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SFD (0110-158)52224 Avenida Madero 0110-158 IN LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that,l am licensed under provisions of Chapterl§ (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 2(! K? 2 1, C`31 C. C42 1111007 Date %f - ! =_ + Signature of Contractor` .) I V OWNER -BUILDER DECLARATION, I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: c ( ) 1, as owner of t property, or my employees with wages as their sole ;compensation, will d th w rk, and the structure is not intended or offered for 'sale (Sec. 7044, B.sin s rofessionals Code): ( ) I, as'owner o thpro erty, am exclusively contracting'with,licensed contractors 'to construct a project (Sec., 7044; Business &-Professionals Code). () I am exempt under Section' B&P.C. for this re on Date Signature of Owner WORKER'S COMPENSATION DECL RA I. hereby affirm under penalty of perjury one of the following declara ons: ( ) I have and will maintain a certificate of consent,to self -insure for workers' compensation, :as, provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. (,;,)I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier Z-)TAY'I, MND Policy No. 1,','J R5 (This section need not be completed if the permit valuation is for $10& r less). () I certify'that in the performance of the work for which this per It is sued, I shall not employ any person in any manner so as to become t to e workers' compensation laws of California, and agree that if I should becom subject to.the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with thoseprovisions. Date ;`r',. Applicant Pr if . --Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. 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 1. Each person upon whose behalf this application is made & each person at' whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its.officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance cf such permit, or cessation of work.for 180 days will subject permit to cancellation. [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) '^.' Date l- 1 If BUILDING PERMIT,.' PERMT# TRACT DATE.. VALUATION"=74a7I.'ci LOT11 ADDRESS ,.. ;5 i.1d;I ..klJDA .R'' A,1r1ICR.O. JOBSITE APN 773-202-022 OWNER . CONTRACTOR / DESIGNER / EN (NEER MMM O W-KNAP 1 A►2►!! %S C. i `+i 1023 4 ', .i . PAL .D9PA' e;RIT CA:,92260 AV.M MW ,WT CA 92261 i (7.60)937/ 1566 C',P, A 2905 USE OF PERMIT e SKI, XM')'14;R &N5iQVLD .PJ_yAM1 t' OMS NOT INCLUDE BLMK 8'itALS,., 0f IIIAPA OR DRff9WAY ,a.PPR..40H ''3'1t11:CT CONSTRUCTION- 1100- 0 OF Sig'j e9i(AUCeURPORT 446.0 OF Z,( ., 62 mmixrm) cosT of ct3am'Imfr."x's,ow 70 97,2M70 C:c 0S7'RUCTION ME 101-000,418-000 S630..: o P1.01 CHECK Y .'%, 101 ••000-4' 9-31 a $5;1h.95 I10D DEPOSIT 101.000,.439.318 4230.00 rr_,= K PLY3 11 m L i C!I-£tiil7- $1. -OCYt: 13n, Uti STRO)II0 MOTION ID 101-000-241-000 00.241.000 $91 ifRAYA; On`2 101-00 423-000 AJO DM -WIPER IMPACT FE o ( 8E,9n.00 101-000-.44 -$ poo.my '4;CSCYLNAWD yip ,t.t ?}3 q ? 'gqT.. tgql Tyy0`14 +'. C, "Eyy s, i sS p lus"17 681E-'. AM HIM ' 250,00 RECENT e'DAl , i BY DATE F AL INSPECTOR w , INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs l%f_ Q ' Underground Ducts Forms & Footings ( - Ducts Slab Grade _ f Return Air Steel _ Combustion Air Roof Deck Exhaust Fans O.K. to Wrap - F.A.U. - Framing _ Compressor Insulation 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 BLOCKWALL APPROVALS POOLS -SPAS m steel Set Backs Electric Bond ' Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Water Piping _ 0 Z Heater Final Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Sewer Connection _ Pool Cover Encapsulation —Encapsulation Gas Piping Gas Test Appliances Final Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole 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) COMMENTS: - of Occu ancCertificate - ,___ Cit of La Quints ''. Building and Safety -Department ostia 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: 52-224 AVENIDA MADERO Use Classification: SFD Bldg. Permit No.: 0110-158 Occupancy Group: R-3, U-1 Type of Construction: VN Land Use Zone: RC Owner of Building: JAMESC BELKNAP Address: 73300. FIDDLENECK LN City: • PALM, DESERT CA 92260 By: KIRK KIRKLAND. Date: 'MAY 25, 202 Building Official POST IN A CONSPICUOUS PLACE - — - - - - - - - - Tu vv�f V%P& COC)c 41DEL11 Y -AUR; 1CF. CO. g9jgS126111 . . . . /.1 - . I* I of a ;tseards INU-uxu tivirInL UIVISION IN rd" official -Ir�of 111vareld" )a -r' I R&OOCOW0 WORDING RZQUW= 3V Gary h. OreoItcarder I - C.,04y. I. -lark 0 AM WM M=Mm MAM TO. A .,y . ` '{ eJr.TeC.VJ== 32 CMB:Lnc Arroyo Places M Psup t.mc. PaIMIDesert, U. 92260 -r4 oro 7coPr LONO No I New IL EXqA A R L 7'73 -lo 7,410 10z --3 —�IMC4 * U86 %PIUY Escrow No.: 2.34301 &P.N.: TRA MD 1 Order No.: 3392t787 001 oil? GRANT. DEED AG L5 1 (v _ TM LIND1xtStGNFD C& I jTnR(j) DECLAMs) THAT DOCUMENTARY TRANSFER TAX Ls-. COUNTY $143-00 X computed an full value Of PrOrM CMVCY941 or uc( at time of sale. compuud on full valuc ICU V� Uc of liens or mcumbrMCC5 remaining uniricorporamd area. L X I City of U Q&ta . and FOR A VALUABLIS CONSIDERATION, rtftdpt Of Which i6 hn=bY 2dMOW1ed9Cd, SOUTWORK ENMRPRMSS INC. cambirvia.ce"!Prittim p hereby GRANT(S) to James C. Belknap, Jr., Truce of the James Bellm, Separate Twat dates May 3, 1992 the following described pmpcdY in tjle City of La Qdnta. County of Riverside SiaLe of California: See Exhibit ',W' attached havto and made a part hereof; SOUTHFoRKE6TEft1jR,1SES- INC.,, a California BY'. Document Des: August 14, 700_1 FA STATE OF CAL ORN As COUNTY OR60 L�t�. D It *C� r. - - - &P, ,I,%. % I � N'Ao !2� �L;:- -UT? vi v%o YL -1 L-- Uk-zv1'&0i - - - - , PMW.IIY Z.42 C1 VA -f - idfm pe comity kWg. MC (of proved to — an Ifte bL05 Of udsMmy cvido_) 10 to " p—ods) whose ==90) Wan wb=6W to dl@ W hu sad wk nowicdged to at ftl W*'J&q C'MR01 ft =Pc 'a bt.0AU"hcr audwd?Ad ca*aetW(ics) and than byJb,,Aw1&eir simnawrKs) on the is the Wwn(s) of the cn* v1polm bcbilf of wWcb the pcj3*s) acted. txF=d 112i hfflrmn=- WIMESS any and oftic9.l sea)- offitoW nourial uW. This WU for A-0 F MARGO KKW A a COOK 10. FM 14, MO Tax Stater =b to: SAME AS ABOVE or Address Noted Below Order: X Description: 2001-430067 Page 1 of 2 ComMent: VIUCI IVU. JJVL I / V EXHIBIT ,,ONE" f Parcel 1: Lot 11 in Block 38 of Santa Carmelita at Vale La Quinta, Unit No. 3 as shown by Map`on File in Book 18 Page 59 of Maps, records of Riverside County, California. Parcel 2: Lot 9, BIoCk­1'12, Santa Carmelita Unit No. 12, as shown by Map on file in Book 18 Pages 79 and 80 of Maps, Riverside County Records. . t Parcel 3: Lot 1, Block 41 of Santa Carmelita at Vale La ;Quinta, Unit No. 3, as per Map recorded in Book 18, Page 59, of Maps,. in the Office of the County Recorder of Riverside County. Parcel 4: Lot 8 in Block 92 of Santa Carmelita at Vale La Quinta Unit No. 11 as per Map recorded in -Book 18, Page.75 of Maps in the Office of the County Recorder of Riverside County. Parcel 5: Lot 5 in Block 11 of Santa Carmelita at Vale La Quinta Unit No. 1 as per Map recorded in Book 18, Page 46, of Maps, in the Office of the County Recorder of Riverside County. r t . I 2 V ( i ' .III � y �• '". Binder*:. Role I %Number 27-81-88 19 312' t Fidelity National Title Insurance Company A Stock Company 4 Order Number ' 33021707—JW r' INTERIM BINDER FORM A Policy Issuing Agent for FIDELITY NATIONAL TITLE INSURANCE COMPANY Fidelity National Title Insurance Company, an Arizona'Corporation, hereby agrees that it will issue, as of the date shown in Schedule A, its policy of title insurance in the form and with a liability not exceeding the amount shown in Schedule A insuring title to the estate or interest described to be vested in the vestee named herein subject only to the Exceptions shown in Schedule B and to all of the provisions of the policy; or in the alternative, if a valid and sufficient instrument creating an insurable estate, interest or lien in favor of James C.. Belknap, Jr'. Trustee of the James Belknap Separate is executed, delivered and recorded within .1095 days fTorg he ale s iao�vi'in Scl?iedule . A, the policy will, be issued as of the date of recording the, instrument, insuring the estate, interest or lien subject only to the .aforesaid exceptions and provisions of the policy and to liens, encumbrances, and any other matters affecting title which. shall have intervened, or: occurred, or become for the first time disclosed of record between the date shown in Schedule A - and the date of recording the instrument, including those matters affecting title which may attach as a result of the -recording. This Binder is null and void 1095 days from the date shown in Schedule A or when the policy is issued whichever shall first happen. Issuing Office: Fidelity National Tide Insurance Company • t TNT- AND EXPIRE BY • .��l� PPS I i�< I.�i�:�" / a!'^i c 7r t Countersign ` :SEAL ' v s � � President '� N,ewnma syuma - ii �> ATTEST i THE POLICY REFERENCED HEREIN SHALL ONLY BE ISSUED BY Secretary THE OFFICE ISSUING THIS INTERIM BINDER FORM NO. 27-81-88 (9/88) Reprinted (5-96) CLTA INTERIM BINDER FORM A. (Rev. 9188) (Rev: 6195) SCHEDULE A Order Number: 33021707 Binder No.: 27-081-88 19312 Liability Not Exceeding: $ 130,000.00 Fee: S 917:50 Type of Policy to be issued: ` Date of Binder: September 5, 2001 at 08:00 a.m. 1. The estate or interest in the land described herein and which is covered by this Binder, is: A Fee t 1•. 2. The estate or interest referred to herein is at Date of Binder vested 'in: i James C. Belknap, Jr., Trustee of the James Belknap Separate Trust dated May., 5, 1992 3. The land referred to in this Binderris situated County of Riverside, State of California, and is described as follows:. SEE EXHIBIT "ONE" ATTACHED HERETO AND MADE A PART HEREOF, f r ' i THIS BINDER IS VALID ONLY IF SCHEDULE B IS ATTACHED - Order No. 33021707 - Binder• No. 27-081-88 19,312 " EXHIBIT "ONE' Parcel 1: r Lot 11 in Block 38 of Santa Carmelita at Vale La Quinta, Unit No. 3 as shown by Map on File in Book 18 Page 59 of Maps, records of Riverside County, California. Parcel.2: Lot 9, Block 112; Santa Carmelita Unit No. 12, as shown by Map on file in Book 1'8 Pages 79 -and 8.0 of Maps, Riverside County Records. r Parcel 3: Lot 1, Block 41 of Santa Carmelita at Vale La Quinta, Unit No. 3, as per Map recorded in Book 18, Page, 59, of Maps, in the Office of the County Recorder of Riverside County. s — Parcel 4: Lot 8 in Block 92 of Santa Carmelita at Vale La Quinta Unit No. 11 as'per. Map recorded in Book 18, Page 75 of Maps in the Office of the County Recorder of Riverside County. Parcel 5: ' Lot 5 in Block 11 of Santa Carmelita at Vale La Quinta Unit No. 1 as per Map recorded in Book 18, Page 46, of, Maps, in the Office of the County Recorder of Riverside County. rr E t 2 ,Y ; i -Order No. 33021707 Binder No. 27-081-88 19312 SCHEDULE B '• EXCEPTIONS FROM COVERAGE r n The policy to be issued pursuant to this binder will not insure against the loss or damage (and the Company will not pay expenses) which arise by reason of: + 1. Taxes, or assessments which are not shown as existing liens by the records of any taxing authority that levies taxes or assessments on real.property or by the public records. Proceedings by a public agency which may result in taxes or assessments, or notices of such proceedings, whether or not shown by the records of such, agency or by the public records. 2. Any facts, rights, interests of claims, which are not shown by the public records but which could be ascertained by an inspection of the land or by the making inquiry of persons in possession thereof. r 3. Easements, liens or encumbrances, or claims thereof, which are not shown by the public records. 4. Discrepancies, conflicts in boundary lines, shortage in area, encroachments, or any other facts which a, correct survey would disclose and which are not shown by the public records. 5. (a) Unpatented mining claims; (b) reservations or exceptions in patents or in Acts authorizing the issuance thereof; (c) water rights; claims or title to water, whether or not' the matters excepted under (a), (b) or (c) are shown in the public records. 6. Property taxes, which are a lien not yet due and payable, including any assessments collected with taxes to be levied for the fiscal year 2001-2002. ` T 7. An assessment by the improvement district shown below Assessment (or Bond) No: 9-038 Series: 91-1 District: City of La Quinta For: sewers Bond issued: June 13, 1991 Said assessment is collected with the county/city property taxes. - - 3 , Order No. 330217.07 J, Binder No. 27-081-88 19312 Failure to pay said taxes prior to the delinquency date may result in the above assessment being removed from the County Tax Roll and subject to Accelerated Judicial Bond Foreclosure. Affects: Parcel 1 8. An assessment by the improvement district shown below Assessment (or Bond) No: 128 Series: 2000-1 District: City. of La Quinta For: sewers Bond issued: February 28, 2000 Said assessment is collected with the county/city property taxes. Failure to pay said taxes prior to the delinquency date may result in the above assessment being removed from the County Tax Roll and subject to Accelerated Judicial. Bond Foreclosure. Affects: Parcel 2 9. 