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SFD (0306-158)52810 Avenida Martinez 0306-158 LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date 81314 B HI, ` 07131 12( Date ` Signature of Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). () I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ( ) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier fir- Policy No (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those. provisions:' Date:: ; .f` -' 1 - Applicant; Warning: Failure to secure Work r ompensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if I work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize ,representatives of this City to enter upon the above-mentioned property for, -inspection purposes. Signature (Owner/Agent) Date, BUILDING PERMIT PERMIT# DATE VALUATION LOT -A TRACT P4 3 ELK 146 JOB SITE APN ADDRESS w-sio kwNwA mA>it'1 eaz 77$ -332 -MA OWNER CONTRACTOR / DESIGNER / EN (NEER i?ovm I.W. NCE AW9.1, a4:` 131RAUC'KMAi3N BY9C ' P.t_l, BOX 134 PO B0J< 517 LA QLi11+T1A CA V2w53 LAQT:fl;IA CA 92353 USE OF PERMIT 106 IF. S;i►i'3 PI1"IT DOM NOT INCLUDE B!JXK WAL.l, P001. DRIVYWAY APPROACH 'TRACT COMf3TRUCTION 1.4M.0 3F 7O'PLMPATTO - r.00:' 0AI AtSMARPORT MIX ?!' Wrm"I7w CWT or COXIMRUCI SON o FMIK I' 71M Ma"RY vt A1Si'11UG71c F4ni 10), _000-4.1 -10-(W M-00 ALAN CHtCX Mt 1 tai-{3 i{ 31 it d41,ff7 F£ DR:POSXT VD1 -43 4-318 •3 .t (1GktCNANICJkL M 101-00"20-c<* 0150 EL1 Q."t'MAL M ML% PLJMi3M l 1 Ck 1- {iii)• -•c t 9.000 M 8 TRG:gt! MOT10N FIM - RDID 1014M -2414M GRADiT O !EE 101 •G`Csii- ti i + I.i.pit D9VILOM91;1!€rACT F0 7,41iS, Q PRACISVIPIAW 10'-00441—U3 441—U3 $.100.w . SM. TOTAL t' J1ZWUC'"i10; z . PT. Ai4 C'.11PCK p a IS PTZE-PAW M3 425000 JUN 19 2003 l rOTM.,.F'.rmrrF .0ur.NOW s3,&MA7 CITY OF F NAN E DPNrTA Etf RECEIPT DATE' / BY(': DATE FINALED INSP T INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck - / O Exhaust Fans O.K to Wrap 0—T F.A.U. Framing Compressor Insulation —Q Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath 2. Drywall - Int. Lath Final Final "tee BLOCKWALL APPROVALS POOLS - SPAS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines O Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer ConnectionEncapsulation I Gas Piping Gas Test O 3 Appliances Final Final Utility Notice (Gas) i ELECTRICAL APPROVALS Temp. Power Poleaa,2Q Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power p Q3 Final 10.2 Utility Notice (Perm) D01 COMMENTS: p I TS �— �� 30 • X58 4 4 " P.O. BOX 1504 APPLICATION ONLY Building 78-495 CALLE TAMPICO Address 5,7,:310 f U L 1*2Tf/£7__. LA QUINTA, CALIFORNIA 92253 Mailing Address'po 13 L., City a Zip Tel. Vr ctor ,l S'/ `% t `--a-1,: I /'1 111$.-9-l6y State Lic./ I City & Classif.'V 9 Lic. # Arch., Eng Designer Q '(4 Address Tel. 98 IZ.O i( <$4AWO Zarb 260 !;-(o X70 7 Ci y Zip 3 State PPyy Lic. # —-VCENSE DECLARATION that I am I' under provisions of Chapter 9 (commencing with Section 'ray t s' and Professions Code, and my license is in full force and OWNER -BUILDER DECLARATION I he affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5.Business and Professions Code: Any city or county which requires a permit to construct, alter. improve, demolish, or repair any structure, prior to 'its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). I: I, as oner of the property, or my employees with wages as their sole compensation, will do the wowrk, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, Provided that such improvements are not intended or offered for sale. If, however, the building orimprovement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) I 1 I, as ownerof the property, am exclusively contracting with licensed contractors to con. struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) i! I am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company fl Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or lass.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT: If, alter making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY 1hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the above. mentioned property for inspection purposes. Signature of a0plicant Date Mailing Address City, State, Zip BUILDING: TYPE'CONST. SF0 OCC. GRP. A.P. Number '775' -3-3.2- / U0 7 Legal Description t -I L3 RC, /V" Project Description Sq. Ft. / No. No. Dw. Size y b Stories Units New ❑ Add ❑ Alter O Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback ,frofro P operty=L--ine. FINAL DATE ttr( "INSPECTOR'- Issued by: Da''ttlfAR Rerm - I ► t r 11 Validated by: I ClT1 F"' Validation: Fer,r, •. ! O WHITE = BUILDING DEPARTMENT YELLOW = APPLICANT PINK = FINANCE Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.14 X 1,436 S.F. or $3,073.04 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By C/C Valley Independent Bank - Mike Check No. 287260 Name on the check Telephone 485-9269 Funding Residential By Dr. Doris Wilson Superintendent Fee collected Signature $3,073.04 So.00 Payment Recd Over/Under NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting CERTIFICATE OF COMPLIANCE J F sc Desert Sands Unified School District 47950 Dune Palms Road z ° C BERMUDA DUNES Date 6/16/03 `, q La Quinta, CA 92'253 RANCHO MIRAGE b INDIAN WELLS No. 24550 (760) 771-8515 - ALM DESERT y i^P LA QUINTA - V.? IND19 YYY YJ O Owner Power Finance Assoc. Inc. APN # 773332004 Address P. O. Box 134 Jurisdiction La Quinta City La Quinta . Zip 92253 Permit # 0306-158 Tract # BLK146 Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 23 52810 Avenida Martinez 1436 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.14 X 1,436 S.F. or $3,073.04 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By C/C Valley Independent Bank - Mike Check No. 287260 Name on the check Telephone 485-9269 Funding Residential By Dr. Doris Wilson Superintendent Fee collected Signature $3,073.04 So.00 Payment Recd Over/Under NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting SOLITHLAND TITLE March 12, 2003 Escrow Officer: Escrow No.: Title Order No: Title Company: Rodney Slagle IN3891-RS 859189 First American Title GL -10010 Ave. M4f apz Escrow Division . 45110 Club Drive #8 Suite B Indian Wells. CA 92210 Phone (760) 345-555/ Fax (760) 345-2217 RSlagle@southlandbUe.com YOUR COPY Property Address: Vacant Land APN #773-332-003; 0-004 0 La Quinta, CA 92253 FIRST SUPPLEMENT TO VACANT LAND PURCHASE AGREEMENT AND JOINT ESCROW INSTRUCTIONS (AND RECEIPT FOR DEPOSIT) BY AND BETWEEN PFA Inc., A California Corporation, or Assignee, AS BUYER AND Mary E. O'Connor Revocable Trust AS SELLER, DATED March 7, 2003. CONFIRMATION OF PURCHASE TERMS: CASH DOWN PAYMENT: $101,86.00 (of which the sum of $5,000.00 will be deposited into escrow TOTAL PURCHASE PRICE: $107,800.00 CONFIRMATION OF ACCEPTANCE DATE: The undersigned Buyer and Seller hereby confirm the acceptance date of the above referenced agreement as March 10, 2003. OPENING OF ESCROW: The opening of escrow is March 12, 2003 CLOSE OF ESCROW: Pursuant to the terms of the above referenced agreement, the close of escrow shall occur on/or before April 25, 2003 ESCROW HOLDER ACKNOWLEDGEMENT: Buyer and Seller herein acknowledge that Escrow Holder shall act in accordance with Paragraph 31 JOINT ESCROW INSTRUCTIONS TO ESCROW HOLDER, subject to the following; • Escrow Holder shall NOT be concerned nor liable with items referenced in Paragraph 27. • In addition to copies of the Original Purchase Contract, Escrow Holder has received NO counter offers and/or Addendum. Escrow Holder shall only be concerned with the following items, which items are not covered by Paragraph 31 as stated above: N/A FEE TITLE: Fee title to the property subject of this escrow is vested in: Mary E. O'Connor, Trustee of Mary E. O'Connor Revocable Trust The undersigned Seller(s) amend the Vacant Land Purchase Agreement and Joint Escrow Instructions (and Receipt for Deposit) to provide for the above referenced vested parly(iesYentity as the Sellers. BUYER SHOWING TITLE VESTED IN: PFA Inc., A California Corporation, or Assignee (Buyer's vesting to be handed to Escrow Holder with signed escrow.iristnfictions. Said vesting shall be inserted on the grant deed even though said deed has been prepared, signed and notarized by and on behalf of the sailer named herein. THE MANNER OF TAKING TITLE MAY HAVE SIGNIFICANT LEGAL AND TAX CONSEQUENCES.) LEGAL DESCRIPTION: The legal description to the subject property is CL`o 2 and 24 of Block 146 of Santa Carmelita at Vale La Quinta, Unit No. 15, in the City of La Quanta, County of Riverside. State of California, as per map recorded in Book 18, Page(s) 92 of Miscellaneous Maps, in the office of the County Recorder of said County. Z A 6 9 Z 9 ' 0 N N]JJn9 WVI111M WV69:L EOOZ A 'AeW RC DISTRICT - PLANNING REVIEW FORM This form is to be used by CDD staff for review -of single family dwellings in the. RC' (Cove Residential) District per Section 9.50.090 of the Zoning Code. Its purpose is to determine: 1) that the proposed housing design does not duplicate the same architectural style of any house within 200 feet of the applicant, and/or 2) if there is a need for the applicant to file for Master Design Guidelines. If the applicant does need to file a Master Design Guideline, please transmit this information to the Building and Safety Department as part of your correction list. Please attach additional explanations as necessary. APPLICANT: SITE ADDRESS: 5 z Flo APN 7T -3: J - 004 LEGAL: LOT c 3 BLOCK V CASE NO.: g iP UNIT IS— S.C.@V.L.Q. CHECK AND APPROVED BY: -DATE: 5-/2i/03 Inform the assigned Building plan checker upon your assignment to this case. The CDD Executive Secretary maintains a log book to track applications and assign case numbers. REQUIRED ITEM Y IN COMMENT/CORRECTION Verify legal and APN information v , y o„,, , R is ,q,,,►,,`«_ Consistent with MDG on file (as applicable) MDG filing required (5 filings since 9/3/98) Architectural variety within 200 feet of the surrounding area: Architectural design features D roved eso Plonning CommissionUlf ni ...__... ommunity Dev. Dept S o ials *..,.__.,,.,,. .._... L"--, C Ex se No. dc. vs -81.8 i1bit Ahth Conditions, mac- r Other Requirements: UCI-17-2003 07;13 AM CAT pF FIELD VERIFICA Prolmcl Till ProjeC AAcIgrG6s BUildef Con11C I HERS ' Tel• hone-- --------- . % , Too e C Ing Signature Irm; Dat SOGJ P. 10 90 C F -411 +pIC I V Bullder Name Plan Number ___- Sample Group Number sample House Number HERS Provider: G Strcet Address- 7 / Copies to. o Builder, HERS Provider Clly/Slate/Zip: G y HE RA?' OMP ANC TATE The house was: LNY Tested ❑ Apprcved as part of sample lest, but was not tested As the HERS rater providing diagnostic testincl and field verification, I certify that the houses identified co ly with the diagnostic testedOslIc compliance •e uir Distribution system is fully ducted (I,s, C0e ementb as checked on this form, fled on this form of ducts) , s not use building cavities as plenums orI Where cloth backed, rubber adhesive tit. ct taeinstalled, P atform returns In lieu with cloth backed, rubber adhesive duct ape to 6081 leaks a duct connOcz drew ere used in combination, ted MINIMUM REQUIREMENTS ':OR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT duct Diagnostic Leakage Testing Results (N'axfmum 6% Duct Leakage) Cuct Pressurization Test Results (CFM @ 25 pa Measured values Test Leakage Flow in CFM If fan flow is calculated as 400cfm t n x number oft ns neer calculated value here / If fan flow is measured enter measured value here Leakage Percentage (100 X Test Leakage/Fan Flow) _ o Check Box for Pr se or Fail/o Passm o J ( t3 or less) Fqal lNSIOALVETXV'THERMOSTATIC EXPA' orCoiwrission approved a nZes ❑ No Thermostatic Expansion VttivetOT equivalenr)•Is installed and Access Isprovidedfopnspection d MINIMUM RYes IS 8 pass EQUIREMENTS FOR DUCT DESIGN COMPLIANCE CRIEl 1 Yes O No ACCA Manual D Deslg' re CF -1R quirements have been met (rater has verified th 3t actual installation matches values in and design 01 plan. 2 O Yes p No TXV Is installed or F,tn flow has been verified. I verified fan flow rhatt:hes design from CF -1 R f no TXV, Measured Fan Flow Yes for both 1 and 2 is a Pass a PaSs Fail 11 lLllhf O q Pass Fa i; E A 601Z'ON NHJH WdIIIIM Wd££:Ol U0Z 'N'100 JUL 21 '03 15.29 FR r ; Infonwhon oTo Budd On . Engineering • CansaM/ng•• Testing TO 9-7777011 P.04i07 REPORT OF FIELD COMPACTION TESTS TESTED FOR: POIKER FINANCE PROJECT: 52810 AVE MARTINEZ PO BOX 134 LA QUZNTA, CA LA QUINTA, CA 92253 DATE: July 03, 2003 OUR REPORT NO.: 073-30261-2 TEST DATA: (1) Fine to medium grained silty sand w/ agg. OPT. MOIST. = 10. 