _ _ . _ _ _ _ . r,a()i,i nta MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZ15S92 Program -HVAC SIZING User##-MP1017 User -Carole Christensen Run-80.10R13+PW38.A 40 GENERAL INFORMATION Floor Area ................. 1397 sf. Volume. 13272 cf Front Orientation.......,,. Front Facing 180 deg (S) Sizing Location............ PALM DESERT Latitude.... ........ 33.7.degrees Winter Outside Design...,.. 32 F Winter Inside Design.,..... 70F Summer Outside Design.:.... 112 F Summer Inside Design...,... 78 F Summer Range. ............. 34 F Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used...... No Latent Load Fraction...,... 0.20 HEATING AND COOLING LOAD summARY Heating Cooling Description (Stuh) (Btuh) OpagUe Conduction and Solar....., 8273 3123 Glazing Conduction ............... 5404 4835 .Glazing Solar .................... n/a 7471 Infiltration ...........:......... 7008 4638 Internal Gain .................... n/a 2550 Ducts ............................ 2069 2262 Sensible Loa$........... .....'... 22754 24878 Latent Load ....................... n/a 4976 Minimum Total Load 22754 29854 Note: The loads shown are only one of the criteria affecting the. selection. Cf HVAC, equipment. Other- relevant design factors.such as air Llow requirements,t outside air, outdoor design temperatures, coil sizing, availability -of equipment, oversizing safety marlin, etc., must also be considered. .It is the HVAC designer's tesponsibility toconsider all factors when selecting the HVAC equipment. ,ti FROM Christ.enseniT-24/CABEC FAX NO. : 909-763 0522 May, 29 2001 10:28AM F18 r MVAC SIZING Page 4 HVAC Project Title........:. LaQuinta Pln 1397 sf East Date. .05/29/01 10:16:29 MICROPAS6 v6.00 File-LPLNLAQ Wth-CTZ15S92 Program -HVAC SIZING User$#-MP1017 User -Carole Christensen Run-80.10813+PW38.4 40 GENERAL INFORMATION Floor Area ................. 1397 sf Volume.. .......... 13272 cf Front Orientation.......... Front Facing 270 deg (W) Sizing Location............ PALM DESERT. Latitude. . 33..7 degrees Winter OutsideDesign...... 32 F Winter Inside Design....... 70 F Summer Outside Design...... 112 F Summer Inside Design....... 78-F Summer Range. ...... ..... 34 F .Interior Shading Used...... No Exterior Shading Used...... No Overhang Shading Used...... No Latent Load Fraction....... 0.20 HEATING AND COOLING LOAD SUMMARY Heating Cooling Description (Etuh) (Etuh) Opaque Conduction and Solar...... 8273 3123 Glazing Conduction ............... 5404 4835 Glazing Solar.................... .. n/a 6645 Infiltration ..................... 7008 4638 Internal Gain....... ........... n/a 2550 ' Ducts............................ 2069 2179 Sensible Load.. ...: ... ....... 22754 23970 Latent Load ...................... n/a 4794 Minimum Total'Load 22754' 25764 Note: The loads shown are only one of the criteria affecting the selection of HVAC :equipment.' Other .relevant design:factors such as air_ £low requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must -also be considered. It is the HVAC designer's responsibility to consider all factors when selecting the HVAC equipment. SROM ;'Christensen/T- 2=4/CABEC FAX NO. .: 909_763 0522 May. 29 2001 10:29AM P19- 19 _ w zoo? zoo? ' ' f v 240 Szries AIUMI uxn WiaQaw�.:j SSiljr Seat Gain rjugkj Mode# t, t �tiLi3 `".e SFiGC 240 HS H•orizoatal Slider Char/_AiriClear ,72 .67 W/ Grids .61 Cleor/ArgoNClear .70 .61 w/ Grids Al Clear/LowE/Clur .57 .3S w/ Grids .35 Clr/LowVAiVClr' 153 3S w/ Grids .3S 2403H $inglc $ung Clear/Ak/Clew ,n .61, w/ Grids .61 Clear/Amon/Clwr .70 ,67 w/ Grids .61 G1ear/LawE/Cleu .57.38 w/ Grids .35 Clr/i mtlAM)Clr .53 .38 w/ Grids .34- 240P Picture Window Clestr!Alr/Clear .69 ,7Z w! Grids .66 Clwir/Argom/Clear .60. .72 w/ Grids,66 Clear/LowliJCkar AS .44 w; Grids .37 Clr/LowE/ArZA:lr .41 .40 w/ Grids .3' .. ` : Philips Products icses SpectWly Se4ectrt)t LovwE CvahjWs