'An assessment by the improvement district shown below Assessment (or Bond) No: 9-077 Series: 91 -1 - District: City of La Quinta For: i sewers Bond issued: June 13,'1991 Said assessment is collected with the county/city property taxes. Failure to pay said taxes prior to the delinquency date may result in the above assessment being removed from the County Tax Roll and subject to Accelerated Judicial Bond Foreclosure. Affects: Parcel 3 l _ 4 Order No. 33021707 Binder No. 27-081-88 1931.2 10. An assessment by the improvement district shown below Assessment T (or Bond) No: 11-085 a 1 Series: 91-1 District: City of La Quinta For: sewers Bond issued: June 13, 1991 ' J Said assessment is collected with the county/city property taxes. Failure to pay said taxes prior to the delinquency date may result in the above assessment being removed from the County. Tax .Roll and(subjectto Accelerated Judicial Bond Foreclosure. Affects: Parcel 5 11. The lien of supplemental taxes, if any., assessed pursuant to the provisions of Chapter 3.5 (Commencing with Section 75) of the Revenue and Taxation code of the ,State of ' California. t -12. Water rights, claims or title to water, whether or not disclosed by the public records. 13. Easement(s) for the purposes(s) shown below and rights incidental thereto as delineated ` or as offered for dedication, on the map of.said tract. Purpose: public utilities Affects: the West 5 feet < Affects: Parcel 1 14. Easement(s) for the purpose(s) shown below and rights incidental thereto as granted in a — document. s Granted to: Southern Sierras Power Company t Purpose: aerial and underground electric communication structures Recorded: July 23, 1934, Bookr181, Page 310, of Official Records Affects: along all division property. lines (except those which coincide with , streets and alleys) Affects: Parcel 1 , Order No. 33021.707 Binder No. 27-081-88 19312 15. Easement(s) for the purposes(s) shown below and rights incidental thereto as delineated. or as offered for dedication, on the map of said tract. Purpose: public utilities Affects: the Westerly 5 feet of Parcels 2, 4 and 5 and the Easterly 5 feet of Parcel 16. Easement(s) for the purpose(s) shown below and rights incidental thereto as granted -in a document. Granted to: Southern Sierras Power Company Purpose: aerial and underground electric communication structures Recorded: May 18, 1932, Book 237, Page 34, of Official Records } Affects: along all division property lines, (except those which coincide with streets and alleys) Affects Parcel 2 17. Easement(s) for the purpose(s) shown below and rights incidental thereto as granted in.a document. Granted to: Southern Sierras Power Company Purpose: public utilities Recorded: January 18, 1934, Book 151, Page 357, of Official Records Affects: Parcel 5 18. Easement(s) for the purpose(s) shown below and rights incidental thereto as granted in a document. - Granted to: The Southern Sierras Power Company Purpose: right-of-way Recorded: July 23, 1934, Book 181, Page 310, of Official Records Affects: right-of-way Affects Parcel '3 and 5 19. Easement(s) for the purpose(s) shown below and rights incidental thereto as granted in' a document. r Granted to: Southern Sierras Power Company Purpose: aerial and underground electric and communication structures Recorded: June 25, 2035, Book 233, Page 588,, of Official Records Affects: along all division property lines (except those which coincide with streets and alleys) f 6 �� " T ' Order No. -33021707 . Binder No. 27-081-88 1931.2 20. Easement(s) for the purpose(s) shown below and rights incidental. thereto as granted in a document. Granted to: Palm Springs Land and Irrigation Company Purpose: public utilities Recorded: February 7, 1938, .Instrument/File No. 758, .of Official Records Affects: Parcel 3 21. Covenants, conditions and restrictions (deleting therefrom any restrictions indicating any preference, limitation . or discrimination based on race, color, religion, sex, handicap, familial status or national origin) as set forth' in the document Recorded: August 22, 1942, Book 553, Page 303, of Official Records NOTE: Section 12956.1 of .the Government Code provides the following: If this document contains any restriction based on race, color, religion, sex familial status, marital status, disability, national origin, or ancestry,.that restriction violates state and federal 'housing laws and is void. Any person holding an interest in this property may request that the county recorder remove the restrictive language pursuant to subdivision (c) of Section 12956.1 of the Government Code.. Said covenants, conditions and restrictions provide that a violation thereof shall not defeat the lien of any mortgage or deed of trust made in good faith and for value.. c An easement for the hereinafter set forth specific purpose and incidental purposes, as set forth in the document above mentioned. Said easement is for utility installation and'public maintenance and cannot be located from the record. t .1 22. Easement(s) for the purpose(s) shown below and rights incidental thereto as granted in a document. Granted to: Palm Springs Land and Irrigation Company, a California Corporation Purpose: public utilities Recorded: February 20, 1943, Instrument/File No. 1382, of Official Records Affects: Parcel 3 23. Covenants, conditions and restrictions (deleting therefrom any restrictions indicating any preference, limitation or discrimination based on. -race, color, religion, sex, handicap, familial status or national origin) as set forth in the document Recorded': January 9, 1964, Instrument No. 3030, Book 3578, Page 151; of, Official Records 7 Order No. 33021707 Binder No. 27-081-88 19312 NOTE: Section 12956.•1 of the Government Code provides the following:, If this document contains any restriction based on race, color, religion, sex familial status, marital status, disability, national origin, or ancestry, that restriction violates state and federal housing laws and is void. Any person holding an interest +in this property may request that the county recorder remove the restrictive language pursuant to subdivision (c) of Section 12956,1 of the Government Code. Said covenants, conditions and restrictions provide thata violation thereof shalfnot defeat F the lien of any mortgage or deed of trust made in good faith and for value. An easement for the hereinafter set forth specific purpose and incidental purposes, as set forth in the document above mentioned. Said easement -is for public utilities and cannot be -located from the record. y � i 4 i f Fidelity National Finaneral Group.of Companies' Privacy Statement ' 1 July 1, 2001 We recognize and respect the privacy expectations of today's consumers and the requirements of applicable federal and state privacy laws. We believe that making you aware of how we use your non-public personal information ("Personal Information"), and to whom it is disclosed, will form the basis fora relationship of trust between us and the public that we serve. This Privacy Statement provides that explanation. We reserve the right to change this Privacy Statement from time to time consistent'with applicable privacy laws. In the course of our business, we may collect Personal Information about you from the following sources: ■ From applications or other forms we receive from you or your authorized representative; ` ■ From your transactions with, or from the services being performed by, us, our.af liates, or others; ■ From our internet web sites; ■ From the public record maintained by governmental entities that we either obtain directly from those entities', or from our affiliates or others; and • From consumer or other reporting agencies. Our Policies Regarding the Protection of the Confidentiality and Security of Your Personal Information We maintain physical, electronic and procedural safeguards to protect your Personal Information from unauthorized access or intrusion. We limit access to the Personal Information only to those employees who need such access in connection with providing products, or services to you or for other legitimate business purposes: Our Policies and Practices Regarding the Sharing of Your Personal Information We may share your Personal Information with our affiliates, such as insurance companies, agents, and other real estate settlement service providers. We also may disclose your Personal Information: • to agents, brokers or representatives to provide you with services you have requested; ■ to third -party contractors or service providers who provide services or perform marketing or other functions on our behalf: and • to others with whom we enter into joint marketing agreements for products or services that we believe you may find of interest. In addition, we will disclose vour Personal Information when you direct or give us permission, when we are required by law to do so, or when we suspect fraudulent or criminal activities. ' We also may disclose your Personal Information when othervise permitted by applicable privacy laws such as, for example, when disclosure is needed to enforce our rights arising 'out of anv agreement, transaction or relationship with you. One of the important responsibilities of.some of our affiliated companies is to record documents in the public domain. Such. documents may contain your Personal Information: r Right to Access Your Personal Information and -Ability To Correct Errors Or Request Changes Or Deletion Certain states afford you the right to access your Personal Information and, under certain circumstances, to find out to whom your Personal Information has been disclosed. Also, certain states afford you the right to request correction, amendment or deletion of your Personal Information. We reserve the right, where permitted by law, to charge a reasonable fee to cover the costs incurred in responding, to such requests. All requests must be made in writing to the following address: Privacy Compliance Officer Fidelity National Financial,Inc. 4050 Calle Real, Suite 320 Santa Barbara, CA 93110 Multiple Products or Services If we provide you wich more than one Financial product or service, you may receive more than one privacy notice from us. We apologize for any inconvenience this may cause you. r J �_ s•;R 8� ✓UAREZ • I , v. •,r so N sa So 1 Mu • � ,e ]. t m mm 0 A M ��r s �bv• O y a o x w A a,za°t0tar'e, S O M • E) © © ® O @ Q J ® b ® .y . .• o f C AVEN/0 • ® S./ J �_ s•;R 8� ✓UAREZ • I , v. •,r so sb sa So 1 Mu • � ,e ]. t m mm 0 A M BLOC q V O q o ® S O © E) © © ® O @ Q J ® b ® @ .• o w N lo© ® S./ A 9 � f t C 0 I yC b 0 i V O to a w r •� u Q J �_ s•;R 8� ✓UAREZ • I , v. •,r so sb sa So so SO So So So t m N ` w A M BLOC q V O q o ® S O © E) © © ® O @ Q J ® b ® @ ®\ w N lo© ® S./ A 9 � O t C 0 u - Q w. O n f c AVEN/DA O/AZ o 3 m C ; V D ; D. B L 0 C ir u B L C,4" t m n IOC fr O q ` (s) Q W Oc ®. O n Q �' b c y b 0 V q b q w a w u - Q w. O n f c AVEN/DA O/AZ o 3 m C ; V D ; D. z a a ; n rtl lb n , = II AVEN/DA RUB/0 ~J 0 0 J j} B L 0 C ir B L C,4" t m n IOC fr O q (E) z a a ; n rtl lb n , = II AVEN/DA RUB/0 ~J 0 0 J j} B L 0 C ir B L C,4" /2 1B L IOC fr N l ---4 TaBL (E) (s) Q W Oc ®. O b® b c y b 0 V q b q w a w N lo© ® S./ A 9 � O t C 0 I yC z a a ; n rtl lb n , = II AVEN/DA RUB/0 ~J 0 0 J j} B L 0 C ir B L C,4" /2 1B L O C � �O O • o A lo© ® S./ A � O t C 0 I yC b 0 i V 0 to a w H •� u y A/O ® ®® 0 P 0 y AVEN/DA 2 ' a a N \ V G ALVARADO Q� • e �`. B L 0 C ir B L C,4" /2 o, v � �O O • o A N S./ A � O O O O O O O .9 y 2 a B L C,4" /2 �' U � �O O • o A N S./ � O O O O O O O y A/O ® ®® 0 P 0 1• s/o ]o x ~ u 'o ]o �® O b 0 N q ON -k J BLOC 0 Se So Je So Sa -So Jo + ' A °a V AVEN/DA CARRANZA 01 _ , TITLE 24 REPORT Title 24, Report for: Belknap Construction Plan 1604 - All Orientations La Quinta, CA Project Designer: Report Prepared By: Joan D. Hacker Insu-Form Inc. 68255 Corta Road Cathedral City, CA 92234 (760) 324-0216 Job Number: Date: 9/18/01 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by Gabel Dodd/EnergySott, LLC (415) 883-5900.' EnergyPro 3.1 By EnergySoft Job Number. User Number. 2655 s Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Belknap Construction 9/18/01 Project Title Date Plan 1604 - All Orientations La Quinta Project Address Building Permit # Insu-Form Inc. (760) 324-0216 Documentation Author Plan check /Date Telephone Computer Performance 15 Field Check / Date compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only Na 0.756 GENERAL INFORMATION R-15 Wall w/1" EPS Total Conditioned Floor Area: 1,604 f? Average Ceiling Height: 10.0 ft Total Conditioned Slab Area: 1,604 f? Building Type: Wood (check one or more) Exterior Roof © Single Family Detached ❑ Addition. :. ❑ Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus. Addition Front Orientation: All Four OrientationS Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 �, ❑ Raised Floor 1-tNtJ I KA I IVN Const. Component Frame Assembly Location/Comments Type Type U -Value (attic garage typical etc.), Slab On Grade n/a 0.756 Covered Slab w/R-0.0 Perimeter Insulation Slab On Grade . Na 0.756 Exposed Slab w/R-0.0 Perimeter Insulation R-15 Wall w/1" EPS Wood 0.054 Exterior Wall R-38 Roof (R.38.2xl4.16) Wood 0.028 Exterior Roof 25.0 0.60 0.65 Bug Screen 0 ❑ ❑ Q Left 2.6 1-tNtJ I KA I IVN a I"M WV %'&z0 Type Orientation Area Fenestration Exterior Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Front 20.0 0.55 0.65 Bug Screen Q ❑ Q Front 25.0 0.60 0.65 Bug Screen 0 ❑ ❑ Q Left 2.6 0.72 0.73 Bug Screen Q ❑ Q 0 Left -20.0, 0.60 0.65 Bug Screen Q El Q Rear 28.3 0.60 0.65 Bug Screen ❑ [Ix❑ Rear 33.4 0.55 0.65 Bug Screen .Q Q ❑ • ❑ 0 Right 40.0 0.60 0.65 Bug Screen Q ❑ ❑ Q Right 7.5 0.57 0.67 Buq Screen 0 0 ❑ x❑ Right 33.4 0.55 ":0:65 Bug Screen 0 ,❑ ❑ Q ❑ ❑ ❑ ❑ ❑,❑ ❑ ❑ ❑ El' ❑❑ Run Initiation Time: 0911810100:01:37 Run Code: 100 6769 EnergyPro 3.1 By Ener Soft User Number. 