591 TEST NO. TEST DEPTH ELEVATION SOIL 10 NUMBER MAXIMUM LAB ORY * DENSITY WATER CONTENT VIET DEtISrrY DRY DENSITY PERCENT COMPACTION COMMENTS' Spec. 90$ Min 1 8" FG 1 122.0 7.7 1::0.6 112.0 91.8 1 - A .2 8" FG 1 122.0 8.2 I 1:'.1.9 1 112 _ 7 92.4 1 - A 3 811 FG 1 122.0 7.9 1:14.7 115.6 94.8 11 - A 4 811 — _FG — i 1 122.0— - 9.1 — 1_:0.1 110_1 90_2 .1 _ A , I TEST LOCATION: House pad -- 52-810 Ave Martinez 1 NE corner of pad 2 SE corner of pad 3 SW corner of pad 4 Nw corner of pad NOTES: TESTS PERFORMED PER ASTM X2922-96 8 ASTM 03017-96 "COMMENTS: 1. FILL MATERIAL A, TEST RESULOTS COMPLY VITTISPECIFIC,%IONS DENSITIES SHOWN: LbS. per cubic foot 2. BACKFILL B. PERCENT C IMPACTION DOE NOT COM LY WATER CONTENT: Percent of dry weight. 3. BAS$E COU ISE WITH SPECIFICATIONS PERCENT COMPACTION: Based on maximum dry 4. SU88ASE C. RETEST OF PREVIOUS TEST soil ID number led on sample indicated by 6: OTHEREME NT E. MOISTURE BLOwPECIFSCATION$ATIONS + (1) ASTM D1557-00 METHOD A TEST INSTRUMENT: REMARKS: PSI did not monitor the material placement TECHNICIAN: Juan Nunez THESE TEST RESULTS APPLY ONLY TO TIIQ SPHCIFIC LOCATIONS NOTED AND MAY NOT REPRnNr ANY OTHER LOCATIONS OR ELEVATION;. REPORTS MAY NOT BE REPRODUCCO. CXCCPT IN rVLL. MtHOVT wRITTP.N PERMISSION BY PROFESSIONAL SERVICE INDUSTRIES, INC. STANDARD COUNT M; 01. ADJUSTMENT DATA M: D: Respectfully submitted, Professional Service Industries, Inc. Professional Service Industries. Inc. • 42-240 Green Way, Suite C • Palm Desert, CA 92211 • Phone 760/341.5790 • Fax 760/$41-5794 PrI A-100.2 (4M / CITY OF LA QUINTA SUB -CONTRACTOR LIS - JOB ADDRESS This form shall be posted PERMIT NUMBER OWNER vj BUILDER 1?1Wa4 qq �G, Inspection on the iob with the Building Card at all times in a conspicuous place. Only persons appearing on this list or their employees are authorized to work on this job. Any changes to this list must be approved by the Building Division prior to commencement of building permit. of work. Failure to comply will result in a stoppage of work and/or the voidance For each applicable trade; all information requested below must be completed by applicant. "On File" is Trade / Classification Contractor not an acceptable response. State Contractor's License Workers Com ensation Insurance I MASONRY IC -29) PLUMBING (C-36) /9% C. 3b City Business License 7 �/ c, 3r Oy 3/ d� Q?S01/0r O Y C.A�i.`tif� �li�lC`%� �� 3// O �oldeu s iYw _V I102 tf/ 03 y, s/ -mac y�-Go/z�.�� •; y Company Name assification :(e.g.A, B, C-8) License Number (xxxxxx) Exp. Date Carrier Name (xx/xx/xx) (e.g. State Fund, CalComp) Policy Number (Format Varies) Exp. Date License Number Exp. Date EARTHWORK (C-12) .f 'n2'c�� 0303 3i�3 Dl (C739) (xx/xx/xx) (xxxx) (xx/xx/xx) 46 �� L 0/0'? 0� �74T,f F'o �y�1 ` Doi 5799 Io1Oz 0076z� 3 CONCRETE (C-8) �%1�$ryt�'j' L11 �i r 0 k —Jcr N 2.S / g ,�l o �Ji; e LCA ��•T I / ��C� Uq ) c�� / o o s o %O_,o aZ 38 7 FRAMING (C-5) li{f{j A4001AtGi T0N 6 G? 2 901 t 2 3! 03 r � (ZVN%/ z / 0o/ %S% 03 r�'r-W U7(/ Wl� L02 '-2• /0 27 �3 C>,3OE.� S q o� CABINETS (C-6) STRUCT STEEL (C 51) & MASONRY IC -29) PLUMBING (C-36) /9% C. 3b -2,5 1 -7 5P.5,9 z.s2s Y3 zs2 (,5 �yg3�z 7 �/ c, 3r Oy 3/ d� Q?S01/0r O Y C.A�i.`tif� �li�lC`%� �� 3// O �oldeu s iYw _V I102 tf/ 03 y, s/ -mac y�-Go/z�.�� •; y 00S0 /3 % o��s� ' �j; oy- LATH, PLASTER (C-35) DRYWALL 0) HVAC (C-20) ELECTRICAL IC -10) �o so o leko l)IfV I OPI* Ala c 2 33' e z- q 3s [r l C g/ SU?r3 i a aZ /_0 OROOFING 0303 3i�3 Dl (C739) 9iCJZ•J/y� 9 S%�-r✓ 5 ¢� Fogg 0b01% o 6sz> /%`�GLAZING y . 03SHEET �' 03 M(- METAL (C-43) FLOORING (C-15) IC -171 INSULATION (C-2) SEWAGE DISP. (C-42) r 0 k —Jcr 2 y 23/0 O��y3 33�t// O 0?— X XW17 1.3 1�%62-0� %LTC 6 1u04�00 %O_,o aZ 38 7 5;R o1C, 1(0/11/01/ PAINTING (C-33) � CERAMIC TILE (C-54) . 2S>7) -Yl? i� f�Z r�'r-W U7(/ Wl� L02 '-2• /0 27 �3 C>,3OE.� CABINETS (C-6) FENCING IC -13) LANDSCAPING (C-27)� ,/ � , B 68z�o/ I 03 5%/t'rfi /Nf% LZ�'/ DD� T 78% % 0 0,3 /'% 0,3 Ci� POOL (C-53) . I 3 Cert:fca to h{ rf Occut J of 9 Bu l.:ding & Safet rDe 3 aiinen Y This Certificate is issued pursuant; to the re' uiremenas of, Section 109 of fhe'Cali -_ . ,..q w forma Budding= Code,.cert fying 'that; ''at the:: time ofissuance, this structure .:ivas, in, ' com "/lance with. the p, u., provisions. -of. fhe Building Code and fhe` var ors "ordinances of the Ci,comp, y regula`tg budding F construction: and/or use - i -F BUILD:ING ADDRESS..; 52 `810 AVE'NIDA MARTINEZ + . e .' ° '-!. r '. • fir` .%-' •r. r ` i .. - c . .. . .j r, Use -classification SINGLE':FAMILY DWELLING° Building Permit No 0306 1:58. f Y Occupancy Group R-3 r ' Type of Con"struction VN Lan Use Zone RC Owner of Building. POWER:FINANCE ASSO:C4IATES INC. Address 'P:O ;BOX X134 City;=ST,ZIP 'LA QUINTA.:CA.92253;n 'By KIRK,-KIRKLA`Wb` r -Date Octob6r',24,"20.0:3 y 'Building Official ry ,Po0-J 'A:;CON§0-IC000S..PLACE - ;- TITLE 24 REPORT Title 24 Report for: Thomas Buffin San Felipe 4 bed. - All Orientations - Tower La Quinta, CA Project Designer: CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE -per BYG Report Prepared By: oC-Qcg Joan D. Hacker Insu-form, Inc. 68-255 Corta Road Cathedral City, CA 92234 (760) 324-2046 Job Number: Date: 5/14/2003 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 EnergySoft, LLC (415) 883-5900. EnergyPro 3.1 By EnergySoft Job Number: User Number: 2655 I TABLE OF CONTENTS Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Checklist 6 Form C -2R Computer Method Summary g HVAC System Heating and Cooling Loads Summary 12 Room Load Summary 13 EnergyPro 3.1 By EnergySoft Job Number. User Number 2655 Certificate of Compliance: Residential (Part 1 of 2) CF -1 R Thomas Buffin 5/14/2003 Project Title Date San Felipe 4 bed. - All Orientations - Tower La Quinta Project Address Building Permit # Insu-form, Inc. (760) 324-2046 Plan Check / Date Documentation Author Telephone Computer Performance 15 Field Check / Date Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION Total Conditioned Floor Area: 1,436 ft2 Average Ceiling Height: 9.0 ft Total Conditioned Slab Area: 1,436 ft2 Building Type: (check one or more) X❑ 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 FENESTRATION Chnrlinrr, nnioin Type Orientation Area SF Const. Fenestration SHGC 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 n/a 0.756 Exposed Slab w/R-0.0 Perimeter Insulation R-13 Wall w/1" EPS Wood 0.059 Exterior Wall Solid Wood Door None 0.387 Exterior Door R-38 Roof (R.38.2x14.16) Wood 0.028 Exterior Roof FENESTRATION Chnrlinrr, nnioin Type Orientation Area SF U -Factor Fenestration SHGC Exterior Shading Overhang Side Fins Yes / No Yes / No Front 24.0 0.75 0.62 Bug Screen X❑ ❑ ❑ X❑ Left 28.5 0.74 0.62 Bug Screen Q ❑ ❑ X❑ Rear 40.0 0.78 0.63 Bug Screen X❑ ❑ ❑ X❑ Rear 49.0 0.75 0.62 Bug Screen 0 ❑ ❑ X❑ Right 30.0 0.75 0.62 Bug Screen X❑ ❑ ❑ X❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ El' El El El Run Initiation Time: 05/14/03 22:07:55 Run Code: 1052975275 Ener Pro 3.1 By Ener Soft User Number: 2655 Job Number: Page 3 of 13 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Thomas Buffin 5/14/2003 Project Title Date HVAC SYSTEMS Note: Input Hydronic or Combined Hydronic data under Water Heating Systems, except Design Heating Load. Distribution Heating Equipment Minimum Type and' Duct or Type (furnace, heat Efficiency Location Piping Thermostat Location / pump, etc.) (AFUE/HSPF) (ducts, attic, etc.) R -Value Type Comments Central FnrnarP 80% AFUE Ducts in Attic 42 Setback Living Zone Cooling Equipment Minimum Type (air conditioner, Efficiency heat pump, evap. cooling) (SEER) Duct Location (attic, etc.) Duct R -Value Thermostat Location / Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 42 Sethack I *v*nq 7nne WATER HEATING SYSTEMS Rated 1 Tank Energy Fact! 1 External Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby Tank Insul. System Name Type Type Syst. Btu/hr (gal) Efficiency Loss (%) R -Value A.O. SMITH FPS -50-224 Small Gas Standard 1 43.000 50 0.60 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 greater than 75,000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input and Recovery Efficiency. REMARKS COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Address: Telephone: Lic. #: (signature) Enforcement Agency Name: Title/Firm: _ Address: Telephone: (date) Documentation Author Name: Joan D. Hacker Title/Firm: Insu-form, Inc. Address: 68-255 Corta Road Cathedral City, CA 92234 Telephone: (760) 324-2046 ul o - (" \, (sign ur) V I 1(dAte) IEnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:4 of 13 1 Certificate of Compliance: Residential (Addendum) CF -1 R Thomas Buffin 5/14/2003 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 )ased on the adequacy of the special justitication and documentation submitted. Plan I Field 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 document the field verification and diagnostic testing of these measures on a form CF-6R.Plate The HVAC System "Living Zone" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 05/14/03 22:07:55 Run Code: 1052975275 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:5 of 13 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance 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 ENFORCEMENT Building Envelope Measures "§150(.): Minimum R-19 ceiling insulation. ❑ § 150(b): Loose fill insulation manufacturer's labeled R -Value. 1150(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 or equivalent. ❑§150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. §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 Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors 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. ❑ Gas Logs. §150(e): Installation of Fireplaces, Decorative Gas Appliances and 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures a§ 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or RCCA. § 150(1): Setback thermostat on all applicable heating and/or cooling systems. 