2655 Job Number. Pa e:3 of 12 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R 'Belknap Construction 9/18/01 Project Title Date r HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Heating Equipment Minimum Distribution Type Type and Duct or (furnace, heat Efficiency pump, etc.) Location Piping (AFUE/HSPF)(ducts, attic, etc.) R -Value Thermostat Location / Type Comments Central Fiirnanp 80% AFUE D u .ta in Atti . 4-2 Setback Living Zone Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct heat pump, evap. cooling) (SEER) (attic, etc.) R Thermostat Location / M -Value Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 49 sethack t iv;ng lone WATER HEATING SYSTEMS Rated 1 Water Heater Water Heater Distribution , # in Input System Name Type Type Tank Energy Fact' 1 Cap. or RecoveryStandby External Tank Insul. Syst. Btu/hr (gal) Efficiency Loss (%) R -Value A� SMITH WATER Small Cas .+T mo 40.000 PRODUCTS FGSE-50-230E 50' 0-66 n/a n/a 1 For small gas storage (rated inputs of less than or equal to 75,000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input of than 75,000 Btu/hr), greater list Rated Input, Recovery For instantaneous gas water heaters, list Rated Input and Recovery Efficiency: Efficiency and Standby Loss. j REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated iri the Special Features/Remarks section. Designer or Ow er er Business & Profession Code) Documentation Author Name: F -y.._1 Name: Joan D. Hacker Title/Firm: p Title/Firm: Insu-For, Inc. Address: Address: 68255 Corta Road r Cathedral City, CA 92234 Telephone: 3 7 — /.Sr. Telephone: (760) 324-0216 Lic. #: r, a Enffdreement Agency Name: Title/Firm: Address: Telephone: EnergyPro 3.1 By Energys fi (da Run Initiation Time* 09/18/0- . User Number. 2655 (signatur) O at ) Job Number. (date) 000767697 Page:4 of 12 Certificate of Compliance: Residential (Addendum). CF -1 R Belknap Construction 9/18/01 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies uWUUIIJCmauUn suorniuea. Plan I Field HIGH MASS Design(see C -2R) -Verify Thermal Mass: 1104 sgft Covered Slab Floor, 3.50" thick at Living Zone HIGH MASS Design(see C -2R) - Verify Thermal Mass: 500 sqft Exposed Slab Floor, 3.50" thick at Livino Zone F M HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS �•--•--• • • ••- • •-• -- •�•�• •••��• �� �•••�.•.... • '..n auvII allu uiaynwuo iesuny VI mese measures on a corm k;r-b K. Plan Field Run Initiation Time: 09/18/01 00:01:37 Run Code: 1000767697 EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:S of 12 Mandatory Measures Checklist: Residential MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (7 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 specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter N/A if not applicable. DESIGNER ENFORCEMEN Building Envelope Measures X '§ 150(a): Minimum R-19 ceiling insulation in wood frame assembly, or equivalent U -value. § 150(b): Loose fill insulation manufacturers labeled R -Value. .§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). '§150(d): Minimum R-13 raised floor insulation in framed floors. §150(1): Slab edge insulation -water absorption rate— 0.3%, water vapor transmission rate— 2.0 permfinch. V_1 Al §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. §116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2.: Fenestration products (except field fabricated) have label with certified U -Factor, certified SHGC, and infiltration certification. 3. Exteriordoors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. §150(f): Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ® §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have closable doors, outside air intake with damper and control, and flue damper and control; 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures FXJ §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. X §150(h): Heating and/or cooling loads calculated in accordance with ASH RAE, SMAC NA or ACCA. X71 §150(i): Setback thermostat on all applicable heating and/or cooling systems. F;;-171 §1506): Pipe and Tank Insulation 1. Storage gas water heaters with less than 0.58 energy factor shall be externally wrapped with R-12. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. X❑ '§150(m):.Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed in conditioned space. Openings shall be sealed with mastic, tape aerosol sealant or other duct- closure system that meets the applicable requirements of UL181, UL181A, or UL181 B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh tape or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with Goth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Exhaust fans systems have back draft or automatic dampers. 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. X §114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof instructions, no electric resistance heating, no pilot. 2. System is installed with at least 36" of pipe between filter and heater for future solar, cover for outdoor pools or spas. 3. Pool system has directional inlets and a circulation pump time switch. V §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) Lighting Measures A§150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. X 150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumenstwatt or greater switched at the entrance to the room or one of the altemative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. I -'VY JOD Number. Page:6 of 12 Computer Method Summary (Part 1 of 3) C -2R Belknap Construction 9/18/01 Project Title Date Plan 1604 - All Orientations La Quinta Project Address Building Permit # Insu-Form Inc. (760) 324-0216 Documentation Author Telephone Pian Check/Date Computer Performance 15 Field heck/Date Compliance (acs a or om uter "r'"""""" Method g P Cimatc± 7nnn Source Energy Use (kBtu/sf-yr) Space Heating Standard Design 0.85 Facing North Margin 0.37 0.48 e wcation f 1.omments Facing East Margin Facing South 0.39 Margin 0.45 I Facing West 0.21 Margin 0.63 0.61 0.24 Space Cooling Domestic Hot Water 31.49 15.06 34.52 -3.03 11.66 3.39 R-15 Wall w/1" FPS Liming 7nne 33.49 -2.00 E: 35.14 .-3.65 35.29 -3.80 11.66 3.39 11.66 3.39 11.66 3.39 45,76 1.63 Totals 47.3946.5 .84 ❑ ❑ 47.19 0.20 0.23 BUILDING COMPLIES This C -2R summarizes the results of a fn,tr - Aii 1 H „at!"'Y� �" This plan has been analyzed with identical res featuin all orient�'.,'at GENERAL INFORMATION ions. -Conditioned Floor Area: 1,604 Building Type: Single Fam Detached Building Front Orientation: All Four Orientations Number of Dwelling Units: 1.00 Number of Stories: 1 11n pages [nal ronow aescrine the front facing North occurence. Floor Construction Type: 0 Slab Floor ❑ Raised Floor Total Conditioned Volume: 16,040 Slab Floor Area: 1,604 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area Il iving 7nne 1 fin4 1F 040040 1 an Cnnrlitinnad Sethark _2 n/a OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y / N For 3 Referenc Wall 100 0.054 �(L e wcation f 1.omments _Q W lel 279 n 054 gam �0 ®❑ R-15 Wall w/1" FPS RAS Wall w!1" FPS Ifig-7nne iving 7nne Wall 188 0 .054 -�� _9.Q ®❑ R-15 Wall a:l1" FPS Li -vines 7nne Wall 22R 0.054 270 gn ®❑ R-15 Wall w/1" FPS Liming 7nne Rnof 1 604 0.028 90 _0 E: R-38 Roof (R'48 x14 1F) I iving 7nne IN ❑ ❑ ❑ ❑ ❑ ❑ - H Run initiation Time* 09/111/01 00e0J,37 liun Code: 1000767697 EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:? of 12 Computer Method Summ Part 2 of 3) C -2R Belknap Construction Project Title Bug Screen 0.76 5.0 Date 9/18/01 FENESTRATION SURFACES 3 Bug Screen 0.76 0.8 4.0 # Type Area U- Factor SHGC Act. Azm. Glazing Type Tilt Location/ 5.0 2.0 0. 2.0 2.0 - 5 Bug Screen Comments J-- Window Front (North) ?o nn 0 550 0 6S 6 7 Bug Screen 2 Window Front (North) 25.0 0.600 0.65 _n 0 -qO DnuhlP NonMtl ('I ar D fault 90 Double NonMtl Clear Default t iving lone Livinq Zone Window Left (East) 2.6 0.720 0.73 90 90 Double Mtl Uncoated Default Living Zone 4 Window Left (East) 20.0 0.600 0.65 90 90 Double NonMtl Clear Default Living Zone 5 Window Rear(South) 20.0 0.600 0.65 180 90 Double NonMtl Clear Default Living Zone 6 Window Rear (South) 6.0 0.600 0.65 180 90 Double NonMtl Clear Default Living Zone .L Window Rear (South) 23 0.600 0.65 180 Bug Screen 8 Window Rear (South) 33.4 0.550 0.65 180 90 Double NonMtl Clear Default 90 Double NonMtl Clear Default I iving Zone Living Zone 2- Window Right pp[ezt) 200 0.600 065270 7.0 0.1 7.0 90 Double NonMtl JD Window Right st) _ 7.5 0.570 0.67 270 Clear Default 90 Double Living one -U •Window Right (West) 33.4 0,550 0.65 270 NonMtl Clear Default 90 Doable NonMtl Clear Default living Zone Living Zone 12 .Window Right (West) 20.0 0.600 0.65 270 90 Double NonMtl Clear Default Living Zone INTERIOR AND EXTERIOR SHADING # Exterior Shade Type SHGC Window Hgt. Wd. Overhang Left Fin Len. Hgt. LEA RExt. Riaht Fin 1 Bug Screen 0 76 6 8 Dist. Len. Hgt. Dist. Len. Hgt. 2 Bug Screen 0.76 5.0 3.0 5.0 8.0 0.1 8.0 3.0 0.1 3.0 8.0 3.0 - 3 Bug Screen 0.76 0.8 4.0 2.0 0.1 20 2.0 - 4 Bug Screen 0.76 4.0 5.0 2.0 0. 2.0 2.0 - 5 Bug Screen 0.76 4.0 5.0 3.0 0,_1 3.0 - 6 7 Bug Screen 0.76 3.0 2.0 -0 3.0 a- 3.0 3.0 - Bug Screen 0.76 1.5 1.5 3.0 0.1 3.0 3.0 8 Bug Screen 0.76 6.8 5.0 3.0 0.1 3.0 3.0 - 9 Bug Screen 0.76 4.0 5.0 2.0 0.1 2.0 2.0 - 10 Bug Screen 0.76 5.0 1.5 2.0 0.1 2.0 2.0 - 11 Bug Screen 0.76 6.8 5.0 2.0 0.1 2.0 2.0 - 12 Bug Screen 0.76 5.0 4.0 7.0 0.1 7.0 7.0 - 3.1 By EnergySoft User Number. 2655 Job Number. Page:8 of 12 Computer Meth( I Summar (Part 3' of 3) C-2 Belknap Construction 9/18/01 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sf) (in.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete He_ as w2ight 1 104 3 5Q 28 p m n/a _7 living Zone / Slah an rradP Concrete. Heavyweight 500 3_50 28 0_98 n/a 0 Living Zone / Slab on Grade PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 10 0=76 0.0 0 Living Zone Slab Perimeter -10 0_76 0.0 _Q Living Zone HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace 80% AFUE Ducts in Attic 4.2 Setba .k Living one Hydronic Piping pipe Pipe Insul. - System Name Length Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc) R -Value Type - Comments Split Air Conditioner 12 -0 -SEER Ducts in Attic 4.2 Setback Living Zone WATER HEATING SYSTEMS Rated/ Tank Water Heater Water Heater Distribution # in Input Cap. Energy Factl 1 Tank Insul. or Recovery Standby R -Value System Name Type Type Syst (Btu/hr) (gal) Efficiency Loss (%) Ext A O SMITH WATER PRODUCTS Small Gas R it Tim +T mp 1 40.000 SO 0.65 n/a� n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. Run Initiation Time: 09/18/01 00:01:37 Run Code: 1000767697 EnergyPro 3.1 By EneroySoft User Number. 2655 Job Number Page:9 of 12 Computer Method Summary (Addendum)' 'C -2R ' Belknap Construction' A 9%18/01 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist These items require special written justification and documentation, and special verification to be used with the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies ' Plan Field HIGH MASS Design(see C -2R) -Verify Thermal Mass: 1104 sqft Covered Slab Floor, 3.50" thick at Living Zone HIGH MASS Design(see C -2R) - Verify Thermal Mass: 500 sqft Exposed Slab Floor, 3.50" thick at Living Zone HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must dncumant tha ficbl —4 4 d:_____.:_ Rur EnergyPro 3.t By EnergySoft .,.. -"tl ul— 11—aaulca Un a IUrm l.r•-OK. - Plan Field m Time: 09/18/01 00:01:37 ; Ru User Number. 2655 Job Number. ■ HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Belknap Construction DATE 9/18/01 SYSTEM NAME FLOOR AREA Living Zone 1604 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. PEAK Heating System CFM Sensible Latent CFM Sensible Total Room Loads1,77 28,845 3,8241: 5401 22,771 Return Vented Lighting 0 � i Return Air Ducts 1,4421 1,139 j Output per System 89,000 Total Output (Btuh) 89,000 Output (Btuh/sgft) 55.5 Cooling System Return Fan o o Output per System 58,000 Ventilation F 0i 0 0 0 0 Total Output-(Btuh) 58,000 Supply Fan o 0 Total Output (Tons) 4.8 Supply Air Ducts TOTAL SYSTEM LOAD 1 1,4x2 1 139 31.7291 3.8241 25 048 Total Output (Btuh/sgft) 36.2 Total Output (sgtt/Ton) 331.9 Air System CFM per System 2,055 HVAC EQUIPMENT SELECTION BDP CO. 563AN060-A 36,240 17,364 89,000 i Total Adjusted System Output 36,240 17,36a 89,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan12 am (cfm) Airflow cfm 2,055 Airflow (cfm/sqft) 1,28 Airflow (cfm/Ton) 425.2 Outside Air (%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 of 69.5 of 69.5 of 109.9 of Outside Air �e F Supply Air Ducts 0 cfm Supply Fan Heating Coil 109.4 of 2055 cfm ROOMS 69.5 of 70.0 of Return Air Ducts DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0/77.4°F 78.7l67.1OF 78.7/67.1OF 62.2/61.2OF low Outside Air® Supply Air Ducts 0 cfm Supply Fan Cooling Coil 2055 cfm 62.9 / 61.4 of 56.5% R.H. ROOMS 78.7/67.1 of 78.0 / 66.9 of Return Air Ducts EnergyPro 3.1 By EnergySoft User Number 2655 Job Number. Page 11 of 12 L�OOM LOAD SUMMARY PROJECT NAME SYSTEM NAME Belknap Construction Living Zone I DATE 9/18/01 FLOOR AREA •uuiuc�. cwa Job Number. Page:12 of 12 fig I WESTERN. INSPECTION SERVICE; INC. . p S Inspection of -Prefabricated Trusses / Quality Audited By AA -583 PlantU�SGC7rS,Q� T Date/Arrive/Depart Address �%/lOPlate. Manufacture TRU,SLt7/�� Plant Contact_ jgPf,:Jn cAje ",el. Engineers Des. Dwg. R % Non -Scheduled In Plant Wood Truss Inspection As Per Uniform Building eode Standards CPH;nn 7121 Z nr Nawac+17­;n -1 T., A CategoKy Conforming Non-Conformin Remarks Lumber Grade C' e Connector Plates Span & Pitch F Workmanship e Joint Accuracy we Bearing of Wood Joints06 : . Knots in Plate Area G� , Split Limitation Plate Placement - Plate Size n �2; ri O 19R :bi�ditioit of Yiate''eet1; Lam/ Plate to `Wood Tolerance In -Plant Handling. Bundling & Loading - Storage Jig & Press Adequacy Marking Legibility Plant Stamp Verification (74lyf How Many Stamps On Site Trusses Meet UBC Requirements `' '. ' In -Plant Q C. Records As Per ICBO/ES Requirements .Order -No: I Name -R. )-i *, t4 -&, Other Comments or Remarks, -If Needed, Will BeAdded To An Addition Page upervisor's Signature WIS Inspector's Signature -s P.O. Box 25251 P.O. Box 553 .. P.O. Box 3426 Portland, Oregon 97298 Springfield, Oregon 97477 Gillette, Wyoming 82717 (303) 643-5916 Office (541) 741-8634 Office . .y �1 (503) 641-7211 Fax (307) 6824603 Office . .t{ ter 2 t G (367)'68i-1603 Fax r aaDo- TRUSSWORKS A Company You Can Truss! P.O. Box 626 Thousand Palms, CA- 92276. Phone (760) 343-3461 Fax 0 (760) 343-3491 GE DOUG BELKNAP DIMENSIONS FOR TRUSS LAYOUTS ARE SUPPLIED BY OTHERS AND SHALL BE VERIFIED BY THE PROJECT DESIGN PROFESSIONAL. ARp,�,/A� Robert S ��A Alcumb"c 1.Y NO C-10381 REN. 8/2003 1 OF cA��F�P B1697 9/19/2001 12:12 : 1-25 1.25 SALES REP JEFF WOp : DUE DATE DSGNR/CHKR : JEFF / JEFF Date : TC Live 16.00 psf DurFac-Lbr TC Dead 14.00 psf DurFac-Pit BC Live 0.00 psf O.C. BC Dead 7.00 psf Total 37.00 psf Spacing : 24.0 Design ()Tr/aCf Spec : UBC -97 g : 59 / 14 Job Mame: GE Truss ID: A QW: 1 Drwg: 5-0-8 TC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the G Robert S . BC 2x4 SPF 1650F -1.5E THIS DES -GN IS THE COMPOSITE RESULT OF UBC -97 Code. Alcumbrac GBL BLK 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes .,, - - Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Truss Location = End Zone are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads , Top chord supports 24.0 1' of uniform load Hurricane/Ocean Line = No,Exp Category = C ,• at 16 psf live load and 14 psf dead load. Bldg Length = 40.00 ft, Bdg Width_ 24.42 ft 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 Additional design considerations may be - - Mean roof height = 11.20 ft, mph - 70 _ - required if sheathing is attached. USC Special Occupancy, Dead Load = 21.0 psf O.C.Spacing 2- 0- 0 Gable stud vertical menbers require lateral and brace this truss in accordancewith the following standards: 'JOINT DETAILS' by TrusVal,'ANSI/TPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING MET, -1L PLATE CONNECTED WOOD TRUSSES' - - bracing (designed by others) perpendicular Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. to the plane of the member at intervals.' . ' Bracing is aresult of wind loan applied •� Seqn T6.2.6 - 0 - to rnember.(Combination axial plus bending)...' This truss requires adequate sheathing, as THIS PROFESSIONAL ARCHITECTS CERTIFICATION designed by others, applied to the truss - face providing lateral support for webs in IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED the truss plane and creating shear wall LOADS. THE INPUT LOADS AND DIMENSIONS WERE action to resist diaphragm loads. PROVIDED BY OTHERS AND SHALL BE VERIFIED AND APPROVED FOR THE SPECIFIC APPLICATION SY THE PROJECT DESIGN PROFESSIONAL. 44-2-8 2.8.0 2-8-0 2-8-0 2 -F -O 1-8-0 2-8.0 4-2.8 4-2-8 6.10-8 9-6-8 12-2-8 14-10-8 17-6-8 10.2.8 14.5.0 12-2-8 I 1.2-2-8 l 1 3 4 5 6 7 8 9. 10 11 11 13 14 15 4.00 ` -4.00 ' 4.4 T 4-4-12 TMO -3-15 2a -s -o -0� 16 17 18 19 10 11 11 13 24 25 16 17 18 19 30 4-1-8 x,2.8.0 1-8-02.8-0 1-S-0 1-8-0 1.8.0 4-1.8 4-2-8 6.10.8 - 9-6-8 112.2.8 14-10.8 17-6-8 20.24 - 24.5.0 Joint Locations 1 0- 0- 0 16 0- 0- 0 2 4- 2- 8 17 4- 2- 8 3 5- 6- 8 18 5- 6- 8 4 6-10- 8 19 6-10- 8 5 8- 2- 8 20 8- 2- 8 6 9- 6- 8 21 9- 6- 8 7 10-10- 8 22 10-10- 8 8 12- 2- 8 23 12- 2- 8 9 13- 6- 8 24 13- 6- 8 10 14-10- 8 25 14-10- 8 11 16- 2- 8 26 16- 2- 8 12 17- 6- 8 27 17r 6- 8 13 18-10- 8 28 18-10- 8 14 20- 2- 8 29 20- 2- 8 15. 24- 5- 0 30 24- 5- 0 T 5-0-8 _ ��5� =0-3.11 G Robert S . This design is for an individual building component not truss system. It has been based on spectflca:ions provided by the component manufacturer Chk' JEFF Alcumbrac and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF NO. C-10381 OF 9/19/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unlesOVEMCONTIN000S SUPPORT Scale: 5/32" = V WARNING Read all notes on this sheet and give a copy of it 10 the Erecting Contractor. Eng. Job: EJ. WO: 81697 ® This design is for an individual building component not truss system. It has been based on spectflca:ions provided by the component manufacturer Chk' JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF �1 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads , TC Live 16.00 psf DurFacs L=1.25 P=1.25 J ��®� �� 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 A Company You Can Truss I 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 14.00 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 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordancewith the following standards: 'JOINT DETAILS' by TrusVal,'ANSI/TPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING MET, -1L PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 111 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 Job Name:�GE Truss ID: Al Qty: 2 Drw : Eng. Job: EJ. WO: 81697 RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650E-1. SE Plating spec : ANSI/TPI - 1995 This truss is designed using the and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions 1 0- 1-12 1051 3.50^' 1.50^ 2x4 SPF 210OF-1.BE 1-3 THIS DESIGN IS THE.COMPOSITE RESULT OF UBC -97 Code. 2. 24- 3- 4 1051 3.50". 1.508 BC 2x4 SPF 165OF-1. SE MULTIPLE LOAD CASES. Bldg Enclosed = Yes Company an an A Com YCTruss! 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 - 2x4 SPF STUD B-2 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone - Tc FORCE AXL BND CST WEB 2x4 SPF STUD Loaded for 10 PSF non -concurrent BCLL. , Hurricane/Ocean Line = No Exp Category = C 1-2 -3634 0.24 0.55 0.79 2x4 SPF 1650F-1.SE 7-3 Bldg Length = 40.00 ft, Bldg Width = 24.42 ft 2-3 -3494 0.11 0.32 0.43 - - Mean koof height = 11.20 ft, mph - 70 3-4 -1840 0.03 0.36 0.39 a UBC Special Occupancy, Dead Load 21:0 psf 4-5 -2144 0.03 0.36 0.39 - ' BC FORCE AXL BND CSI - - - - 6-7 7-8 3442 0.51 47 0.01 0.21 0.72 0.56 0.57 •� - - ARCHITECTS CERTIFICATION 8-9 9-10 103 0.01 1296 0.19 0.09 0.10 0.09 0.28 THIS PROFESSIONAL TO CARRY THE APPLIED 0-11 1993 0.30 0.13 0.43 IS TO VERIFY THIS TRUSS DIMENSIONS E THE INPUT0S AND BE VERIFIED crEa 7-2 FORCE csI WEB FORCE csI 3-9 -354 0.16 LOADS. PROVID BY OTHERS AND SHALL SP€EIF16 APPLICATION 3-7 -250 Q.57 2401 0.36 3-10 563 0.28 AND APPROVED FOR THE t3�6�€�51�NAt„ ®�SIaN 7-9 1236 0.62 4-10 -441 0.14 13Y TH9 PFS®J€,GT - - - MAX DEFLECTION (span) ' L/999 IN MEM 6-7 (LIVE) L= -0.23" D= -0.30" T= - - - - Joint Locations 1 0- 0- 0 7 8- 1-12 2 8- 1-12 8 8--l-12 3 12- 2- 8 9 12- 2- 8 8-1-12 4-0-12 5-8-6 6 6-2 4 17-10-14 10 15-10- 8 -2 5 24-.5- 0 11 24- 5- 0 8-1-12 12-2-8 17-10-14 24-5-0 6 0- 0- 0 12-2-8 1- 12-2-8 1 2 3 I 3 4r- .00 -400 5-12 T1.5-3 1.5-3 I ��cJE� A���/l 4-4-12 34 -4 1 4� 5-M SH ��' Robeft S 1 Mb -3-15 1-3 7 3 4 4 4 3� '=0-3-11 Alcumbrac NO C-10381 0-3,8 2.00 7-8-8 2� 16-5-0 24-5-0 6 78 9 10 11 8-1-12 4-0-12 3-8-0 8-6-8 8-1-12 12-2-8 15-10-8 24-5-0 ; OF r 9/19/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 5/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81697 This design is loran individual building component not truss system. It has been based on specifictu ions provided by the component manufacturer Chk: JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF C e� are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 �' �S TRS' v J Yin y7 utilized on this design meet or exceed the loading imposed by the local building code and the panicular,application. The design assumes that the top chord Company an an A Com YCTruss! 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 14.00 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 connecter plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.$ aein 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVIPI I', 'WTCA P- Wood Truss Council of America Standard Design Responsibilities,'HANDLMG INSTALLING AND BRACING METAL. PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 ' 53' Job Name%GE Rc x -LOC REACT Slze REQ 'D 1 0- 1-12 1443 3.50" 2.06" 2 34-10- 4 1443 3.50" 2.06" TC FORCE AXL BND CSI 1-2 -5993 0.47 0.41 0.88 2-3 -5521 0.43 0.44 0.87 3-4 -3995 0.17 0.20 0.37 I,4-5 -3994 0.17 0.20 0.37 �5-6 -5521 0.43 0.44 0.87 6-7 -5992 0.47 0.41 0.88 BC FORCE AXL BND CSI 8-9 5713 0.55 0.15 0.70 9-10 4909 0.47 0.14 0.61 LO -11 4909 0.47'0.14 0.61 L1-12 5713 0.55 0.15 0.70 WEB FORCE CSI WEB FORCE CSI 2-9 -446 0.14 5-10 -1110 0.88 3-9 - 502 0.25 5-11 502 0.25 3-10 -1110 0.88 6-11 -446 0.14 4-10 2176 0.33 Truss ID: B TC 2x4 SPF 165OF-1.5E BC 2x4 SPF 210OF-1.8E. WEB 2x4 SPF STUD 2x4 SPF 165OF-1.5E 10-4 GBL BLK 2x4 SPF STUD Gable verticals are 2x 4 web material spaced at 16.0 11o.c. unless noted otherwise. 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 loaa applied to member,(Combination axial plus bending). Thistruss 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 DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Unrestrained horiz. LL deflection,= 0.31 ---------------------------------------- Drwci: . This design based on chord bracing applied per the following schedule: max o.c. from to BC 120.00" 8- 0- 0 34- 8- 8 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 35.00 ft Mean roof height = 12.08 ft, mph = 70 UBC Special Occupancy, 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. 6-86-8_114 5-4-9 i 5-4-9 5-4-9 54-9 6-8-14 6-8-14 12-1-7 17-6-0 22-10-9 28-3-2 35-0-0 17-6-0 F 17-6-0 i I 1 3 0 -3 6 7 400 _ 5-5 400 26-8-8 , i 0_3,18 2.00 1 1-2.00 0-W 17-2-8 i 17-2-8_� 35-0-0 9 10 11 11 9-59-5 2 8-08-0� 8-08-0� 9-5-2� 9-5-2 17-6-0 25-6-14 35-M MAX DEFLECTION (span) : L/617 IN MEM 10-11 (LIVE) L= -0.67" D= -0.89" T= Joint Locations 1 0- 0- 0 7 35- 0- 0 2 6- 8-14 8 0- 0- 0 3 12- 1- 7 9 9- 5- 2 4 17- 6- 0 10 17- 6- 0 5 22-10- 9 11 25- 6-14 6 28- 3- 2 12 35- 0- 0 ' Robert S Alcumbrac NO. C-10381 OF CC o� 9/19/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. 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: 81697 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• JEFF WOKS 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• JEFF TRUSS TC Live 16.00 psf TC Dead 14.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 A Company You Can Truss! 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 P.O. Box 626 Thousand Palms CA. 92276 r Phone (760) 343-3461 Fax # (760) 343-3491 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,'AiJSVfPI I','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'MB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. TheAAmerican Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036, BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.2.6 - 0 56' Job .Dame: GE Truss ID: B1 Qty: 10 Drwg: RGx-IAC REACT .SIZE REO'D - TC 2x4 SPF 1650F -1.5E Plating .spec : ANSI/TPI - 1995 This truss is designed using the 1 .0- 1-12 1443 3.50^ 2.06^ BC 2x4 SPF 210OF-1.8E THIS DESIGN IS THE -COMPOSITE RESULT OF UBC -97 Code. 2 34-10- 4 ,1443 3.50^" 2.061, WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes " 2.4 SPF 1650F-1.SE 10-4 PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone TC" FORCE AXL BND CSI -------------------------------------------- Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C 1-2 -5992 0.47 0.41 0.88• Unrestrained horiz. LL deflection 0.31 Bldg Length = 40.00 ft, Bldg Width = 35.00 ft 2-3 -5520 0.43 0.44 0.87 -------------------------------------------- Mean roof height = 12.08 ft, mph = 70 3-4 -3994 0.17 0.20 0.37 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -3994. 0.17 0.20 0.37 5-6 -5520 .0.43 0.44 0.87 + 6-7 -5992 0.47 0.41 '0.88 BC FORCE AXL END CSI . 