1V1 1 §1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 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. EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:6 of 13 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (") may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance 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 ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) 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 entirely 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 UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh 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 cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or Flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas,, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ § 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and 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. a. At least 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. §115: 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) ❑ §118 (f): Cool Roof material meet specified criteria 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. FRI§150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number: 2655 Job Number: Page:7 of 13 Computer Method Summary (Part 1 of 3) C -2R Thomas Buffin 5/14/2003 Project Title Date San Felipe 4 bed. - All Orientations - Tower La Quinta Project Address Building Permit # Insu-form, Inc. (760) 324-2046 Documentation Author Telephone Plan Check/Date Computer Performance 15 Field Check/Date Compliance Method (Package or Computer) Cimate Zone Source Energy Standard Facing ❑ Facing D.00>- 24 -0_38Z 90 Facing Facing Wa11_ 302 0.059 go 9.0_ 1 Use (kBtu/sf-yr) Design North Margin R-13 WaILw/1" EPS living Zone East Margin South Margin R-13 Wall w/1" EPS living Zone West Margin 0 1.03 0.68 1.59 0.12 1.83 -0.12 1.21 0.50 Space Heating 1.71 Space Cooling 35.52 34.89 0.63 34.80 0.72 33.20 2.32 36.34 -0.82 Domestic Hot Water 16.25 1 14.05 2.20 14.05 2.20 14.05 2.20 14.05 2.20 49.97 3.51 50.44 3.04 49.08 4.40 1.88 Totals 53.48 BUILDING COMPLIES This C -2R summarizes the results of a four cardinal orientation analysis. The pages that follow describe the front facing North occurence. This plan has been analyzed with identical features in all orientations. ❑X Slab Floor GENERAL INFORMATION Conditioned Floor Area: 1,436 Floor Construction Type: ❑ Raised Floor Building Type: Single Fam Detached Building Front Orientation: All Four Orientations Total Fenestration Aea: 11.9% Number of Dwelling Units: 1.00 Total Conditioned Volume: 12,924 Number of Stories: Slab Floor Area: 1,436 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area livingZone1 436 12 92dQ2d 1 nn Conditioned- Retbark 2 -n/a OPAQUE SURFACES Solar Act. Gains Type Area U -Val. Azm. Tilt Y / N Form 3 Reference Location / Comments Wall 122 _0_05k a 3Q ❑ R--13 Wall w/1" EPS living Zone D.00>- 24 -0_38Z 90 Solld-Wood.DAor .Living Zone Wa11_ 302 0.059 go 9.0_ 1 Ali❑ R-13 WaILw/1" EPS living Zone Wall_ 271 0.059 180 90 ❑ R-13 Wall w/1" EPS living Zone Wall- 330 0.059 270 _90 RODL 1 436 0.028_ 270 0 0 ❑ ❑ R-13 Wall w/1" EPS 1 iving lone R_38 Roof (R38 2x1416) living -Zone ❑❑ ❑❑ ❑❑❑ Run Initiation Teme: 05114/ n C • 1052975275 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:8 of 13 Computer Method Summary (Part 2 of 3) C -2R Thomas Buffin 5/14/2003 Project Title Date FENESTRATION SURFACES U_ Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments J_ Window Front M01th) 24.0_ _0.750 _0_62 0_ _90 WesLQoast_Wjndows -Living 2 Window Left (East) 12.5 0.740 0.62 90 90 West Coast Windows Living Zone 3 Window Left East _ 16.0 0.740 0.62 90 90 West Coast Windows Living Zone 4 Window Rear (South) 40.0 0.780 0.63 180 90 West Coast Windows Living Zone 5 Window Rear (South) 9.0 0.750 0.62 180 90 West Coast Windows Living Zone 6 Window Rear (South) 20.0 0.750 0.62 180 90 West Coast Windows Living Zone 7 Window Rear (South) 20.0 0.750 0.62 180 90 West Coast Windows Living Zone 8 Window Right (West) 24.0 0.750 0.62 270 90 West Coast Windows Living Zone 5 Win ow Right est) 6.0 0,750 0.62 270 _90 West Coast Windows living Zone INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 4.0 6.0 2.0 0.1 2.0 2.0 2 Bug Screen 0.76 5.0 2.5 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 4.0 4.0 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 6.8 6.0 2.0 0.1 2.0 2.0 5 Bug Screen 0.76 3.0 3.0 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 4.0 5.0 2.0 0.1 2.0 2.0 7 _iF Bug Screen 0.76 4.0 5.0 2.0 0.1 2.0 2.0 Bug Screen 0.76 4.0 6.0 2.0 0.1 2.0 2.0 9 Bug Screen 0.76 3.0 2.0 2.0 0.1 2.0 2.0 Run Initiation Time: 05/14/03 22.07.55 Run Code: 1052975275 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page:9 of 13 Computer Method Summary Minimum Distribution Type (Part 3 of 3) C -2R Thomas Buffin Efficiency and Location Duct Thermostat 5/14/2003 Project Title Comments Date THERMAL MASS FOR HIGH MASS DESIGN Living Zone Area Thick. Heat Inside Location Type (so (in.) Cap. Cond. Form 3 Reference R -Val. Comments PERIMETER LOSSES System Name Length Diameter Thick. F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 53 0_76 0.0 0 Livin Zone - Sl.ab-Berimeter 15 _4.Zf --0-0. 0 Living Zone Comments 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 Ce ral Furnace 80% AFUE Ducts in Attic 4.2 Setback Living Zone Pipe Insul. Hydronic Piping Pipe 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 Ratedl Tank Energy Fact! 1 Tank Insul. Water Heater Water Heater Distribution # in Input Cap. or Recovery Standby R -Value System Name Type Type Syst. (Btu/hr) (gal) Efficiency Loss (%) Ext. A.O. SMITH FPS -50-224 Small Gas Standard 1 43.000 50 Q_U— _/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: 05/14/03 22.07:55 Run Code: 1052975275 EnergyPro 3.1 By EnergySoft User Number: 2655 Job Number: Page: 10 of 13 Computer Method Summary (Addendum) C -2-R Thomas Buffin 5/14/2003 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 aaencv determines the adeauacv of the justification, and may reject a building or design that otherwise complies )ased on the adequacy of the special justification and documentation submitted. HERS Required Verification Thoeo foaturoc mutt ho ennfirmpd and/or tested by a certified HERS rater under the supervision of a CEC aaaroved HERS Plan I Field provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. Plan Field The HVAC System "Living Zone" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. EnerovPro 3.1 By EnergvSoft User Number: 2655 Job Number: Page: 11 of 13 1 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Thomas Buffin DATE 5/14/2003 SYSTEM NAME Living Zone FLOOR AREA 1,436 Number of Systems 1 Heating System Output per System 92,000 Total Output (Btuh) 92,000 nutnut (Rtuh/saftl 64.111 Cooling System Output per System 48,000 Total Output (Btuh) 48,000 Total Output (Tons) 4.0 Total Output (Btuh/sqft) 33.4 Total Output (sgft/Ton) 359.0 Air System CFM per System 1,595 Airflow (cfm) 1,595 Airflow (cfm/sgft) 1.11 Airflow (cfmrron) 398.8 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions EATING SYSTEM PSYCHROMETRICS 26.0 OF 69.3 OF 69.3 OF Outside Air 0 cfm Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK PCCOIL FM Sensible Latent CFM I Sensible 1,317 24,545 3,139 421 23,646 0 1,227 1,182 0 0 0 0 01 0 0 0 0 1,227 1,182 26,999 3,139 26,011 BDP CO. 563AN048-A u 32,172 11,035 Total Adjusted System Output Ad' t d for Peak Desi n Conditions) 32,172 11,035 92,000 92,000 ( ls e g TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am yam Temperatures at Time of Heatinq Peak) 123.5 OF Supply Air Ducts 122.8 OF Supply Fan Heating Coil 1595 cfm ROOMS 70.0 OF 69.3 OF in Return Air Ducts "I COOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.9 / 77.6 OF 78.7 / 65.8 OF 78.7 / 65.8 °F 59.8 / 58.7 OF O4 Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 60.5 / 59.0 OF 1595 cfm 52.0% R.H. ROOMS 78.7/65.8 °F 78.0 / 65.6 OF User Number: 2655 Return Air Ducts Job Number. 12 of 13 ROOM LOAD SUMMARY PROJECT NAME Thomas Buffin DATE 5/14/2003 SYSTEM NAME Living Zone FLOOR AREA 1,436 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE LivingLiving Zone 1 1,317 24,545 3,139 1,317 24,545 3,139 421 23,646 PAGE TOTAL TOTAL 1 1,317 24,545 3,139 421 23,646 1 1,317 24,545 3,139 421 23,646 EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number: Page: 13 of 13 52-810 Ave-, ^ANTI sj, . TRU,SSWOR S" A C a n Truss! CI OF QUINTA BUILDING & SAFETY DEPT. APPROVED , FOR CONSTRUCTION + DATE l BYS 75-110 ST. CHARLES PLACE SUITE 11A JOB NO.: g 3 25 3 PALM DESERT, CA 92260 PHONE: 760-341-2232 • FAX: 760-341-2293 NAME: MANUFACTURING YARD: PROJECT: N Ft -L 1 P15 55755 TYLER STREET, THERMAL, CA 92274 FAX: 760-399-9786 { r TRU,SSWOR S" A C a n Truss! CI OF QUINTA BUILDING & SAFETY DEPT. APPROVED , FOR CONSTRUCTION + DATE l BYS 75-110 ST. CHARLES PLACE SUITE 11A JOB NO.: g 3 25 3 PALM DESERT, CA 92260 PHONE: 760-341-2232 • FAX: 760-341-2293 NAME: MANUFACTURING YARD: PROJECT: N Ft -L 1 P15 55755 TYLER STREET, THERMAL, CA 92274 FAX: 760-399-9786 { NATIONAL INSPECTION ASSOCIATION, INC. Inspection of Prefabricated Trusses / Quality Audited by AA -583 PLANT DATE/ARRIVE/DEPART ADDRESS PLATE MANUFACTURER _7,R(,L5W l PLANT CONTACT F , Ue_ ENGINEERS DES. DWG. IRRQa . `1%1P, 5'emee N heduled In Plant Audits As Per Uniform Building Code Section 23 nd IBC Section 2303.4 or Newest Sectionsn, and In Accordance With Engineered Plan Specifications. CATEGORY CONFORMING NON -CONFORMING REMARKS Lumber Grade Connector Plates I I.C.B.O. d Span & Pitch Workmanship Joint Accuracy Ce Bearing of Wood Joints Knots in Plate Area Split Limitation Plate Placement Plate Size d Condition of Plate Teeth Plate to Wood Tolerance In -Plant Handling 06 Bundling & Loading 0619F Storage C Jig & Press Adequacy Marking Legibility d Plant Stamp Verification How Many Stamps On Site: W Trusses Meet UBC & IBC Requirements e i In -Plant Q.C. Records As Per ICBO/ES Requirements . d A 10-7-8 Phone (760) 341-2232 SAN F E L L P E 2293 Fax # (760) 341- a <DQ, POWER BROKERS T RU S S W O RK S 53-555 AVE HERRERA A Company you Can Truss! LQ 75-11.0 St. Charles pl. ste-11A Palm Desert, CA. 92211 SALES REP SB DUE DATE : DSGNR/CHKR SB / SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 37.00 psf WOµ B3253 Date 5/13/2003 14:32 DurFaC-Lbr 1.25 DurFac-Pit 1.25 O.C. Spacing 24.0 Design Spec UBC -97 µTr/µCfg : 65 / 12 hA' 2 ILI A2 L PACKAGE 10-7-8 Phone (760) 341-2232 SAN F E L L P E 2293 Fax # (760) 341- a <DQ, POWER BROKERS T RU S S W O RK S 53-555 AVE HERRERA A Company you Can Truss! LQ 75-11.0 St. Charles pl. ste-11A Palm Desert, CA. 92211 SALES REP SB DUE DATE : DSGNR/CHKR SB / SB TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf Total 37.00 psf WOµ B3253 Date 5/13/2003 14:32 DurFaC-Lbr 1.25 DurFac-Pit 1.25 O.C. Spacing 24.0 Design Spec UBC -97 µTr/µCfg : 65 / 12 Job Dame: SAN FELIPE TOWER 4 BR Truss ID: Al TC 2.4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E GBL BLK 2x4 HF STUD 2.4 SPP 1650F -1.5E 13 T 7.10.0 1= 04.0 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 PSP non -concurrent BCLL. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing is attached. [+] indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 6311intervals. Bracing is a result of wind load 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. 4.0.0 l 3-4.0 5-40 5.4-0 5.40 5-4-0 5.4-0 4-0-0 9.4-0 14-84 20-0-0 25-4.0 30.8-0 36.0.0 3 45 66 7 88 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 226 27 28 29 F4.50 -4.50 4-0 1- :0 30 31 32 33 34 35 36 37 38 39 40 414243 44 45 46 47 48 49 50 51 52534 55 56 57 58 4-0-0 5-4.0 5-4.0 5-4-O 5-4.0 5-4-0 5 4 0 _ 4.0.0 9.4.0 14.8-0 20.0.0 25-4.0 30-8-0 36-04 1- :0 1 D 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 = 20.00 ft Mean roof height = 18.92 ft, mph = 80 UBC Special Occupancy, Dead Load = 21.0 psf \-j 14 2003 8-0-8 SHIP 0-0- = Joint Locations ===== 1 0- 0- 0 30 0- 0- 0 2 4- 0- 0 31 4- 0- 0 3 5- 4- 0 32 5- 4- 0 4 6- 8- 0 33 6- 8- 0 5 7- 1-12 34 8- 0- 0 6 8- 0- 0 35 9- 4- 0 7 9- 4- 0 36 10- 8- 0 8 10- 8- 0 37 12- 0- 0 9 12- 0- 0 38 13- 4- 0 10 13- 4- 0 39 14- 8- 0 11 14-8- 0 40 16- 0- 0 12 16- 0- 0 41 17- 4- 0 13 17- 4- 0 42 18- 0- 0 14 18- 8- 0 43 18- 8- 0 15 20- 0- 0 44 20- 0- 0 16 21- 4- 0 45 21-4- 0 17 22- 8- 0 46 22- 8- 0 18 24- 0- 0 47 24- 0- 0 1925- 4- 0 48 25- 4- 0 20 26- 8- 0 49 26- 8- 0 21 28- 0- 0 50 28- 0- 0 22 29- 4- 0 51 29- 4- 0 23 30- 8- 0 52 30- 8- 0 24 32- 0- 0 53 31- 6-13 25 32-10- 4 54 32- 0- 0 26 33- 4- 0 55 33- 4- 0 27 34- 8- 0 56 34- 8- 0 28 36- 0- 0 57 36- 0- 0 29 40- 0- 0 58 40- 0- 0 TYPICAL PLATE: 2-4 OVER CONTINUOUS SUPPORT by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. All plates are 20 gauge Truswal Connectors unless preceded WARNING Read all notes lois sheet give a copy oJif the Erecting Contractor. Eng.Job:.EJ. ® en . It c m This design is for an individual building component not truss system. It has been based on speci ficauons provided by the component manufacturer Chk: SB done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr- SB and ng designer prior to fabrication. The building designer must ascertain that t are to be verified by the component manufacturer and/or buildiihhe loads P local building code and the application. The design assumes that the to chord TC Live 16.00 psf T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the paniculm' 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 A Company You Can TrussI is laterally rioted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any handle, install 0.00 environment that will cause the moisture content of the wood to exceed 19%, and/or cause connector