8-9 5711 0.55 0.15 0.70 9-10 4907 0.47 0.14 0.61 0-11 4907 0.47 0.14'0.61 ARCHITECTS CERTIFICATION 1-12 5711 0.55 0.150.70 THIS PROFESSIONAL . IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED WEB FORCE CSI WEB FORCE CSI LOADS. THE INPUT LOADS AND DIMENSIONS WERE 2-9 -446 0.14 5-10 -1110 0.88 PROVIDED BY OTHERS AND SHALL BE VERIFIED 3-9 502 0.25 5-11 502 0.25 3-10 -1110 0.88 6-11 -446 0.14 AND APPROVED FOR THE SPECIFIC APPLICATION MAX DEFLECTION (span) : 4-10 2175 0.33 + .,tf1 t� @ - (� �'H Ffj0 'GT ONESION PROFESSIONAL. L/617 IN MEM 10-11 (LIVE) L= -0.67" D= -0.89" T= -1. - - Joint Locations 1 0- 0- 0 7 35- 0- 0 2 6- 8-14 8 0- 0- 0 3 12- 1- 7 9 9- 5- 2 6-8-14 i 5-4-9 5-4-9� 5-4-9� 5-4-9� 6-814 4 17- 6- 0 10 17- 6- 0 6-8-14 12-1-7 17-6-0 22-10-9 28-3-2 35-0-0 5 22-10- 9 11' 25- 6-14 6 28- 3- 2 12 35- 0- 0 17-6-0 17-6-0 1 1 3 4 S 4 7 c 41 00 -4.00 1 3-4 �3-4 6-1-15 5-5 5-5 6-9-11 - 3-6 SHIP 36 3-4 2-1 4 3 6 .6 ' = 0-3-15 = 0-3-11 Robert S Aicumbrac 0-3,q6 2.00 -2.00 0-63' NO C-10381 17-2-8 17-2-8 35-0-0 Sj. �Q /9�OF CAL�F�P ' - 8 9 10 11 11 9-5-2 8-0-14 8-0-14 9-5-2 9-5-2 17-6-0 25.6-14 35-0-0 ' 9/19/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned pei Joint Report, unless noted. Scale: 118"= 1' 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 Eng. Job: XJ. Chk: JEFF WO: B1697 and done in accordance with the current versions ofTP1 and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF T R U S SVV®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 chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Company YCan Truss I p you 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 Dead 14.00 Rep. Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 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 - 0.00 psf P O.C.S acin 2- 0- 0 P g Thousand Palms CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'AN'SI/TPI 1',.'WTCA I' - Wood Truss Council 'HANDLING BC Dead 7.00 psf Design Spec UBC -97 + Phone (760) 343-3461 of America Standard Design Responsibilities,INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 900, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 56' Job NaMe:.GE Truss ID: B2 Qty: 4 Drwg: RG x -LOC REACTsize REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12 1554 3.50" 2.22^ 2x4 SPF 210OF-1.8E 1-2 THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 34-10- 4 1443 3.50^ 2.06" BC 2x4 SPF 1650F -1.5E MULTIPLE LOAD CASES. Bldg Enclosed = Yes TC Live 16.00 psf WEB 2x4 SPF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone Tc FORCE AXL BND CSI Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C 1-2 -3313 0.11 0.20 0.31 psf Bldg Length = 40.00 ft, Bldg Width = 35.00 ft 2-3 -3148 0.08 0.26 0.34 psf BC Live 0.00 P Mean roof height = 12.08 ft, mph - 70 3-4 -2428 0.05 0.26 0.31 BC Dead 7.00 psf UBC Special Occupancy, Dead Load = 21.0 psf 4-5' -2428 0.05 0.26 0.31 5-6 -3153 0.08 0.26 0.33 TOTAL 37.00 psf Seqn T6.2.6 - 0 6-7. -3314 0.13 0.26 0.39 BC FORCE AXI. BND CSI _ 8-9 3094 0.46 0.10 0.57 9-10 2539 0.29 0.22 0.50 0-11 1907 0.22 0.22 0.44 1-12 2538 0.29 0.22'0.51 0.57 APPLIED ARCHITECTS CERTIFICATIONLI 2-13 3095. 0.46 0.11 THIS PROFESSIONAL TRUSS TO CARRY THE WERE WEB 2-9 FORCE CSI WEB FORCE CSI -317 0.09 4-11 678 0.34 THIS IS TO �IERIFY SAND DIMENSIONS INPUT LOAD VERIFIED BE 3-9 545 0.28 5-11 . -566 0.32 THE LOADS. BY OTHERS AND SHALL APPLICATION Max DEIN ME (span) 3-10 -567 0.32 5-12 549 0.28 PROVIDED THE SPECIFIC ZONAL' 4 1 L/999 IN MEM 10-11 (LIVE) 4-10 678 0.34 6-12 -3i6 0.-09 OVED FOR AND APP <aROJSCT ®ESIGN PROFFrSS L= -0.20" D= -0.26^ T= - I3Y TNS Joint Locations 1 0- 0- 0 8 0- 0- 0 2 6- 4- 8 9 7- 5-14 3 1-11- a 10 ia- 1 -is 6-4-8 5-6-12 5-6-12 5-6-12 5-6-12 6-4-8 � I 4 177- 6- 0 11 20-10- 1 6-4-8 11-11-4 17-6-0 23-0-12 28-7-8 35-0-0 5 23- 0-12 12 27- 6- 2 6 28- 7- 8 13 35- 0- 0 17-6-0 •17-6-07 35- 0- 0 I T 3 •I S 6 7' F4.00 -4.00 4-4 8 9 10 11 12 7-5-14 6-8-2 6-8-2 1 7-5-14 14-1-15 20-10-1 27-6-2 z 13 7-57-514 35-0-0 0-3=1 ' Robert S Alcumbrac NO C-10381 Y REN. 8/2003 'LOF COV 9/19/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 1/8" = V WARNING Read all notes on this sheet and give a *copy of it to the Erecting Contractor. Eng. Job: XJ. WO: 81697 This design is for an individual building component not truss system. It has been based on specific:::ions provided by the component manufacturer Chk' JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds nr:JEFF g ere to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DU►PBGs L=1.25 P=1.25 Tare utilized on this design meet or exceed the loading imposed by the local building code and the paniciler application. The design assumes that the top chord A Company YCan Truss! P you 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 Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 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 psf BC Live 0.00 P O.C.S acin 2- 0- 0 p g Thousand Palms, CA. 92276 and brace thistruss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUrP1 1','WTCA I' - Wood Truss Council of America Siandard Design Responsibilities,'HANDLING INSTALLING AND BRACING MET 1I. PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located a: D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 46' Job Narrme: GE WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Truss ID: B3 Qty: 4 Drwg: This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' JEFF RG x -LOC REACT SIZE REO'D TC 2x4 SPF 165OF-1.5E Plating ,pec : ANSI/TPI - 1995 This truss is designed using the g 1 0- 1-12 1443 3.50" 2.06"BC 2x4 SPF 210OF-1.8E THIS DES GN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 34-10- 4 1443 3.50" 2.06" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ATSI/I'PI 1','WTCA I'- Wood Truss Council . of America Standard Design Responsibilities.'HA,NrDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 2x4 SPF 165OF-1.5E 10-4 PLATE VAC -,UES PER ICBO RESEARCH REPORT #1607. Truss Location = End Zone The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. - TC FORCE AXL BND CSI -------------------------------------------- Loaded for 10 PSF non -concurrent BCLL. Hurricane/Ocean Line = No , Exp Category = C 1-2 -5992 0.47 0.410.88 Unrestrained horiz. LL deflection = 0.31 " Bldg Length = 40.00 ft, Bldg Width = 35.00 ft 2-3 -5520 0.43 0.44 0.87 -------------------------------------------- Mean roof height = 12.08 ft, mph = 70 3-4 ,-3994 0.17 0.20 0-.37 UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -3994 0.17 0.20 0.37 5-6 -5520 0.43 0.44 0.87 _ -'• ' 6-7 -5992 0.47 0.41 0.88 - BC FORCE AXL BND CSI " 8-9 5711 0.55 0.15 0.70 9-10 4907 0.47 0.14 0.61 0-11 - 4907 0.47 0.14 0.61 - 1-12 5711 0.55 0.15 0.70 THIS PROFESSIONAL ARCHITECTS CERTIFICATION WEB FORCE CSI WEB FORCE CSI IS TO VERIFY THIS TRUSS TO CARRY THE APPLIED 2-9 -446 0.14 5-10 -1112 0.88 LOADS. THE INPUT LOADS AND DIMENSIONS WERE 3-9 502 0.25 -1110 5-11 502 0.25 PROVIDED BY OTHERS AND SHALL BE VERIFIED 3-10 4-10 0.88 2175 0.33 6-11 -446 0.14 AND APPROVED FOR THE SPECIFIC APPLICATION MAX DEFLECTION (span) : L/617 7N MEM 10-11 (LIVE) BY THE PROJECT DESIGN PROFESSIONAL. L= -0.67" D= -0.8911 T= - " - - Joint Locations 1 0- 0- 0 7 35- 0- 0 2 6- 8-14 8 0- 0- 0 3 12- 1- 7 9 9- 5- 2 6-86-814 5-4-9 5-4-9� 5-4-9� 5-4-9 6-8-14 4 17- 6- 0 10 17- 6- 0 6-8-14 12-1-7 17-6-0 22-10-9 28-3-2 5 22-10- 9 11 25- 6-14 35-M 6 28- 3- 2 12 35- 0- 0 1 2 3 4 S 6 7 F4.00 -a� 5-5 3-4 3-4 5-55-5 6-9-11 3-6 2-1 -7 3.6 3.6 3-4 3 3-6 0-3- 0.3�8 2.00 1�-2-2- �1 2.00 17-2-8 0-318 8 9 10 11 . 12 9-59-5 2 8-08-0� 8-08-014 9-5-2 9-5-2 17-6-0 25-6-14 35-0-0 Robert S Alcumbrac REN, 8/2003 9/19/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. 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: 81697 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' JEFF and done in accordance with the current versions of TPl and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds nr: JEFF p c /� / p,� are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g TRUSSWORKS 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 16.00 psf DUfFBCS L=1.25 P=1.25 A Company You Can Truss I 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 14.00 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 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ATSI/I'PI 1','WTCA I'- Wood Truss Council . of America Standard Design Responsibilities.'HA,NrDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 - The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 56' Job Name: ISE Truss ID: B4 Qtv: 3 Drwa: I .G X -IAC REACT SIZE REQ'D 1 0- 1-12 495 3.50" 1.50" 2 14- 5-12 1737 3.50" 2.48" 3 34-10- 4 758 3.50" 1.50" TC FORCE AXL ' BND CSI 1-2 -705 0.00 0.35 0.35 2-3 611 0.05 0.35 0.40 3-4 1681 0.24 0.31 0.54 4-5 467 0.07 0.32 0.39 5-6 -1577. 0.02 0.26 0.27 6-7 -2180 0.06 0.30 0.37 BC FORCE AXL Baro CSI 8-9 657 0.10 0.19 0.29 9-10 -912 0.50 0.20 0.70 0-11 -406 0.10 0.11 0.21 1-12 964 0.14 0.13 0.27 2-13 2068 0.31 0.17 0.48 WEB FORCE CSI .WEB FORCE CSI 2-9 -646 0.20 4-11 385 0.19 3-9 719 0.36 5-11 -1170 0.93 3-10 -803 0.25 5-12 700 0.35 4-10 -1733'0.94 6-12 -613 0.19 TC 2x4 SPF 1650F -1.5E Plating ::pec : ANSI/TPI - 1995 BC 2x4 SPF 165OF-1.5E - THIS DESIGN IS THE COMPOSITE RESULT OF WEB 2x4 SPF STUD MULTIPLE LOAD CASES. Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Interior support or temporary shoring must Location of interior bearings should be be in place before erecting this truss. clearly marked on each truss. 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 ION BY THE PROJECT DESIGN PROFESSIONAL 6-8-14 5-4-9 5-4-9 5.4-9 -1 5-4-9 ( 6-8-14 -1 6-8-14 12-1-7 17-6-0 22-10-9 28-3-2 35-0-0 1. 17-6-0 17-6.0 1 1 3 a s s 7 400 -4� 6-6 This design based on chord bracing applied per the following schedule: max o.c. from to BC - . 75.00" 0- 3- 8 14- 7- 8 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 35.00 ft Mean roof height = 12.08 ft, mph 70 USC Special Occupancy, Dead Load 21.0 psf " 17-2-8 " 17-2-8 -0-0 35-0-0 9 10 11 13 13 9-5-2 5-0-10 11-1-2 9-5-2 9-5-2 14-5-12 25-6-14 35-0-0 MAX DEFLECTION (span) : L/999 IN MEM 12-13 (LIVE) L= -0.14" D= -0.18" T= Joint Locations 1 0- 0- 0 8 0- 0- 0 2 6- 8-14 9 9- 5- 2 3 12- 1- 7 10 14- 5-12 4 17- 6- 0 11 17- 6- 0 5 22-10- 912 25- 6-14 6 28- 3- 2 13 35- 0- 0 7 35- 0- 0 Robert S Alcumbrac NO. C-10381 )v' OF CAL�F�� 9/19/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unles9WSWI.SUPPORTS Scale: 118" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 81697 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DS • JEFF nr• .T �1 ere to be verified by the component manufacturer and/or building designer prior to fabrication. The' uilding designer must ascertain that the loads g TC Live 16.00 psf DurFaes L=1.25 P=1.25 J ��®� �� 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 A Company You Can Trussl p y 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 Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 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 0.00 psf p O.C.S acin 2- 0- 0 P g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVI'PI I','WTCA F- Wood Truss Council 'HANDLING BRACING WOOD BC Dead 7.00 psf Design Spec UBC -97 of America Standard Design Responsibilities, INSTALLING AND METAL PLATE CONNECTED TRUSSES' Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss PlateInstitute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 32' Job Nanhe:..GE Truss ID: B5 Qty: 1 Drwg: G X -LOC REACT SIZE REQ •D 1 0- 1-12 504 3.50" 1.50" 2. 14- 5-12 1696 3.50•• 2.43•• 3 34-10- 4 777 3.50'• 1:50•• TC FORCE AXL BND- CSI 1-2 -493 0.00 0.31 0.31 2-3 -321 0.00 0.31 0.31 3-4 813 0.11 0.31 0.42 4-5 -323 0.00 0.29 0.29 5-6 -1147 0.01 0.29 0.30 6-7-1317 0.01 0.29 0.30 BC FORCE AXL BND CSI 8-9 . 428 0.06 0.16 0.22 9-10 -395 0.00 0.22 0.22 0-11 -176 0.00 0.22 0.22 1-12 576 0.05 0.19 0.25 2-13 1207 0.18 0.14 0.32 WEB FORCE CSI 2-9 .-358 0.10 3-9 643 0.32 3-10 -626 0.37 4-10 -1230 0.96 WEB FORCE CSI 4-11 649 0.33 5-11 -582 0.34 5-12 630 0.32 6-12 -352 0.10 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 165OF-1.5E WEB 2x4. SPF STUD GBL BLK 2x4 SPF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 41607 Loaded for 10 PSF non -concurrent BCLL. Interior support or temporary shoring must be in place before erecting this truss. 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. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trussee spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systetns standard details. Location of interior bearings should be clearly marked on each truss. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. 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 -a -d applied to memher.(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. 6-4-8� 5-6-12� 5-6-12 5-6-12� 5-6-12 6.4-8 6-4-8 11-11-4 17-6-0 23-0-12 28-7-8 35-" 2 3 400 4-4 3 6 7 400 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C . Bldg Length = 40.00 ft, Bldg Width = 35.00 ft Mean roof height = 12.08 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span) : L/999 IN MEM 12-13 (LIVE) L= -0.06" D= -0.081' T= Joint Locations 1 0- 0- 0 8 0- 0- 0 2 6- 4- 8 9 7- 5-14 3 11-11-.4 10 14- 4-15 4 17- 6- 0 11 20- 7- 1 5 23- 0-12 12 27- 6- 2 6 28- 7- 8 13 35- 0- 0 7 35- 0- 0 14' � A��y/i` T� 3-4 �? Robert S 6-1-15 5-5 35-5 6-9-11 AlCUfpbfBC SHIP 3-4 1= 3 4 = NO C-10381 0-3-15 3-4 5-5 3.4 0-3-1 5 REN. 812003 14-5-12 OFCAS\FOP 35-0-0 • 8 9 10 - 11 12 13 7-57-5-14 6-11-112 6-26-2_2 66-1� 7-5-14 7-5-14 14-4-15 20-7-1 27-6-2 35-M ' 9/19/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "W" for TWMX 20ga positioned per Joint Report, unlesQW611aB.SUPPORTS Scale: 1/8" = V WARNING Read all notes on this sheet and give a copy of it /o the Erecting Contractor. Eng. Job: EJ. WO: 81697 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: JEFF R o ' ^®��I p�$p are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads pp��pp T C \ i./ V ® ®tl \ M S y� utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFaes L=1.25 P=1.25 A Company You Can Truss! p Y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length.. This component shall not be placed in any P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf p O.C.$ acro 2- 0- 0 p g Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSVTPI 1%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL. PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TP1. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 14' Job Nariie:.GE Truss I®: B6 Qty: 1 Drwg: .G X -IOC REACT SIZE REO'D 1' 0- 1-12 504 3.50" 1.50" 2 14- 5-12 1696 3.50 2.43" 3 34-10- 4 777 3.50" 1.50" Tc FORCE AXL HND CSI 1-2 -493 0.00 0.31 0.31 2-3 -321 0.00 0.31 0.31 3-4 813 0.11 0.31 0.42 4-5, -323 0.00 0.29 0.29 5-6 -1147 0.01 0.29 0.30 6-7 -1317 0.01 0.29 0.30 IEC FORCE AXL BND CSI 8-9 428 0.06 0.16 0.22 9-10 -395 0.00 0.22 0.22 0-11 -176 0.00 0.22 0.22 1-12 576 0.05 0.19 0.25 2-13 1207 0.18 0.14 0.32 WEB FORCE CSI WEB FORCE CSI 2-9 -358 0.10 4-11 649 0.33 3-9 643 0.32 5-11 -582 0.34 3-10 -626 0.37 5-12 630 0.32 4-10 -1230 0.96. 6-12 -352 o.1d TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 1650F-1.SE WEB 2x4 SPF STUD GBL BLK 2x4 SPF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT.OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Interior support or temporary shoring must be in place before 'erecting this truss. RCHTECTS RTIFICATION THIS PROFESSIONAL TRUSS TIO CARRYE-HE APPLIED IS TO LOADS AND DIMEN! LOADS_ THEVIDEDINPUT BY OTHERS AND SHALL BEOVERIFIED PRO THE SPECIFIC APPLICATION AND APPROVED FOR ,*y Tmr, IarojarT DeslON NI:OFESS:ONAL• T 6-1-15 i = 0-3-15 Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Location of interior bearings should be clearly marked on.each truss. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. 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 lo -a 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. 6-l� 5-6-12� 5-6-12 5-6� 5-6-12� G-" 6-4-8 11-11-4 17-6-0 23-0-12 28-7-8 35-M 2 3 400 4-4 3 6 400 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 35.00 ft Mean roof height = 12.08 ft, mph = 70 UBC Special Occupancy, Dead Load 21.0 psf 3 4 N� .�3-4 5-5 - -�I 5-5 6-9-11 3-4 3 4 3-4 5-5 3-4 0-33 1 a -s-12 35-0-0 9 10 11 12 13 7-5-14 6-11-2 6-2-2 6-11-2 7-5-14 7-5-14 14-4-15 20-7-1 27-6-2 35-0-0 MAX DEFLECTION (span) : L/999 IN MEM 12-13 (LIVE) L= -0.06" D= -0.08" T= Joint Locations 1 0- 0- 0 8 0- 0- 0 2 6- 4- 8 9 7- 5-14 3 11-11- 4 10 14- 4-15 4 17- 6- 0 11 20- 7- 1 5 23- 0-12 12 27- 6- 2 6 28- 7- 8 13 35- 0- 0 7 35- 0- 0 Robert S Alcumbrac NO C-10381 9/19/2001 TYPICAL PLATE: 1.5-3 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or"W" for TWMX 20ga positioned per Joint Report, unlesQUEO&SUPPORTS Scale: 1/8" = V WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. WO: B1697 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr• JEFF are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf Du►Facs L=1.25 P=1.25 T FZ U S SVU®R KS 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 A Company YCTruss! P you an 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 Dead 14.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length This component shall not be placed in any psf P.O. BOX 626 environment that will cause the moisture content of the wood to exceed 19% and/or muse connecter plate corrosion. Fabricate, handle, install SC Live 0.00 psf P O.C.S acin 2- 0- 0 P 9 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'A4SUIPI I', 'WTCA V- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES'' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 14' Job N.arrle%GE Truss ID: C1 Qty: 4 Drwg: RG x -LAC REACT SIZE REQ 'D TC 2x4 SPF 165OF-1.SE Plating spec : ANSI/TPI - 1995 This truss is designed using the 1 0- 1-12913 3.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. 2 20- 6- 4 765 3.50. 1:50" WEB 2x4 SPF STUD MULTIPLE IAAD CASES. Bldg Enclosed = Yes Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT'111607. Truss Location = End Zone TC'- FORCE AXL' BND CSI - Hurricane/Ocean Line = No , Exp Category = C 1-2 -1756 0.03 0.20 0.23 Bldg Length = 40.00 ft, Bldg Width = 20.67 ft -2-3 -1282 0.01 0.20 0.22 DurFacs L=1.25 P=1.25 Mean roof height = 10.89 ft, mph - 70 3-4 -1282 0.01 0.20 0.22 A Company You Can TrUSSI UBC Special Occupancy, Dead Load = 21.0 psf 4-5 -1756 0.03 0.20 0.23 - BC FORCE AXL HND CSI 6-7 0.24 0.22 0.46 THIS PRC ARCHITECTS CERTIFICATIO TO CARRY THE'APPLEED Rep Mbr Bnd 1.15 .1633 7-8 1633 0.24 0:22 0.46 AND DIMENSIONS WERE IS TO VERIFY THIS TRUSS BC Live 0.00 psf O.C.Spacing 2- 0- 0 . DS THE INPUT LOA VERIFIED SHALL BE and brace this truss in accordance with the following standards: 'JOMT DETAILS' by Trusvai,'A`JSI/TPI 1','WTCA I'- hood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' WEB FORCE CSI WEB FORCE CSI LOADS. BY OTHERS AND Phone (760) 343-3461 2-7 -492 0.34 4-7 -492 0.34 '3-7 493 0.25 - THE SPEGIFIE.APPLIGATI01� PROVIDED FOR PR6FM16N4? .. . Fax # (760) 343-3491 AND DESIGN PROJECT TOTAL 37.00 psf Seqn T6.2.6 - 0 Y iHe 5-6-6-1� 4-9-2 - 4-94-9 5-65-614 5-6-14 10-4-0 15-1-2 20-8-0 10.4-0 10-4-0 1 2 3 - 4 5 400 -4.00 . 4-4 2-M .l MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.10" D= -0.13" T= - Joint -Locations 1 0- 0- 0 5 20- 8- 0 2 5- 6-14 6 0- 0- 0 3 10- 4- 0 7 10- 4- 0 4 15- 1- 2 8 20- 8- 0 4-5-0 SHIP =0-3-1Robert S Cj 1 r Alcumbrac NO C-10381 s REN. 3 �Q OF CAS-�FC� ' - 6 7 8 10-4-0 .10-4-0 10-4-0 20-8-0 9/19/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 7132"= 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1697 ® This design is for an individual building component not truss system. It has been based on speciftcacions provided by the component manufacturer Chk' JEFF and done in accordance with the current versions of TPI and AFPA design standards. i Jo responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: JEFF �1 ��Y TRUI®� �� are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 16.00 psf DurFacs L=1.25 P=1.25 J tl 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 A Company You Can TrUSSI 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 14.00 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 connecter plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 . Thousand Palms CA. 92276 + and brace this truss in accordance with the following standards: 'JOMT DETAILS' by Trusvai,'A`JSI/TPI 1','WTCA I'- hood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. ' Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 23' Job Naffie; GE Truss ID: C8 Qty: 1 Drwg: Eng. Job: EJ. RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 1649 3.50" 2.36 BC 2x4 SPF 2100F -1.8E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: TRU�1 �� A /®� �1 2 20- 6- 4 1501 3.50 2.15" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o. c. from to 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 16.00 psf DurFacS. L=1.25 P=1.25 Lumber shear allowables are per NDS -97. ,PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC . 24.00" 7-11-11 12- 8- 0 TC FORCE AXL BND CSI Permanent bracing.is required (by others) to Drainage must be provided to avoid ponding. This truss is designed using the Rep Mbr Bnd 1.00 1-2 -3620 0.25 0.66 0.91, prevent rotation/toppling. See HIB -91 and 2x4 continuous lateral bracing @24.0 " o.c. UBC -97 Code. Thousand Palms, CA. 92276 2-3 -4052 0.24 0.41 0.66 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. attached w/ 2-10d box or common wire nails. Bldg Enclosed = Yes of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING MET. -,,L PLATE CONNECTED WOOD TRUSSES' 3-4 -4052 0.24 0.41 0.66 - Truss Location- End Zone TOTAL 37.00 psf 4-5 -3620 0.25 0.66 0.91 Hurricane/Ocean Line = No, Exp Category = C Bldg Length = 40.00 ft, Bldg Width 20.67 ft BC FORCE AXL BND CSI _ Mean roof height = 10.49 ft, mph70 6-7 3384 0.33 0.48.0.81 UBC Special Occupancy,. Dead Load = 21.0 psf 7-8 3384 0.33 0.48 0.81 - ----------IAAD CASE #1 DESIGN LOADS --------------- < Dir L.Plf L. Loc R.Plf R.Loe LL/T WEB FORCE CSI WEB FORCE CSI TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.5 2-7 3-7 814 0.41 4-7 814-0.41 -549 0.15 THIS PROFESSIONAL ARCHITECTS CERTIFICATIO THE APPLIED TC Vert 145.63 8- 0- 0 145.63 12- 8- 0 Tc vert 60.00 12- B- 0 60.00 20- 0.5 VERIFY THIS TRUSS TO CARRY WERE e- o BC vert 33.98 0- o- 0 33.98 20- 8- 0 o.s 0.0 IS TO AND DIMENSIONS lbs LOADS -THE ORDS. THE INPUT LOADS SHALL BE VERIFIED .Type... X. Loc LL/TL Tc Vert 176.0 B- 0- 0 1.00 PROVIDED BY OTHERS AND SPECIFIC APPLICATION TC Vert 154,0 8- 0- 0 0.00 AND APPROVED FOR THE PROFESSIONAL• TC vert 176.0 12- B= 0 1.00 9Y TI�6 PROJECT DESIGN TC Vert 154.0 12- 8- 0 0.00 88-" 2-" 2-4_0 8-" 10-4-0 12-8-0 88-0_0� 20-8-0 7-11-11 7-11-11 ( l 2 3 f 3 400 330# -4.00 2-0-0 20-8-0 6 7 10-4-@ 10-4-0 8 10-4-0 i 20-8-0 MAX DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) L= -0.21" D= -0.28" T-- 8-" = Joint Locations 1 0- 0- 0 5 20- 8- 0 2 B- 0- 0 6 0- 0- 0 3 10- 4- 0 7 10- 4- 0 4 12- 8- 0 8 20- 8- 0 Robert S Alcumbrac REN. 8/2003 t!�OF Cap", 9/19/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX';l for TWMX 209a positioned per Joint Report, unless noted. Scale: 7/32" =1' WARNING Read all notes on this sheet and give a copy of it Jo the Erecting Contractor. Eng. Job: EJ. WO: 81697 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TRU�1 �� A /®� �1 are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS nr• JEFF g J Y J 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 16.00 psf DurFacS. L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid s reathing 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 14.00 psf Rep Mbr Bnd 1.00 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 'JOIN BC Live 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: DETAILS' by Truswat,'A;JSI/1'PI I','WTCA 1' -Wood Truss Council Phone (760) 343-3461 of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING MET. -,,L PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Fax # (760) 343-3491 - (HIB -91) and'HIB-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 1 I I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 50' Job Name: GE WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. TruS-S ID: C10 Qty: 1 Drwg: ® RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 913 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the'following schedule: 1 TC Live 16.00 psf 2 "20- 6- 4 765 3.50" 1.50" WEB 2x4 SPF STUD MULTIPLE LOAD CASES. max o.c. from to environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spacing 2- 0- 0 Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. .. TC - 24.00" 7- 0-15 12- 8-'0 ' ' TC FORCE AXL BND CSI _ 2x4 continuous lateral bracing @24.0 " o.c: Drainage must be provided to avoid ponding. This truss is designed using the Fax # (760) 343-3491 1-2 .-1616 0.05 0.43 0.48 attached w/ 2-10d box or common wire nails. UBC -97 Code. 2-3 -1663 0.04 0.26 0.30 Bldg Enclosed = Yes 3-4 -1663 0.04 0.26 0.30 _ Truss Location = End Zone 4-5 -1616 0.05 0.43 0.48 - Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.67 ft BC r`FORCE AXL BND CSI Mean roof height = 10.83 ft, mph = 70 6-7 1481' 0.22 0.29 0.51 UBC Special Occupancy, Dead Load = 21.0 psf 7-8 -1481 0.22 0.29 0.51 - CERTIFICATION , WEB FORCE CSI. WEB FORCE 'CSI THIS PROFESSIONAL ARCHITECTS TRUSS TO CARRY THE APPLIED 2-7 3-7' • 222 0.114-7 222 0.11 0.02 IS TO VERIFY THIS DIMENSIONS WERE -70 LOADS. THE INPUT LOADS AND BE VERIFIED PROVID OTHERS AND L VED E SPECIFIC APPLICATION AND APPROED FOR TH BY THE PROJECT DESIGN PROFESSIONAL. Minx DEFLECTION (span) L/999 IN MEM 7-8 (LIVE) '. L= -0.13" D= -0.17" T= - - - - - Joint Locations 1 0- 0- 0 5 20- 8- 0 2 8- 0- 0 6 0- 0- 0 8-0-0 2-4-0 2-4-0 8-0-0 -� -� --� 3 10- 4- 0 7 10- 4 12- 8- 0 8 20- 4- 0 8- 0 8-0-0 10-4-0 12-8-0 20-8-0 9-11-11 9-11-11 . 4 O ._ 8 0 .4.00 T5-5 1. 3 T ARC/y/r USED F 3-7-13 4 3-9 Robert S 3 4 2-4-12 3 4 P AlcUMbrac =0-3-15 6-6 NO C-10381 - R sjOF CA��FOP 2-" 20-8-0 1 6 7 104-0. 10-4-0 8 10 20-8-0 9/19/2001 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 7132' = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ.' WO: 81697 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Ds are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g nrve TRUS 7F/Y®RKS 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 1 TC Live 16.00 psf DUrFBCS L=1.25 P=1.25 A Company You Can Truss! 