plate corrosion. Fabricate, BC Live psf 75-110 St. Charles pl. ste-11A and brace this truss in accordance will, the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', INSTALLING AND BRACING METAL BC Dead 7.00 psf Palm Desert, CA. 92211 'ANSIrrPI 1%'WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLNG TRUSSE=S' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Phone (760) 341-2232 PLATE CONNECTED WOOD Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 500. Washington, DC 20036. TOTAL 37.00 psf Fax # (760) 341-2293 1 Madison, Wisconsin 53719. The American 5/13/2003 Scale: 3/32" = 1' WO: B3253 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.3.9 - 0 Job dame: SAN FELIPE TOWER 4 BR G X -LOC REACT SIZE REQ "I 1 0- 1-12 1591 3.50" 2.28" 2 39-10- 4 1591 3.50" 2.28" TC FC1kCE AXL END CSI 1-2 -5394 0.23 0.17 0.41 1-2 -5785 0.35 0.24 0.59 2-3 -5312 0.40 0.42 0.82 3-4 -3765 0.17 0.27 0.45 4-5 -3765 0.17 0.27 0.45 5-6 -5312 0.40 0.42 0.82 6-7 -5786 0.35 0.24 0.59 6-7 -5395 0.23 0.17 0.41 BC FORCE AXL END CSI 8-9 5473 0.53 0.17 0.69 9-10 4599 0.68 0.14 0.82 0-11 4599 0.69 0.14 0.82 .1-12 5474 0.53 0.17 0.70 WEB FORCE CSI WEB FORCE CSI 2-9 -495 0.15 5-11 585 0.20 3-9 585 0.20 6-11 -495 0.15 3-10 -1102 0.60 SLDRL -409 0.04 4-10 2226 0.77 SLDRR -408 0.04 5-10 -1103 0.60 Truss ID: A2 7-4-11 6-3.10 , 6-3-10 6-3-10 6-3-10 7-4-11 7.4.11 13-8-6 20-0-0 26-3-10 32-7-5 40-0-0 20-0-0 l 20-0-0 1 1 2 3 4 5 6 7 4r 50 -450 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 = 20.00 ft Mean roof height = 18.92 ft, mph = 80 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span): L/641 IN MEM 9-10 (LIVE) L= -0.74" D= -0.98" T= -1 72" ===== Joint Locations ===== 1 0- 0- 0 7 40- 0- 0 2 7- 4-11 8 0- 0- 0 3 13- 8- 6 9 10- 6- 8 4 20- 0- 0 10 20- 0- 0 5 26- 3-11 11 29- 5- 8 6 32- 7- 5 12 40- 0- 0 AR 5-5 T 3-4 3-4 (Q 3-4 , 1 7-10-0 3 3-4 5-5 5_534 8 4-8 g SHIP pK 13-12iiii5o 3 MX/5-16 3i7M= r a U-4-0 0 4 ^ P 71. , Oi" Q, 0_ 8 2.00 -2.00 0-3A8 19-8-8 1 19-8-8 1 604 6 -0 A A_f1_fl 8 q !0 11 1; 10-6-8 9-5-8 9-5-8 10-6-8 10-6-8 20-0-0 29-5-8 40-0.0 , 14 2003 A 5/13/2003 Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. 2x4 SPP 1650F -1.5E Denotes the requirement for lateral bracing TC 2x4 SPF 165OF-1.5E ® ateach location shown. Lateral bracing BC 2x4 SPF 210OF-1.SE 8-9, 11-12 systems which include diagonal or x -bracing Chk: SB 2x4 HF STUD are the responsibility of the building WEB 2x4 SPF 1650F -1 -SE designer. Truswal Systems BRACE -IT may be SLIDER ANSI/TPI - 1995 used for continuous lateral bracing on Plating spec THIS DESIGN IS THE COMPOSITE RESULT OF trussesativelyuse spaced MULTIPLE LOAD CASES. scabs Ta -braces scshowntonnTzuswal details. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Systems standard Loaded for 10 PSF non -concurrent BCLL. Unrestrained ____________________________________________ horiz. LL deflection = 0.32 " Palm Desert, CA. 92211 7-4-11 6-3.10 , 6-3-10 6-3-10 6-3-10 7-4-11 7.4.11 13-8-6 20-0-0 26-3-10 32-7-5 40-0-0 20-0-0 l 20-0-0 1 1 2 3 4 5 6 7 4r 50 -450 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 = 20.00 ft Mean roof height = 18.92 ft, mph = 80 UBC Special Occupancy, Dead Load = 21.0 psf MAX DEFLECTION (span): L/641 IN MEM 9-10 (LIVE) L= -0.74" D= -0.98" T= -1 72" ===== Joint Locations ===== 1 0- 0- 0 7 40- 0- 0 2 7- 4-11 8 0- 0- 0 3 13- 8- 6 9 10- 6- 8 4 20- 0- 0 10 20- 0- 0 5 26- 3-11 11 29- 5- 8 6 32- 7- 5 12 40- 0- 0 AR 5-5 T 3-4 3-4 (Q 3-4 , 1 7-10-0 3 3-4 5-5 5_534 8 4-8 g SHIP pK 13-12iiii5o 3 MX/5-16 3i7M= r a U-4-0 0 4 ^ P 71. , Oi" Q, 0_ 8 2.00 -2.00 0-3A8 19-8-8 1 19-8-8 1 604 6 -0 A A_f1_fl 8 q !0 11 1; 10-6-8 9-5-8 9-5-8 10-6-8 10-6-8 20-0-0 29-5-8 40-0.0 , 14 2003 A 5/13/2003 Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. All plates are 20 gauge the Erecting Contractor. this sheet and give a cope op ci WARNING Read all notesccomponent Eng. Job: EJ. ® en c This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB done in accordance with the current versions o(TPI and APPA design standards. No responsibility is assumed (or dimensional accuracy. Dimensions Dsgnr: SB R KS and are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf T R U S S W O th utilized on this design meet or exceed e 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 A Company You Can Truss! noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Fabricate, handle. install Live 0.00 that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. BC psf 75-110 St. Charles pl. ste-11 A environment brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 7.00 psf Palm Desert, CA. 92211 and 'ANSVTPI 1%'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'141B-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, W, 800. Washington, DC 20036, TOTAL 37.00 psf Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, N Ste Scale: 3132" = 1' WO: B3253 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.3.9 - 0 Job fame: SAN FELIPE TOWER 4 BR G X -LOC REACT SIZE REW D 1 0- 1-12 1591 3.50" 2.28" 2 39-10- 4 1591 3.50" 2.28" TC FORCE AXL BND CSI 1-2 -5821 0.47 0.44 0.92 2-3 -5295 0.41 0.46 0.87 3-4 -3768 0.12 0.33 0.44 4-5 -3768 0.12 0.33 0.44 5-6 -5295 0.41 0.46 0.87 6-7 -5821 0.47 0.44 0.92 BC FORCE AXL END CSI 8-9 5465 0.81 0.17 0.98 9-10 4596 0.68 0.15 0.84 0-11 4596 0.68 0.15 0.84 .1-12 5465 0.81 0.17 0.98 WEB FORCE CSI WEB FORCE CSI 2-9 -505 0.15 5-10 -1097 0.60 3-9 568 0.20 5-11 568 0.20 3-10 -1097 0.60 6-11 -505 0.15 4-10 2229 0.77 TYPICAL PLATE: 1.5-3 Truss ID: A3 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F-1.513 WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 01607. Loaded for 10 PSF non -concurrent BCLL. Unrestrained horiz. LL deflection = 0.34 ---------------------------------------- T 7-10.0 T4- 0-4-0 ®Denotes the requirement for lateral bracing ateach 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. 7-4-11�, 6-3-1_ 0 6-3-10 6-3-1_ 0 �, 6.3-1_ 0 7-4-1_ 1 7-4-11 13-8-6 20-0-0 26-3-10 32-7-5 40-0-0 20-0-0 20-0-0 3 a S 6 7 450 -4.50 1 5-5 1.9 This design based on chord bracing applied per the following schedule: maxo.c. from to BC 120.00" 10- 8- 8 25- 2- 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 = 20.00 ft Mean roof height = 18.92 ft, mph = 80 UBC Special Occupancy, Dead Load = 21.0 psf SHIP MAX DEFLECTION (span) L/697 IN MEM 9-10 (LIVE) L= -0.68" D= -0.90" T= -1 58" ===== Joint Locations ===== 1 0- 0- 0 7 40- 0- 0 2 7- 4-11 8 0- 0- 0 3 13- 8- 6 9 10- 6- 8 4 20- 0- 0 10 20- 0- 0 5 26- 3-11 11 29- 5- 8 6 32- 7- 5 12 40- 0- 0 14-6-0 0-3q8 2.00 -2.00 0-3g8 19-8-8 1 19-8-8 dn_n_n 10-6-8 9-5-8 9-5_8 10-6-8 12 10-6-8 20-0-0 29-5.8 J 40-0-0 0A-1 J. - All- Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted All plates are 20 gauge Truswal WARNING Read all notes on this sheet and give u copy octo the Erecting Conti -actor. Eng. Job: EJ. ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Dimensions Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. that the loads DSgnr: SB are to be verified by the component manufacturer impose building designer prior to fabrication. The building designer must assumes p by local building code and the particular application. The design assumes that the to chord TC Live 16.00 psf T R U S S W O R KS utilized on this design meet or exceed the loading imposed the 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 A Company You Can Truss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any handle, install Live 0.00 that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, BC psf 75-110 St. Charles pl. ste-11 A environment and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', INSTALLING AND BRACING METAL BC Dead 7.00 psf Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA I'- Wood Tess Council of America Standard Design Responsibilities,'HANDLING SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) islocatd at Drive. Phone (760) 341-2232 0036'io PLATE CONNECTED WOOD TRUSSES' - (1-1I13-91) and'HI13-91 Forest Paper Association (AFPA) is located N1 at 1111 19th Street, W, Ste 800,Washington. TOTAL 37.00 psf Fax # (760) 341-2293 Madison, Wisconsin 53719. The American and al � ►� r��l2c�' sr�TE OF CP�� 200' 5/13/2003 Scale: 3/32" = 1' WO: 83253 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.3.9 - 0 Job Name: SAN FELIPE TOWER 4 BR Truss ID: A4 RG X -LOC REACT SIZE REO'D 1 0-1-12 313 3.50" 1.50" 2 10-10- 4 2074 3.50" 2.97" 3 39-10- 4 1132 3.50" 1.62" TC FORCE AXL HND CSI 1-2 1080 0.13 0.61 0.74 2-3' 1596 0.22 0.61 0.83 3-4 -1516 0.02 0.37 0.39 4-5 -1516 0.02 0.36 0.38 5-6 -3074 0.07 0.36'0.43 6-7 -3658 0.21 0.47 0.68 BC FORCE AXL END CSI 8-9 -985 0.48 0.51 0.99 9-10 175 0.00 0.55 0.55 .0-11 2464 0.37 0.50 0.87 .1-12 3425 0.51 0.24 0.75 WEB FORCE CSI WEB FORCE CSI 2-9 -738 0.25 5-10 -1100 0.61 3-9 -2275 0.99 5-11 604 0.21 3-10 1366 0.47 6-11 -579 0.17 4-10 646 0.22 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F-1.513 WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BCLL. Location of interior bearings should be clearly marked on each truss. 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. T 7.10-0 T= 0-4-0 ®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 usedfor continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Interior support or temporary shoring must be in place before erecting this truss. Shim bearings (if needed) for req. support. 7-47 4-11 6-3-10 6-3-10 , 6-3-10 6-3-10 7-4-11 7-4-11 13-8-6 20-0.0 26-3-10 32-7-5 40-0-0 20-0-0 20-0-0 - 3 4 5 6 7 a -4.50 4-a 1 „p A n IV -0-0 11 11 1-1 n.n g 9 /0 10-10-8 9-1.8 10-10-8 20-0-0 12 9-5-8 10-6-8 29-5-8 40.0-0 4 D This design based on chord bracing applied per the following schedule: max O.C. from to BC 72.00" 10- 8- 8 25- 2- 8 UPLIFT REACTION(S) : Support 1 -44 lb 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 = 20.00 ft Mean roof height = 18.92 ft, mph = 80 DEC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0- 0- 0 60.00 40- 0- 0 0.53 BC Vert 14.00 0- 0- 0 14.00 40- 0- 0 0.00 ..Type... lbs X.Loc LL/TL BC Vert 200.0 19- 0- 0 0.43 T 6 4.8 0-4- MAX DEFLECTION (span) L/999 IN MSM 11-12 (LIVE) L= -0.26" D= -0.34" T= -0160- ===== 060" ===== Joint Locations ===== 1 0- 0- 0 7 40- 0- 0 2 7- 4-11 8 0- 0- 0 3 13- 8- 6 9 10-10- 8 4 20- 0- 0 10 20- 0- 0 5 26- 3-11 11 29- 5- 8 6 32- 7- 5 12 40- 0- 0 0 1 2403 TYPICAL PLATE: 1.5-3 OVER 3 SUPPORTS by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. All plates are 20 gauge Truswal Connectors unless preceded Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. ®WARNING This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr' SB U S S W O R KS be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads a e be loading by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf T R on this design meet or exceed the impose utilizd is laterally braced by the roof or floor sheathing mid the bottom chord is laterally braced by a rigid sheathing material directly attached, unless othenvlsc TC Dead 14.00 psf A Company You Can TrussI noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 75-110 St. Charles pl. ste-11 A and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 7.00 psf Palm Desert, CA. 92211 'ANSI/TPI I-,'wTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'I41B-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, TOTAL 37.00 psf Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at I 1 I 119th Street, NW, Ste 500. Washington, DC 20036. 5/13/2003 Scale: 3/32" = 1' WO: 83253 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.3.9 - 0 Job Nall RG X -LOC 1 0-1-12 2 10-10- 4 3 39-10- 4 TC FORCE 1-2 1080 2-3 1596 3-4 -1516 4-5 -1516 5-6 -3074 6-7 -3658 : SAN FELIPE TOWER 4 BR Truss ID: A5 REACT SIZE REQ'D 313 3.50" 1.50" 2074 3.50" 2.97" 1132 3.50" 1.62" AXL BND CSI 0.13 0.61 0.74 0.22 0.61 0.83 0.02 0.37 0.39 0.02 0.36 0.38 0.07 0.36 0.43 0.21 0.47 0.68 BC FORCE AXL END CSI 8-9 -985 0.48 0.51 0.99 9-10 175 0.00 0.55 0.55 0-11 2464 0.37 0.50 0.87 1-12 3425 0.51 0.24 0.75 WEB FORCE CSI WEB FORCE CSI 2-9 -738 0.25 5-10 -1100 0.61 3-9 -2275 0.99 5-11 604 0.21 3-10 1366 0.47 6-11 -579 0.17 4-10 646 0.22 TC 2x4 SPF 1650F-1.513 BC 2x4 SPF 1650F-1.513 WEB 2x4 HF STUD GBL BLK 2x4 HP 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. 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. [+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 63"intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. T 7-10-0 T= 0-4-0 ®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. 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. Shim bearings (if needed) for req. support. 7-4-11 6-3-10 6.3-10 6-3-10 6-3-10 7-4-11 7-4-11 13-8-6 20-0-0 26-3-10 32-7-5 40-0-0 20-0-0 20-0-0 3 4 5 6 7 41 550 4-4 -4.50 1 19-8-8 1 601 en -n -n 9 10 /J 10-10-8 9-1-8 9-5-8 10-6.8 10.10.8 20-0-0 J 29-5-8 J 40-0-0 This design based on chord bracing applied per the following schedule: max O.C. from to BC 72.00" 10- 8- 8 39- 8- 8 UPLIFT REACTION(S) : Support 1 -44 lb 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 = 20.00 ft Mean roof height = 18.92 ft, mph = 80 UBC Special occupancy, Dead Load = 21.0 psf --LOAD CASE #1 DESIGN LOADS ---------------- Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0- 0- 0 60.00 40- 0- 0 0.53 BC Vert 14.00 0- 0- 0 14.00 40- 0- 0 0.00 ..Type... lbs X.Loc LL/TL BC Vert 200.0 19- 0- 0 0.43 MAX DEFLECTION (span) L/999 IN MEM 11-12 (LIVB) L= -0.26" D= -0.34" T= -0 6011 Joint Locations ===== 1 0- 0- 0 7 40- 0- 0 2 7- 4-11 8 0- 0- 0 3 13- 8- 6 9 10-10- 8 4 20- 0- 0 10 20- 0- 0 5 26- 3-11 11 29- 5- 8 6 32- 7- 5 12 40- 0- 0 T p ARCHjTFc 5 Sp. GA 8 4-8 SHIP =0 4-•c VIP SIA TYPICAL PLATE: 1.5-3 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. ® Eng. Job: EJ. WARNING Read all notes on this sheet and give a copy of it to the EI-ecting Conn-actoi-. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB T R U S S W O 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 I is laterally braced by the roof or Moor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 14.00 psf A Company You Can Truss noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf 75-110 St. Charles pl. ste-11 A and bmce this Huss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 7.00 psf Palm Desert, CA. 92211 'ANSI/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities.'HAN DLI NG INSTALLING AND BRACI'NG METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'IIIB-91 SUMMARI' SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofi'io Drive, Fax # (760) 341-2293 Madison- Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 1111 19th Street. NW, Ste 800, Washington, DC 20036. TOTAL 37.00 PSI 5/13/2003 Scale: 3/32" = 1 WO: 83253 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.3.9 Job Name: SAN FELIPE TOWER 4 BR Truss ID: B1 Qty: 1 Drwg: RG A�LOC REACT SIZE REO'D TC 2x4 SPF 165OF-1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 0- 966 3.50" 1.50" BC 2x4 SPF 165OF-1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -24 lb 1 2 1-12 21- 5- 4 849 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Support 2 -2 lb This truss is designed using the GBL BLK 2x4 HF STUD Gable verticals are 2x 4 web material spaced Loaded for 10 PSP non concurrent BCLL. UBC -97 Code. TC FORCE AxL BND CSI at 16.0 " o.c. unless noted Otherwise. Bldg Enclmd = Yes 1-2 -'47.67 0.02 0.31 0.34 Top chord supports 25.5 " of uniform load Truss Location = End Zone 2-3 -1271 0.01 0.31 0.33 at 16 psf live load and 14 psf dead load. Hurricane/Ocean Line = No Exp Category = C 3-4 -1267 0.02 0.24 0.26 Additional design considerations may be Bldg Length = 40.00 ft, Bldg Width 20.00 ft 4-5 -1692 0.02 0.36 0.39 _= Mean roof height = 17.23 ft, mph - 80 required if sheathing is attached. UBC Special Occupancy, Dead Load = 21.0 psf BC FORCE AXL 8ND CSI C+] indicates the requirement for lateral 6-7 1614 0.16 0.43 0.59 bracing (designed by others) perpendicular 7-8 1526 0.15 0.43 0.58 to the plane of the member at 63 -intervals. Bracing is a result of wind load applied WEB FORCE CSI WEB FORCE CSI to member.(Combination axial plus bending). 2-7 -520 0.35 4-7 -426 0.28 This truss requires adequate sheathing, as 3-7 514 0.18 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. 5-10_5 5-10-5 2 450 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.13" D= -0.17" T= -0 ===== Joint Locations ===== 1 0- 0- 0 5 21- 7- 0 2 5-10- 5 6 0- 0- 0 5-1-11 5-1-11 5-55-5 5 3 11- 0- 0 7 11- 0- 0 11-0-0 16-1-11 21-7-0 4 16- 1-11 8 21- 7- 0 4-4 0 4.50 ,1-6-0 ,, v ' 21-7-0 t-0-5-0�A 6 7 a STUB 1 n 11-011.0 0 10-7.0 11-0-0 21-7-0 TYPICAL PLATE: 1.5-3 e 1� v �Q �r2� 1 � 2003 5/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' ® T R U S S W O R KS A Company You Can Truss! Charles pl. ste-11 A 75-110 St. Cha Palm Desert, rle pl. s Phone (760) 341-2232 Fax # (760) 341-2293 YY ALR1 vll v G Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or 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 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 and Cutting Detail Reports available as output from Truswal software', 'ANSI/fPI I-, -wTCA I' - Wood Truss Council of America Standard Design Responsibilities. 1IAN DLI 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. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street. NW, Ste 800, Washington. DC 20036. Eng. Job: EJ. Chk: SB Dsgnr: SB WO: 83253 TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spaeing 2- 1- 8 Design Spec UBC -97 Seqn T6.3.9 - 0 Job Name: SAN FELIPE TOWER 4 BR Truss ID: B2 Qty: 2 Drwg: RG i -LOC REACT SIZE REOD TC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 909 3.50" 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -27 lb 2 21- 5- 4 799 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -5 lb Loaded for 10 PSF non -concurrent BOLL.' PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the TC FORCE. AXL END CSI UBC -97 Code. 1-2 -1663 0.02 0.26 0.28 Bldg Enclosed 2-3 -1196 0.01 0.26 0.27 Truss Location = End Zone 3-4 -1193 0.02 0.19 0.21 Hurricane/Ocean Line = No , Exp Category = C 4-5 -1592 0.02 0.30 0.32 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mearoof height = 17.23 ft, mph - 80 Mean BC FORCE AxL END CSI USC Special Occupancy, Dead Load = 21.0 psf 6-7 1519 0.15 0.35 0.50 7-8 1437 0.14 0.35 0.49 WEB FORCE CSI WEB FORCE CSI 2-7 -489 0.33 4-7 -401 0.27 3-7 484 0.17 8„ .1-6=0 , 6 5-10.5 5-1-11 5-111 5.5-5 5-10-5 11-0.0 16-1-11 21-7-0 3 a s 4 -4.50 l 7 11-0-0 11-0-0 ===== Joint Locations ===-- 1 0- 0- 0 5 21- 7- 0 2 5-10- 5 6 0- 0- 0 3 11- 0- 0 7 11- 0- 0 4 16- 1-11 8 21- 7- 0 U \,T 1 k 2003 0.51 0 8 STUB 10-7-0 217 5/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83253 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions DSgnr: SB are 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 T R U S SW O R KS utiliztoed 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 TC Dead 14.00 Rep Mbr end 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 A envnomnent 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.Spaoing 2- 0.0 Charles pl. ste-11 75-110 St. Charle s and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', BC Dead 7.00 Design Spec UBC -97 9pl. Desert, Palm Desert 'ANSI/TPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, 'HA N DLING [INSTALLING AND BRACING METAL psf Phone (760) 341-2232 PLATE CONNE=CTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onoftio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Il Job Name: SAN FELIPE TOWER 4 BR Truss ID: 133 Qty: 1 Drwg: sRGX--LOC REACT SIZE REQ'D 1 0- 1-12 909 3.50" 1.50" 2 21- 5- 4 799 3.50" 1.50" TC FORCE AXL END CSI 1-2 -1663 0.02 0.26 0.28 2-3 -1196 0.01 0.26 0.27 3-4 -1193 0.02 0.19 0.21 4-5 -1592 0.02 0.30 0.32 BC FORCE AXL END CSI 6-7 1519 0.15 0.35 0.50 7-8 1437 0.14 0.35 0.49 WEB FORCE CSI WEB FORCE CSI 2-7 -489 0.33 4-7 -401 0.27 3-7 484 0.17 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F -1.5E WEB 2x4 HF STUD GBL BLK 2x4 HF STUD 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. (+) indicates the requirement for lateral bracing (designed by others) perpendicular to the plane of the member at 6311intervals. Bracing is a result of wind load applied to member.(Combination axial plus bending). This truss requires adequate sheathing, as designed by others, applied to the truss face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. Plating spec : ANSI/TPI - 1995 UPLIFT REACTIONS) : THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -27 lb MULTIPLE LOAD CASES. Support 2 -5 lb PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the Loaded for 10 PSF non -concurrent BCLL. UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.23 ft, mph - 80 UBC Special Occupancy, Dead Load = 21.0 psf 55-1 5-1-11 5-111 5-55 5-10-5 11-0-0 16-1-11 21-7-0 11-0-0 I 10-7-0 / 2 3 a s 450 -450 4-4 5-0-0 1 SHIP MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.12" D= -0.16" T= -0 ===== Joint Locations =---- 1 0- 0- 0 5 21- 7- 0 2 5-10- 5 6 0- 0- 0 3 11- 0- 0 7 11- 0- 0 4 16- 1-11 8 21- 7- 0 z . roo .. 0 1 6 7 11-011-0 11-0-0 0-5I 0 - 8 STUB 10-710-7 0 21-7-0 11-iL./kIV O N 5/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83253 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and dote in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 16.00 psf DurFaes L=1.25 P=1.25 T R U S S W O 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 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 1.15 75-110 at. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 Fax # (760) 341-2293 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 and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' . (MIB -91) mtd'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 1 111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 7.00 psf TOTAL 37.00 psf O.C.Spaeing 2- 0- 0 Design Spec UBC -97 Segn T6.3.9 - 0 Job Name: SAN FELIPE TOWER 4 BR Truss ID: B4 Qty: 4 Drwg: RG .)i -LOC REACT SIZE REO'D TC 2x4 SPF 165OF-1.SE Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) 1 0- 1-12 925 3.50^ 1.50" BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -26 Lb 2 21-10- 4 925 3.50" 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -26 lb Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the TC FORCE AXL BND CSI UBC -97 Code. 1-2 -17100.02 0.25 0.27 Bldg Enclosed = Yes 2-3 -1246 0.01 0.25 0.27 Truss Location = End Zone 3-4 -1246 0.01 0.25 0.27 Hurricane/Ocean Line = No , Exp Category = C 4-5 -1710 0.02 0.25 0.27 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 17.23 ft, mph - 80 BC FORCE AXL END CSI UBC Special Occupancy, Dead Load = 21.0 psf 6-7 1563 0.16 0.38 0.54 7-8 1563 0.16 0.38 0.54 WEB FORCE CSI WEB FORCE CSI 2-7 -487 0.33 4-7 -487 0.33 3-7 531 0.18 5" 55-1 5-1-11 5-111 5-10-5 5-10-5 11-0.0 16-1.11 22-0-0 11-0-0 I 11-0-0 r 2 3 a s 450 -450 4-4 ===== Joint Locations =---- 1 0- 0- 0 5 22- 0- 0 2 5-10- 5 6 0- 0- 0 3 11- 0- 0 7 11- 0- 0 4 16- 1-11 8 22- 0- 0 P4C-) v" V111y14,jC MAO MOO 1F6_i 0 1 -0 22-0-0 QA) ' 6 7 11-011-0 11-011-0 11-0-0 22-0-0 5/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' ® WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83253 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB T R U S S W O 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 panicular application. The design assumes that the top chord TC Live 16.00 psf DurFacs L=1.25 P=1.25 A Com an 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 p y 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 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.S aeln 2- 0- 0 75-110 St. Charles pl. ste-11A P P s Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPl I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'IIANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 500, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Job Name: SAN FELIPE TOWER 4 BR Truss ID: B5 Qty: 1 Drwg: RG ,X -LOC REACT SIZE REOD TC 2x4 SPF 1650F-1.59 Plating spec : ANSI/TPI - 1995 This design based on chord bracing applied 1 0- 1-12 925 3.50" 1.50^ BC 2x4 SPF 1650F 1.5E THIS DESIGN IS THE COMPOSITE RESULT OF per the following schedule: 2 21-10- 4 925 3.50 .1.50^ WEB 2x4 HF STUD MULTIPLE LOAD CASES. max o.c. from to TC Dead 14.00 psf * 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint 2x4 SPF 165OF-1.5E 2-7 PLATE VALUES PER ICBO RESEARCH REPORT #1607. TC 24.00" 7- 2- 1 14- 0- 0 TC FORCE AXL BND CSI Drainage must be provided to avoid ponding. Loaded for 10 PSF non -concurrent BCLL. UPLIFT REACTION(S) 1-2 -1662 0.04 0.33 0.37 This truss is designed using the Seqn T6.3.9 - 0 2x4 continuous lateral bracing 024.0 " o.c. Support 1 -25 lb 2-3 -^•_515 0.04 0.43 0.47 UBC -97 Code. attached w/ 2-10d box or common wire nails. Support 2 -25 lb 3-4 -1661 0.04 0.33 0.37 Bldg Enclosed = Yes Truss Location = End Zone BC FORCE AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C 5-6 1499 0.22 0.16 0.38 Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 6-7 1509 0.23 0.12 0.34 Mean roof height = 17.04 ft, mph = 80 7-8 1498 0.22 0.16 0.38 UBC Special Occupancy, Dead Load = 21.0 psf WEB FORCE CSI WEB FORCE CSI 2-6 153 0.05 3-7 144 0.05 2-7 91 0.06 7" T 4-0-14 TMD -4-0 7-7-5 6-96-95 7-7.5 14-4-11 9-11-11 I / ? 3 4 6-0-0 7-77-7 5 22-0-0 1 4 -4 T 4-7.6 ===== Joint Locations ===== 1 0- 0- 0 5 0- 0- 0 2 7- 7- 5 6 7- 5- 9 3 14- 4-11 7 14- 4-11 4 22- 0- 0 8 22- 0- 0 ':00. 1 -0 I 1O --I 7-5-9 6-11-1 7-7-5 y` 7-5-9 14-4-11 22-0-0 5/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MV for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B3253 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFaes L=1.25 P=1.25 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 suppon 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 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint BC Live 0.00 psf O.C.$paCiOg 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from iluswal software'. 'ANSI/TPI 1','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET" by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 lJob Name: SAN FELIPE TOWER 4 BR Truss ID: 136 Qtv: 2 Drwa: RG ,X -LOC REACT SIZE REQ'D 1 0- 1-12 1732 3.50" 1.50" 2 21-10- 4 1732 3.50" 1.50" TC FORCE AXL END CSI 1-2 -3771 0.03 0.42 0.45 2-3 43539 0.07 0.78 0.85 3-4 -3788 0.03 0.44 0.48 BC FORCE AXL BND CSI 5-6 3487 0.26 0.10 0.36 6-7 3508 0.26 0.12 0.38 7-8 3504 0.26 0.12 0.38 WEB FORCE CSI WEB FORCE CSI 2-6 246 0.04 3-7 248 0.04 2-7 90 0.01 TC 2x4 SPF 1650F:l.5E 2x4 SPF 210OF1.8E 2-3 BC 2x4 SPF 1650F-1.513 WEB 2x4 HF STUD 2x4 SPF 1650F -1.5E 2-7 Lumber shear allowables are per NDS -97. 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. 2-PLYI Nail w/10d BOX, staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS- 2/ft Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Loaded for 10 PSF non -concurrent BOLL. 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 ( ). 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. 77-7-5 6-9-5 7-7-5 7-7-5 14-4-11 22-0-0 1 7-11-11 I 7-11-11 2-PLYS ' 3 REQUIRED F4-.50 330# 6-0-0 -4.50 This design based on chord bracing applied per the following schedule: Eng. Job: EJ. max o.c. from to ® TC 24.00" 7-11-11 14- 0- 0 Chk' SB UPLIFT REACTION(S) : Support 1 -22 lb Support 2 -22 lb T R U S S W O R KS This truss is designed using the Dsgnr: SB UBC -97 Code. Bldg Enclosed = Yes TC Live 16.00 psf Truss Location = End Zone A Company You Can Truss! Hurricane/Ocean Line = No , Exp Category = C Bldg Length = 40.00 ft, Bldg Width = 20.00 ft Mean roof height = 16.66 ft, mph - 80 TC Dead 14.00 psf UBC Special Occupancy, Dead Load = 21.0 psf 75-110 St. Charles pl. ste-11 A ----------LOAD CASE #1 DESIGN LOADS ---------------- SC Live 0.00 psf Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00 0- 0- 0 60.00 8- 0- 0 0.53 TC Vert 145.63 8- 0- 0 145.63 14- 0- 0 0.53 TC Vert 60.00 14- 0- 0 60.00 22- 0- 0 0.53 BC Vert 33.98 0- 0- 0 33.98 22- 0- 0 0.00 ..Type... lbs X.Loc LL/TL TC Vert 176.0 8- 0- 0 1.00 Fax # (760) 341-2293 TC Vert 154.0 8- 0- 0 0.00 TOTAL 37.00 psf TC Vert 176.0 14- 0- 0 1.00 TC Vert 154.0 14- 0- 0 0.00 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.09" D= -0.11" T= -0 ===== Joint Locations =---- 1 0- 0- 0 5 0- 0- 0 2 7- 7- 5 6 7- 5- 9 3 14- 4-11 7 14- 4-11 4 22- 0- 0 8 22- 0- 0 3 5- T APIC W,7 3-3-14 3 0. GAA C/ 3-4 3 4 SHIP "Q :110-4-0 1.5-3 5-5 -MD-4-01 16-o I M 6 7 8 7-5-9 6-1 7-7-5 ^ 7-5-9 14-4-11 22-0-0 GOO ON 5/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or -H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecling Contractor. Eng. Job: EJ. WO: 83253 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions T R U S S W O R KS are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 16.00 psf DurFaes 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 1.00 75-110 St. Charles pl. ste-11 A environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint SC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI I','WTCA I' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES'- (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800. Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 Job Name: SAN FELIPE TOWER 4 BR Truss ID: C1 Qty: 2 Drw : Eng. Job: EJ. WO: 83253 ® RG x -LOC REACT SIZE REQ'D TC 2x4 SPF 165OF-1.513 Plating spec : ANSI/TPI - 1995 UPLIFT REACTION(S) are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1 0- 1-12 679 3.50" 1.50" BC 2x4 SPF 165OF-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -38 lb 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 2 10- 5-12 679 3.50^ 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -38 lb O.C.S actin 2- 0- 0 P s Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cueing Detail Reports available as output from Truswal software', 'ANSI/TPI 'HAN 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, DLI NG INSTALLING AND BRACING METAL Permanent bracing is required (by others) to PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the TC FORCE AXL BND CSI prevent rotation/toppling. See HIB -91 and UBC -97 Code. 1-2 -1048 0.01 0.20 0.21 ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. Bldg Enclosed = Yes 2-3 -'1048 0.01 0.20 0.21 Truss Location = End Zone Hurricane/Ocean Line = No , Exp Category = C BC FORCE AXL END CSI Bldg Length = 40.00 ft, Bldg Width = 20.00 ft 4-5 940 0.14 0.14 0.28 Mean roof height = 16.16 ft, mph - 80 5-6 940 0.14 0.14 0.28 UBC Special Occupancy, Dead Load = 21.0 psf ----------LOAD CASE #1 DESIGN LOADS ---------------- WEB FORCE CSI WEB FORCE CSI Dir L.Plf L.Loc R.Plf R.Loc LL/TL 2-5 169 0.06 TC Vert 60.00 0- 0- 0 60.00 10- 7- 8 0.53 Be vert 25.59 0- 0- 0 25.59 10- 7- 8 0.00 ..Type... lbs X.Loc LL/TL TC Vert 121.3 5- 3-12 1.00 TC Vert 106.2 5- 3-12 0.00 T 2-3-14 IO -4-0 5-35-312 5-3-12 450 228# ' 4-4 450 5-3-12 10-7-8 1-6-0 -1 1-6-010.7-8 a 5-3-12_i 5-3-12 5 6 5-35-312 10-7-8 t Q 2-10-6 SHIP JO -4.0 (41 MAX DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.02" D= -0.03" T= -0 ===== Joint Locations ===== 1 0- 0- 0 4 0- 0- 0 2 5- 3-12 5 5- 3-12 3 10- 7- 8 6 10- 7- 8 14 I -M, 5/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 11/32" = 1' WARNING Read all notes on this sheet and give a CoPy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83253 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnf: SB TC Live 16.00 psf DurFaes L=1.25 P=1.25 T R U S S W O 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 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 75 110 St. Charles pl. ste-11A environment that will cause the moisture content of the wood to exceed 19'7 and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf P O.C.S actin 2- 0- 0 P s Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: 'Joint and Cueing Detail Reports available as output from Truswal software', 'ANSI/TPI 'HAN 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities, DLI NG INSTALLING AND BRACING METAL BC Dead 7.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 1 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 37.00 psf Seqn T6.3.9 - 0 I. i4 1 . `e '!II; 14 jllt+.il[.i{,ijil'I, .tl I I4 I I. 2x<' POST ATTACU--D TO EACH TRUSS PANEL POINT AND OVERJ IEAD PU :LIN IIr 2. 2x4 H i f IF OR H2 DF PURLINS 4' • 0 " O.0 4 I J. 2x4 111 I IF OR H2 DF CONTINUOUS STIFFENER ATTACHED TO POST. 4. HIP TRUSS HI SETBACK FROM END WALL AS NOTED ON TRUSS DESIGN. I f I '.I'I •, 5. EXTENDED END JACK TOP CHORD TYPICAL i I i'ly.i LI I.I •r ;' .lu t {. A 6. COMMON TRUSS. S }IIP CORNER RAFTER. o 0 j' I! ,y ,I p ''•• II \ _ 8. Ix,;CONTINUOUS LATERAL BILKING. 9. ,F -ENDED BOTTOM CHORD. KDSECTION A I' I I JI LATERAL STABILITY OF ROOF it till i %'I`l I it SYSTEM IS PER BUILDINO DESIGNLR. Il q y 1 f :. is ^ ' ,• . L+.' / " ,. li SETBACK AS NOTED ii ON TRUSS DESIGN. HIP TRUSSES 24" 0 C. (TYPI&L!`v , ,I,I ` ti ,IIIc Y;. A w'ti,, ti/(i(iY / ,/r% • - '>:<, 41+ sI 1 : rnil 1 nHin, /,i - % ` .I•r IDATE WARNING no all notes on this sheet and give co l a ; rna d...W c Iw en a d..d<ut b 9 copy of It to The Erecting Contractor. ul&Wa, r!' m0 congoners. n naa wen based on speY,ecauons p.ovdetl W me component manulacawer and dome e, acco'dance worn 'he a re"` voswne d TPI and APPA des Vn staWwaj. No res PentreJey u "swnW to, dm.nponAl aeCwKY OmMywy Ne '9 n1 1 Y pones manuhcigoa snows burWalp durynw yod !d cdrueon flq uurld.r<p d.a<yrwr aMY utHWn INI uN bada I' .' ' (DETAIL 1 /2 1 /9 g ° t wate<I wl dos owrpn rnllet a ueeed Ibe Watlnp rnpusW by lee 4.ul lAek►ny code 11 re uswnwl nW ew lop eldrtl a ILMaY/ Orated tr» root W "'w meal b1' .la'.i ''q r iwp Glut the bottom chord a l"b"y .ac.d bra NUN la'"b p mateeW doe<111 nualw. wdeae awrwe mood er .l 11 `I stwwn n Im ateral suopot of components members otdy to,euww w,"Nn yVw y. j pm. rna compomeM " not nd pt e, n M er<reo Mee S m i i , I' '• I ryry, 1, T ®®`' S r<W Vuae the mwstwe coNeN of Iw we00 e.cMd I91 and/or CNree c01uMKlw pas cwro/<On. FdWu;dle. IWpe, nfVM y10 dey dW Yy/e N 1INSWAE-YSIEMS COWCAMION accwtldncewAn Ine tdl"np alanoade 'TRUSCOM MANUAL' by Ttu■wA. *OUAUTY CONTROL SIAWARO FOR METAL PULE CONNECfFO w000 InUSSES'. II I'i;ir (OSGAEI. wAmoUNo W9f umc Allo eRACINO METAL PLAIE COrINECtEo W000 ItiUSSe3, • (NU-pO ",ne.et i jyj i 110, JUMMARY SNt:Ef' by IPI, the Truss Plate MCMwe (TP1) is located At 547 O'Onofw Ori.a, MedrrOn, Wuwnan $3119. fM Iunonu Pwep and t I td Paper Ateot,stron (APPA) Is lOCaled al 1250 Coutes cW Ave. NW. Ste 200. W" OA. OC iw a. t; r ' • ,i•1 ' ' 1 111, 'N'jbj l•I t 'i l Ij i bp, IEQUIRED E ',MAXIMUM. 48” MAX- pl1 B A LY). HIP TRUSSES DETAIL OPTIONS WEDGE OR t 'BEVELED TOP j PLATE UNDER JACK TOP' CHORD it EXTENSIONS. i i CONNECTION OF LATERAL BRACE IS BASED ON BRACE j FORCES DETERMINED BY THE BUILDING DESIGNER. BEARING SUPPORT FOR TOP CHORDS OF END JACKS WHERE THEY GROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# OR ESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2)1 Od NAILS. 2. FOR REACTIONS GREATER THAN 300#, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3. SIZE OF WEDGE, BRACE OR BEVEL CUT IS DETERMINED BY THE REQUIRED BEARING AREA (OR LENGTH) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4. FOR EACH DETAIL BELOW THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMBER WITH (2) 1 Od NAILS. 6. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. S. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DESIGNER. 7. REFER TO OTHER DETAILS FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. U mIU I LAU Ur Ut I AILS SIIUWN AUUVci. LF_OGER MAYBE ATTACHED PIAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS LDING DESIGNER. SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAI DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT Is THE RESPONSIBILITY OF OTHER$ TO VERIFY THE'ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT APPLIED q THIS CTI ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO R@SPOi:."!. WLITY PCR FIELD INSPF.CT'ION OR WOMI(CAANSHIP QUALITY. 0 END OF LATERAL BRACE. (BRACE MAY OVERLAP WITH TRUSS CHORD - NAIL CHORD TO FACE OF BRACE WITH (2) 1104) BEVEL CUT ON TOP CHORD OF TRUSS OR"SECONDARY' TOPCHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. HJA i BEVEL CUT ON TOP CHORD OF TRUSS OR"SECONDARY' TOPCHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW FOR THIS. HJA q tJZAVITR W SETBACEt 1'rllss ID: RAF -4 Qty: 1 Drw ,C 1JR0 7x4 FL N1 & Btr. Plating spec ANSI[/TPI -11995 UPLIFT REACTION(S) i THIS DESIGN IS THE CCtiPOSITE RESULT OF st{:port 1 -12011 MJLTIPLE LOAD CASES. s poyt -1pry( DER 2x4 FL N1 & Btr. PLATE VALUES PSR ICED RESEARCH REPORT #1607. This Yniss is designed using the TING BASED ON GREEN LLNBER VALUES. Perlrertcit bracing is required (by others) to UBC -W Code. prevent rotaticn/tapplinngg. See HID -91 aril Bldg,Encl =Yes, End Zane = No ANSI/TPI 1-1rA5; 111.3.4.5 and 10.3.4.6. Hurricane Ocean line = No , Category = C Bldg L.en 99 Bldg Bldg llidth = 30.00ft, Mean roo ight = 18.32ft, MPH = 70 (: Classification = 4, Dead LbM = 12.0 psf tOAD CASE H1 DESIGN WADS Dir L.PIf L.Loc R Plf R.Loc LL TC Vert 30.0 99--10--103 130.0 11¢-1 12 .53 i„ UVIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF : 29.3 WO: LLM10 ;n is for an Individual building component. It has been based on epecificn6pro provided by the component manufacturer and done in e with the current version of TPI and AFPA design stacdaids. No responsibility it assumed for dimensloml accuracy. Dimension ere to be 114-12 Customer Name Y the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the Inds utilized on n' 1 2 n meet or exeeed the loading imposed by the local building cele. It is assumed that the top chord is laterally braced by the roof or floor and the bottom chord to laterally bmced.by a rigid shendniog material directly attached, unless otherwise noted. Bracing shown is for lateral TC Live 16.0 psf i. s TC Dead 14.0 psf VAa--S- a--S-4-1-1 f the wrod exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install and brace this trues in accordance with the following 'TRUSCOM MANUAL', by Trusvwl.'QUALITY CONT OL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - BC Live .0 psf 0. C. Spas i ng 2- 0- 0 IfANDLIN0 INSTALLING AND BRACING Mf. rAL PLATE CONNECTED WOOD TRUSSES'- (1110-91) and '1418-91 SUMMARY 8C Dead 10.0 psf Design Spee UBC -97 by TPI. 11- fame 1"ate Institut, rTPll 1. lnrnt-A„ a,,, rt•, •.... r,t. n.r.._ ..,•r.,,,, n ,t.r,,,,.te W119 rk- 4 1-1 SHIP 1 10.3 12 9) , 1/2" GAP MAX f1 ` 2-9-15 2-0-0 ` "P 1 r,i":. ,jj1 •-! - ' 11-3-7 ,. , .• ,, a 4 3/15/99 lsual Systems Plates are 20 ga. unless shown by "18"(18 ga.) or Scale: 5/16" = 1' (16 a.), positioned per Joint Report. Circled plates and false tone pfates are Dositioned as shown above. UVIN Read all notes on this sheet and give a copy of it to the Erecting Contractor. TBF : 29.3 WO: LLM10 ;n is for an Individual building component. It has been based on epecificn6pro provided by the component manufacturer and done in e with the current version of TPI and AFPA design stacdaids. No responsibility it assumed for dimensloml accuracy. Dimension ere to be Chk ` • Customer Name Y the component manufacturer and/or building designer prior to fabrication. The building designer shall ascertain that the Inds utilized on Dsgnr: NLC = 5 n meet or exeeed the loading imposed by the local building cele. It is assumed that the top chord is laterally braced by the roof or floor and the bottom chord to laterally bmced.by a rigid shendniog material directly attached, unless otherwise noted. Bracing shown is for lateral TC Live 16.0 psf DurFaes L=11.25 P=1.2 f components members only to reduce buckling length. This component shall not be placed In any environment that villi cause the moisture TC Dead 14.0 psf Rep Mbr Bnd 1.00 f the wrod exceed 19% andfor cause connector plate corrosion. Fabricate, handle, install and brace this trues in accordance with the following 'TRUSCOM MANUAL', by Trusvwl.'QUALITY CONT OL STANDARD FOR METAL PLATE CONNECTED WOOD TRUSSES' - BC Live .0 psf 0. C. Spas i ng 2- 0- 0 IfANDLIN0 INSTALLING AND BRACING Mf. rAL PLATE CONNECTED WOOD TRUSSES'- (1110-91) and '1418-91 SUMMARY 8C Dead 10.0 psf Design Spee UBC -97 by TPI. 11- fame 1"ate Institut, rTPll 1. lnrnt-A„ a,,, rt•, •.... r,t. n.r.._ ..,•r.,,,, n ,t.r,,,,.te W119 rk- . -. - -.-._..ter_.__--.: ._ __—_- __v _ - • `a c• r = :ji.:.-:s-rh^ ^Wy,•p'S"G t+ZcF -'LST Y'•.._: ''ti-' n-' .— a•yL--_:-`atls ." c.,':,_.tam!_f+4w+ i Via. _ _ . _._,._-._ _..,_.-.._._r- • •• ._-_.. - _ _ -- — - awe_...: — - _.: _.. _ - -- _ __ _ _.. ._.._ ... _. __ -._.._ .... .. .._ i C ' FFAM!NC P_Iw CXfC: HIP SYSTEM H\ I E14D VIE14 ../1 it Ali % r :• ice: ✓ t Y Y 7 y 1 i— f i i CD ADEVttATE-HANCER OR (2) 16 (2) dbd'NAILS \ TUE-NAILED mI 1 \ A TRUSS'PLATE.OR (2)'16d NAILS (2) 16d -NAILS END -HAILED SUE -NAILED A - DUTCH HIP GIRDER B - 2x NAILER (BY OTHERS) C - END JACKS D - CORN:'R JACKS E - CORNER JACK B.C. WEDGES H - HIP RAFTER R - BLOCKING FOR DIAGONAL BRACE X - DIAGONAL -BRACE JACK OPTION 1 JACK OPTION 2. DIAGONAL BRACES "X" ARE REQUIRED AT CENTERLINE AND AT 10'-0" O.C: FROM CENTERLIN$? BLOCKING "R" IS REQUIRED FOR EACH DIAGONAL BRACE "X", ATTACHED WITH (2)16d NAILS;, ' ,Fg?;;;•;4; END NAILED INTO TRUSS TOP CHORD. LOCATE BLOCKING AT TOP OF DIAGONAL BRACE `= AiND._.IN nrTWEFN NrXT TRllSSES: FACH DleZ'C T AN C-3-BLOGK-S-TOTAL)-BLOCK,-- '^-FSE-$••3Enm'+=# I'Bc ,, as A n 1c 0 y-►ui gE=t1SE8 ..`i<+E1=Pfi0uiDE t i, r-am- •- -- t"DEs-ir-tays-- ,) VT- Iarl r _ _ .=—aTHa-a—a : s-•-NOF--sxas . .n : .x_• ----._: _ _ _ _ -- _ _ _ NAILING_.IS' BASED. -'ON AN 8-1 0 _.114%TNttH c>=•rn. e eNn cn-vc: <evTui - '+'•-^^ - - , Tom,•.. ..,,... ,._--- - ." i x6) _ XR) MAXIMUM 1'-0' EAVE W1T4 — F BLOCKS @ 32'o.c. OR 2'-0' EAVE, 6'-0" MAXIMUM MAXIMUM. WITH 4x2 #2 OR BTR. BRACE SPACING OUTLOOKERS CUT INTO GABLE @ { 32'o.c. y l I 2x4 BRACE 2x4,12 MINIMUM CONTINUOUS STRONGRACK BRACED TO ROOF STRUCTU;,E AT 6'-0' MAXIMUM. . STRONGBACK AT: 2x4.STRONGBACK BRACED,. 4'-10' CLEASPAN, 70 MPH AT EVERY 6'-0' MAXIMUM 1.5-3. TYPICAL \ 4'-1.5'CLEAFlSPAN, BO MPH CONNECTION. MINIMUM GRADE CHORDS AND STUDS 2x4 STUD/STANDARD, STUDS TO BE MAXIMUM 24'o.c. WALL BRACING PER BU DESIGNER. HEEL PLATE: 3.4 (2x41 5.5 (2x6(ILI — — " 6.6 (2X61 CONTINUOUS BEARING WALL I 2x4 CONTINUOUS SACKING WITH 16d NAILS AT 24' ox TO THE WALL PLATE. i - SECTION A - GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL HEUUIREMENTS SHOWN) I1 GABLE STU 1 2.x4 SOLID BLOCK WITH 3• I6d NAILS Bd AT 6" o.c. " SHEATHING TO GABLE EA. END AND Rd NAILS FROM SHEATHING / _ ' TRUSS, Bd AT 6' o.c. TO BLOCK At 6"o.c. ij If `t I '/.' NOTCH 32" o.c. 1 SOLID BLOCK 4 ;vim ', t r , 1.• \ WITH 2.16d TOE. :.'w i'-dY 9• ; a .. .l 2-164 2x4 BRACE NAILED EA. END ` ! WIT}I4-16d NAILS • t5;'i% % "^'" A. '.IPIG DATE " WARNING Read all notes on this sheet and give a copy of It to the Erecting Contractor. I U OUS 2/1 1 /99rhil deskpt Is for An individual buildesq componen component. It Eras been based ospetierallms, provided by the compo—t manufacturer and done in accordance with the cunenl versions of TPI and AFPA,desgn standards. No responsiberty Is assumed (of dimensional accuracy. Olmensrons are 16"'VVV to he verified by the component nut-feetwer and/or bud" deegner Prior to fabrication. The building designer Shan aseenaN that the bads 7 p ufairnA on fit's design meet a exceed the loadingknposed by the local budding code. It is assumed that the top chord Is laterally braced by Na ,lois nro/ nr crux shoefNnq and pre bottom Gard Is laterally braced by a dgld sheathing material directly attached. unless dlferMse holed. &a" 11- n Wr lateral sUppnn of components members only to reduce bucidirtg Its Vh. This component sham not be placed an any eAvkonmenl thal " ' ® ) .•ill raun the nglsture content of the wood exceed 19% and/or tuouse coriewciw Wafa corrosion. Fabricate. handle. hstas and once this truss in 1111 Y,,'p1N, CJSrf.IAS CCInT'!]lsniulN 0h law Idtowng nendards: JAUSCOM MANUAL' by Tnrswas.'OUAU fV OONrhOL STANDARD Fron METAL PLATE CONNECIEC n fel , 4 1. bell' • - J Alternaaie Stud Contivction vath Staples, \ 'fes. Stull NUTS; Vent Ulocke may br omiRed \\Corm ection {i where no vent Is required. \ DESIGN FOR TYPICAL CAULS END TRUSS Il I i4 U•)l, T-34 8 algal x I;I jI" Crown I 1 /l"Ione I; Y iI, g D-7.5/1 T-31 or equal N I > 'o I u 1 IMI i I1j o. a !d 113 4. T - ]l e e Ili outlooker /ilald Rat Cutout for 21:i laid flat bulldine lansI (Spacing per butIdir,Q plans ff Ixt Add-on t_ 41 with Ild na tI s at I Ob. c. t (by builder) )UTS "ON STUD"CUTOUTS DETAILS FOR 2 x ! OUTLOOKERS 2-10d nails 12 varles GAI]LI. END TRUSS D -7t, T-lt 2-I6d nail Plate Llne.f/' GABLE END BRACING • - - 1. t rco.-ci On/11n1. '«. .1 ..-... . ..+r ro.,.. 1. ,..1 1 -..:.+.w....-.1 .w ......,,o.:.... .. w......: ruurKN-4.rv...uaeu.r ...a. .... r..,..w..... V..v >DIN.wM wY M•A+'TI:IIwa/ N,ti„1r.II-b..•1,wA... .n/..I n.•,Hwoo w.l0', J{-.. M•h+r. yaw. wMawv.n..PaK O. w.fow eti... ..Nu .r M ,.,.•t Wsh..l.JawN Mrs+-Q1: r.nNM.w„h",.10'ati Iwr.IwN1.M..11-•,, ww N.w n.• 1 q'.+'w ✓...maw••. f1N1{MOt:lfl /al O Ia.AR MweKI A WOI.•w M H a.l. 11-1: 10 ..... N N G...11^ . JI- bti I...w v. ww,n.11-.o H M4 . ,11 ..11- •.l /.o.,.... iw 1:w. 1 %_ •°' —.. 11 I...eA Iwl A/ MM ✓. M M k, By: ; ny ir ...o•oI .10Woti a.n_.w. ✓..+M1..,wrlw.4..w+ . r. AA 100 1 ANAHEI D E,M OI ATLANT O FSM PLAN.V)EW A DETAIL A CENTERRID{',= . P,AFTER I VALLEYnAFTER ('YP ) f r 2 -16d / TOE NAILj:r2 2XIEILOCKW17.1.i (TYP) 4 •]6d PLAN V1;W fFii1SWA • SY$ EF S 6R -... .... _ - _ - _ _ -___ _ --_ . - — s - .-T- ?, .5 5 SR D VALL E "Y" SETS Notes: The maximum Total Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead Load = 7 PSF The design for lateral loads and their connections is GIRDER DESIGNED TO SUPPORT the responsibility of the Building Designer. The details HE 'TIE-IN' TRUSSES \ provided address gravity and wind uplin loads only per the UBC. The *maximum wind speed is 65 MPH, 25 n Mean Roof B Height (max.), =xp. C. 160 box nails :re t}7icnl throughout, except as noted ( in details ), The Center Ridge Rafter ( CRR ) is 2 x 6 stud. Attach (his Io C the 1 x 8 with 4-16d toe nai!s ( 2 from each face I. Arach (he Opposite and to the truss the same. ELEVATION VIEW The Valley Rafters, purlins, and blocking material are 2 x 4 stud. The blocking must be spaced 24' O.C. and be adequately braced in the lateral direction at 6-10.0 O.C. Attach this blocking to the Valley Rafter with 3-16d. Attach this blocking to the purlin with 2-16d. The trusses below the valley are spaced 24'0.0 The purlins are full length under the valley set and rnusi be installed at 24' O.C. They are to be anached to each over!apping truss lop chord with 2-16d nails. If they are not one continuous length. add a 12' long nailer to the face of the truss (op chord with 4-167 end one purtin section. DETAIL 5 on the In :s and begin the additional section on the nailer. VALLEY RAFTER A 1 x 8 perimeter runner must be anached through the sheathing and into each truss below• with 3-6d box nails. This 1 x 8 folio--ssthe outside ptbrrl e Of the valley. t The Valley Rafters are spaced 24' O.C. Arach them to the CRR with 1 5' 2-164 toe nails. Anach the opposite and to the 1 x 8 wilh 3-8d toe nails. 2 X 4 BLOCK PLAN VIEW . WITH 3 - 16d F C1 _ r - --- _. ...a.,--._...., ,--.---• _-"'___ '- .:LL's• - -1> .-- .=.o.. -.. @,,... RECOIMI ENDED CONNECT.IO*: DETAILS THESE DETAILS ARE INTENDED:TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAI7-6 SPECIFIED .BY A PROJECT ENGINEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE CONNEC— TIONS FROM THE RESPONSE OF THE STRUCTURE TO SUCH LOADS. IT IS RECOMMENDED THAT THE -APPROVAL OF THE PROJECT ENGINEER OR ARCHITECT BE OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DESIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRUSS CONNECTION TO EXTERIOR BEARING WALLS TRUSSES @ 24" O.C. (TYP.) ®A BLOCK BLOCK BLOCK BLOCK _q TOP PLATES ® STUDS @ A 16" O.C. (TYP.I eSp4 Cyp4tD BOT CHORD i] SECT. A—A I TRUSS (TYP.) PROCEDURE: _L L -i 1 TOE -NAIL BLOCK TO TRUSS WITH 1=16d COMMON NAIL. 2 PLACE NEXT TRUSS AGAINST BLOCK AND TOE -NAIL TRUSS TO TOP PLATE WITH 2-16d COMMON NAILS. 3 END NAIL THROUGH TRUSS INTO BLOCK WITH 1-16d COMMON NAIL. 4 PLACE NEXT BLOCK AGAINST TRUSS AND REPEAT STEPS 1 THROUGH 3. 5 BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'S CATALOG FOR DETAILS AND SPECIFICATIONS. TRUSS CONNECTION TO INTERIOR BEARING WALLSRL _ 'X' BRACING` �� B.C. OF TRUSS OR END VERTICAL RUN THROUGH TO BEARING. - WALL MUST BE AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR �- 1 � c MUST BE SHIMMED TO THE CORRECT HEIGHT. k_.,, _ USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRUSS. DIAGONAL 'X' BRACING IS REQUIRED AT ENDS OF THE BUILDINGiv— (OR (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 DETAIL IS RECOMMENDED. TRUSS CONNECTION TO NON—BEARING PARTITION WALLS WALL PERPENDICULAR TO TRUSS WALL PARALLEL TO TRUSS TRUSWAL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX(719) 598-W3 1/10/01 Users of Truswal engineering: C001003160A The TrusPlusTM 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 using Truswal Systems Brace-ItTM or a 1x or 2x member (attached to the top or bottom edge of the member) running perpendicular to the trusses and adequately designed, connected and braced to the building per the building designer (See ANSI/TPI current version). The following are other options (when CLB bracing is not possible or desirable) that will also satisfy bracing needs for individual members (not building system bracing): 1.- A 1x or 2x structurally graded "T" brace may be nailed flat to the edge of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both edges of the member if two braces are required. The "T" brace must extend a minimum of 90% of the member's length. 2. A scab (add-on) of the same size and structural grade as the member may be nailed to one face of the member with 10d common or box nails at 8" o.c. if only one brace is required, or may be nailed to both faces of the member if 'two braces are required. A minimum of 2x6 scabs are required for any member exceeding 14'-0" in length. Scab(s) must extend a minimum of 90% of the members length. 3. Any member requiring more than two braces mUst use perpendicular bracing or a .COmbination of scabs and °T" braces, or any other approved method, as specified and approved by the building designer. . EXAMPLES 2. 90% L L 90% L L M IV7 r TRUSWAL SYSTEMS' 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 8/3/00 To whom it may concern: It is permissible to repair a False Frame* joint with the procedure outlined below, . provided that the following statements are true: • Ceiling loading is 10 PSF or less. • Trusses are spaced 24" o.c. or less. • False Frame verticals are spaced 6'-0" o.c. or less. • No additional point loads or uniform loads are present on the false `frame that would cause the loads to exceed 10 PSF for any reason. • The joint(s) to repair does not have a support bearing directly underneath the joint. There is no damage to the lumber at the joint, such as excessive splits, cracks, etc. • The joint fits tightly (within all TPI tolerances). • All lumber in the false frame is 2x4 or W. Repair as follows: 1. Cut a '/z' CDX-APA Group 1 plywood (or equivalent;O.S.B.) gusset, 4° wide 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 unplated, then the gusset is required on each face. 3. Use (3) 8d nails into each member, from each face (see detail below). * False frame refers only To non-structural members (zero design forces). Typical Joint J i.d + IlliPl l f N IGI .'I V! I i 1 II I I t I4I1 II 141 'I i' )}Iti ik lll(7 W jl Ell .13E Nl '',1.11 . trl ' - - :.. o l ! Fi I i :,, I li" ' '!'' ,J{I;I•' .,r41 +i1i1`!1. - MUNI WIND SPEED'[ 85 I Fj.MA3QM' .i: 1.'1i ,. 1•iF'Y'dI'.:C;;.,, i;;,'iPr: 'I (li, j h,;Ll,;i!:Il,•'i.!I 'a, , I',,,,'°► .: 'I'.„;I:I.,iEi I LI II, IiI II .,7I!!i', ..1l i1 H tcr 1 :,WITH THE2-16d NAILS TOEN AILED t• I , , 7 j.11 11 t 9 1 CONSIDERED. I¢ REQUIRED IRESPONSIBILITY 1 /2 NER. 1 1 " :1' o! , I I '1 1 • I ' ' I J!II; I 1 1 i Ir . { I .. 1 'I I ! 1 i ' 11 - 1. ,, . ;11111'!+1f111114 N71I la•`! i ! . I• j ' 9 jjj i rl i 12x4 BRACE 12 I l ! n f1 I! I I,' r (j Y rll. SII I j 117 I 'r pl 1i I'llti' BOTTOM TRUSS ,, 17111 1c, 'i! II I. , i'I!1 i• :,A;'':I ) I ;ii• 'j$:.I 'ia II L!I 'i 1: it ,k { II I i' '1 I 'ir' i RI Irl REFER TO THE APPROPRIATE uv J II I G 1• 1 ! Ji II t ii1 j la• Ij TRUSWAL OESIONS FOR THE I h ylj ; 1+ d1 iil Ipjt_ ;, I" ! V'liii 1 i•l, sJ . I ; ''i rI1 llI 9I REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND' - . '',T..• I, : , '..I.!;:I.•;r II.: , !1i L., i...., ii1 ,:' tI . . .i ,:,i.{,.I, .!,: ..:i.l., Li1. j'p! ; :1 o, 'f' .' I. THE SUPPORTING BOTTOM TRUSS. ' Ia I'! ) ii t l ,I 'I1 ,I '1•il:dy :i;dPilil- lII° r ' ;111;1:j)!' ' 1°, : ' (;f I I I D ti I I j til 999 1 iI I I i,. ' Irlwr •r : III; 1'I 9.. II i1''1 !:I ! ;;i. 2x4 CONTINUOUS LATERAL'. CHORD/WEB SIZE ARE i5zit J 4 i I I I{ I I I + BRACING APPLIED AT 24"o.c.' F "`• `- twl Jr,?' r I ' )I j' a PER THE APPROPRIATEI tti r b I t I I I 'I j,.I II ATTACH EACH BRACE TO THE BOTTOM TRUSS WITH 2-10d TRUSWAL DESIGN.e A ii ;F111y + hl tI i 1 Lalllll., 1' NAILS AT EACH INTERSECTION. "try,,1 Il ! 6.141It' pr I In"`I' TOE -NAIL THE CAP TRUSS O '••' =•.' I,nt l ,a. i 116 7 t; gII`II T`,i l r t'! •'. , , ( v. '., T .t✓ , . r I , 111 THE BRACE WITH 1-1 Od NAIL L FROM EACH SIDE AT EACH INTERSECTION.11'I . ti' '.I ! r I i {• !f' v`l ,I b:i I. ji!III I l:i fl {1 ;'t . . i Ij c,j} + 411 , tt''1 I :q'' 1 I il' I! •I ';I!'' m Pr :I ?, :1. t, i {. 01 ,. 'sRgclrfa OArE . ; ; :I, i I Ij I ,I i'.•? I<< ! II'' ',)j"s i Sill I WARNING Read all notes on this sheet and give a copy o! it lo'.I„ re}i This design Is ra an Individual Ouildmp component. it has been oared on spea0cauons provdedl e ®® .d ® accordance with Ing current _,00ns d TPI and AFPA design standards. No respons.,t _ i li fit' 7p I•'1 , J ✓' b ,ty is assum ° tJ L? ! Iq• , I. 4-30_98 _ to be vari0etl Is too canponent rnanutacturer and/or building designer prior Io laodrat.on, Tne'o q deo.1 s, x II41 b ALuteited on tlws design moat a et, the loading hnIl led by the local budding code. It is ail,. tial IM' ' s,: o. .' !. :•; I I cool or Ibor sneelLm end the baton toad Is laterau bareo o a d A sneetni I " i 1 g V Y c ng material duIncnntl,. nt Shown if roc 18terai .0 pod o1 Cmnponr7nls member only Ip roUUCe buGepnq length. Tn,9 [:m .,. ptiaa not Ori PlTtbl yl,'vlvlro'n,p .IIya1' I t „ 1 IC ION DETAIL ® ® . 3.y7 "•Ili wase die mdho to contact ta the wood exceed m and/or cause connects prate c oN rR . F atA Mfidle'`hdT hlgcai I i h, at:CorJarre with rho FolbwMg standards: 'TtiUSCOM MANUAL• ny Truswal. 'OUALIfv CON TFIOL yiAt/0A110 r OT pt, T r;, I IRUSWAL SYSTEMS CORPgftAflpN A „! W,, WOOD TTIUSSES' - (OST00). 'HANDLING INSTALLING AND OMCINO METAL Pli1tE CONNg T ypgLl,; SEgi6.It^•a'! o. i SUMMARY SHEET by IA. The Truse Pwe Inslitute (TPI) is located at 507 O'Onohlo Drive, M tl 1 p Ofi Ar.. ,fy[, MI f I,s,{• ' I• 'I CO Paper AssoClatbn rAFPA, la located at 1250 Conn Mlcut Ave, NNY, Ste 200. Wasningto UG . ' yL J 1 :I''1 "- I Itu I 1 4J I -•'vR 11 r ! Ir. dt:i ,I 1, ' /( ., II1 '!I , Y ! j' 41 111 I I 'i:.r n{I7 1'i•ll!H If 'T,I. r n 'II .Fr I r . ^ m 72 O.C. TYP. (2) 16d TOENAIL -liq , . / CONT 2X4 SUPPORT TRUSS —/ —1 /2' 8' / — AT EACH END OF TRUSS ' ^ ' ! 5—C[ O.C. FOR LARGER) ATTACH SPANS JO' AN WITH (4\ i '. LONG ` ' 8d NAILS. USE 2X4 AS ALTERNATE WITH (4) 16.d EATill 111630 el -S-3) Ij 16,30 32 45 1. 5X3 1630 SP3260 2X4 CONTINUOUS SUPPORT BRACING -ATTACH TO THE TOP SIDE OF TOP CHORD OF TRUSS SUPPORTING PIGGYBACKS WITH (2) 10d NAILS 4. ul Ty . GowJec-Tzo/AJ =o ►2- G y - 3tt-Gly P Thu S .S M PSC, V P 1,5-- = 12o S #t- v F Chro ... }X. SticA 2 3(,S PL -F- tfo2=Z- o(2- 7304-- (z -F Nor 2,411o. c,. S=rtPseN s-r7ZoNC - C LS7A 2-1 S1 _/ffl - G (3y oTrieg-s) Q Pc-S 2uS S za-" o, C- A -,=- r) i , 1)0a r,G SSMP J TeoN v - -rr,E A34 TOP "0 GOT -MM,. EnK-+ S Or- 72-0SS , 5 4- 4 SPA -C- - I I I PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 10'-0" AT HIP NO. I `sVITH CEILING LOAD OF 5 PSF 1 HIP NO. 1 TRUSS ;BLOCK i',nESSURE BLOCK ` l NAILS 3-10d 3-lod 1- \ SIDE VIEW WITH 4-16d NAILS 3-10d M. END JACK BOTTOM CHORD OF HIP NO. I TRUSS PRESSURE BLOCK PICAL 3-10d i r..'., •.rte..',' 4•.y. ;12X4 DOUG R PRESSURE BLOCK TO BOTTOM V? ~ ,,: " (5 'OF HIP NO. I WITH 4-16d NAILS. BOTTOM I OF END JOINTS ARE ATTACHED WITH 3-I Od ` "(•}- •.~ 1 EACH END OF THE PRESSURE BLOCK. 9 I I Oa TE - - - - - II IS "rI "I"ollSI01l1i. Or O11KPS In..SC(aI.IN "r.l IM lO•Os VIILIICO ON IRIS 0(510" MCI Oa [ICE(C) r.K i S/I 5/97 1C+V.l VE.. Mus Iwo0St0 OI "K SIIII,C Iunr. .1,0 I•K llvl 10.05 IwPOSEO e. Irt IOC•l eult0nlc COM 04 ul51nr11Ul CUw.11C nC COn01S. tro IKirp,i l0ILI" IS .Ssuoto 'On 0111["SIa1•l •CCUniC• v(alr/ al VIM.'r; IarS n11Ann l0 I.B41C.Itp1 C9,nKC10n at.I(S snow" .n( 1nuSv.l 16, le. Oa ?o t.cr, .S So(C II itO . 1. I.OnICL 1pl u•ll Co•rll w1 t,.r.11 AuALI'It Ca11a0( w.IK,.I• Or WE IaJSS n1•1( IlISII1Vl( I1r(I .fro I -K I nUSwq. InuStnv w.lal.l .11 PUICCS Iql SrCC IIIUII• OtSltn. I(0 an( IO 0C COV111 r 01'f 10[0 .C1 0Ur01(S snl Cl+l Ol11 Art S 11 1101, en.0 hT, IKOVIaro O• 11101v10W1 Ia1ISS MvOfnS IS rplt0 O1• Irr1S Onrrl"t X1115 Il(SIt11 .S Vur; 11'C Ipr Cllnrlp 10 0l CO, i1U0USt Bn.CFO kPOLM 01111av15f S••ItV r•?a' I nV n11; 111 rJ II it Is 0"I IIV nPN.CII, 10 Wr oolio. C11onU. It Y t eC en.CIo -1 Irnl nvg5 vV' [.C1101'rr. IPur; I r, n. nsa,5 lu((l Art nr,SSls .uf C.U110•,/U 10 Sfl. mrorTSS19•I1l .QviCl IKt•1K111,t rt-.rgo,n, rNC1 a, -.I1 I, .(wns ntmn n4o 10 nnf v(r" ronnt P, oro oovi•rolnt a(r1n 10 •gnrC I, I. Iaussls y, vnv• QpJ1.7 cnN (ni.nr q nCCu M•.nU.Ilpr; TIMI ."t nr co'nu;Ip• ,Iv Ccm Cr. rK oorlo rlllV rMClUS CI t•nI N.nr IN17.nIon er .n llK cOC.11als. c.'n ll C•Q as. ,.n0 n4 clronOs a Ir•t 1rVss +o onl .l •,I lroapota TRU_WA SYSTEMSCORPORAIION ",1, (.Ila, rousscs S"4l 'al off nl.ct0 r, ..,1 (rr1(oo1 r -n 11nr rul oust 1.1-alslunt (0.11(11 01 r11[ ' J1N YC 10 1' 191 .Nn: un C.us( Cp11n U(wl P1.1( cona05I0'1 uwB(o, 1Nr(„ ,q ((S;.n.. Is E[sr aICa1't'rt0 e• j' 7IC.'lar 0• l.rfal[.KC .110 1-K •Kf On( IS 0uts10r I1K SCOat W.acsno"s teltlrr Of IaVSwrt ,191 ii, lih END JACK STANDARD DETAILS (CALIFORNIA STYLE) LUMBER PER OPTIONAL EXTENSION i'ir SIGNS. I` 3-4 A i" HIP GIRDER CHORDS I B CONNECTIODETAIL " N I, (BOT CHORD TO HIP GIRDER) LUMBER REQUIREMENTS: JACK TOP CHORD: 2X4; 172 OR BETTER DF -L, #11#2 OR BETTER CAN S -P -F, #1 OR BETTER S -P -F, #2 OR BETTER HEM -FIR, OR 1660F MSR ANY SPECIE JACK BOT CHORD: 1X4; #2 OR BETTER ANY SPECIE, OR 165OF MSR ANY SPECIE :1 CORNER RAFTER: 2X6; SELECT STRUCTURAL ANY SPECIE, OR 165OF MSR ANY SPECIE, OR DOUBLE (STACKED) 2X4 PER OTHER STANDARD DETAILS. TOP CHORD LENGTH MAY VARY FROM 6" MINIMUM TO 8'-0" MAXIMUM, WITH EXTENSIONS SUPPORTED AT 48" O.C. MAXIMUM' - EYOND. TOP CHORD MAY BE SPLICED AS SHOWN, ABOVE THE HIP GIRDER ONLY! -BOTTOM CHORD LENGTH MAY VARY FROM 6" M17:!IML!M TO 8'-0" MAXIMUM. -DO NOT SPLICE THE BOTTOM CHORD. -TOP CHORD PITCH MAY VARY FROM 4112 MINIMUM TO 8/12 MAXIMUM. -BOTTOM CHORD PITCH MUST BE FLAT (0112). -THIS DETAIL APPLIES TO 45 DEGREE HIPSET JACKS AND CORNER RAFTERS ONLY! CONNECTION DETAIL "C" (TOP CHORD TO RAFTER) 1'1 ,11 'i .t JACK TOP CHORD I 'DER 7\ - MUST BE SINGLE BEVELED OR I) 1 DOUBLE BEVELED ;; ": 10dor 1Gd NAILS, THROUGH (2) 10d or 16d NAILS EACH JACK T.C. INTO RAFTER, i' THROUGH JACK B.C. INTO TOE -NAILED, PER SCHEDULE j 11II I GIRDER BOT CHORD, TOE- BELOW, OR ADEQUATE Illy NAILED, OR ADEQUATE MECHANICAL HANGER PER MECHANICAL HANGER MANUF. CATALOG. NAILING REQUIRED: PER MANUF. CATALOG. 2'-0" 3 4'-0" JACK T.C. (2) NAILS M CHORDS ARE USED (INSTEAD G'-0" JACK T.C. (3) NAILS I Y MAY BE ATTACHED TO THE 8'-0" JACK (ONE FACE OF 11 RAFTER ONLY)— - 4) NAILS TEND JACK AS PER DETAIL"3_ -- -- 14, 2S.iP=11.25 DESIGNED I -OR 10 PSF NON-CONCURRENI BOTTOM CHORD IJVE Lw.17. I` ' PLA I'ES 8 NAILS DESIGNED FOR GREEN LUMBER VALUES. n n,t+s WIND LOADED FOR 75 MPH, EXPOSURE "C', MAXIMUM.I't.i NO POINT LOADS. MECIIANI<:AL UNITS MVAC, SPRINKLERS. OR UTI ni U8G9r ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS Ji i! ALI_UW[D. WI'IIIUU f SPECIAL DESIGN. M111 I'll ! j i THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION 7) - SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR 5' DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS I, THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT #7 7 APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO GI .:I RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. 1 -PLY OR MORE GIRDER B B B C A C B' B C RAFTER C /41 O. 4598 :] s /Exp. 12/31/O2 E 0 /' CALIFOP ES: 4/6/01 EJ -1