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 TC Dead 14.00 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 0.00 psf O.C.Spacing 2- 0- 0 Thousand Palms, CA. 92276 and brace this truss in accordance with the following standards: 'JOINT DETAILS' by Truswal,'ANSUTPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead . 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at I I I 1 19th Street, NW, Ste 800,. Washington, DC 20036. TOTAL 37.00 psf SeQn T6.2.6 - 0 291 �RG ' _X -IAC REACTSIZE REII'D 1 0- 1-12 2261 3.50" 1.86" 2. 7-107 4 2174 3.50" 1.79" TC FORCE. AXL BND CSI 7 1-2 -3986 0.03 0.36 0.39 9 2-3 -4078 0.03 0.11 0.14 TC Live 16.00 psf 3-4 - -4078 0.03 0.11 0.14 4-5 -3749 0.03 0.07 0.10 P.O. BOX 626 BC FORCE AxL BND CSI BC Dead 7.00 psf 6-7 3852 0.18 0.26 0.44 Fax # (760) 343-3491 7-8 3945 0.19 0.12 0.31 8-9 3646 0.17 0.12 0.29 9-10 3552 0.17 0.12 0.29 WEB FORCE CSI WEB FORCE CSI 2-7 679 0.17 4-8 501 0.13 2-8 154 0.04 4-9 687 0.17 3-8, 250 6.05 Tr.,_ -s I TC 2x4 SPF 1650F -1.5E BC 2x6 HF 165OF-1.SE WEB 2x4 SPF STUD Nail pattern shown is for uniform loads only. Concentrated loads > 350# must be distributed (by others) equally to each ply, unless nail clusters are shown ( ). 2 -PLY! Nail w/10d BOX, staggered (NDS -97 Sect..12).in: TC- 2/ft BC- 2/ft WEBS- 2/ft D: D Qty: 2 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF . MULTIPLE LOAD CASES. PLATE V7 -,LUES PER ICBG RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. Permanent bracing is required (by others) to prevent rotation/toppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. I -HIS 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 PR6dp_6T DEO16N !PROFESSIONAL. urwg: This truss is designed using the - UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width 8.00 ft Mean roof height = 9.62 ft, mph = 70 UBC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE ql DESIGN LOADS -------------- Dir L.Plf L.Loc R.Plf R.Loc LL/ TC Vert 60.00 0- 0- 0 60.00 2- 9- 0 0. TC Vert 66.88 2- 9- 0 66.88 5- 3- 0 0. TC Vert 60.00 5- 3- 0 . 60.00 8- 0- 0 0 BC Vert 15.60 0- 0- 0 15.60 8- 0- 0 0.. ..Type... lbs X.LOc LL/TL TC Vert 4.5 2= 9- 0 1.00 TC Vert 3.9 2- 9- 0 0.00 . TC Vert 4.5 5- 3- 0 1.00 TC Vert 3.9 5- 3- 0 0.00 BC Vert 1501.0 1- 7- 0 0.43 BC Vert 765.0 3- 7- 0 0.43 BC Vert 765.0 5- 7- 0 0.43 BC Vert 765.0 7- 7- 0 0.43 2-9_0_i 11-3_ 0 11-3-0 2-9-0 2-9-0 4-0-0 5-3-0 l 2-9-0 F 2-6-0 1 2-9-0 ! 2-PLYS / 2 3 4 s REQUIRED400 z.7 T 1-2-15 ' 9 110-3-15 MAX DEFLECTION (span) : L/999 IN MEM 7-8 (LIVE) L= -0.03" D= -0:04" T= Joint Locations 1 0- 0- 0 6 0- 0- 0 2 2- 9- 0 7 2-10-12 3 4- 0- 0 8 4- 0- 0 4 5- 3- 0 9 5- 1- 4 5 8- 0- 0 10 8- 0- 0 11 1501# n765# 765# n765# 8-0-0 6 7 8 9 /0 2-10121-1-4 1-1_4� 1-1� 2-10-12 -i 2-10-12 4-0-0 5-1.4 8-0-0 9/19/20®1 All plates are 20 gauge Truswal Connectors unless preceded by "18" for 18ga, "H" for 16ga, or "MX" for TWMX 20ga positioned per Joint Report, unless noted. Scale: 5/8" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B1697 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk• JEFF and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DB nr:JEFF TRUSSW®RKS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads g TC Live 16.00 psf DUrFBCS L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Truss! 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 14.00 psf Rep Mbr Bnd 1.00 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 0.00 psf O.C.§pacing 2-0-0 'Thousand Palms CA. 92276 + end brace this truss in accordancewith the following standards: 'JOINT DETAILS' by Truswal, 'A;JSVI'PI I','WTCA 1' = Wood Truss Council of America Standard Design Responsibilities,•'HANDLING INSTALLING AND BRACING MET,IL PLATE CONNECTED WOOD TRUSSES' BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 343-3461 - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. Fax # (760) 343-3491 The American Forest and Paper Association (AFPA) is located at 1 I I 119th Street, NW, Ste 900, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.2.6 - 0 D7' ervicee 10 YI Y• I - - CB a• `C 1 u of .5360 WORKMAN MILL ROAD .1 n _. ••,1 n! >A subsidia"....__...: _ L • '���MITTIER, CALIFORNIA 90601-2299• - - ry':corporation or the rfla�i0 f me nal Conference of Built Ing J'`• EilALU,�TIOR� REPORT ng officials ; copyright O 19g91CBO Evaluation Service, Inc: ' . • ` ER -1'60.7 . - Relssued Junei 1, 1999 Filing Category: FASTENERS —Steel Gusset Plates. (OE;g) _ MODEL 20, TW18 AND TW 16 METAL`CONNECTOR PLATES FOR WOOD TRUSSES jacent longitudinal roti'rs of teeth are tvrlsted iri the opposite di TRUS�',(Al_ SYSTEMS on. rection: ' 11011 itORTti,GREAT SOUTHWEST PARKWAY• TW16 Connector Plates: TW16 plates are manufaa • ., ARCING T ON,'iEXAS 76011 ;. 'ti .;::: '' :;;' ° :. au ed from minimum 16 gage=!hick 0 ' ( 058,tnch (iA7 mn)j::;:: i:0 SU5JcC7 ` . : ASTM A 653; Grade.:37; structure! -quality sle�l tivith a hot- ' _:'•. dipped galvanized zinc coatirig designated 1 '60. h4ode120,TWI8 and TW 1`6 Metal Conne . Each plate has slots a r i ctor Plates for�Nood pp oximalely !z inch (12.7 mrrl) Jong Trusses. n punched along the loci Itudinal axis of the.. • that have bee i plate. Each punched slot forms tyro Opposite- g , 2.0.b�SCRIPTION 1facing, sharply r pointed teelhprotruding at right angles from the Parentmetal.: ,., ` • 2.1 Gene�at: The punched slots are s aced a l mm) on centeracross thew idth of t erplate alnd 213,oxima8e� PP' ' • A"odel 20, •iVJi S and _RV16 are metal connector plates for ly 1 /a inchas (31.8 rhm) on centee along the length of I, vrobd Trusses. The •plates are manufactured to vario!s plate, anlh adjacent longitudinal rovrs st2g ' len?ti5,vridths, 2nd thicknesses orgages. and have integral mately s/8 inch (15.9 ilnm). Connector pales ere available in teeth that are designed .to laterally transmit load be 1 Inch (25.4 mm) increments ofvridth and 1 l/, -inch (31,8mm) truss wood members- Pians and calculations ml ;t b sub incremefn!s of length. P/inimutm pt2te vridlh and le lobi are 3 M",*_d to t;n=_ building official for ih� trus inches. (70.2 mm and '.` ses using m_,al co l- ) .7 12 inches (190.5 mm), respectively: necto: plates described in this report• Floor c?iiing or coo;-- See Figure de= -- g 4 for falls of plate dimensions. cert, lg .2sssmblies• described in this repo ; using %;•ddd There ere 4.8 teeth ee s `~ P quare inch o{ plate sur,'ace; Thi �•:v ,- trl.!$S2C1':iih metal coafie:ar r t,!'teS ll:'•1'v U;lci-!1•JJr ftf�-fit;'.;- lenglh Of each tooth, IncltlCll'n7 til C: tinlC%:ne;$ of tllc' p�fe; 1 five ratings. �7 nle, , IS 2!7Ji0X! to 7 I. ` :•.c:•i r r:a rn2 t)' lis in (i1.1 mm). and the T.: ':lilt. 1 .. ,.. i:if l: �l::f •' -•%:I ISI:• � ♦!..... f {•�• C"Pll tO.Olh Is conga the tip Of -+^ Mod= 2 111 ve and p e�,.li tooth is tsisi it ! 0 2nd i �.. I E Connector approxiana•,F,lv4.i rjpr!-nnc,.4!i F�ia'es aid mBnUiactUred fro : 2� )aCenllOn?iNUdlnal ro`?rS Gi 'tee' rcjpyyi tJ:'i 1':1;]i(I.r't •. mmi:If7J�l20y_d_;hic;[0;036' l thareh':istedinih s2rladueo- inch (t.9 i m ASTM m)). a 653. Grade 37 s1 UCtu 2t -quality. tion. {, sleet \•:ith a hot -dipped C2lvanf:ed zinc CO3tln� d�Sig nat�d t f G�C.T1'J1 . 2.3 Allov:a5le Loads: Epiat_saremanufa; edf;o, [L • tUf -nm ini:n:h'T118•(Cl,c_ n,0,-li.lch(1.19mn)),ASTt;�A� 3:G, 2.3.1 ft:odel 20,.71','iS and '-r ,: , , ! 'au_37.s: ill, t PI,.t= C' c-!i•%:i...i;) s.22t 1':Ith a ho' e Uctvi- Tables 1, 2, 3 and 4 •onn-:, -di?� d =;�•�n;,e provide a!lo:'rabl� 12'� I'Jads� c de- t iai 'nate:''G60. 9- d coattn -,.d_ loads, s' � t! {_. ' `w , ne2ilo; CiS.andreductionfactOiSrdi oJet '�r^t 't. E2--hp!=lehasstaaa r 2ndTtNioPlate co ne tors. Th ?0.T4.;c. „1`;�•st . ` - ? oxi ;n t:. n� is t 7 S�. C r ;e Val:les ai based -on -'•i. r,! ch .t_) ;i. h(1i.i mf;f ion National De ci eb s , t t, h_ been pun ? 21gng the tan ;L f2 .aid i0: Lfei$! Piate Co. ic✓ .'r?_ 3iiudin ! anis o; t;,� Truss ons!ructio l AN\SIrPi 1-.193J. r, co ' o; the r.•.,i' ,_ p! Each punched slot forms h'-0 O� E.r P11-199' ). t ,. ?sit faClilt Sifaf r! Osta lv2rd ` I f•_ P * pO:r tied teetnprotrudino al ri e- y` ) mus. be SLI j; t0'i r n ,W •:.. gh, angl s f * n the pai=n; metal. ' men{ vrhen re uesle� b , Pp {n b tiidih� Tne punched slots are s acrd a ate t ) the lo' "iding o`Icia p ? p?ro;i,n ly l; inch (5.4 2.3.2 L~ q on cen!. erac(oss the width Of ct'-si 21 Resis `lance: ca 1iOdel l'nepa:e and 2p?roxi i a:�-: ch' 20. TAY i E, a inch (25.4 mm) oncentera!o0gthalen'g't oflh_ 12:e T1'J15h, talconnecicirp!aleerrluslbedesignedtotra^sic: ' r �P .�';i:n n7 •: l c`J cti 1: I7,ndllUdiri3l rOYrs 5tao-b— ed a required load 1Y!'Lh6ull excC2dino ' e pprorim=_lely '/E in , ! to 2flgv:aS load per ' (3 2•m•7) C. YCti�f p!2te5 are 2V 3i!25ie In 1 -Intl (25.4 mall Scq care inch of p are contact are o ' in;cfenl�n!s of:wi¢al and 1_no:' r' nta:ion of the t= th relative to Uq= to d on sp' ies� ti o: /�'i iS l n. Ltlni Ur- p!Z:e l'ridih 2nd' 1^a to �' 1 load., Ur- the C It 'I ° 2f 1 inch (25 �4 rnmy ani 3 incles 70.2 ,_d ref tiv_ io o: ain. Design for tare, -a! t � on J �•�S� ( n•rf . re- L— res:s,anc_ mus: b - rig r eta , acroidancevri:hSection U 3 i0, d I:S Oi pial= dinlen ;Idnj• , 1 1.2. t Of Ai\'St%)J:_'. 2 Fre elgnt'teeth' S? :lh S 2 (dNable r� t i P - square inch of p!ale sU 2 a=� a m=:'.`Co. a: ^> lc .?E e2 i00t i 1Ci 1'JI t t�:�C1n2 Iii: -t 5. m_•_ ss of ti p2:_ 3 lsi iOJ:ilapiOXI.TfEtef)' JAG In:h (�,5 �, n), 2nd the L'3,� let Oil r�.2SiSt2nce:N'it0'Je! 2,7, �^ -iS EprrOxiM—'e1 li in 2 2 Tit I5m�,Zlconnect0• e -. c _ )' a �h ( n fn), I;n�-s!1_nf Gf : rhtai (rust bedesian-2 � f0: tail is, cOn�eve and B f n ,, pa, iiY, bases the ,4 �1 ti? O: a''1 td;,1n I$ t}:'i5t?j , ,• t0 Ott orientation Of the meal Conn=^!O: } d��recS 1':iih resp:,^"•', t0 f_f L.+ r-1ct1\': the direCaOn 0: load. De i {hep,_: lY;dil. 2CCUTv?:f:al'ri:7S2:iIJ l 1 G,'.--�11fY. ie IS:Y,'1�St_`: 1.2.2 : l�Nj,: l rp• i �tctcerlor,rcnorlso IC602.v ,� � `•�- �� Ct c! f p c1t: cr!or. Scn•i;c, Ir_,'crrissucd,c;,Ic,rtaprc{•rdc ir..forrs;rnr: to ass e rrcr-� • y 1 - uc;io.-.rc ortscreno. IC6 _ I y_ looccorstrucdcsrr;,ts;rticgc:SlhctiESo: cr: cr, o/ O ii:i(i fro ri cGn'�t,rCrl ci:r �Ircrc' In:r cofthcs:tbjeetrepo,� eiitcreltrib:ucsrersocciit;elireicressedrorcte�rer..'o:suer.:r:rccr•r--cr.• o• ; bcseCu o, ``� Its r r'ir,�eperdcrttes:sorethrrtccrriccic'efe u `"� crJbrotccrdcrc,but� s or`'r.:dhrt+;cpp!i;cr.LTrc1C606rcr r;iorS:ni;e,lrrc..t;ekiri:crc; JrF.aSn + t, osstrotposscsstst ;NliticJl r- +' o.A,c estncnr'Findir,�•'n�% v �cerrrdeperder,:reriirco:roGThlfCLroierer.�bcIC60E{c!ucrinrScni;c.Ir.;..ca;•:;ts C, jr . \ ct i;rthe report T!'t c s'rpf, r t t irii?rir;l:rdes, h:rtrsr o 1 rr r f r.1cL!rin•• Pane i ori t:F • ..., f ,. �•: ;. "' >f s-� rs , s' l� ,{:.. { �- � w.w� ,�a '.+.r Yr .Y. t _. TRUSWA 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 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/TR current version):: The following are .other options (when* perp. bracing is not possible or desirable) that will also satisfy bracing needs for individual members (h6t-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 common or box !!S I n" rl I , n, fa. , c r nal. U, �.�.. i; �J ? nr: rr r.' 3� is r.�ri - rr ay i.-, n.,;{ d 4o. t{ . 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. 0 ARcy;�Ec� Yt. • c4nso`•..elw:ay.�rC�raco-nev.let L Rte., S • ` ::.. . Y::i.•` .. � �'�,1 sF.. s�,�f,. _ �. ."t � �l"`�-�.� : 1r'��:'3. _ s'�'..+, � 5r_.r .a. NO. . C Yt. • c4nso`•..elw:ay.�rC�raco-nev.let L Rte., S • ` ::.. . Y::i.•` .. � �'�,1 sF.. s�,�f,. _ �. ."t � �l"`�-�.� : 1r'��:'3. _ s'�'..+, � 5r_.r .a. t RECOMMENDED CONNECTION DETAILS. THESE. DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOM.M•ENDED 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 TRAT THE APPROVAL, OF .THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS.'. 'Au_00 UvtvlvrUTlUN TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) TT BLOCK BLOCK BLOCKfn3 BLOCK �. STUDS @ AL I.6„ OAC ( TYP ,¢-- TOP PLATES SECT. A -A c D X04 BOT CHORD . 1�1PROCEDURE:. 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 COkMON NAILS. 3 END NAIL THROUGH -TRUSS INTO BLOCK -lmbN" NAIL. -•4 PLACE NEXT BLOCK AGAINST TRUSS AND wREPEATISTEPSTL1.THROUGH 3. .5 BLOCKS MAY BE .ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S C?Te�l.OG i0i2 Daiilt,.•5 AND' SPrCIc ��.xTTrJpG 7 TRUSS (TYP.) 1nu010, UUNNECTION TO INTERIOR BEARING WALLS 'X' BRACING OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING: -=-- :ALL MUST 3E AT' -HE' IGHT SPECIFIED ON THE DESIGN DRAWING OR cz 045982 :Do 9 ?FUST BE SHINED TO THE CORRECT HEIGHT. .USE 2-16d CO24-MON NAILS TOE -NAILED INTO THE TOP PLATE xp12:31.102 THROUGH EACH TRUSS DIAGONAL 'X ^ BRACING IS REQUIRED AT E NDSOF THE BUILDING'Z G'i�IIL (OR WALL) - AND AT A, MAX . OF 16 = INTERVALS ALONG WALL 'X' BRACING IS MIN.:. 2x3:., MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL _ RECO M ENDED: TRUSS CONNECTION .TO.'NON-BEARING PARTITION-16IA.LLS WALL PER ?END ICUM k -R TO TRUSS WALL PA-RALLEL TO TRUSS ZBOT CHORD ( 2X4 BLOCKT_NG Z_ I BOT C 2x I i TOP )- L 2X r _.t�.ATE -v S.. C I SECT. C SECT. B TOP PLATE 1-16d COON NAIL` OR 1-16d CO.M*i0N NAIL OR . SSON STC (OR EQUIV. )'TRUSS CLIP =. 24" D ' I?'3'C'' SIlMSON 'STC (OR EQUIV. TY- •) TRUSS .CLIP EFILE NO. CD *.1.A7E• •9/10/92 sit ` REF.: D�S._B CK. BY + s DO NOT ..OVERLAP' ` STANDARD BOTTOM CHORD FALSE FRAME DETAILS. THIS DETAIL APPLIES TO ANY PITCH, ANY SPAN, ANY TOP CHORD LOADING AND ANY -TRUSS WEB CONFIGURATION FOR 247. O.C:.MAX. SPACING AND 10 PSF MAX: CEILING LOAD., WITH THE EXCEPTIONS NOTED'ON THIS SHEET. DO NOT USE -THIS DETAIL FOR: maw . 1. STRUCTURAL BEARINGS UNDER.THE FALSE FRAME (NOT.PARTITIONSI: BLOCK VERT. 1 PARTITION WALL LUPPORi MP.) ' SHOP 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 (900F 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 MAYBE LOCATED WITHIN + OR -.12' OF THE PANEL POINTS ALONG THE BOTTOM CHORD (EVEN IF GREATER THAN V-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 MAYBE 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:. --FALSETRAMES MAY BE SIMILARLY APPLIED TO FLAT BOTTOM CHORD TRUSSES BOTTOMJOR FLAT CHORD SECTIONS O USS "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 IN NO CASE MAY THE BRACING 'EXCEED 10%0" O.C. FOR A SINGLE -PLY TRUSS BOTTOM CHORD. REFER TO SPECIFIC TRUSS DESIGNS TO. - DETERMINE THE REQUIRED BRACING FOR THE STRUCTURAL BOTTOM CHORD. ' (MAY BE INDICATED AS BOTTOM CHORD PURUN SPACING).. BRACING SHOULD ' ALSO BE.APPLIED TO THE FALSE FRAME CHORD AT 10'-0" O.C. IF THERE 1S NO SHEATHING 'MATERIAL APPLIED DIRECTLY TO -THE FALSE FRAME CHORD. BRACING MATERIALSAND THEIR -.CONNECTIONS ARE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER PER THE LATEST VERSION OF ANSI/TPI. Z. IN I 1=1110H BEARINGS AT ANY LOCATION ON THE TRUSS. 3: LOADS IN EXCESS OF 10 PSFCONNECTED TO THE FALSE FRAME. 4. DRAG LOADS CONNECTED TO,THETALSE 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"). 8. FALSE FRAMES ON CANTILEVER` SECTIONS OF A TRUSS. FIELD APPLIED,>:,. SHOWN 9M., IT IS NOT -INTENDED TO REPLACE OR SUP!:RCEDE ANY SIMILAR NG. -SPECIFIC TRUSS -DESIGN IS SEPARATE FROM THIS DETAIL -USE #2 OR BETTER (1450F FOR MSR) MATERIALFOR FALSE FRAME CHORDS DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILD] NO DESIGNER. IT IS. . ,..•''DATE: USE STANDARD OR STUD (900F FOR MSR) MATERIAL FOR FALSE FRAME WEBS. 9121199 THE RESPONSIBILITY. OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL - LOCATE VERTICALS AT 6-0" O.C: MAX.; OR SEE NEXT -OPTION. • ' F' i IC I IF'F. %LSE FRAME CHORD IS THE SAME SIZE AND -GRADE AS THE'STRUCTURAI! IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT .. 'CHORD, THEN VERTICALS MAY BE LOCATED,WITHIN "+ OR -12" ORTHE'PANEL f F 1 paper SIMILAR TRUSWAL ASSUMES NO. ;POINTS ALONG THE BOTTOM CHORD (EVEN' IF. GR EATER THAN 6-0". O.C.). x - PLACE -FALSE FRAME CHORD 1N -PLANE WITH;7HE TRUSS'. RESPONSIBILITY OR FIELD INSPECTION OR R WORKMANST'EMSHIP a ' } - CUT VERTICALS TO LAP.BOTH THE STRUCTURAL CHORD AND THE FALSE i; FRAME CHORD, TO BE PLACED AT EACH END;IN'AODITION TO ABOVE REQ "}n ct d A rT:� ' - JOIN VERTICALS TO ALTERNATING-FACES.OF,THE TRUSS WITH (3)10d OR 16d :` r7.. ..� ' 1 '+"`y��{ �,y f' I'Y .��4'�° s*J'�ty 4 i� "Lc-ytwf h '• NAILS AT EACH END OF EACH VERTICAL. (f2" MIN.`VERTICAL BLOCK) .� ,al - MAY•USE A 12" LONG .7/1G' PLYWOOD (OR OSB) -GUSSET AND 8d NAILS 3" O.C.' ^.- _ AT THE. FALSE FRAME. HEEL JOINT IFDESIREDi"4:"; - IF NEEDED, THE FALSE FRAME BOTTOM CHORD�MAY.BE SPLICED WITH A 12' LONG MIN. BLOCK SCAB, CENTERED ON THE SPLICE JOINT, ATTACHED WITH f r� M10d OR 16d NAILS ON. EACH SIDE OF THE SPLICE'JOINT (ONE FACE ONLY). - 'APPLY REQUIRED BRACING (SEE BELOW LEFT) t%: 1: OPTIONAL M ' - PLANT SHELF MAY BE USED (SEE PICTURE ABOVE) UP,TO 24" MAX.' - FALSE FRAMES MAY BE SIMILARLY APPLIED TO,FLAT.BOTTOM CHORD TRUSSES r;5'.- 4 . -"R `;j (OR FLATBOTTOM CHORD SECTIONS OF A -,_T S1 s" :' : "'' ' • '.Y ., "'� NOTE: 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 CATIONS AFTER LMODIFMATION. Robert brac 5 THE APPLICATION �f SHOWN 9M., IT IS NOT -INTENDED TO REPLACE OR SUP!:RCEDE ANY SIMILAR NG. 391 ® DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILD] NO DESIGNER. IT IS. . ,..•''DATE: 9121199 THE RESPONSIBILITY. OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IC I IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT REF: f F 1 paper SIMILAR TRUSWAL ASSUMES NO. x RESPONSIBILITY OR FIELD INSPECTION OR R WORKMANST'EMSHIP ` - DES:"LMs ct d A rT:� ' .3I. r7.. ..� ' 1 '+"`y��{ �,y f' I'Y .��4'�° s*J'�ty 4 i� "Lc-ytwf h "'' �S� } Ff i,+ F •�ti �x��'� � .� ^.- 19132„ . . Y "!'.• •-f2.,' Ahinimum • ... - IIID .,. 12 1. Mi'nImum 19/32' (11.9 rilm) thicY T&G pl)�ood X12„ 2. Minimum 12' 305 - ' ( mm) d„ p,h Truswal Floffrusl- trus 3..2zo s[rongback s spaced 24' (61o, mm) o.c. maxi b,�dging/bracing at 10'-D' .(3045 mril) o,c, mum " 4. TWo layers o; W (1,2.7 mm) thin E; USG Gold 30 nd Fire Shields T Fo: St: I inch X2;.4 i::m. )'Pe X ti'; all board FIGURE E--ORE-HOUR FIRE ASSErasLY t%,O (SEE S= CTIDt! 2 :6. i FOR COMPLETE DETAl"S) 0 3/4" Hini,mum SIE" i. Optio,n21liohh,eiohtPoopp ng ,�_ �l 2. Minimum 23/32' (18. 2 mm) thick T &G struc`1j, 21 %•.00d shec"hing 3 . itinim'Jm 10'/<' (273 mrn).dep;n in val S^� n2xi_mum ,�_, Jois!y to ss.spaced 24'. (o l0 mm),o.c. '4. 2x6 s!rongbacl;p: : 2t i0'- (3;.4S mrj) o.c5. . F2c ory-ins`:ailed T rLsG=rd� ivo, 30 -02•.02 s eei ch' -.,net 6. —One—layer of 5/E'(i5 9.rlm) Ute,- Type. C }rali bard e: S: • 1 in:i = 25.4 nom. , ' FIGURE ? —Oti=-HOUR FIRE F,SSEMSLY h0, 2 (SEE SECTION 2,6.2 FOR COt�.r L=_T= DE T AI:.S) C• -TRUSWAL SYSTEi�S • 4445 NORTHPARK DRIVE; SUITE 200 COLORADO SPRINGS; CO 80907. - (800) 322-4045 : FAX:(719) 598-8463 .813100 .' . To whom it may-concern: It is'permissible'to repairs Fafse Frame* joint with fhe*procedure outlined that he following statements are-true:: :'-provided m -.Ceiling loading is-:10 PSF or less. :. Trusses are spaced 24" o.c. or less. m False Frame verticals are spaced 6'-0." o,c. or less. a No:additional point loads or` uniform loads are present on the false frame that would cause the loads to.exce'ed 10 PSF forany reason.. The joint(s) to repair does not have. a support.' bearing. directly underneath the.joint. . o ' There is no damage to the lumber at.the joint, such as: excessive S plits, cracks, etc. . The joint`fits'tightly (within all TPI tolerances). - All lurnber.inthe false flame is 2x4 or 2x.3. Repair as. follows: i..Cut a "%': CDX .APA .Group i .ply`A,00d (or. equivalent O,S.B.) gusset, 4' Ovide by 8' long, or larger. _ 2..'Apply gusset to the face of the truss at- each joint with a missing plate,- If one face-.of truss has missing plate, then gusset is required. on only that face. If both faces of the joint are uhplated;'then the gusset is required on:each face., 3. Use (3) 8d nails into each member, from each face (see detail below). Typical Joint.: '`. False frame refers. only, To non-structural members. (zero design' forces). - ••�• ,:.� Wit.-j czr -12 3 LDAD �. LOAD v . 11111111 - . :11111:, LOAD 111114111111111111 J(j�II11rN14111p41,1 LOAD _ - � "111111111f11111111i A'A ORI`ti_ LOAD _ A-noN = - AE Or?I=F{%4-nou FJGU EA ORlzI:TATIoI{ I LOAD Rz 1-_ PLATE OR{c`ArrATIONS `z ORI -CATION (—LE.NPTy U3 lllif111Ilf1111Ut11 1 I z . llllllllll !1111111! i °p-cR �' -E PLA Ifff1I1!ll�flltff[IF! E oRFcF;TATiou FiGUR- 2 — PLATE o Sb QcGRc'= P[I„c CRlEVrariO., T}{ End LFA{.GTH t L -n v U5ina1 AkiS L!' Long;-, 9uarnrlCZD Axis. L1 I r� t c::- -.I E:S3' C i c_::D C� cz o� t �•' rC:C:Ic, or � 1 1 or •ter t�o:n t�::� s��� e_s- � � 7;a or :oo:n �� roieCr o sa'rcl to t— !: : tn: best Al•�•^'"^•;,mss n. ' .. t oo th !Not stic.n1. ' FIGUR=R •zD TO USO�x Dz;a?L 4't'Ar ti31�_ n 114'1 E C0.1s, TOPOPJ ?.D end .. Fo: S1: l inch TS' FIGURE i'`C7OH PLATE FIGUriuz.L J.7111'T Y FACTOR, ti o CH TH= R-pUC R APPLIES TION' f 8 ' riBi Box 473 ? Palms, C� 92276 GENERAL NOTES, unwc otherwise noted:' , Deaign to supportloads as ,hewn I`�:°,: • . n P.O. • sand . 1 2 Design assumes the top and bottom dtordi to be !I ' .: . �'e�'hIleCjS Phone (760) 343-0098 fax. (760) .143-3637 ' .12teraly-bruced .at 264• o.r- and at 17-0• O.C.If i , 3.;,.:2x4• Impact' bridging or lateral tracing recom- a -;'mended where shown ++, .... :-,.., ..,.Inatafttlon of thus Is the respomibfiity of the ro- 1F ' spedive contractor, ALTERNATE FRAMING DETAIL AROUND JO•ACCESS S Design assumes trusses ere to be used in.a nM W. D �Cy corrosive environment. and are for conddton � `• •of .I TYPICAL ROOF TRUSS LAYOUT' use: �,.;:..: 6,- Design euumes full bearing a>t supports �G v ROb@ri S: '�j, ' at shown 1 ' .. Shim or wedge If necessary. I't�. �OUff)bracv 7 Design assumes adequate drainage Is provided ' 0- c-�o3ai 8"'"Platen shag !» located on both'farbs of truss. t ! ptacad' so their renter lines eokxZ& with Joint I 1 I ' Center Anes: . EN. 81200 9 , Digits Indicate size of plate In Inches, F `�'l t't/ 10 For basic design vetoes of the CernpuTrus Plate. `fi t• Indicated by the NetxSedlon iby I: 17 .. 11- The CompuT s Plate Is Indicated f L� pretbr'CN', the designator (1 8)Indicates 18 24- 1• 24•., 24• t 24' -. " 24* L 24• I w- TRUSSES WILL SUPPORT HALF OF THE ON CENTER NOTE REFER TO APPROPRIATE ENGINEERING DETAIL FORLadder rame �A SPACING ON EACH FACE. THEREFORE, TRUSSES SHOWN TRUSS TYPES DESIGNED FOR OVERSPACING. Between trusses 'with aro at 48' o•C ! .• 'WILL SUPPORT g' ON ONE FACE AND 1S ON FACE RESULTING IN A NET SPACING OF 24' oc OTHER ;'. Batson A,A = } P ADJUSTED ROOF TRUSS LAYOUT q 30' x 30' ;A-1 �•Y ' _ Access oc=:. i Opening r.:r single member common (not 24' o.c.) �i• Jr 4' 24- 18• .k �0�t i 1C L 24' X24' .. LI' /1 4-J i WITH LS 3•IUd SIDF; VIC.V 1. ' :. 1307ro----._:.- -� M CHORD OP ,.. • 2t'0" 0•C• TYPICAL I.. NO- I TRUSS END JACK PRCSSUIZC, BLOCK ;- NOTE. ATI•ACH2X4 DOUG r.-IR PRESSU _ CIIORD OF-HIP NO. I. WITH 4-I Gd AILSOC OTTOIYI GA'J . . CHORDS 0' EN NAILS -r, D JOINTS ARE.A7TACI! fr'- Its . A - EACII ENp ED WITH 3-10 �.� = t� 0 d .. . HEP r PRE BLOCK. ` za cooc OA r@ Ali_ UBC NA .5/15/97.. .6A1 �• 'C 7v�t lOi. nl •pfvrlUll Ilr 0� Oh •-`. ., �..• V. Put S:1t11CgV �L ljrwUSlU Ur hKUJlffn a;Clnflpr 17yf flr� lOg7: Vt it ifa U4y tgllnn IQ. fit C0,1U: .,f UP ,�tlyl fl f11 o'oa brl; U •vU+1U'r U„+t✓u41a IIIplfarlWr� Y,�O•r.1Ull`I IIS4.•rgru:WlVCipithIr U�V;tUntfUn•`C5.1Y.I Oqt U1nGCCWC jtYt.r . �f4h I 1, rt, tW :r COrrrlr• wlm 7, C gCIWI u UI n•. • n21i•PtIUIrJrI�••fV•'rM1wt I7U"'CSR �i �iprryl�Ktellilf Ur0�i4q U�UWlrt�nry r�C'7n-nt I'fhlgl •'+'f Lr/IIl'��t•tigljnl Ltyr•r n�. 1n; 1: tr.l clU nhq t CW+r Ir�M/St r IA !,f► n; ftl'ilfR tl , r],�L(Y7 1 t:•..r :•r. r•. InIC/tu, irr C t.. iU. tur nr rt nn. CSV Ui..b•I .1 w•Ur IS r•U4p V•. fill.. iftUSWA tu...; ,t. .l.w. l;; 15 .I rnr of •1 i l s ..rq (.v4 D rlYlll °` I"o'vr... t r •w.t t . nr, t, tra r t: urry wrl ;f lJrJf{i/iJcor,`c�ornr ! t:l„•UUltrr U7otwrrr7p•nluf.r(most f!`/Srr' �CW1ttrlU,Irr'�IS•-I.p,�r ,UrlCfl'i f:.ryw••rM�K�.fU.�l�Uf•.• :of`i l,,.r 1•rll 7. 111n• 11r7•• I1 f r,l VV••1 •r rrr W7?I, r/.r•. �. wltt�tl •1/ I•.I i�)I ��j IU•f �•0rt•' for( �O,iEPIC( lC �a N't 11111!`ur't!ifV lr�lrnt4 flt�Clwliu •In-I�il .1/ly'� ` 1\ a 1 Al y .,ul•a•OItT r,EOU(r,F_o raYa.o MnxlMuu, /Z)" MAX ' BEARING SUPPORT FOR TOP CHORDS B ,�� OF END JACKS WHERE THEY CROSS ShppORTING MEMBERS. 7. t, A FOR REACTIONS OF 30011.OR LESS THE TOP CHORD MAY DE 70E -NAILED TO THE SUPPORTING MEMBER 1NITH ' r•t. ,,•. V TYPICAL END JACK WITH VARYING TOP CHORD • ! (?.)tOd NAILS, ' 2. FOR REACTIONS GREATER THAN 3001E THE DETAILS BELOW MAY QE r r i USED TO PROVIDE ADEQUATE [SCARING SUPPORT, S. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED REQUIRED BY THE BEARING AREA (OR LENGTH) As -SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. „n. 4.'FOR EACH DETAIL BELOW THE TOP CHORD MAY 13E TOE -NAILED TO THE ' SUPPORTING MEMBER WITH HIP GIRDER (ONE OR MORE PLY). rµ; (2) 10d NAILS. S, UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTfON-CONSIDERATIONS HIP TRUSSES IF THEY EXCEED THE VALUE OF THE NAIL CONNECTION, TOE- G. OTHER OPTIONS MAY DESIGNER., BE USED Ai.THE DISCRETION OF THE BUILDING'....: ` 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO SYSTEM THAT ARE r NOT SHOWN HERE:' A HIP DETAIL-. f✓ f__S I WEDGE OR BEVELED TOP PLATE UNDER JACK TOP Rf f CHORD C(TENSIONS. + t END OF FOR WEDGE, USE (F ' LATERAL BEVEL BEVEL CUT ON TOP 1Od TOE -NAILS CA FOR' TOP PLATS NAZI W/tOd CONNECTION OF �' (GRACE MAY CHORD OF TRUSS OR `SECONDARY• C O,C. INTO TOP CHORD OF HIP GIRDER. UTCRAL CR!=CG•IS' . �' BASED ON BRACE OVERLAP WITH . TOP CHORD TRUSS CHORD - MEMBER. NOTE FORCES CCTCRMINED BY THE BUILDING NAIL CHORD TO THAT HEIGHT OF FACE OF BRACE TRUSS MUST ALLOW WITH DESIGNER, ee �. j' ^•� (2) 10d) FOR THIS. NOTE: BEVELED LEDGER MAY E1E USED INSTEAD OF DETAILS SHOWN A20Vt. LED 70 EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS'IS DEPENDENT ON AND SHOULD BE DETERMINED BY BUILDING DESIGNER. MAY 3c: "AlT� DING -00N0I-IONS THIs DETAISWL IS PROVIDED AS A SUCCES'i ED SOLUTION 70 74: .?PLICA Aj IDTy SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCi::'vr: ANI' AL DETAIL THAT h1AY HAVE BCEN PROVIDED BY THE BUILDING D :; NEP �ITIis F THE. RESPONSIBILITY OF OTHERS TO VC51FY THE ADEQUACY Q' ` �.. IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICA7:C% HL, rAN-D,,, NL APPUCD TO THIS OR ANY Sin IL ISSUE. 7RUS17AL SYSTChiS k£SUh'ESVNONT RGSPONSIBII ITY FOR FIELD INSP[CTION OR WORKA(tvcurn I:;,. t' nj .J Nb. 71 } alp.: