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SFD (04-3327)�Fall, ag,rw B,UILDING'.&"SAFETY DEPARTMENT P.O. BOX 1504 (760)`777-7012 78-495 CALLE TAMPICO `" FA'X• (760) 777-7011 LA QUINTA, CALIFORNIA 92253 INSPECTION REQUESTS (760) 777-7153 BUILDING PERMIT `""7'�-�^Applicat ion Number !�� 04-00003327 Date 4/26/04 Property Address 53105 AVENIDA MENDOZA. APN: 774-062-018- - - Appldcation description . . . MELLING - SINGLE FAMILY �D l�C Property Zoning : COVE RESIDENTIAL U Application valuation.. y 95503 Owner'Contra6tor*,1 JUN 182004 ---'--'------------------- ---------- ----C';T—"-CnL kt¢w�i��TQt CORONEL ENTERPRISES INC CORONEL CONSTRITC—,T-I ONEt;EP7 P:O BOX 389 P.O. BOX 389 LA QUINTA CA.92253 LA QUINT, CA 92253 (760) 564=4604 WCC: STATE FUND WC: 1744453 01/01/05 CSLB: 634981. 01/31/06 CCC:. B -C13 ----=--------=------------ Structure Information ---=-- Construction Type . . . . . TYPE V - NON RATED, Occupancy Type . . . . ... DWELLG/LODGING/CONG <=10 Flood Zone NON -AO FLOOD'ZONE Other struct info CODE EDITION 2001 CBC # BEDROOMS 3.00 FIRE SPRINKLERS NO GARAGE SQ FTG 467.00 PAT I.O.? SQ : `FTG • " .' `: .5.0 . 0 0 NUMBER .OF UNITS 1.00 ----------------------------------- FIRST FLOOR S;Q FTG 1498.00 Permit BUILDING PERMIT M - Additional desc Permit Fee 621.50 Plan Check Fee 403.98 Issue Date Valuation 95503 Expiration Date*..- 10/26/04 Qty Unit.Charge Per Extension BASE FEE 414.50 46.00 4.5000 -------------- THOU BLDG 50,001-100,000 207'.00 ------------ Permit . . -----------------------------------------------=-- PLUMBING Additional desc Permit Fee. . 123'.00 Plan Check Fee 30.75 Issue Date Valuation 0 Expiration Date 10/26/04 h P.O. Box 1504 U�i` 1 VOICE (760) 777-7012 f 78-495 CALLS TAM►ICO �v FAX (760) 777-7011 LA QUINTA, CALIFORNIA 92253 4Q INSPECTIONS.(760) 777-7153 BUILDING & SAFETY DEPARTMENT Application Number: Off ( - 3 32 ? Date: "Y' Z (o • o y Applicant. Applicant's MaVmg Address: Architect or Engineer. Architect or Engineer's Address: Lic. No. BUILDING PERMIT DECLARATIONS t hereby affirm urs LICENSED CONTRACTOR'S DECLARATION penman 6 d perjury hat I am ieen:ed under Previsions d f hapbr 9 (commencing with S806on 7000) d Division 3 d the Business and PrabsaWne s C.ode: and my Li�itse is in tut brce and effect. License Class i r License N`0. `tk 1 hereby aft.. undo penalty of perjmxy that 1 am OWNER•BIJILDER DECLARATION exempt from the Contractors' Stale License Law for the following reason (Sec. 7031.5. Business and Professions Code: Any city or =xdY Mat M -Was a permit to construct, Sher. improve. demo6st or repair any Stru= k prior 10 its issuance. also requires the applicant for the permit to iia a signed staienm that he or she Is licensed pursuant to" provisions of the Contracbrs' State License Law (ChaPlx 9 (oonrnencirg with Section 7000) d Division 3 d the Business Code)Sind Professions or that he or she a an exempt heretrom d the Masa alleged for the alleged exenrmptiom. Any violation of Section 7031.5 by any appiearmt tar a permit sutmjects On applicant to a civil penalty d ve not more than ehundred dollars (5500).): U 1, as owner of he property, or rmy empbyses with wages as heir 6`016 Compermsatiam, will do he wok and the structure Is not Intended or ofbred for $ob (Sec 7044. . Business and Professions Coda: The Contracbts• Stab License Law does not appy to an owner d property who buids or improves Deleon, and who doss to work hhlrhself or herseN or through his or her own errmployeas, provided that the improvenhermis are not Intended or offered for sale. lf, howeyer. the building or irpovernent is said wilfmin one year d Completion, the owner4xMw will have he burden d proving hat he or she did nut build or improve for the purpose d sok.) U L as owner d the property. am emrdusively oonrtraclhg with icermsed Contractors 10 oonstnrd he project (Sec. 7046. Business and Professions Code: The Contractors' StateState License Law does not appy 10 an owner of PropaAy who builds Or irtprores Ihereon, and who contracts for the projects with a eonoachx s) ioensed pursuant b Contractors' State License Law.). U I am exempt under Sec. . BA P.C. for Oma reason Dale Owner WORKERS' COMPENSATION DECLARATION 1 hereby affirm under penalty of perjury one of the following declarations: _ I have and Wil Maintain a certificate d Consent to sWiruue for workers' Compensation, as provided for by Section 3700 of the Labor Code. tar ofOne pertortrmarnoa he work for which thispa., is issued _ I have and will maintain coworkers' oompertsation Imauranea, as required by Section 3700 of the Labor Code. for the performance of the work for which this permit Is issued. Wwoftr' comPensabon Insurance carrier and policy number are: tamer Policy Number l 4 4 y 3 _ I catty >I+a4 in thePerformance of he work for which his permit is it u . I shay rad con— --tion laws d Caifomia, and agree that. If I should become e�OY °fo person nsa in any rarer f e w become subject o the workers' forthwith �y with those Prions. subject b the workers• compensation provisions d Section 3700 d the Labor Code.1 shad Date � Appicant WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMIPUIL PENALTIES AND CML FINES 6 F ONE .ABOR EO THOUSAND . AND RS (1100.000), IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE. NTEREST, AND ATTORNEY'S FEES. . 1 hereby affirm ander CONSTRUCTION LENDING AGENCY DAY d Perju!y hat Ohere is a oorutrudion Iandag agency tar the pertorman`0e Of the work for which this Pe... d is issued (Sec. 3097. Civ. C.). I~& Name Lender's Address IMPORTANT Application, is APPLICANT ACKNOWLEDGEMENT hereby m:fde to the Director of Buiding and Safety for a permit subject 10 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 d officers agents and OMs apploge ft for a Ore owner. and One applicant. each agrees b, and shall. defend. indemnify and hold harter dess the City of La Duk , its 2. Any permit issued as a result Of this y ad or application bet n related to the work being performed under or following Issuance of this permit. cessation d work tar 180 d eCorrhas � and void it work is not Corwtonoed within 180 days from date d issuance of such Pon or I certify that I have read Orris a� D b cancellation. construction. and hereby authortzpplicalion representatives eS a Oho the above information is correct I agree b comply with all city and county ordinances and state laws retailing to building county to enter upon _ above-mentioned property for inspection purposes. Date ' �NY Signature (AWcatt or Agent): 1 Page 2 Application Number. . . . . . 04-00003327 Date 4/26/04 Qty Unit Charge Per Extension BASE FEE 15.00 9.00 6.0000 EA: PLB FIXTURE 54..00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB .WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 6.00 .750.0 EA PLB GAS PIPE >=5 4.50 1.00 15.0000 EA PLB GAS METER 15.00 Permit . . . . . ELEC-NEW RESIDENTIAL Additional desc Permit Fee . . . . .91.77 Plan Check Fee 22.94 Issue Date Valuation . . . . 0 Expiration Date 10/26/04 Qty Unit Charge Per Extension BASE FEE 15.00 1498.,00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 52.43 467.00 ..020'0 ELEC GARAGE OR NON-RESIDENTIAL 9.34 1.00 ------------- 15.0000 EA ELEC TEMPORARY POWER POLE .15.00 ---------------------------------------------------------------- . . . . . . MECHANICAL ,Permit Additional desc-. Permit Fee . . . . 52.50 Plan •Check Fee 13.13 Issue Date . . .". Valuation . . . . 0 Expiration. Date 10/26/04 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 9.0000 EA MECH B/C <=3HP/100K BTU 9.00 2.00 6.5000 EA MECH VENT FAN 13.00 1.00 ----------- 6.5000 EA MECH EXHAUST HOOD 6.50 ----- Permit . . ---------- . . . . ---------------------------.------=----- GRADING PERMIT ----------- Additional desc Permit Fee . . . . 15.00 Plan Check Fee .00 .Issue Date . . . . Valuation 0 Expiration Date 10/26/04 Qty Unit Charge .'Per Extension Page 3 Application Number . . . . . 04-00003327 Date 4/26/04 Qty Unit Charge Per Extension BASE FEE .15.00 ---------------------------------------------------------------------------- Special Notes and Comments 1498 SF. SFD PERMIT DOES NOT INCLUDE BLOCK WALL, POOL/SPA OR DRIVEWAY APPROACH.FEES REFLECT $250 PLAN CHECK DEPOSIT ---------------------------------------------------------------------------- Other Fees ART IN PUBLIC PLACES -RES. .00 DIF COMMUNITY CENTERS -RES 97.00 DIF CIVIC CENTER - RES 366.00 l ENERGY REVIEW FEE 40.40 DIF FIRE PROTECTION -RES 97.00 DIF LIBRARIES - RES 225.00 DIF PARK MAINT FAC - RES 5.00 DIF PARKS/REC - RES 502.00 COVE PRECISE PLAN FEE 100.00 STRONG MOTION (SMI) - .RES 9.55 DIF STREET MAINT FAC -RES 15.00 DIF TRANSPORTATION - RES 1098.00 Fee summary Charged ----------------- Paid Credited ---------- Due ---------- Permit Fee Total 903.77 --------------------. .00 .00 903.77 Plan Check Total 470.80 250.00 .00 220.80 Other Fee Total 2554.95 00 .00 2554.95 Grand Total 3929.52 250.00 .00 3679.52 • 4"01 P.O. BOX 1504 ' 33�� ,�1 78-495 CALLE TAMPICO APPLICATION ONLY 7�2C— LA OUINTA, CALIFORNIA 92253 Address N Co tractor Znf-\-e1 Cosc�S �e.�; oc Address \ _\d'Z5 If_ \l\\\c- S -V Ity Zi Tel. State Lic. /n� ^ City & Classif. / ��i:. c;', \ Lic. # Designer Address Tel. City IZip I State I Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5,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). 17 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, Bulsness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does Such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) I I I, as owner of the property, am exclusively contracting with licensed contractors to con. Strutt 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.) t 7 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company Cl 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 permil is for one hundred dollars ($100) valuation or less.) I certify that in the performance of thg work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT., If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit Shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby 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 it 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 sof this city to enter the above- mentioned property for inspection purposes. Signature of a0plicant -Date- Mailing ateMailing Address City, State, Zip WHITE = BUILDING DEPARTMENT BUILDING: TYPEE'CONST. OCC. GRP. A.P. Number _TLA Legal Description Project Description Sq. Ft. k I�q� No. \ No. Dw. t Size Stories Units New Add ❑ Alter ❑ Repair ❑ Demolition ❑ ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: YELLOW = APPLICANT PINK = FINANCE - y Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Appy Driveway Enc. r+r Ir v / C Jul q u Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: Validation: YELLOW = APPLICANT PINK = FINANCE - y At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patiostwalkways, 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 i&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 Gove t Code 65995 Et Seq. r u in the amount of $2.24 X 1,498 S.F or $3,355.52 ave been paid for the property listed above and that building permits and/or Certificates of Occupancy or this square footage in this proposed project may now be issued. Fees Paid By CCNIB - Ish Coronel Check No. 311049 Name on the check Telephone 564-4604 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by S aF MCGilvrey Payment Recd ($149.80) $3,205.72 Over/Under Signature G ' NOTICE: Pursuant to Government Code Section 66020(d)(1), this Will se o 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 r r CERTIFICATE OF COMPLIANCE Desert Sands Unified School District � �c� 47950 Dune Palms Road. �4 `f�"'�'�:� Q BERMUDADLINES r Date Cq 6/17/04 La Quinta, CA 92253 rn RANCHO MIRAGE d No. 26061 (760) 771-8515 N INDIAN WELLS PALM DESERT `�,� Q�;N O Owner Coronel Enterprise APN # 774-062-018 Address P.O. Box 389 Jurisdiction La Quinta City La Quinta Zip 92253 Permit # Tract # Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 53105 Avenida Mendoza 1498 Unit 6 Unit 2 ° Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments CC rec'd in the amount of $3,205.72. Credit of $149.80 used from Cert #26059, leaving a total refund of $42.40 to be issued as a direct payment. At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patiostwalkways, 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 i&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 Gove t Code 65995 Et Seq. r u in the amount of $2.24 X 1,498 S.F or $3,355.52 ave been paid for the property listed above and that building permits and/or Certificates of Occupancy or this square footage in this proposed project may now be issued. Fees Paid By CCNIB - Ish Coronel Check No. 311049 Name on the check Telephone 564-4604 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by S aF MCGilvrey Payment Recd ($149.80) $3,205.72 Over/Under Signature G ' NOTICE: Pursuant to Government Code Section 66020(d)(1), this Will se o notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting 77 THE ESCROWCONNECTION: 1111 East Tahquitz Canyon`Way, Suite 107 - Palm Springs, California 92262-6789 Y Phone: (760) 327-8566 Fax: (760) 327-1812 Escrow No. 31803-KK. Closing Date: March 31, 2004 . Reference: VACANT LOT 6 - APN 774-062-018-5 Page 1-/LM LA QUINTA, CA Buyer . CLOSING STATEMENT BUYER: CORONEL,ENTERPRISES 51105 AVE VILLA STE. 101 LA QUINTA, CA 92253 - - DEBITS - - - - CREDITS - - Consideration: Total Consideration 87,000.00 Deposits: Deposit By: CORONEL ENTERPRISES 5,000.00 Deposit • By: CORONEL ENTERPRISES 87,700100 Prorations: County Taxes 69.32 at$ 138.63 per 6 months From 03/31/04 to 07/01/04 Title Charges: Record Grant Deed 7.00 Escrow Fees: Escrow Fees 374.00 20% Discount 75.00 Check Herewith` $ 5;324.68 Totals $ 92,775.00 $ 92,775.00 SAVE FOR INCOME TAX PURPOSES Y ,��w u� tI `�i� �4i+ �:� tr� �' ,c `� �ka,��' &R ".. "4`„A a �,r;. n.� , .r,.•� . �Njy � "�' �x�"�°+'�. q_ •� i�' r. '�'e"+'k� �< a 'M "'T�r ��`�-�' '+,s� x� sr � ` uq.+`4 �! b'� ,. i � � i'nA +iF ' ti �” ���'F c �[�r�'n • �=�� y Y'RCDISTRISeT PANNING REVIEW. FORM Thistfo gis`t>'' eused b: CDD staff for review of single family dwellings-in Y- Y ttre RC,(Cove I) D 'tnctper Section 9.50.090 'of the Zonis Code. [ts purpose is to determine: 1) . h:A . . (that the^py sed�h'ousmg.design does not duplicate the same, architectural'style of any -house t. within 200�feefthe applicant, .and/or'2) if there is a need for the applicant to�file for Master DesignGuitlehnes.: If the applicant does need to file .a Master Design Guideline, please transmit this mformatron to the Building and Safety •Department as. part of your correction list. Please attach .additional explanations .as.,necessary . J APPLICANT: SITE ADDRESS: r�3 io APN CASE NO:: LEGAL: LOT BLOCK o`lD`7 UNIT S.C. V @ .L.Q. i, CHECK AND APPROVED. BY: DATE; - 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 N COMMENT/CORRECT ION Verify legal and APN information Consistent :with MDG on file' (as applicable) I ' .MDG filing required (5 filings since 9/3/98) Architectural variety within 200 E feet of the surrounding .area: Architectural design features. Other Requirements: FEB -04-2005 08:56 AM P.04 INSTALLATION CERTIFICATE CF -6R Site Address e4$etl Z-7 Permit umber DUCT LEAKAGE AND DESIGN DIAGNOSTICS DUCT LEAKAGE REDUCTION rtunwr►zarnon test Kesults (CFM @ 25 PA) Fan Flow Test Leakage (CFM) If Fan Flow is Calculated as 400 cfm/ton x number of tons, or as 21.7 x Heating Capacity in Thousands of Btu/hr, enter calculated value here If fan flow is measured, enter measured value here Leakage Fraction = Test Leakage/(Measured or Calculated Fan Flow) m . Pass if leakage ftaction 5 0.06 ❑ "!'ass Fail 13 for AEROSOL TYPE SEALANTS ONLY - The following diagnostic testing was completed: Duct Fan Pressurization at rough -in measured leakage (CFM) CHECK AFTER FINISHING WALL: ❑ Yes ❑ No ❑ Pressure pan test or House pressurization test ^ %) ❑ Yes ❑ No ❑ Visual Inspection of Duct Connections {� " / `� ❑ ❑ Pass Fail THERMOSTATIC EXPANSION VALVE (TXV) �cs ❑ No Thermostatic Expansion Valve (or Cottvnission approved equivalent) is installed and Access is provided for inspection - ❑ Yes is a pass Pass Fail ❑ DUCT DESIGN 1' ❑ Yes ❑ No ACCA Manual D Design calculations have been completed, Duct Design is on the plans and duct installation matches plans. 2• ❑ Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, N / verified fan flow matches design from CF -1R. Measured Fan Flow El Yes for both 1 and 2 is a Pass Pass Fall 1, the undersigned, verify that the above diagnostic test results and the work I performed associated with the test(s) is in conformance with the requirements for compliance credit. (The builder shall.provide the HERS provider a copy of the CF -6R signed by the builder employees or sub -contractors certifying that diagnostic testing and installation meet the requirements for compliance credit.) Tests .j DSS�, , Signature, Date Installing Subcontractor (Co. Name) OR Performed General Contractor (Co. Name) . COPY T0. Building Department - . HERS Provider (if applicable) Building Owner at Occupancy FEB -08-2005 TUE 11:00 AM Coronet Consh uction FAX No. 760 564 4202 P•002 CITY OF LA QUINTA Of BUILDING & SAFETY DEPARTMENT 777-7012 INSPECTION REQUEST )_,INE 777-7153 Owner CORONEL ENTERPRISE Contractor CORONEL CONS Permit Number, 04-3327 POST ON JOB INCONSPICUOUS PLACE I• INSPECTOR MUST SIGN ALL APPLICABLE SPACES I JOB ADDRESS 53-105 AVE. MENDOZA 1498 SF. S.'D PERMIT DOB484,10:h 'INCLUDE BI,OC'I< WALL, POOL/SP,,%,0 t DrJVEWAY APPROACH 1 TYPE OF INSPECTION PATE IN$P. TEMPORARY POWER a SETBACKS _ a U/G PLUMBING /WASTE U/G ELECTRICAL;/ GROUNDING FOOTINGS / STEEL CONCRETE SLAB DO NOT POUR CONCRETE UNTIL BOVE SIGNED ROOF NAIL /PRE -ROOF O` OKAY TO WRAP _ FRAMING (COMBINATION) _ Z ROUGH ELECTRIC ROUGH PLUMBING ROUGH MECHANICAL INSULATION =ABOVE COVER NO WORK UNT INTERIOR GYP. BD. DRYWALL IEXTERIOR LATH GAS TEST ' � SEPTIC ABANDONMENT I SEWER CONNECTION L 4 SEPTIC / GREASE INTERCEPTOR MASONRY INSPECTIONS - FOOTINGS / STEEL BOND BEAM 'POOL/ SpA /WATER FEATURE INSPECTIONS PRE-GUNITE / SETBACKS U/G PLUMBING IU/G GAS IU/G ELECTRICAL IPRE-PLASTER. ALARMS / BARRIERS FINAL INSPECTIONS EMP USE OF PERMANENT POWER U ELECTRICAL ! LLUMBINC ECHANICAL UBLIC WORKS DEPARTMENT OMMUNITY DEVELOPMENT EPT. IfYAL / JOB COMPLETED ABOVE APPROVALS DO NOT INCLUDE RIGHT TO TURN ON UTILITIES OR OCCUPY BUILDING �- Certifica- to^.of Occu anF:,�-� D' Buildin &Safe :e a mentg tYp This Certificate isissued pursuant -lo therequirements of Section =109 •of the California Building L Code, ceitifying that, at= the time , of issuance," this structure Ywas3 in compliance _ with: they provisions -of,, the Building �Gode Wand the various oidinances, of the City' regulating, building construction and/or use. Sc - BUILDING`ADDRESS:'5.3-10'5•AVE'NMkMENDOZA. 1 F .Use classifications, SINGLE FAMILY'DWELLING.r `- Building Permit No;; 04-3327 Occupancy�Group: R3 `' Type of Construction::VN - Land `Use Zone: RLQ CO.RONEL ENTERPRISE: ;: - ` _ "y Address:'53=105 AVENIDA MENDOZA v City, ST, ZIP: LA QUINTA, CA 92253 _ By. KIRK KIRKLAND _ Date FEBRUARY 8, 2005 - Building Official w i •` %., .> POST IN -A CONSPICUOUS PLACE TITLE •24 REPORT Title 24 Report for: Coronel Enterprises Breeze Adobe -All Orientations La Quinta, -CA. Project Designer: Report Prepares! By: , Joan D. Hacker . Insu-form, Inc.. 68-255 Corta Road Cathedral City, CA 92234 (760) 324-2046 i MY OF LA QUINT BUILDING & SAFEIY DEPS. APPROVED, Job Number: FOR CONSTRUCTION DA BY S Date: 2/18/2004 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 Cafifomia 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 (1y EnergySoft Job Number User Number 2655 energyPM 3.1 By EnergySoft Job Number. User Number: 2855--� Certificate of Compliance: Residential (Part 1 of 2) 'CF -1 R Coronel Enterprises 2/18/2004 Protect rdle Date Breeze Adobe - All Orientations 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: 1,498 ft2 Average Ceiling Height: 9.0 ft Total Conditioned Slab Area: 1,498 ft2 Building Type: (check one or more) ® Single Family Detached - ❑ Addition Single Family Attached ❑ Existing Building ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: All Four 0rientationS Floor Construction Type: Slab Floor Number of Dwelling Units: 1.00 Number of Stories: 1 ❑ Raised Floor BUILDING SHELL INSULATION Const. Component Frame Assembly Location/Comments Type Type U -Value (attic, garage, typical, etc.) Slab On Grade Na 0.756 Covered Slab w/R-0.0 Perimeter Insulation Stab On Grade Na 0.756, Exposed Slab w/R-0.0 Perimeter Insulation R-13 Wall w/1" EPS Wood 0.059 Exterior Walt Solid Wood Door None 0.387 Exterior Door R-38 Roof (R.38.2x14.16) Wood 0.028 Exterior Roof Left 36.0 0.75 FENESTRATInN c•�._�r.--. ems__ Type Orientation Area Fenestration Exterior � ww Overhang Side Fins SF U -Factor SHGC Shading Yes / No Yes / No Front 40.0 0.85 0.59 Bug Screen ❑ -[K] ❑ Q Left 36.0 0.75 0.53 Bug Screen 1:1 E❑ El Rear 9.0 0.61 0.60 Bug Screen ❑ rX1 ❑ nX Rear - 80.0 0.85 0.59 Bug Screen ❑ Q I❑ 0 Rear 16.0 0.75 0.53 Bug Screen p E❑ ❑ E❑ Right 24.0 0.75 0.53 Bug Screen ❑ X❑ ❑ 0 Skylight 36.0 0.36 0.36 None ❑ E❑ ❑ a ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ D ❑ ❑ ❑ ❑ ❑ ❑ 11 EJ El El Run Initiation Time: C1077172583 EnergyPro 3.1 By En Soft User Number: 2655 Job Number. Pa e:3 of 13 Certificate of Compliance: Residential (Part 2 of 2) CF -1 R Coronel Enterprises 10/21/2003 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 Furnace 80% AFUE Ducts in Attic 42 Setback Living Zone Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location / heat pump, evap. cooling) (SEER) (attic, etc.) R -Value .Type Comments Split Air Conditioner 12.0 SEER Ducts in Attic 42 Setback Living 7nne WATER HEATING SYSTEMS Rated 1 Tank Energy Fact.1 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 PGCG-50-226 Small Gas Standard 1 40-000 50 0-62 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 %, UfflrLlAnla J I A I tMr-N 1 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) Documentation Author Name: S()( ITH WF.';T r,ONCEPM — Name: Joan D. Hacker Title/Firm: -STEPHEN R. NI TO Title/Firm: Insu-form, Inc. Address: 78120 CALLE ESTADO, SUITE 206 Address: 68-255 Corta Road LA QUINTA, CA 92253 Cathedral City, CA 92234 Telephone: o Telephone: (760) 324-2046 Lic. #: (signature) (date) (sig tur) l date) Enforcement Agency Name: Title/Firm: Address: Telephone: LEnergyPro 3.1 By EnergySoft User Number. 2655 - Job Number. Paae:4 of 13 N Certificate of ComOiance: Residential (Addendum) CF -IR Coronet Enterprises" ti� s�2oo4 Project Title hate Special Features and Modeling Assumptions ; The local enforcement agency should pay special attention to the items specified In this checkGsL These items require special writtert Justification and documentation, and special verification to be used with the based on the pproach. The local agency ncy determines the adequacy of the justification, and may reject a build ing orr dence siign that otherwise complies adequacy of the special iustificaNnn and HERS Required Verification These features must be 'confirmed rrnd/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 -61t The HVAC System I iving Zone" includes Refrigerant Charge and Airflow Ctedrt (or a TXV). A certified HERS rater must provlde veriNcation of the TXV, or measure the Refrigerant Charge and Airflow. 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 rime: 02hE fro 3.1 By &=%Sa User Number: 2ti,S'S Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1R. NOTE: t crrttse resadatttial tru rigs subject ao Bre SLarrdards muse cordatrt erase mewum OfBre cwrrpibrroe sppmadt used. Be= ntarlred %M an areterislr M mar be by mwe sbb*mtt comPft ce mq* USWd on the Ceram OfCora %n;D. when this dlf ckW is bmorpmated h to are pffd doaanmrta. are f rrohtd Shan be cwmUwed by eB p wfets as mbimasn coa"nwd pwfomtmm frr the marrdatwy rrrea®aes %11vOw V1ef► are strewn eftwattae in lite documents ar an aft chedrst wdv. DESCRIPTION! instructions: check or Mutat appUt�ble boxes of enter WA If notoESlGNER ENF ORCEfIZENT Building Envelope Measures Q 4151t(ex M MMIM R.19 Me in,40on ❑ §,6orox l nose i�rdatiwt ra�ld R�/ahta ®`§;SO(cx Neinirmmr R -1S waU irrsaaaSon in wood tiarrre-walls orequnralmrt U-vahre in meml Game wafts (does not apply to exterior mass walls). p'§150(dj: MbAnUM RA3 raised flwkmftfmjnftnjedflwaOreQtdv2bn1. ❑616M Stab edge btsulafiorr -water d R Irptmn W181009 0 RIA Oran 0396, water vapor trait mbdon rete no greater Oran 2.0pernvtnctL ® $118: bordaOmr sDe'OF d or ku*W ed meets insrdason quarry slandards. imitate type and fon ® 6118-1r. Ferrestration Produce. P -e. in Doors wdftdMjefiwdE fig, lip Contoft I. Down and terra between coed coned and unooniffioned Spam destrAd to MA air feat 2 Fenestration pmdticb (e inept field have l" with o I G& tXFbc1or.cerfffiedSdwHea1Qdn OeeBidmd �� and irrNtraBon 3. Bdadwdom and windows weal) m all)*ft and PerMrftm winced and seated � . p§1S%* Vapor bmftm nMN121wy in COnate 7Anes 14 ant! 18 a*. §lsm sPecu irmmoon trerNer itwtaIIed to comply vAh Section 151 meek caormoission q z ty s mWamchL ❑ §7 W(ex tnsteBafion of Ful Deamsfive Gas Appliances and Gas togs. 1_ Mlarnyand bcto �ba&teepbMham a. a�ele metal orglass dem . b.Outmdeairintefoewithdamperand, r c. Flue damper and coabol 210 conftumn bwnbM gas tis allowed. Space Conditioning, Water Heating and Plumbing System Measures ® §110-1s: FnfAc v� . ahowarheads arw farroe>s oettifea br 8re Qwrard�on. ® §1WMx mWft cocf3tr� weds esbeamd in accordance wfnt ASHPAE, SMtAMM orACCA. a§168(i)t Sefbadt ar ao heatiieg armor 000irrrg s7lstwns © §,t& t'fpe and Tw* Maft*M 1. Sk=W ties wader heaters rafad with as Energy Factor less fm 0.58 must be womna8y wrapped VOM brsrde&m hav'mg an katatfed Oterrrral resistance of W12 or1ptp - 2 Foot S Qeet of pipes closest to wafer heater fafdt, rmn•r V i (R.4 orgreatei 3. BadK%tan}e torsdarsystem, unfired storage 1anl66Or Oftrer bvOW hot wWw torts have R-12 codmrnl kmda*marR-18combkWkden=VaomobvsulaUML 4. AB butted or POV b to secB" s efhot water syr 6 COOft System P§a9 below 55 degrees F kmuk tmf. 8. POW hmdaftbehmeen heafrtg source acrd brdiraet hot water tardc 31 BYEnerSySdt UserNumbar:2656 Job NVQ PQgec6ott3 2 of 2) MF4 NOTE t owdse veswenW buvew subject to the Sods mho corttabh B,ese mh�shaes ' -' an asbut* regaid►ess of Bhe o�toe apmteadh teed. � . 0 MY ts DU tame sbbtgad owe t lid on ate of Corrhpii nm VAw ft d�e'.dst is inoorpor�d �(„e permit doc a erft the feahnes noted shag be cmtsibrd by a0 pafts as mirmrttaa cmnpwmd parammhoe specMicaBmts (won wNKUtmy meaamas wjwU r Bray are stu m eLwwfme to Bm doaamerft or on aft c oag,_ DESCRIPTION InsbudIform Che& or Initial apppcable boxes or enW N/A if not appttcabb3. ° DESIGNER : ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures. (continued) --------- x - '§ 15 (mt Ducts and Fans 1_ AO duds anti pierttmts bat3fled. seated amd irk to meetthe m% emerft offt ISM cmc SecGmu 601. 603.604 and Stamdatd G-% duds tihsAatgd m a mi dmun I" of R4.2 or enclosed en&ely in com� space_ openings Shea be seated vvdh rtl s6c. tape, l3ems !sextant orother du t dosue s stm BM meets Bhe a0fteNe nxPdmmerftofULjaj. UL181A, or ULIIH& if masHe or tape is used to seat open4gs gueater Ban 1/4 btdt the I I n 0 of masa, end either mesh or tape start tie used: Bug ft raviees stray not be trsed f-c-veybg CwKUo ked air_ Juirds and seams of dud systems and BtWcompmhoft ylhA na be sealed wet cloth beck nnbber adhesive dud tapes urdess such tape is used In comub%afmt vA& rr>a9Bc and drawbends. 2 Bueft cmdUM sttplhort tbffmm mr;*hm mma, and pk== defined or aomshuhed w" rtop s i otter Oen seated etas! rrh l dud beard or ll 8'8 dud slag not be used mrom v%*q oondwted ai- &a tit Gaveies and stWw pftftm mqy , , I ,n duds. Duds ItmWed to cBVfts and shtppoR pfatfmm shag not be Cerihp GMd m Cause teducBmts In the cross, Bartel am or the ducts. 3_ Jobds and seams of dud systems and ft* COMPor ft shag rot be Seaf80 with doth back rubber adhesive duct tapes Wdess such a tape is used to eomDhow with m�tic and drawbands_ 4. Exhaust tan systems ham bade draft or auhhmatie dmnoees 5- y "Mm system serving CMUUUOmWspace have eWtUrautomaft or rea ft axle, m mmpy operated dampers• 6- ROICBon of L hhstdaBmh sloe be protected tram damage, irhr bm ft Bat due m shsh�ht, moisMe, 1 - : etlutpmend rttabhtetanee, and vubad bud the Bended m Bre fOB0YYP1h� !�tiorh et�Osed m w�rattag Ice sugabte I ` t mroaEtioor senvloe a g„ preteded by ahmhbhun, sham meter p& ted canvas, or Cover_ oefarfoam batt/a8on sha0 be lxotecw ae afore or pa6dedwgh a coagig Ghat fs wa0err�t and p i ey i haftsOlarradtaBonthatCanC8usedegmdatbnofthemateria t 71 §M --Pool and Spa Has" systemand Equoimet i 1. Cmtftd with 78% emmmal effidwwA OrKa wAftk weeUmpmoruponeg . tto efedtiC t toe ttea0 CL and no peat ; 2 System Is hdWed vd ftat laaa 36' of pipe beb Am ®xer and heater for fimm solar, cover forotddoor pools or I sem. a At least 38' of pipe behom fftr and Iheaterlbr latae solar 1weBng• r i b. cover foroummrpoofa orottdoor spas 3. Pool system has dbedimal kdets and a ckadaimt pump tbtte sit dWL ; f ! §11Gas Ored cellb Peapea it�d taBorzeeb+ea lhohtsetholdre I— have ',,Iq 8PPbry=with pft< 160 Bftdh* I i 1 §118 (Qc tba Roof matww r spedeed cfOeria Lighting Measures — - �160(kjt: Ltmti>al:es fa ger,erat b shag (rave Camps with an eflicary 40 banemsnaB a grte for 9' fn tfehens This Wrest tigln8tg shag be eoolmfted by a s+dh on a reafy accessibl8 ustaw i I , _ mute pate! atan,tetmtatoe m the kgdhen. _ j §IWW Rooms %va a sthowffor baBfttlb matst lave mat feast ate hm*U a vM tamps motet an aftaq, of ! 1 40 batt or greater sttBdhed at do enhance m lite mom aroma offtafteangvetmgft Legh d � I dewed In Sexton 150(k)i — and recessed c8ft gt bmn ane IC @tsulatim novo a*rmve& 1 i 31 By Energyso(I User Number. � Job nhunbar PaW7 of 13 Computer Method Summary (Part 1 of 3) C -2R Coronel Enterprises _._. 211812004_...__._ _.__. Breeze Adobe - All Orientations La Quinta _.- ProjeaAddress i Building Permit >t Insu-form, Inc. _. (760) 324-2046' - - -- - Plan Checic/Date Documentation Author Telephone Com uter Performance __— _._ — 15 Field - - - -----� -- Compliance Method (Package or Computer) Cimate Zone Source Energy Standard Facing Facing ;Facing Facing Use (kBtulsf-yr) Desmon North— Margin_ _East Margin ; South Margin j , West Margin Space Heating 1.37 0.97 0.40: 1.24 0.13' 1.50 -0.13. 1.11 0.27 Space Cooling 35.20 38.88 -3.68: 38.53 -3.331 34.58 0.63; 38.61 1012.45 -3.41 Domestic Hot Water 15.78 : 3.33: 12.45 3.33; 12.45 3.33; 3.33. _12.45 Totals 52 35 52 3n 0_n5: 52-2310 3 48.53 3.82: 52.16 _ 0.191 This C -2R summarizes the results of a four cardinal orientation analysis. The This plan has been analyzed with identical features in all orientations. GENERAL INFORMATION Conditioned Floor Area: 1,498 Building Type: Single Fam Detached Building Front orientation: All Four Orientations Number of Dwelling Units: 1.00 Number of Stories: 1 BUILDING ZONE INFORMATION Zone Name_ __— UdngZone_. ..__ ... ---.--------------- pages that follow describe the front facing North occurence. X Slab Floor Floor Construction Type: - Raised Floor Total Fenestration Aea: 16.1% Total Conditioned Volume: 13,482 Slab Floor Area: 1,498 # of Thermostat Vent Floor Area Volume Units Zone Type Type HgL Area 1498 13482 _1A0- Conditioned_— SPthack Z —nla OPAQUE SURFACES Solar Act. Gains Type Area U Val. Azm. Tilt Y / N 120 0-059 —moo_ Door--- 20 _ 0397 —a _�o- 3mall 574 n o59 _ Qn _ o Wall __2M 0.059 —180 -go ,Wall 326 0059 770 go Roof_ _ 1.462 o_02a_ 270 Reference R_1_i Wall wH" FPS I ivina 7nnP ,solid Wnrnt Door I hdng 7one - R-1.4 Wall wH" FPS 1 Mng 7nnP R_13 Wall wH" EPS Living 7nna R_13 Wall w11'EES I hdng 7nne — R38 Roof jR 382xid 16) living 7 no 3.1 By Er gySoft User Number. 2655 Job Number. Page.8 of 13 Computer Method Summary (Part 2 of 3) C -2R Coronel Enterprises _.^_ 2/18/2004 Project title - - --------------------------- -- Date FENESTRATION SURFACES 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 • U- Bug Screen Act. Glazing Type Location/ # Type Area Factor SHGC Azm. Tilt Comments 1 wndow...._Emnt___.-AMwM) .__-40g_ _-0.&% -.059_ ...._..-__0 _-90.1A(esLCoasL%Mndaws-.----- -UvingZone-_-__-.----. _. 2 Window Lett_. -_(East)_ _16.0 0.750 0.53 - 90 90 West Coast Windows -- Etyma Zone 3 Window.,_ Lett ._. _..._(East) 12.0, 0.750 _ 0.53 90 , _- 90 West Coast win ows _-.___, ___„ Lnring Zone ,_ _ . , .. 4 Window Left (East) --4.0 0.750 0.53 90 90 West Coast Windows Living Zone, 6., Wr!O w^Left �EastZ _ 4.0 0.750 -0.53 __- 90 90 West Coast Windows-_,_-_,_ Liv_m�Zone__,,,•__..-._.._ 6 Wjn i _ Rear --(South) -- 9Q 0.610 0.60 X80 90 West Coria t Windows .--___ _Liv-gZon�..--------.. 7_. Wjndo -B-PM (South) 40.0 0850 0.59 ---l&Q Q West Coast Windows 8 _ Window Rear -_ South 40.0 0.850 0.59 180 90 West Coast Windows 9_ WGndMY Rear (a outhl 10-0 0-750 --0, -1$Q --M 10 Mmd9w--Right (West) 4.0 0.750 0.53 270 -90 West Coast Windows 11 1pC1dow night (West) 4.0 ,. 0.750 0.53 270L 90 West Coast Windows Living Zone 12 Window _ Riaht - est _ 16.0 0.750 0.53 270 90 West Coast Windows Living -Zone _ 13 Sl Wht Richt--Mestl --a6-O 0-360 n 36, -270 -Q IA(esLC�sLWindows � ' ' °°ng -Zone_.-------- - INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC HgL Wd. Len. Hgt LEA RF_xt D'isL Len. Hgt DisL Len. HgL 1 Bug Screen 0.76 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen _ 0.76 5. Bug -Screen - - 0.76 § Bu�c Screen--_--..------ - 0.76 7 _ Bug Screen -- --- -- 0.76 0.76-- 9 BA9. Screen ----- _ 0.76 10 Bug Screen - -- -- - --- -- --- - 0.76 11 _ Bug Screen 0.76. - - -- -- - - 12 _ Bug Screen - - _- 0.76 13 1. i f None.--- ----- ....---- ----- ._ -- -_ _. 1.00 -- -- -- -- -- -- --- - -- ----- --- - -- �-- - ---- -- -- ...- f L _ 3.1 . By EnecaaySoft User Number_ 2655 Job Number. PaM9 of 13 J Siomputer Method Summary (Part 3 of 3) C -2R Coronet Enterprises_2/18/2004_ Project Title Date IERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat pe (so (in.) Cap. Cond. Form 3 Reference Inside Location R -Val. Comments PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth / Comments -_ __ ___ __ Slab.Perirnetef._.. _._.._._. _.__.t� SlabPerimeter_ 21 0..76 0.7li --Location D. LMng-ZQrle- - - -- �� LMWZQne _�— SYSTEMS g Equipment Minimum Distribution Type - kimace, heat Efficiency and Location Duct Thermostat Location / etc.) • (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments FUrn a 80%AFUE Ducts in Attic 4-2 Setback Livingj_one -T--- Hydronic Piping Pipe Pipe Insul. System Name^_ __Length __ Diameter Thick. Cooling Equipment Minimum Duct Type (air conditioner, Efficiency Location Duct Thermostat Location/ heat pump, evap. cooling) (SEER) (attic, etc,) R -Value Type Comments Sp Air Conditioner UALSF.M Duds in Attic 4.2 Setback Living,7.Ane WATER HEATING SYSTEMS Rated' Tank Energy Fact! 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 PGCG-50-226 Small Gas Pipe Insulation �_ 40.000 50 --D-62_ (a— n/a For small gas storage (rated input <-- 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. Fob large gas storage water heaters (rated input > 75000 Btu/hr), fist Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. REMARKS 5 CGomputer Method Summary (Addendum) C-2R Coronel Enterprises _ 2/18/2004 Project Title Date Special Teatures 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 aaacyua..y W u.c aFo 106 ivaunwt.un amu uucwncniauun suomIaea. Plan Field The HVAC System 'Living Zone includes credit for a Radiant Barrier installed per Section 8.13 of the Residential Manual. f HERS Required Verification These features must be confirmed andfor tested by a certified HERS rater under the supervision of a CEC aooroved HERS provioer. i no ncrta racer must aocument me neia venncauon ano aiagnosuc tesung of tnese measures on a toren cF-ar- Plan j Field The HVAC System "Living Zone" includes Refrigerant Charge and Airflow Credit (or a TXV). A certified HERS rater must provide veriiification of the TXV, or measure the Refrigerant Charge and Airflow. The HVAC System "Living Zone is using reduced duct leakage m 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 ori a CF -611 Form'. I EneWPro 3.1 By EneWSoft User Number. 2655 Job Number. Pagel I of 13 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY I PROJECT NAVr- Coronel Enterprises SYSTEM NAME Living Zone DATE 2/18/2004 FLOOR AREA JENGINEERING CHECKS ------11SYSTEM LOAD .Number of ;y! ��tems COIL COOLING PEAK COIL HTG. PEAK .Heating System y CFM SensibW Latent CFM Sensible Output per System -7 80,000.1 Total Room Loads 1,938 31,281 3.274 670' 25,246 Total Output (Btuh) 80.000;:' Return Vented Lighting 0: Output (Btuhisqft) 53.4:, Return Air Ducts 1.564: 1.262 Cooling System Return Fan 0, 0: Output per System 58.000::; Ventilation 0 0: 0 0 0. Total Output (Btuh) 58.000' Supply Fan 0. Oi Total Output (Tons) 4.81:: Supply Air Ducts 1.564! 1,262' Total Output (13tuhiscift) 38.7:; TOTAL SYSTEM LOAD 34.404 3,274 1 27,770: Total Output (sqftrTon) 309.9!�;; AHVAC EQUIPMENT SELECTION CFM per System 2.055;; 1 I. I I.BDP CO. 563AN060-A 36.289,, 17.054 80.00M Airflow (cfm)2,055: i Airflow (cfm14qft) 1.37; Airflow (cfm/Ton) 495 Total Adjusted System Output I Outside Air (+.)0.0 36,2M1 17-054i =80-000 (Adjusted for Peak Design Conditions) Outside Air (OWsqft) outs TIME OF SYSTEM PEAKARM 2pml Jan 12 ami ;i t Note: values above given at ARI conditions J I HEATING SYSTEM PSYCHROMETRICS (Airstream Temperatures at Time of Heatina Peaki 26.0 OF 1 69.4 OF 69.4 OF = 106.0 OF Outside Air 0 Cf1m Supply Fan Heating Cog 2055 cfm 69.4 OF I 11.9 177.6 OF 78.7/67 Outside Air 0 cfm 78.7 / 67.1 °F i% Retum Air Ducts 4 at Time of 78.7/67.10F M 62.1/61.20F Supply Fan Cooling Coil 2055 cfm k Return Air Ducts 4 Supply Air Ductsig 105.4 OF 1 ROOMS1:' 70.0 OF Supply Air Ducts 56.5% R.H. 62.8 / 61.4 OF ROOMS!.* 78.0/66.9°F Ewf-,o 3.1 By SMMYSoft User Number. 2655 Job Number. Peas: 12 of 13 SUMMARY NAME DATE 2/18/2004 FLOOR AREA 1.498 PAGE TOTAL I 1.9391 31=1 UW 670I 25 46 TOTAL 1 1,9391 31a81 3.274 � 6701 25,246 EnwgyPm &l By EnetgySoft User Number. 2655 Job Number. Pagm13 of 13 1 '1 i US"SWORKS., A'C6mpan* y You Can Tyu �-nr of LA QuIry-rA BUILDING i SAFETY DEPT.: } . %�� 75-110,ST. CHARLES PLACE SUITE 11A PALM DESERT, CA 92260 PHONE: 760-341-2232 ® FAX: 760-341-2293 MANUFACTURING YARD: 55755 TYLER STREET, THERMAL, CA 92274 FAX: 760-399-9786 rr-$Oe/c:® FOR CONSTRUCTION. DATE4I4• oO BY 57 JOB NO:: 3Z3yof ' NAME: Ca{zo N GL s' PROJECT: A80be, / | � w— -'~A ~ / / � � NATIONAL INSPECTI �'ON ASSOCIATION IN ----~' Quality Audited kvA.A' " PLATE MANUFACTURER PLANT CONTACT onsn, and In Accordance With Engineered Plan Specifications. IL Non -Scheduled In Plant Audits As Per Uniform Building Code Sectio 2321.3 �and CATEGORY. CONFORMING NON -CONFORMING i Lumber Grade REMARKS Connector Plates I.C.B.O. Span & Pitch 667 Joint Accuracy Knots in Plate Area Split Limitation Plate Placement � ^ / '' -T'----------- n iT�-/' ---) Condition of Plale­�eeth III-Plai it Handling _ Bundling & Loading In -Plant y -- ().C. Reco~" Ordei Nu/Namo o ��Is or C. Supervisor's SignaTure How Many Stamps On Site: ` ___ 13 17 —_ 8' CLG C1 19M 0 . 10131 /'M Z1 -727 A t3 UP OM L 21-4 - y 0 CT 2.3 2003 $-o 25-10 Phone (760) 391-2232 BREE ZE ADOBE SALES REP SB WO# J2889 Fax #k (760) 391-2293 DUE DATE a aD POWER BROKERS DSGNR/CHKR SB / SB Date 10/23/2003 11:2 T S S W O T TRT TC Live 20.00 psf DurFac-Lbr 1.25 U w K K S TC Dead 10.00 psf DurFac-Plt 1.25 A Company You Can Truss! LQ BC Live 0.00 psf O.C. Spacing 24.0 7S-110 St. ' Charles pl_ ste-11A BC Dead 10.00 psf Design Spec UBC -97 Palm Desert, CA. 92211 #Tr/#Cfg : 43 / 16 Total 40.00 psf Job! Name: BREEZE ADOBE Truss ID: A01 Qtv: 1 Dim: TC 2x4 SPP 1650P -1.5E BC 2x4 SPP 1650P-1.SE GBL BLK 2x4 HP STUD Drainage must be provided to avoid ponding. Top chord supports 24.0 ^ of uniform load at 20 psf live load and 10 psf dead load. Additional design considerations may be required if sheathing is attached. [t] 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 " tomember.(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. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical load as noted. 4-0-0 2-8-9 __ t Plating spec : ANSI/TPI - 1995 This truss is designed using the THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. MULTIPLE LOAD CASES. Bldg Enclosed = Yes PLATE VALUES PER ICBO RESEARCH. REPORT #1607. Truss Location = End Zone End verticals designed for axial loads only. Hurricane/Ocean Line = No , Exp Category = C Extensions above or below the truss profile Bldg Length = 40.00 ft, Bldg Width 20.00 ft (if any) require additional consideration Mean roof height = 16.27 ft, mph = 80 _ (by others) for horiz. loads on the bldg. UBC Special Occupancy, Dead Load = 17.0 psf 1-4-0 1-41 4_0 1-4-0 11-8-0 1-4-0 2-8-0 4-0-0 5-8-0 l z 3 a 025 2-4 2-4 2-9-15 4-0.0 HIP ---_= Joint Locations =____ 1 0- 0- 0 6 0- 0- 0 2 1- 4- 0 7 1- 4- 0 3 2- 8- 0 8 2- 8- 0 4 4- 0- 0 9 4- 0- 0, 5 5- 8- 0 10 -5- 8- 0 ut; I z 9 34-4.0 1-4� 1-4� 1-4� 1-8� TYPICAL PLATE: 1.5-3 STUB 6a 9 /0 10/23/2003 1-4-0 2-8-0 4-0-0 5-8-0 OVER CONTINUOUS SUPPORT 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: 13/32" = V - WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 ® 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 DS nr: SB g 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 TC Live 20.00 psf DurFacs 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 support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A 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.Spacing z - o - o 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 1.,'W rCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 40.00 psf Seqn T6.4.5 - 7141 Job,Nam&-. BREEZE ADOBE G - X -LOC REACT SIZEREQ'D 1 34- 5-12 227 3.50 . 1.50• 2 39-10- 4 227 3.50• 1.50- G REQUIREMENTS shown are based ONLY the truss mateeial,at each bearing TC FORCE AXL END CSI 1-2 -3 0.00 0.36 0.36 BC FORCE AXL BND CSI 3-4 0 0.00 0.12 0.12 WEB FORCE CSI WEB FORCE CSI 1-3 �-170 0.06. 2-4 -169 0.06 1-4 0 0.00 Truss ID: A02 TC 2x4 SPF 165OF-1.SE BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above•or below the truss profile (if any) require additional.consideration (by others) for horiz. loads on the bldg. 4-0-0 2-8-9 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. 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 20 psf live load and 10 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. 5-85-8_ 5-8-0 025 2-9-15 4-0-0 HIP 1 Drwg: UPLIFT REACTION(S) Support 1 -39 lb Support 2 -39 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 = 16.27 ft, mph 80 UBC Special Occupancy, Dead Load 17.0 psf MAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) L= -0.02" D= -0.02" T= -0 Joint Locations =-- - 1 -0- 0- 0 3 0- 0-=0 2 5- 8- 0 4 5- 8- 0 BI 5-8-0 - 34-4 OCT 2 3 2003' TYPICAL PLATE: 3-6 STUB 3 5.8-0 10/23/2003 5-8-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J2889 ® 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 mutt ascertain that the loads Dsgnr: SB T R U S S W O R KS A Company You Can Truss! utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components membersonly to reduce buckling length. This component shall not be placed in any TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A Palm Desert, CA. 92211 Phone (760) 341-2232 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 I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLfNG 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, BC Live 0.00 psf P BC Dead 10.00 psf O.C.S a P Bing 2- 0- 0 Design Spec UBC -97 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 40.00 psf Seqn T6.4.5 - 7142 job -Name'.: BREEZE ADOBE Truss ID: A03 Qty: 1 Drw : RG X -LOC REACT SIZE REQ'D TC 2x4 SPF 1650F -1.5E Web bracing required at each location shown. UPLIFT REACTION S) 1 22- 7-12 7003.50• 1.50• BC - 2x4 SPF 165OF-1.SE ® See standard details (TX01087001-001). Support 1 -84 lb 2 39-10- 4. 700 3.50• 1.50• WEB 2x4 HF STUD Plating Spec : ANSI/TPI = 1995 Support 2 -84 lb' ehovm are based ONLY RG REQUIRENBru GBL BLR 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF This truss.is designed using the mati'TS n the tss terial at ach bearing e PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. UBC -97 Code. Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. Bldg Enclosed = Yes TC FORCE AXL BND CSI at 16.0 " o.c. unless noted. otherwise. End verticals designed for axial loads only. Truss Location - End Zone 1-2 3 0.00 0.27 0.27 Top chord supports 24.0 " of uniform load Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category - C 2-3 -1313 0.01 0.93'0.49_ at 20 psf live load and 10 psf dead load. (if any) require additional consideration Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 3-4 -5 0.00 0.43 0.43 Additional design considerations may be , (by others) for horiz. loads on the bldg. - Mean roof height - 16.27 ft, mph - 80 required if sheathing is attached. UBC Special Occupancy, Dead Load = 17.0 psf BC FORCE AXL END CSI [+] indicates the requirement for lateral - 5-6 954 0.14 0.28 0.42 bracing (designed by others) perpendicular - 6-7 1271 0.19 0.28 0.47 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). 1-5 -89 0.03 3-6 134 0.04 This truss requires adequate sheathing, as 2-5 -1092 0.51 3-7 -1358 0.59 designed by others, applied to the truss - 2-6 386 0.13 4-7 -159 0.06 face providing lateral support for webs in the truss plane and creating shear wall - action to resist diaphragm loads. 6" 4 -0 -OT 2-51-10 � 22-6-0 STUB TYPICAL PLATE: 1.5-3 4-24-2 0 6-8-0 66-8-0 4-2-0 10-10-0 17-6-0 / 2 3 4 0I 25 ===== Joint Locations ===== 1 0- 0- 0 5 0- 0- 0 2 4- 2- 0 69- 6- 0 3 10-10- 0 7 17- 6- 0 4 17- 6- 0 All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. w0: J2889 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk- SB T R and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 U S S W O R KS A Company You Can Truss! utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A 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 Derail Reports available as output from Truswal software', 'ANSI)TPI F,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2.0-0 Design Spec UBC -97 Seqn T6.4.5 - 7143 Job `Name: BREEZE ADOBE Truss ID: A04 Qty: 6 Drw : RG R -LOC REACT SIZE. REQ'D TC 2X4 _SPF 165017-1.513 Web bracing required at each location shown. UPLIFT REACTION(S) 1 22-7-12 1 700 3.50• 1.50• BC 2x4 SPP 165OF-1.513 ® See standard details (TX01087001-001). Support 1 -84 lb 2 39-10- 4 700 3.50• 1.50• WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -84 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. THIS DBSIGN IS THE COMPOSITE RESULT OF This truss is designed using the a the truss material at each bearing Drainage must be provided to avoid ponding. MULTIPLE LOAD CASES. UBC -97 Code. DSignr' SB End verticals designed for axial loads only. Bldg Enclosed = Yes TC FORCE AXL END CSI utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Extensions above or.below the truss profile Truss Location = End Zone 1-2 3 0.00 0. i7 0.27 - O.C.S acin 2- 0- 0 P g Design Spec UBC -97 (if any) require additional consideration Hurricane/Ocean Line - No , Exp Category - C 2-3 -1313 0.01 0.43 0.44 _ (by others) for horiz. loads on the bldg. Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 3-4 -5 0.00 0.43 0.43- Mean roof height = 16.27 ft, mph - so UBC Special Occupancy, Dead Load 17.0 psf BC FORCE AXL BND CSI 5-6 954 0.14 0.28 0.42 6-7 1271 0.19 0.28 0.47 - WEB FORCE CSI .WEB FORCE CSI 1-5 -89 0.03 3-6 134 0.04 2-5 -1092 0.51 . 3-7 -1358 0.59 2-6 386 0.13 4-7 -159 0.06 4-24-2 0 66-8_0 � 4-2-0 10-10-0 / 2 3 0.2525 6-8-0 17-6-0 4 . T 5 NAR DEFLECTION (span) : L/999 IN MEM 5-6 (LIVE) L= -0.13" D= -0.13" T= -0 ===== Joint Locations ==_ 1 0- 0- 0 5 0- 0- 0 2 4- 2- 0 6 9- 6- 0 3 10-10- 0 7. 17- 6- 0 4 17- 6- 0 6" 22-6-0 STUB 3 9-s� B� 6 7 OCT 2 3 2003 ' 9-6-0 160 10/23/2003 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: 9132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 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 DSignr' SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S S W O R KS A Company YCan Truss I p you utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. Charles pl. ste-11A Palm Desert, CA. 92211 Phone (760) 341-2232 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' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Live 0.00 psf P BC Dead 10.00 psf O.C.S acin 2- 0- 0 P g Design Spec UBC -97 Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at It I 119th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.5 - ' 7144 6" Job 'Name: BREEZEADOBE Truss ID: A05 Qty: 1 Drw : Eng. Job: EJ. WO: J2889 RGX-LOC REACT SIZE REQ•D TC 2x4 SPP 210OF-1.81 Web bracing required at each location shown. UPLIFT REACTION(S) and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB 1. 0- 1-12 1600 3.50 .2.29• 2x4 SPF 1650F -1.5E 5-7 ® See standard details (TX01087001-001). Support 1 -79 lb 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 2 39-10-34 1600 3.50• 2.29• BC 2x4 SPF 210OF-1.8E Plating spec : ANSI/TPI - 1995 Support 2 -79 lb psf RG REQUIREMENTS shown are based ONLY WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the Palm Desert, CA. 92211 a the truss material at each bearing 2x4 SPF 1650F -1.5E 8-2, 6-13 MULTIPLE LOAD CASES. UBC -97 Code. 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 40.00 psf GBL ELK 2x4 HF STUD - PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed = Yes Tc FORCE AAL B14D CSI Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. Truss Location = End Zone 1-2 4 0.00 0.30 0.30 . at 16.0 " o.c. unless noted otherwise. End verticals designed for axial loads only. Hurricane/Ocean Line - No , Exp Category = C 2-3 -5366 0.40 0.53 0.94 Top chord supports 24.0 " of uniform load - Extensions above or below the truss profile Bldg Length = 40.00 ft, Bldg width = 20.00 ft 3-4 -7382 0.52 0.27 0.79 at 20 psf live load and 10 psf dead load. (if any) require additional consideration Mean roof height = 16.27 ft, mph = 80 4-5 -6810 0.51 0.38 0.89 Additional design considerations may be (by others) for horiz.•loads on the bldg. UBC Special Occupancy, Dead Load = 17.0 psf - 5-6 -4302 0.15 0.39 0.55 required if sheathing.is attached. 6-7 -5 0.00 0.39 0.39 [+) indicates therequirementfor lateral bracing (designed by others) perpendicular BC FORCE AXL END CSI to the plane of the member at 63"intervals.- 8-9 4338 0.42 0.16 0.58 Bracing is a result of wind load applied , 9-10 7151 0.69 0.13 0.82 to member -(Combination axial plus bending). t 0-11 7437 0.72 0.15 0.87 This truss requires adequate sheathing, as ' 1-12 6227 0.60 0.12 0.72 designed by others, applied to the truss 2-13 .3628 0.35 0.15 0.50 face providing lateral support for webs in the truss plane and creating shear wall _ WEB FORCE CSI WEB FORCE CSI action to resist diaphragm loads. MAX DEFLECTION (span) 1-8 -140 0.05 4-11 -715 0.34 L/536 IN MEM 10-11 (LIVE) 2-8 -4553 0.92 5-11 756 0.26 L= -0.89" D= -0.89" T= -1 2-9 1315 0.46 5-12 -2104 0.71 3-9 -1907 0.67, 6-12 1215 0.42 = int Locations = ---- 3-10 290 0.10 6-13 -3876 0.95 - - 1= 0- 0- 0 8 0= 0- 0 4-10 102 0.03 7-13 -163 0.06 2 6- 0-13 9 8- 0- 0 - _ 3 13- 7- 0 10 16- 0- 0 - 4 20- 0- 0 11 24- 0- 0 5 26- 8-. 1 12 32- 0- 0 - 6-0-13� 7-6_4 6-5-0 6-8-1 6-7-15 6.8_� 6 33- 4- 0 13 40- 0- 0 6-0-13 13-7-0 20-" 26-8-1 33-4-0 40-0-0 7 40- 0- 0 I 3 a s 6 7 T, 472-0-0 0.25 40-0-0 T 4-M SHIP OCT 2.3 TYPICAL PLATE: 1.5-3 10/23/2003 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 ® 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 to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs 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 YCan Trussl p you is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Dead 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 75-110 St. Charles pl. ste-11A 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.Spacing 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', 'ANSVrPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 40.00 psf Seqn T6.4.5 - 7145 Job"Nam6: BREEZE ADOBE tI �' �C�/ - 8 9 /0 /I - /2 /3 �/ 8-0-08-" 8-" 8-" 8-0-0 16-0-0 8-0_0 24-0.0 32-" 40-0-0 �f CALF% OCT 2-3 2.003 Truss ID: A06 Qty: 11 Drwg: 10/23/2003 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. RG x -LOC REACT SIZE REO'D TC 2x4 SPF 210OF-1.BE web bracing required at each location shown. UPLIFT REACTION(S) ' Chk: SB 1 0- 1-12 1600 3.50• 2.29• 2x4 SPP 165OP-1.5E 5-7 ® See standard details (TB01087001-001). Support 1 -79 lb 2 39-10- 4 1600 3.50• 2.29• . BC - 2x4 SPP 210OF-1.8E Plating spec : ANSI/TPI - 1995 Support 2 -79 lb RG REQUIREMENTS shown are based ONLY WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n she truss material at each bearing 2x4 SPP 1650F -1.5E 8-2, 6-13 MULTIPLE LOAD CASES. UBC -97 Code. Drainage must be provided to avoid ponding. PLATE VALUES PER ICBG RESEARCH REPORT #1607. Bldg Enclosed = Yes TC FORCE AEL END CSI End verticals designed for axial loads only. Truss Location End Zone ' 1-2 4 0.00 0.30 0.30 Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category - C 2-3 -5366 0.40 0.53 0.94 .. (if any) require additional consideration Bldg Length = 40.00 ft, Bldg width = 20.00 ft 3-4 -7381 0.52 0.27 0.79 (by others) for horiz. loads on the bldg. Mean roof height - 16.27 ft, mph 80 4-5 -6810 0.51 0.38 0.89 UBC Special Occupancy, Dead Load = 17.0 psf 5-6 -4302 0.15 0.39 0.55 6-7 -5 0.00 0.39 0.39 BC FORCE ARL END CSI 8-9 4338 0.42 0.16 0.58 - 9-10 7151 0.69 0.13 0.82 0-11 7437 0.72 0.15 0.87 1-12 6228 0.60 0.12 0.72 - 2-13 3628 0.35 0.15 0.50 - WEB FORCE CSI WEB FORCE CSI MAX DEFLECTION (span) 1-8 -140 0.05 4-11 -715 0.34 f L/536 IN MEM 10=11 (LIVE) 2-8 -4553 0.92 5-11 756 0.26 ` L= -0.89" D= -0.89" T= -1 7£ 2-9 1315 0.46 5-12 -2104 0.71 - 3-9 -1907 0.67 6-12 1214 0.42 - _ - = Joint Locations -_ 3-10 290 0.10 6-13 -3876 0.95 1 0- 0- 0 8' 0- 0- 0.,2 4-10, 102 0.03 7-13 -163 0.06 6- 0-13 9 8- 0- 0 3 13- 7- 0 10 16- 0- 0 _ 4 20- 0- 0 11 24- 0- 0 6-0-13 6-0-13 / z T 3 4-12 4-0- 2-0-0 - 3-8 3-12 ) 7-073 6-56-5 0 66-8-0 6-86-80 13-7-0 20-0-0 26-8-0 33-4-0 J 4 s 6 0� 6-6 3-4 6-6 3.12 MX/5.16 MX/5-16 3-8 6-8-0 40-0-0 E 13 T T 4-0-0 1 2-5 I SHIP 3-10 - n 5 26- 8- 0 12 32- 0- 0 6 33- 4- 0 13 40- 0- 0 7 40- 0- 0 MAP; -S D Qi Io. C17%-491 1Qi31P2Qa8 M ' tI �' �C�/ - 8 9 /0 /I - /2 /3 �/ 8-0-08-" 8-" 8-" 8-0-0 16-0-0 8-0_0 24-0.0 32-" 40-0-0 �f CALF% OCT 2-3 2.003 10/23/2003 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB T R U S S W O R KS A Company You Can Trussl and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any DS nr• SB g TC Live 20.00 psf TC Dead 10.00 psf Durfacs L=1.25 P=1.25 Rep Mbr Bnd 1,15 75-110 St Charles pl. ste-11A • Palm desert CA. 92211 Desert, 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', , 'ANSI1TPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. EIC eve 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing z - o - o Design Spec UBC -97 Seqn T6.4.5 - 7146 Job (dame: BREEZE ADOBE Truss ID: A07 Qty: 1 Drwg: Eng. Job: EJ. WO: J2889 RG X -LOC REACT SIZE REQ'D TC` 2x4 SPF 210OF-1.8E Web bracing required at each location shown. UPLIFT REACTION S) DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A Palm DesertCA92211 Desert, . Phone (760) 341-2232 Fax # (760) 341-2293 1 D- 1-12 1600 3.50• 2.29• 2x4 SPF 1650F -1.5E 5-7 ® See standard details (TX01087001-001). Support 1 -79 lb - 2 39-10- 4 1600 3.50• 2.29• BC 2x4 SPF 210OF-1.88 - Plating spec : ANSI/TPI - 1995 - Support 2 -79 lb RG REQUIREMENTS shown are based ONLY WEB 2x4 HP STUD THIS DESIGN IS THE COMPOSITE RESULT OF This truss is designed using the n the trues material at each bearing 2x4 SPF 1650F-1.SE 8-2, 6-13 MULTIPLE LOAD CASES. UBC -97 -Code. GBL BLK 2x4 HF STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. Bldg Enclosed - Yes TC FORCE AXL BND CST Gable verticals are 2x 4 web material spaced Drainage must be provided to avoid ponding. Truss Location= End Zone 1-2 4 0.00 0.30 0.30 at 16.0 " o.c. unless noted otherwise. End verticals designed for axial loads only. Hurricane/Ocean Line - No Exp Category - C 2-3 -5366 0.40 0.53 0.94 Top chord supports 24.0 " of uniform load Extensions above or below the truss profile Bldg Length - 40.00 ft, Bldg Width = 20.00 ft 3-4 -7382 0.52 0.27 0.79 - at 20 psf live load and 10 psf dead load. (if any) require additional consideration Mean roof height - 16.27 ft, mph80 =17.0 4-5 -6810 0.51 0.38 0.89 Additional design considerations may be (by others) for horiz. loads on the bldg. UBC Special Occupancy, Dead Load'= psf 5-6 -4302 0.15 0.39 0.55 required if sheathing is attached. + 6-7 -5 0.00 0.39 0.39 [+] indicates the requirement for lateral bracing (designed by others) perpendicular BC FORCE AXL BND CSI to the plane of the member at 63"intervals. 8-9 4338 0.42 0.16 0.58 Bracing is a result of wind load applied. _ 9-10 7151 0.69 0.13 0.82 to member.(Combination axial plus bending). 0-11 7437 0.72 0.15 0.87 This truss requires adequate sheathing, as 1-12 6228 0.60 0.12 0.72 designed by others, applied to the truss, t 2-13 3628 0.35 0.15 0.50 face providing lateral support for webs in the truce plane and creating shear wall -- WEB FORCE' CSI WEB FORCE CSI action to resist diaphragm loads. 1-8 -140 0.05 4-11 -715 0.34 MAX DEFLECTION (span) 2-8 -4553 0.92 5-11 756 0.26 L/536 IN MEM 10-11 (LIVE) 2-9 1315 0.46 5-12'-2104 0.71 L= -0.89" D- -0.89" T= -1 ' 3-9 -1907 0.67 6-12 1215 0.42 3-10 290 0.10 6-13 -3876 0.95 - -= Joint Locations =---- 9-10 102 0.03 7-13 -163 0.06 1 0- 0- 0 8 0- 0- 0 2 6- 0-13 9 8- 0- 0 3 13- 7- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 • 5 26- 8- 0 12 32- 0- 0 6-0-13 .. 7-6-3 6-5-0 6.8_0 6-8 0 6.8-0 6 3 3- 4- 0 13 40- 0-- 0 6-0-13 13-7-0 20-0-0 26-8-0 33-4-0 40.0-0 7 40- 0- 0 / 2 3 4 5 6 7 025 T3 4-12 6-6 3-4 6-6 3-12 3 T 4 I -72-" 2-9-15 1 1 3 8 MX/5-16 MX/5-16 3-8 3-12 3-10 40-M 8 9 /0 11 12 13 88-0� 8-0-0 8-0-0 8-0-0 8-0_0 8-0-0 16-0-0 24-" 32-" 40-0-0 TYPICAL PLATE: 1.5-3 10/23/2003 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: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 ® T R U S S W O R KS A Company You Can Truss l - This design is for an individual building component not thus system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any Chk' SB Dsgnr: SB TC Live 20.00 psf TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11 A Palm DesertCA92211 Desert, . 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 I'- Wood Truss Council of America Standard Design Responsibilities, 'HANDLING 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'Onoftio Drive, Madison, Wisconsin 53719. The American Foresi and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spacing 2- 0- 0 Design Spec UBC -97 Segn T6.4.5 - 7147 8" Jotr'Namll: BREEZE ADOBE Truss ID: A08 Qt 3 Drwg: All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1/8'° = V RG ,.x -Loc REACT SIZE REQ'D TC 2x4 SPP 1650F-1.SE ® Web bracing required at each location shown. UPLIFT REACTIONS) 1 0- 1-12 767 3.50• 1.50• BC 2x4 SPF 1650F-1.58 ® See standard details (T%01087001-001). Support 1 -40 lb TC Live 20.00 psf 2 21- 1-12 1833 3.50• 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 2.62- 2x4 HF - STUD 11-4 Plating spec : ANSI/TPI - 1995 Support 2 -101 lb 75-110 St. Charles pl. ste-11A 3 39-10- 4 662 3.50- O.C.Spacing 2- 0- 0 1.50- WEB 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -36 lb BC Dead 10.00 psf TREQUIREMENTS shown are based ONLY 2x4 SPF 165OF-1.SE 8-2, 6-14 MULTIPLE LOAD CASES. ° This truss is designed using the the truss material at each bearing Loaded for 10 PSF non -concurrent BCLL. PLATE VALUES PER ICBO RESEARCH REPORT #1607. UBC -97 Code. • Install interior support(s) before erection. Mark all interior bearing locations. Bldg Enclosed Yes - TC .FORCE AXE, BND CSI End verticals designed for axial loads only. Drainage must be provided to avoid ponding. Truss Location End Zone 1-2 6 0.00 0.66 0.66 Extensions above or below the truss profile Hurricane/Ocean Line = No , Exp Category C 2-3 -931 0.01 0.66 0.67 (if any) require additional consideration ' Bldg Length = 40.00 ft, Bldg Width = 20.00 ft , 3-4 1095.,0.16 0.38 0.54 (by others) for horiz. loads on the bldg. Mean roof height = 17.27 ft, mph = 80 4-5 1107 0.16 0.37 0.53 UBC Special Occupancy, Dead Load = 17.0 psf 5-6 -1094 0.01 0.65 0:66 6-7 -6 0.00 0.65 0.65 BC FORCE AXL BND CSI 8-9 979 .0.15 0.31 0.46 9-10 '. 535 0.08 0.31 0.39 0-11 -12 0.00 0.08 0.08 1-12 44 0.01 0.09 0.10 2-13 175 0.03 0.36 0.38 3-14 1250 0.19 0.36 0.54 MAX DEFLECTION (span) - L/999 IN MEM '8-9 (LIVE) WEB• FORCE CSI FORCE CSI L= -0.21" D= -0.21" T= -0 2-4 2-4 -153 0.11 100-1-1 2 582 0.20 1-8 -190 0.14 5-12 -1405 0.48 • 2-8 -1093 0.41 5-13 1041 0.36 - - = Joint Locations = 2-9 153 0.07 6-13- -242 0.07 . 1 0- 0- 0 8 0- 0- 0 3-9 555 0.19 6-14 -1307 0.44 + 2 8- 0- 0 9 10- 6 - 0 6- 3-10 -153 0.06 7-14 -189 0.07 3 16- 0- 0 10 16- 0 3-12 "-1573 0.90 8-0-0� 8 0� 4-10_4 11-1-128-0 0 4 20-10- 4 5 24- 0- 0 11 20-10- 4 12 20-10- 4 8-0-0 16-0-0 20-10-4 32-0-0 40-M 6 32- 0- 0 13 29- 5- 0 7 40- 0- 0 14 40- 0-0% / - 3 4 S 6 7 t 0�_ 1IT 141 � s T 5 6-0-0 2-0-01 I SHIP 21-0-0 I i 19-0-0 8 9 /0 /82 13 /4 10-6.0 5-6.0 4-10_4 8-7-12 10-6_0 /@���ES D. a 4"NO.C119m, iorslr� .. Iota ma 10-6-0 16-M 20-10-4 29-6-0 40-M 0 CT 2 3 2003 10/23/2003 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. Scale: 1/8'° = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 ® 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 designmeet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A 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.Spacing 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 Phone (760) 341-2232 1.,'WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Dead 10.00 psf Design Spec UBC -97 Fax # (760) 341-2293 WOOD TRUSSES' - (HIB -91) and'H1B-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 III 119th Street NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.5. - 7148 Job'Name: BREEZE ADOBE Truss ID: A09 Qtv: 1 Drwa: GX-LOC REACT SIZE REQ'D 1 0- 1-12 767 3.50-1.50• 2 21- 1-12 1833 3.5 . 2.62- 3 39-10- 4 662 3.50• 1.50- G REQUIREMENTS shown are based ONLY the Cruse material at each bearing TC FORCE AXL BND CSI 1-2 6 0.00 0.66 0.66 2-3 -931 0.01,0.66 0.67 3-4 1095 0.16 0.38 0.54 4-5 1107 0.16 0.37 0.53 5-6 -1094 0.01 0.65 0.66 6-7 -6 0.00 0.65 0.65 BC FORCE AXL BND CSI 8-9 979 0.15 0.31 0.46 9-10 535 0.08 0.31 0.39 0-11 -12 0.00 0.08 0.08 1-12 44 0.01 0.09 0.10 2-13 175 0.03 0.36 0.38 3-14 1250 0.19 0.36 0.54 WEB FORCE CSI WEB FORCE CSI 2-4 -153 0.11 10-12 582 0.20 1-8 -190 0.14 5-12 -1405 0.48 2-8 -1093 0.41 5-13 1041 0.36 2-9 153 0.07 6-13 -242 0.07 3-9 555 0.19 6-14 -1307 0.44 3-10 -153 0.06 7-14 -189 0.07 3-12 -1573 0.90 TC 2x4 SPF 1650F-1.513 BC 2x4 SPF 1650F-1.513 2x4 HF STUD 11-4 WEB 2x4 HF STUD 2x4 SPF 165OF-1.513 8-2, 6-14 GBL BLR 2x4 HF STUD Mark all interior bearing locations. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. Extensions above or below the truss profile (if any) require additional consideration (by others) for horiz. loads on the bldg. 88-0-0 8-0-0 ®Web bracing required at each location shown. See standard details (TX01087001-001). Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT 111607. Loaded for 10 PSP non -concurrent BCLL. Install interior support(s) before erection. 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 20 psf live load and 10 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. 8-0-0 4-1� 16-0-0 20-10-4 3 44 01 25 UPLIFT REACTION(S) : Support 1 -40 lb Support 2 -101 lb Support 3 -36 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yee Trues Location - End Zone Hurricane/Ocean Line - No , Exp Category = C Bldg Length = 40.0.0 ft, Bldg Width = 20.00 ft Mean roof height = 17.27 ft, mph = 80 UBC Special Occupancy, Dead Load 17.0 psf ===== Joint Locations ­== 1 0- 0- 0 8 0- 0- 0 2 8- 0- 0 9 10- 6- 0 3 16- 0- 0 10 16- 0- 0 4 20-10- 4 11 20-10- 4 11 8.0-0 5 24- 0- 0 12 20-10- 4 32-0-0 40-0-0 6 32- 0- 0 13 29- 6- 0 7 40- 0- 0 14 40- 0- 0 10-6-0 16-0-0 20-10.4 29-6-0 40-0-0 0 C T 2 3 2003 TYPICAL PLATE: 1.5-3 10/23/2003 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. Scale: 1/8" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J2889 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: SB S W O R KS and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnr: SB ` TC Live 20.00 psf -TC Dead 10.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 T R U S A Company You Can Truss! utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any 75-110 St. 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 I'. Wood Truss Council of America Standard Design Responsibilities,'HANDLING 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 I I I 119th Street, NW, Ste 800, Washington, DC 20036. BP C Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf p O.C.S ating 2-0-0 Design Spec UBC -97 Seqn T6.4.5 - 7149 Jobr Name: BREEZE ADOBE Truss ID: A10 Qty: 1 Drw : TC 2x4 SPF- 1650F -1.5E **(PMI=PLATE MONITOR USED -See Joint Report** This truss is designed using the BC 2x4 SPP 1650F -1.5E Plating spec : ANSI/TPI - 1995 UBC -97 Code. GBL ELK 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Enclosed - Yes PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Truss Location - End Zone End verticals designed for axial loads only. Drainage must be provided to avoid ponding. Hurricane/Ocean Line - No , Exp Category - C Extensions above or below the truss profile Top chord supports 24.0 " of uniform load Bldg Length = 40.00 ft, Bldg width - 20.00 ft (if any) require additional consideration at 20 psf live load and 10 psf dead load. Mean roof height - 16.23 ft, mph = * 80 (by others) for horiz. loads on the bldg. - Additional design considerations may be - UBC Special Occupancy, Dead Load = 17.0 psf 0 J 6-0-0 T 2-6-15 T required if sheathing is attached.' (ai 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.. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent racking of the truss under lateral loads. Truss without diagonal web members or adequate sheathing applied to the truss face is designed to support only vertical 1-4� 2-Soad,as no3zBd0 1-4-0 4-0-0 ' 6-8-0 / 1 3 4 J 6 7 � r 01 25 2-4 2-4 =====Joint Locations ===== 1 0- 0- 0 8 0- 0 0 2 1- 4- 0 9 1- 4- 0 3 2- 8- 0 10 2- 8- 0 4 4- 0- 0 11 4- 0- 0 5 5- 4- 0 12 5- 4- 0 6 6- 8- 0 13 6- 8- 0 7 8- 0- 0 14 8- 0- 0 g�EpEO'1gC, 6-0-0 T. 2-8-14 oda. 011991 _W DATC B-0-0 27-10-04-2F 0 OCT 23 2V03 TYPICAL PLATE: 1.5-3 STUB 8 9 10 // 13 /4 STUB 10/23/2003 1 2 2.12 OVER CONTINUOUS SUPPORT "MX" o "H" gauge, All plates are 20 gauge Truswal Connectors unless preceded by for HS 20 gauge for 16 positiondper Joint Detail Reports available from Truswal software, unless noted. Scale: 9/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: Jz889 ® 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 aze to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs 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 Com an You Can Truss l p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise - 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 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. Ste -11A 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 P O.C.S acin 2- 0- 0 P g 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 10.00 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 40.00 psf Seqn T6.4.5 1 7150 Job Name: BREEZE ADOBE Truss ID: All Qty: 6 Drw : RG X -LOC REACr SIZE. REQ'D TC 2x4 SPF 165OP-1.58 Web bracing required at each location shown. UPLIFT REACTION(S) 1 0- 1-12 936 3.50• 1.50• BC , 2x4 SPP 165OF-1.52 ® See standard details (TX01087001-001). Support 1 -93 lb 2 21- 2- 4 550 3.50• 1.50• WEB 2x4 HF STUD Plating Spec : ANSI/TPI - 1995 Support 2 -10 lb 3 25- 8- 4 580 3.50• 1.50• Lumber shear allowables are per NDS. THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -86 lb RG REQUIREMENTS shown are based ONLY PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. This truss is designed using the n the trues material at each bearing Install interior support(s) before erection. Mark all 'interior bearing locations. UBC -97 Code. End verticals designed for axial loads only. Drainage must be provided to avoid ponding. Bldg Enclosed = Yes TC FORCE AXL END CSI Extensions above or below the truss profile Truss Location = End Zone 1-2 4 0.00 0.91 0.41 (if any) require additional consideration _ - Hurricane/Ocean Line - No Exp Category = C 2-3 -2582 0.11 0.43 0.54 (by others) for horiz. loads on the bldg. Bldg Length 40.00 ft, Bldg Width = 20.00 ft 3-4 -2208 0.04 0.42 0.46 Mean roof height , De ft, mph = 80 4-5 -402 0.00 0.33 0.33 UBC Special Occupancy, Dead Load = 17.0 psf BC FORCE AXL END CSI - 6-7 2292 0.34 0.21 0.55 , 7-8 2670. 0.40 0.21 0.61 8-0 1425 0.21 0.56 0.77 , 8-9 1425 0.21 0.56 0.77 9-10 2 0.00 0.51 0.51 WEB FORCE CSI WEB FORCE CSI 1-6 -138 0.05 4-8 941 0.33 MAX DEFLECTION (span) 2-6 -2405 0.98 4-9 -1286 0.40 L/999 IN MEM 7-8 (LIVE) 2-7 366 0.13 5-9 500 0.17 L= -0.23" D= -0.23-1 T= -0 3-7 151 0.08 5-10 -442 0.14 _ 3-8 -639 0.17 - ____= Joint Locations 1 0- 0- 0 6 0- 0 0 ' - 2 6- 0-13 7 8- 0- 0 3 13- 7- 0 8 16- 0- 0 4 20- 0- 0 9 22-.9- 3 6-0-13 7-6-3 6-5_0 5-10_0 5 25-10- 0 10 25-10- 0 6-0-13 13-7-0 20-0-0 25-10-0 2 33 4 J ... 01 2 rJ T 4 -0 -OT 12-" 11 $-0-0 QGT Y i [UUP 10/23/2003 16-0-0 22-9-3 25-10-0 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. Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 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 to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs 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 Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise be in TC Dead 10.00 psf Rep.Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not placed any s 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 from Truswal BC Live 0.00 psf O.C.Spacing 2-0-0 Palm Desert, CA. 9pl. and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output software, 'ANSl/TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 40.00 psf Seqn T6.4.5 - 7151 7- Job: Namb; BREEZE ADOBE Truss ID: Al2 Qty: 1 Drwg: - TC 2x4 SPF 1650F -1.5E. Plating spec : ANSI/TPI - 1995 This truss is designed using the �9 1-4-0 2-8-04-M OVER CONTINUOUS SUPPORT 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: 13/32" = 1' BC 2x4 SPF 1650F -1.5E THIS DESIGN IS THE COMPOSITE RESULT OF UBC -97 Code. WO: J2889 ® GBL BLR 2x4 HF STUD MULTIPLE LOAD CASES. Bldg Enclosed = Yes and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Mark all interior bearing locations. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Truss Location - End Zone are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Dsgnc SB Drainage .must be provided to avoid ponding. Install interior support(s) before erection. Hurricane/Ocean Line - No , Exp Category = C TC Live 20.00 psf Top chord supports 24.0 " of uniform load End verticals designed for axial loads only. Bldg Length - 40.00 ft, Bldg Width 20.00 ft at 20 psf live load and 10 psf dead load. Extensions above or below the truss profile Mean roof height = 16.12 ft, mph 80 Rep Mbr Bnd 1.15 Additional design considerations may be (if any) require additional consideration UBC Special Occupancy, Dead Load 17.0 psf Palm Desert CA. 92211 Desert, re_quired_if-sheathing-ia-attached. b L (by-others)-for-horiz —loads -on -the -bldg. - - 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED - indicates the requirement for lateral Design Spec UBC -97 Fax # (760) 341-2293 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. ' 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. Diagonals may be omitted if adequate bracing designed by others, is provided to prevent - racking of the trues under lateral loads. - Truss without diagonal web members or adequate sheathing applied to the truss Joint Locations----------- face is designed to support only vertical 1 0- 0- 0 6 0- 0- 0 load as noted. 1-4� 1-4-0 1-4-0 2 1- 4- 0 -7 1- 4- 0 � � 3 2- 8- 0 8 2- 8- 0 ' 1-4-0 2-8-0 4-M - 4 4- 0- 0 9 4- 0- 0 - 5 4- 9- 8 10 4- 9- 8 • / ? 3 4 5 - F0 .25 — 2-4 2-4 4-0-0 E t HIP `��D AR 2-s-6 �Q�t�S D. GA,9 11C� rQ �9y r:.„pcATc 4.9-8 21-021-0-8 ,14-2-0 OCT 2 3 2003 7' �11 TYPICAL PLATE: 1.5-3 STUB 6 1-4-0 7 1-4-0 8 1-4-0 /0 ' STUB 10/23/2003 �9 1-4-0 2-8-04-M OVER CONTINUOUS SUPPORT 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: 13/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 ® 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 Dsgnc 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 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Truss I is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in my TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A environment thanwill cause the moisture content of the wood to exceed 19 % and/or cause connector plate cotrosion. Fabricate, handle, install 'Joint ec Live 0.00 psf O.C.Spacing 2- o- o Palm Desert CA. 92211 Desert, and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSI/TPI Phone (760) 341-2232 1','WTCA V- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED BC Dead 10.00 psf Design Spec UBC -97 Fax # (760) 341-2293 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.5 - 7152 Job Name.- BREEZE ADOBE Truss ID: A13 Qty: 1 Drw : RGx-LOC REACT SIZE REQD TC 2x4 SPF 165OF-1.SE Web bracing required at each location shown. UPLIFT RRACTION(S) 1 0- 1-12 844 3.50^ 1.50^ BC 2x4 SPP 1650F-1.SE ® See standard details (TX01087001-001). Support 1 -87 lb 2, 21- 2- 4 863 .3.50^ 1.50- WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 Support 2 -93 lb 3 21- 2- 4 863 3.50-- 1.50^ PLATS VALUES PER ICBO RESEARCH REPORT #1607. THIS DESIGN IS THE COMPOSITE RESULT OF Support 3 -93 lb RG REQUIREMENTS Shown are based ONLY Mark all interior bearing locations. MULTIPLE LOAD CASES. This truss is designed using the n the trues material at each bearing Drainage must be provided to avoid ponding. Install interior support(s) before erection. UBC -97 Code. 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 10.00 psf End verticals designed for axial loads only. Bldg Enclosed Yes TC FORCE AXL END CSI BC Live 0.00 psf Extensions above or below the truss profile Truss Location = End Zone .1-2-4-0-00-0.39-0.39 4,.0...00_0.39-0.39 -(if-any)--require-additional-consideration Hurricane/Ocean-'Lurie NoE'xp Category C 2-3 -2183 0.04 0:50 0.54 BC Dead 10.00 psf (by others) for horiz. loads on the bldg. Bldg Length - 40.00 ft, Bldg Width =. 20.00 ft 3-4 -1522 0.02 0.50 0.52 TOTAL 40.00 psf Seqn T6.4.5 - 7153 Mean roof height = 16.08 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf BC FORCE AXL END CSI 5-6 1987 0.30 0.18 0.48 6-7 2115 0.32 0.18 0.49 7-8 3 0.00 0.11 0.11 WEB FORCE CSI WEB FORCE CSI 1-5 -139 0.05 3-7 -775 0.21 2-5 -2086 0.83 4-7 1641 0.57 2-6 246 0.09 4-8 -819 0.25 3-6 125 0.04 I 4-04)-F 2-0I -0 1 6-0-13 6-0-13 7-6-3 13-7-0 77-9-0 21-4-0 MAX DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.14" D= -0.14" T= -0 ===== Joint Locations .-= 1 -- 1 0- 0- 0 5 0- 0- 0 2 6- 0-13 6 8-'0- 0 3 13- 7- 0 - 7 16- 0- 0 4 21- 4- 0 8 21- 4- 0 10/23/2003 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. Scale: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit' 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 TC Live 20.00 psf DurFacs L=1.25 P=1.25 utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company You Can Trussl is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 psf Rep Mbr Bnd 1.15 75-110 St. Charles pl. ste-11A 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.SpaCing 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', 'ANSUPPI Phone (760) 341-2232 1.,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' BC Dead 10.00 psf Design Spec UBC -97 Fax # (760) 341-2293 - (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 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.5 - 7153 Job -,Name: BREEZE ADOBE Truss ID: A14 Qty: 1 Drw : WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 TC 2x4 SPF 1650F-1.SE •*[PM)=PLATS MONITOR USED -See Joint Report-* This truss is designed using the BC - 2x4 SPP 1650F-1.SE Plating spec : ANSI/TPI - 1995 UBC -97 Code. TR 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 GBL ELK 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Enclosed = Yes TC Live 20.00 psf DurFacs L=1.25 P=1.25 PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES_ Truss Location = End Zone environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install brace in 'Joint BC Live 0.00 psf . _ Install interior support(s) before erection'. Mark all interior bearing locations. Hurricane/Ocean Line = No , Exp Category = C Phone (760) 341-2232 End verticals designed.for axial loads only. Drainage must be provided to avoid ponding. Bldg Length = 40.00 ft, Bldg Width = 20.00.ft CONNECTED WOOD TRUSSES' - (HIB -91) and -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The and - 4 Extensions above or below the truss profile Top chord supports 24.0 " of uniform load Mean roof height = 16.08 ft, mph80 =17.0 Seqn T6.4.5 - 7154 (if ,any) require additional consideration at 20 psf live load and 10 psf dead load. DEC Special Occupancy, Dead Load = (by others) for horiz. loads on the bldg. Additional design considerations may be psf ' 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. ' Diagonals may be omitted if adequate bracing - - designed by others, is provided to prevent - racking of the truss under lateral loads. Truss without diagonal web members or =1= = Joint Locations = adequate sheathing applied to the truss 0- 0- 0 19 0- 0- 0 face is designed to support only vertical 2 1- 4- 0 20 1- 4- 0 load as noted. 3 2- 8- 0 21 2- 8- 0 4 4- 0- 0 22 4- 0- 0 5 5- 4- 0 23 5-4- 0 _ _ _ 1.4-0 2_g 0 2_g p 2.8 p 2-g 0 2-8 0 2-8-0 2.8.0 6 6- 8- 0 24 6- 7 8- 0- 0 25 8- 8- 0- 0 0 ' 1-4.0 4.0-0 6-8-0 9-4.0 12-0.0 14-8.0 17-4.0 20-0-0 8 9- 4- 0 26 9- 4- 0 9 10- 8- 0 27 10- 8- 0 - 10 12- 0- 0 28 12- 0- 0 1 2 3 4 5 6 7 8 9 /0 1112 13 14 15 16 1718 11 13- 4- 0 29 13- 4- 0 - 12 13- 7- 0 30 14- 8- 0 -0� 13 14- 8- 0 31 16- 0- 0 14 16- 0- 0 32 17- 4- 0 15 17- 4- 0 33 18- 8- 0 • 16 18- 8- 0 34 20- 0- 0 T T 17 20- 0- 0 35 21- 4- 0 18 21- 4- 0 4 S=3-4 3 T I 4-0-0 L 1111 SHIP 2.5-4 ��CJD Q� 5-5 2-4 19 20 21 21 23 24 25 26 27 28 29 30 31 32 1-4-0 1-8-0 2-8-0 2.8.0 2.8.0 1-8.0 2-8-0� 1-4.0 4.0.0 6-8-0 9.4.0 12-0.0 14-8.0 17-4-0 2-4 18~- 33 3435 STUB 2-8-0 10-0.0 TYPICAL PLATE : 1.5-3 2 10/3/2003 OVER CONTINUOUS SUPPORT L 1 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: J2889 This design is for an individual buildingcomponent not tniss system. It has been based on specifications provided by the component manufacturer Chk' SB and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions TR U S S 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 A Company You Can Trussl utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or Floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 20.00 psf DurFacs L=1.25 P=1.25 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 10.00 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 brace in 'Joint BC Live 0.00 psf O.C.Spacing 2- 0- 0 Palm Desert, CA. 92211 and this truss accordance with the following standards: and Cutting Detail Reports available as output from Truswal software, 'ANSIrrPI Phone (760) 341-2232 I.,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE 'HIB BC Dead 10.00 psf Design Spec UBC -97 Fax # (760) 341-2293 CONNECTED WOOD TRUSSES' - (HIB -91) and -91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The and American Forest Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.5 - 7154 Job,,Name: BREEZE ADOBE Truss ID: Al Qty: 1 Drw : jF pn - TC 2x4 SPP 1650F-1.SE -�[PM]=PLATS MONITOR USED -See Joint Report— This truss is designed using the - - - BC 2x4 SPP 1650F -1.5B Plating spec : ANSI/TPI - 1995 UBC -97 Code. ` • - GBL ELK 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT•OF Bldg Enclosed = Yes PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Truss Location = End Zone - End verticals designedforaxial loads only. - Drainage must be provided to avoid ponding. Hurricane/Ocean Line - No , Exp Category - C Extensions above or below the truss profile Top chord supports 24.0 " of uniform load Bldg Length = 40.00 ft, Bldg Width = 20.00 ft . (if any) require additional consideration at 20 psf live load and 10 psf dead load. Mean roof height - 15.98 ft, mph 80 - (by others) for horiz. loads on the bldg. Additional design considerations may be UBC Special Occupancy„ Dead Load =.17.0 psf ,. - required ifsheathingis attached. Rep Mbr Bnd 1.15 -. [+] indicates the requirement for lateral 75-110 St. Charles pl. ste-11 A - bracing (designed by others) perpendicular - .. • to the plane of the member at 63 -intervals. Design Spec UBC -97 Phone (760) 341-2232 ' Bracing is a result of wind load applied -, Fax # (760) 341-2293 - y - x to member.(Combination axial plus bending).: Seqn T6.4.5 - 7157 This truss requires adequate sheathing, as - - - '- designed by others, applied to the truss - face. providing lateral support for webs in - r - - the truss plane and creating shear wall, - action to resist diaphragm loads. Diagonals may be omitted if adequate bracing - - - designed by others, is provided to prevent racking of the truss under lateral loads: - Truss without diagonal web members or - _ int 'Locations = . adequate sheathing applied to the truss - 1 - 0-- 0- 0 12 0- 0 • - face is designed to support,only vertical 4- 2 1- 4- 0 13 1-.4- 0 - 1-4-0 1-4-0 1-4-0• � 1-4-0 114V as ng1Wd. 1-4-0 1-4-0 1-4-0 3 2- 8- 0 14 2- 8- 0 1-4-0 2-8-0 4-" 5-4-0 6-8-0 8-" 9-4-0 10-8-0 12-" 4 4- 0- 0 15 4- 0- 0 5 5- 4- 0 16 5- 4- 0 6 6- 8- 0 17 • 6- 8- 0 / r 3 'd J 6 7 8 9 ha -7 8- 0- 0 18 8- 0- 0 - 8 9- 4- 0. 19 9- 4- 0 �- 9 10- 8- 0 20 `10- 8- 0 - - 01 25' 10 12- 0- 0 21 12- 0- 0 + - - 11 12- 6- 0 22 12- 6- 0 3-4 4-0-0 T 4-0 P ,�D ��y'r T - 2-0-0 2-3.1 v l 1 fu X1 4 2-4 2-4 I ll 1 V jF pn 12-6-0 27-6-0 0 C T 232003 TYPICAL PLATE: 1.5-3 /2 /3 /d /s 16 /7 /8 -0 /9 20 M STUB 1-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 14-0 14-0 10/23/2003 •Ql6 CONTINUOUS SUPPORT 1-4-0 2-8-0 4-" 5-4-0 6-8-0 8-" 9-4-0 10-8-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: J2889 ® 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 to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs 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 YCT�ussl p you an 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 10.00 Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any psf 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.Spacing 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 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 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 40.00 psf Seqn T6.4.5 - 7157 Job'Name BREEZE ADOBE Truss ID: A16 Qty: 6 Drwg: RG X -LAC. REACT SIZE REQD TC 2x4 SPF 1650F -1.5E Plating Spec : ANSI/TPI - 1995 UPLIFT REACTION(S) ' 1 0- 1-12 500 3.50" 1.50° BC 2x4 SPF 1650F-1.SE THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -68 lb 2 12- 4- 4 500 3.50• 1.50" WEB 2x4 HF STUD MULTIPLE LOAD CASES. Support 2 -68 lb RG REQUIREMENTS shown are based ONLY Drainage must be provided to avoid ponding. PLATE VALUES PER ICBO RESEARCH REPORT #1607. This truss is designed using the m n the truss aterial at each bearing. End verticals designed for axial loads only. Gable verticals are 2x 4 web material spaced UBC -97 Code. environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint from Truswal BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Extensions above or below the truss profile at 16.0 "O -c- unless noted otherwise. Bldg Enclosed = Yes Design Spec UBC -97 Phone (760) 341-2232 BND CST (if any) require additional consideration Top chord supports 24.0 " of uniform load Truss Location End Zone TC FORCE AXL 0.43 (by others) for horiz. loads on the bldg. at 20 psf live load and 10 psf dead load. Hurricane/Ocean Line - No Exp Category - C 1-2• 5 0.00 0.43 - Additional design considerations may be Bldg Length - 40.00 ft, Bldg Width 20.00 ft 2-3 =720 0.00 0.43 0.43 required if sheathing is attached. Mean roof height - 15.98 ft, mph s0 - I+] indicates the requirement for lateral UBC Special Occupancy, Dead Load 17.0 psf BC FORCE ARL END csi bracing (designed by others) perpendicular 4-5 921 0.14 0.19 0.32 - to the plane of the member at 63"intervals. 5-6 2 0.00 0.16 0.16 - - - Bracing is a result of wind load applied WEB FORCE CSI WEB FORCE CST to member.(Combination axial plus bending). as 1-4 -135 0.05 3-5 786 0.27 _ This truss requires adequate sheathing, " 2-4-967 0.79' 3-6 -477 0.17 - designed by others, applied to the trues 2-5 -268 0.06 - face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. MAX DEFLECTION (span) • L/999 IN MEM 4-5 (LIVE), L= -0.08" D. -0.08". T= -0 6-0-13 6-5-3 _ _= Joint Locations=- 6-06-0-13 12-6-0 _ 1 0- 0- 0 4 0- 0-0 _ _ - 2 6- 0-13 5 8- 0- 0 3 12- 6- 0 6 12- 6- 0 Z 3 O( 25 HIP Is 2-3-1 \S.�Eo Ni�y�r 1 Uo. c,1 ,014-1 MINI TYPICAL PLATE: 3-4 4 - 8-" 5 4-6 6i STUB L © 8-0-0 12-6-0 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 13/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: J2889 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: 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 to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads TC Live 20.00 psf DurFacs 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 bonom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise This be in TC Dead 10.00 psf P Re Mbr Bnd 1.15 P noted. Bracing shown is for lateral support of components members only to reduce buckling length. component shall not placed any rIQS pl. Ste -11 A Charles 75-110 St. Cha environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint from Truswal BC Live 0.00 psf O.C.Spaeing 2- 0- 0 Palm Desert, 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports mailable as output software', 'ANSI/TPI I'.'WTCA I': Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and l-I[B-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 A9adison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW, Ste 500, Washington, DC 20036. TOTAL - .40.00 psf Seyn T6.4.5 - 7158 RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT E1`3 HAVE HAVE THEY BEEN 1NEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON THE Col, -NEC TIONS FROM THE RESPONSE i TNE. THE1 T.I„. t }LUC'1'UItE 7:'0 S UCH LOADS . I`L' ). S RECO}f 'i'SIN THE APPRGV.AL OF 'PFIE 1'ROJL•'C1' ENGINEER OR ARCHITECT BE OBTAINED �i-ENDED USING THESE DETAILS. BEARING REQUIREMENTS SHOWN ON SPECIFIC TRUSS DEBEFORE SIGNS MUST BE SATISFIED, INCLUDING CONNECTIONS FOR UPLIFT REACTIONS. TRT1Cc rn*imnr.,,r .. - --- - - -���• iv cr.•TERIOR BEARING WALLS TRUSSES @ 24" O.C..(TYP.) 1 I® A f 0 rr M ,w - BLOCK _ BLOCK STUDS @ A L 16" O..C. (TYP.) BLOCK BLOCK 1 –' .t--- TOP PLATES SECT. A PROCEDURE: 1 TOE -NAIL BL' OCK 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 DETA!a3=Mmu- SPECIFICATIONS. Z TRUSS (TYP.) TRUSS CONNECTION TO INTERIOR BEARING WALLS 'X' vBRACING,� _ i� n - �� Q Q -- ..----1f�----__-•- ! -� �- B-1_.- O TRUSS C,'� � Lu S At��y" END VERTICAL RUN * u ,1G 13112 � THROUGH TO BEARING. 10 005 EXP:OASE Q2 s o WALL MUST BE AT HEIGHT SPECIFIED ON THEDESIGNDRAWING OR i MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH EACH TRTJSS iiu i? :QUI�i.Ea Alf ENDS OF `!!HE BUILDING - ✓ � �iJ' `iJ (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. A '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 WILLS WA -LL pERPENDICHL.1+R TO TRUSS , - - — --- ' 77I BOT CHORD B 2X TOP PLATE 1-16d COMMON NAIL OR SECT. B SIMPSON STC (OR EQUIV.) TRUSS CLIP FILE NO. CD -1 DATE: 9/10/92 REF.: L PARALLEL TO TRUSS 2X4 BLOCKING BOT CH C 2X SECT. C TOP PLATE 7 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV. (TP. TRUSS CLTP DES. BY: L.M. CK. BY: i OVIAL W ®Si�Si�/LS RECOMMENDED CONNECTION DETAILS THESE DETAILS ARE INTENDED TO SHOW MINIMUM REQUIRED CONNECTIONS RECOMMENDED BY TRUSWAL SYSTEMS. THE DETAILS DO NOT REPLACE OR SUPERSEDE ANY DETAILS SPECIFIED BY A PROJECT E2131NEER OR ARCHITECT ON A PARTICULAR PROJECT, NOR HAVE THEY BEEN ANALYZED FOR SEISMIC AND WIND FORCES ACTING ON T _ TIONS FROM THE RESPOT7SE 01' Tiii]. S RUC'I'URL: TO SUCH LOADS . ]:']' IS RECOCONNDED J JiA'I' THt. A:Y1'ROVAL OF THE PROJECT ENGINEER OR ARCH]:TEC7' 13E OBTAINED BEFORE USING THESE DETAILS. BEARING REQUIREMEN'T'S 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 a BLOCK W QS L •STUDS @ 16" O.C. A (TYP.) PROCEDURE: BLOCK .�-- TOP PLATES SECS A -A Zz 1 TOE -NAIL BLOCK 1'O TRUSS WITH 1=16d COMMON ]ljAIL,. 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 S BLOCKS MAY BE ATTACHED TO TOP PLATE WITH SIMPSON A35F (OR FRAMING ANCHORS. SPECIFICATIONS. S SEE MANUFACTURER'CATALOG FOR DET TRUSS CONNECTION TO INTERIOR BEARING WALLS ' X' BRACING, �.-. B . C . O.F. USS OR ---- -y�- END VERTICAL RUN THROUGH TO BEARING. WALL MUST E AT HEIGHT SPECIFIED ON THE DESIGN DRAWING OR MUST BE SHIMMED TO THE CORRECT HEIGHT. USE 2-16d COMMON NAILS TOE -NAILED INTO THE TOP PLATE THROUGH FACH-TRUSS l�QUIRED A'1• L14DS OF THE BUILDING 'X' (OR WALL) AND AT A MAX. OF 16' INTERVALS ALONG WALL. BRACING IS MIN' 2x3 MATERIAL WITH 2-8d NAILS EACH END. BLOCKING SIMILAR TO EXTERIOR WALL DETAIL IS RECOMMENDED'. �•��� %..vNf4rk- 'IUN TO NON-BEARING PARTITION WATI:S wAL1PL•'}tl?F'NDICUL.Iilt ']'O TP.USS _.---__-`__-•-- ---- --- - FALL BOT CHORD B 2X TOP PLATE 1-16d COMMON NAIL OR SIMPSON STC (OR EQUIV. FILE NO. CD -1 DATE: 9/10/92 REF.: SECT. B TRUSS CLIP DES. BY: L.'M. CK. BY: C, BOT BOT CHORD TRUSS (TYP.) �I1�°Cj1,J5s �p13 00 � * ExP�ga�E Q� s �� A PARALLEL TO TRUSS 2X4 BLOCKING BOT CH C 2X SECT. C TOP PLATE 1-16d COMMON NAIL OR 24" O.C. SIMPSON STC (OR EQUIV. (T`'P•) TRUSS CLIP IM111111111I 1 GATE HIP FRAMING DETAIL 1/21/98 I. 2x4 POST ATTACHED TO EACH T'r,USS PANEL FOINT AND OVERIIEAD PURL!N. 2. 2x4 NI IIF OR N2 OF PURLINS 4' - 0 O.0 I' ]. 2x4 91 IIF OR N2 OF CONTINUOUS STIFFENER ATTACHED TO POST. 4. }IIP TRUSS #I SETBACK FROM. END WALL AS VOTED ON TRUSS DESIGN. 5. EXT�N,)ED END JACK T01• CliORD (TYPIC,:.) 6. COMMON TRUSS. 7. }TIP CORNER RAFTER. 8. Ixq CONTINUOUS ! A,-ERAL BI.:\GING. b 9. EXTENDED BOTTOM CFIORD. /I ozk- I iull t% LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDINO DESIG,fLR. WAR14ING Read at/ notpa on this a'Teet and give a copy o/ R to the Erecting Contractor, TnO ee:I��n u la an mol.ay..• Oubmp COmpm.r+. n ws ollan Oaslro on spo-w.aoons oro•4.o by in. co npOnenl mano=a an0 oen. n ®® ` acco:u"nce "in In* wrr ent . « Uu11 of TPI Ono AF %t oayn stanoaro s. No resrrn w.rf , as. ,neo to, om.ns-w accu acy Omew;ru o. rrryyy��� IO Cc rui•".0 by In. COmppn.nl menu dClur.r -,L,+' —td..p o.arpn.r pny 101:4.IU4Cn Th. UUIIU,np U.'", •n-.. .ac.'lan ll.l In. part' ut ��: ..I -t'1 VIII o.s 1pn meN G ..4.w In. kaeornp .n11 -W Uy In. k-1 Uullalnp cu:.. :1 i; .l v—d Inv 11.. IOU cl,OiJ n W.Iwly OraC.O 'f pt' T roof reysr sneammp as If., x:1om cnoro Irpr.:..y olae.11 Of . np.l Mum..:.; mIIle:..l oe.etty altknw. onto. utt r nolw 3r ©�yy WC 0 for ..,.,at wppon of cc:npo--I. —1011; I,.q 10 rwon OUCs11np bnpin in. W np--t snail na W OU4. n any v1..orrll.h b'" v.� .._� �� ^'11 G—. Ne molsln. COnja , 4f In.,.000 ..Ce.o ;Gl sn1UOr Uua. cw,nlltlp 0.11. C4•rol.in Falrrr,;afe. hanole, — aY arlo b.4 IIW VWe n IttUSWAL SYSTEMS CORPORATION Accu -tree —in the Ioilo. n', Uanp arOc 'THUSCUV'AANUAL' by LmreL'OUA(lf"f C )N IAOL ST.UIUAAO FOR METAL PLATE CONNECTED WOGO TRUSSES'' (OST.pd).'HANOLINO INSTALLrr� Ano BRACING METAL PL\iE COr1NECTEO WOOL) TRUSSES • (HIB.p1T arW '1.18-a1 SUI,.MARY SHEET' by TPI. Tna Lma PiMe Inalnut, „Pll U touted') 54300-h,4 ot-, N&o.tGO• W13Cwsn 53715. Thi AmaalcaO For a aa4 Pao` '4'1 l.lon (AFPA) Is 10 Iw of 1250 Coria -,, A,., MN, Sle 2p0. Wa.inu'.)1>n, 7C 20036: SUPPORT REQUIRED EVERY 4'-0" MAXIMUM. A TYPICAL END JACK WITH VARYING TOP CHORD LENGTHS. HIP GIRDER (ONE OR MORE PLY). 48 MAX - — B_ HIP TRUSSES 0 WEDGE OR BEVELED TOP PLATE UNDER JACK TOP CHORD GYfENSIGNS. FOR WEDGE, USE (2) 10d TOE -NAILS EA. FOR TOP PLATE, NAIL W/10d 6.O.C. INTO TOP CHORD OF HIP GIRDER. 41 rL T+7P CHORDS OF END. JACKS WHERE THEY CROSS SUPPORTING MEMBERS. 1. FOR REACTIONS OF 300# GR LESS THE TOP CHORD MAY BE TOE -NAILED TO THE SUPPORTING MEMB";R WITH (2)10d NAILS. 2, FOR REACTIONS GREATER THAN 300111, THE DETAILS BELOW MAY BE USED TO PROVIDE ADEQUATE BEARING SUPPORT. 3. SIZE OF WEDGE, BRACE OF: BEVEL CUT IS DETERMINED BY THE REQIJIRED BEARING AREA (OR LFNG': H) AS SHOWN ON THE INDIVIDUAL TRUSS DESIGNS. 4.. FOR EACH DETAIL BELOW! T HE TOP CHORD MAYBE TOE -NAILED TO THE SUPPORTING MEMBER WITH,(2) IOd NAILS. 3. UPLIFT REACTIONS, IF THEY EXIST, MAY REQUIRE ADDITIONAL CONNECTION CONSIDERATIONS IF THEY EXCEED THE VALUE OF THE TOE- NAIL CONNECTION. 6. OTHER OPTIONS MAY BE USED AT THE DISCRETION OF THE BUILDING DESIGNER. . REFER TO OTHER DETAIL`; FOR SPECIFICATIONS RELATING TO A HIP SYSTEM THAT ARE NOT SHOWN HERE. DETAIL OPTIONS CONNECTION OF LATERAL BRACE IS BASED ON BRACE FORCES DETERMINED BY THE BUILDING DESIGNER. 40TE: BEVELED LEDGER MAY BE USED INSTEAD OF DETAILS SHOWN ABOVE. LEDGER MAY BE ATTACHE[ rO EITHER FACE OF TRUSS WITH 10d NAILS. SPACING OF NAILS IS DEPENDENT ON LOADING CONDITIONS >ND SHOULD BE DETERMINED BY BUILDING DESIGNER. THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATIGN �® ®i SHOWN ON Y. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIAiI,_AR ,T aP DETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE'ADEQUACY OF THIS DETAIL IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT ,__®E_`� A si rm APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILITY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY. END OF LATERAL (BR'CF MAY OVERLAP WITH TRUSS CHORD - NAIL CHORD TO FACE OF BRACE WITH (2) 10d) 0 BEVEL CUT ON TOP CHORD OF TRUSS C- "SIl ,i ;AkY' TOP CHORD MEMBER. NOTE THAT HEIGHT OF TRUSS MUST ALLOW r� AR/��/� FOR THIS. GAq F� Q Lu = C��gg1 U N Gj3A Sr P� DATE: 8/25199 � HJ -1 J REF: HJ- 1,1 PRESSURE BLOCKING DETAIL FOR END JACK -BOTTOM CHORD UP TO 10'-0" AT HIP NO. l WITH CEILIN 3 LOAD OF 5 PSF [IF . TF HIP NO. i TRUSS j RESSURE BLOCK PRESSURE BLOCK l ITH 4-16d NAILS 3-lOd 3-106 SIDE VIEW \ WITH 4-16d NAILS 1 3-10d BOTTOM CHORD 1 ' OF 2'-0" O.C. TYPICAL HIP NO. 1 TRUSS _END �a'� PRESSURE BLOCK PRESSURE BLOCKING DETAIL FOR END JACK -BOTTOM CHORD UP TO 10'-0" AT HIP NO. l WITH CEILIN 3 LOAD OF 5 PSF [IF . TF HIP NO. i TRUSS j RESSURE BLOCK PRESSURE BLOCK l ITH 4-16d NAILS 3-lOd 3-106 SIDE VIEW \ WITH 4-16d NAILS 1 3-10d BOTTOM CHORD JACK OF 2'-0" O.C. TYPICAL HIP NO. 1 TRUSS _END �a'� PRESSURE BLOCK 3-10d ARc6, . . NOTE: ATTACH 2X4 DOUG FIR PRESSURE'BLOCK TO BOTTOM CHORD OF HIP NO. I WITH 4-1.6d NAILS. BOTTOM f`s C -!r � Llit CHORDS = j19g1 G OF END JOINTS ARE ATTACHED WITH 3-1 C!c': .. ¢:l� NO. NAILS AT EACH END OF THE' PRESSURE BLOCK. p -�EXp. E n �qTF OF ��'' Dr03 kp(� l PLATE COOE SPACING OArE 1 _ .. _..........._ TW20 UBC "BC NA 5/15/97 .I aCl Is nrE nE 5•'0u5IBllftr Or OngnS in aSCE^I+1" I,r,t Iw Iw I a l Uf- o ( l0•05 U+aIICO 01 IS o(Slc„'•FE 0 [rC((p 1,4 0 10aU5 Iw OSEO Ot n{ n SIaUC II/''f. .,� 1•IE LI',E LO.OS IwO:S•0 Br 1'4 LOC•1. BUI1011'r, C00( 0- I;InnIC•C tlC n(COapS, r10 PE Sn01S 1 Illl, 15 aSSWEO %)^ ')I••C'IS'10"•l •CCL^,C• Ealri all r"I nn U'n'iflOn 10 taBa1C+IIOrr (Qrn ICC IG•� a 1FES 5101,1 I?E In;;S1•t 16, IG. Oa 70 OaGE ,S Sa(C II 110 ICa ri 0,1 u•Ll CDwnlr _.+I Ir nq OUali" COrFl ap( wa,1U•l' Or t,4 I^USS -E, 1( Ins, III)I( Irr 11 a40 r USw1. Im1SCnw vu,ll AE ql ?u RES 'q1 3,:'EC Ir1Ul1. OESIOn•CP.0 'n( IO aE E0,1.11, 01',iofo A. OE,rO, s Si'f CI•l T RU%"LIn 0'4T lalEny Bn'CI,IU ^C VJ'LFO 0' I„OIc IOU•l IaIr:S r�Bf^6 1.15 1101 1.0 0•' I'IS O.".ln0 Ilf ir, a�.UwrS uq Ip:, _1010 IO PF C01•I :�10USI• H^i(FO Br. q.,..t..1i,G IP&I c: 0n,(orl Sr S''Ilp r..fm „nIS I :Ilf .1 :; InG IS 'nnl LIC: n!nlC 11 , 10 I:'E 001 Ipr 0,010 11 ,yl Bi 5^,C10 '1 l"'I rv, .1 •'U' 1'C1101•'r. tnl:55lS aul C•UI:i',fu 10 S(E- 1101E 551^"q n:'+IC! ^CG•^01„6 I1,.rqurn, rnf C110•r hM&M; ( I�/�UI E��Y/ Il�i,r�l'lal.Cll„G Irr: 4:.II” IS r(ra 1, nC I Ilk 10 n1r':I ..: rpnrE Il ,"0 .00-1„711(. ar rin 10 •BnaC l"r, •7C'1 rW5515 (nwwl l'1.1• UMG/ rRU5Wnl5'�SiEMSCORPORArION CA ,1p ^f CU wrup'I10",- hall n(nr CO•11 U, 10'1 rar fII.I 1-1ICf on 110 onpmo ri1;0 fMU10". CI .'n, 1111.^IOn Br .n 11U 10&110"5. (,•rr ll C',f a5, arp IM C'T.ap< ,,. I„E 'NSS i0 on(.1 •” l.oapaE6 51 51 Ll Ilrl'S;rS s". n „ '•n0U Iu 1(1.1 1) 171 uul: Un UUSEOICO�hq�lpn0a l•, ' ' nl"(1101-(11 •.I ,. +,1 Uv5[ 1,.0 '•015'1^( CO•,'t„' pr 1..( C•wBE= •E” ,Et(Sn, •a •. IS 6E1r Cif 1(a�l"E0 E' JUIl lC IOU; .r '! IU'i0'I Or FcnEaIE,+C[ awU .nnCO^^0510^ [ l 0 E IS 01115101 I.4 5C0°E ow CS"o"Slelt., • 0, r•U5•'•l Job Vame:.STANDARD HIP RAID ITR 8' SETBACK Truss ID: RAF -4 Qty: 1 Drwp,: —� 1 G -72--A � 4.9s" 1.50" . 2 11- 2-11 761 1.50" 1.50" SLIDER 2x4 FL p1 R Bt r. PLATING BASED CN GREEN LL13ER VALUES. 3-54 IO -3-12 PLating spe ANSI TPI - 1995 THIS DESI(3� iS THE CCM°O:1TE RESULT OF MJLTIPLE LOAD CASES. PLATE VALUES PER.ICB] RESEARCH REPORT 41,107. Permanent bracing is req -tired (try others) to pfev t rOtaticn/tc�c, I.-.-'xq�. See HIB-!? and Pi TPI -1995; 10.3.4.5 and 10.3.4.6. 2-9-15 t 3 7 UPLIFT REACTION(S) support 1 -12•:6' ��poct 2 -10rf; This truss is asiq-.xl using the LLJOgC-97 Code. Bltlg,EncL =Yes, Fix/ Zone = No Hurricane Ocean Lira = No , ETCategorryy = C Bldg L h = W.0itt, Bldg tdth = 30.ODft, Maar roo height = 18.32ft, MPH = TJ CLassificatim = 4. Dead Loed = 12.0 psf LOAD CASE N1 DESIGN LOADS Dir . L.PLf L.Loc R.PLf R.Loc LL/TL TC Vert .0 0- C- 0 142.3 9-10-13 S3 TC Vert 30.0 9 -IL-13 30.0 ^:1- 5-12 .53 II-1-1� . 11-I-12 i� 6 2-I1-5 4.1.1 S'T P ARCy�T A,`4 p GqA` t 1/2" GAP MAX Q C7 Q , LI1 = A(3( 3A 0 N 5 — 4 5/99: Truswal Systems Plates are 20 ga. unless shown by 1118"(18 ga.) or \� "H"(16 �0 Scale: 5/16" = 1' a.), positioned per Joint Report. Circ Led plates and false frame fates are ositioned as shown above. W lNING Read all notes on this sheet and give a copy of it to the Erecting Contractor: TBF: 29.3 u0: LI ® This design is for an individual building component. It has been based onspecificatipns provided by the compcnen: manufacturer anal dune ,.. Chk: -11,10 Customer Name: TRUS�{� ]�T '� accordance with the current versions of TPI and AFPA design sisoda ids. No responsibility is assumed for dirr., ,tonal accuracy. Dim,cnsiom arc w be verified by the component manufacturer and/or budding designer prior to fabrication. The buiicing designer 0-x0 ascertain that the !: ;da utilized on Dsgnr : -'!C = 5 " v L this design meet or exceed the loading imposed by the local building code. It is assumed dial the top chord is arcr!iy braced by the .- of or Flwr TC Live 16. 10 DurFaes L=1.25 P=1.25 tszszm SYSTEMS sheathing and the bottom chord is laterally braced by a rigid sheaC7iag material directly attached, unless other,i- Z -d. lacing shoe u fur lateral psf support of components momberi only to reduce buckling length. This component shall not be pl2ccd in any crr conment that will cauac she moisture TC Dead 14.0 Osf Rep Mbr and 1.00' 4445 Northpuk Dr., Colo Surital, CO 80907 content of the woW exceed 19% and/or cause connector plate corrosion. Fabricate, handle, instill and bract this trues in accordar!ce hath the follo viz- standards: "iRUSCOMMANUAL', by Truswal, 'QUALITY CONTROL STANDARD FOR METAL PLATE CONNECTED WOOD -TRUSSES' -- BC Live .0 psf 0. C . $pe' c i ng 2- 0- 0 (QST -88), 'HANDLING INSTALLING AND DRACINO METAL PLATE CONNECTED WOOD TRUSS;:S' • (IIID -91) and 'H13-91 SUMMARY BC Dead 10.0 psf Design Spec UBC -97 Tp5.0 Version 09.30.98 SIICIET' by TPI. The Trues Plate Institute (TPI) is Inc-ated at 583 D'Onufrin Drive, Madison. %Viscomin 537iS. The American rorc:! and Paper Association (AFPA) is located 1250 Connecticut -- c Defl, Ratio: L/Z4O TC: L/18J at Ave. NW, Sic AV, Washington, DC 20036. TOTAL 4O.0 osf 'i `I �1 �i ;.I NOTE, Vcnt Ulocks may be omitted -'here no vent is rcquirtd. U•]4, T•]4 Si F.11e too. .C,SIc End Truas r,vr�.t coti �a cT ons ,, ,.cy ....... .-..p roti ,, ,..1 ,,, �,.... ..�.._, ....-,_—.;.�.. ., ,,.,.o-. .»r ,< w. «... -ri:i �.ti..,r.. :�rrno.�.n: �.. .. .o...��. .—mow TRU E•JVA L - ANA>t U N S. U._.r ...w. r.<. oY... e, n" .a'. 1_. �._,o ..... ,_„...+., ...rr.�,•b•.. r..,�... . _ �.. ..rr•..,, -nrs...... ..—o�A.wuv ..ry,,.,....•.w,...,... .... _ c n.«ot.cc.. lo.rurtw.cKi o..... .., R nJ E L « .. ,.. ,,,00. �.. ...rc.�o.nn.,c, DEiROi ATl-.Ar-l: O o. 't m ) I O F- U• < T Varlea to suit vent or outlooker {Cutout for 2x4 laid flat (Spacing per bullding lansi '1 ` lxt Add-on with 8 n. it s at 16' o, c. (by buildcr) "OFF STUD`>_UTOUTS . "ON STUD"CUTOUTS DETAILS FOR 2 x 4 OUTLOOKERS Altcrnatc Smd Connccticn v,tth Stapl . \fC Conn e:: ton DESIGN ?417. TYPICAL CA ULE END TRUSS 8 l Ii4"icng D-2. 5/1 - T-] I or cqu.al Cutout for 2x4 laid flat 12 'l afleS 0-34, T-34 GAI1:_', END TRUSS Q h 2-16d nail %-A� R y I �\ _ TRUSS A � � HiQ, S G �> � � � 0- 2-16d-Wait'A- LLJ .TrusS = 1199,. I ?\cc G112��5 4K A, Qp�E � !i o 1 4s AXP o� 2-i6d nails^+ t I': i` 171- 'OF 10 ji A Pl&tt LIr AA 1 GLE END DRA'CI F.11e too. .C,SIc End Truas r,vr�.t coti �a cT ons ,, ,.cy ....... .-..p roti ,, ,..1 ,,, �,.... ..�.._, ....-,_—.;.�.. ., ,,.,.o-. .»r ,< w. «... -ri:i �.ti..,r.. :�rrno.�.n: �.. .. .o...��. .—mow TRU E•JVA L - ANA>t D►le l2ii/li Rcf: Dc s. Dy: JN CK. 0y: U._.r ...w. r.<. oY... e, n" .a'. 1_. �._,o ..... ,_„...+., ...rr.�,•b•.. r..,�... . _ �.. ..rr•..,, -nrs...... ..—o�A.wuv ..ry,,.,....•.w,...,... .... _ c n.«ot.cc.. lo.rurtw.cKi o..... .., R nJ E L « .. ,.. ,,,00. �.. ...rc.�o.nn.,c, DEiROi ATl-.Ar-l: PEAK PLATE: 3-4 (2x4I 5-5 (2x6l 6-6 (2x R) MAXIMUrv! V -O' EAVE 'vNITH 6'-0" NIA BLOCK,; l7 32"o.c.. OR 2"-0' E/1 VF. wrri-i 4 t W2 Ori b -------------- BRACE SPACING OUTLOOKERS CUT IN'ro GABLE @ 32"o.c. IX4 t5KA11t 20 #2 MINIMUM CONTINUOUS ST'FIONGBACK BRACED TO ROOF II sTnuCTUI1E AT 6'-0" MAXIMUM. STRONGBACK AT; 2x4 STRONGBAl'_'K BRACED 4'-10' CLEASPAN,70 MPH AT EVERY 6'-0' MAXIMUM 1.5-3, TYPICAL .4'-1.5"CLEAnSPAN. 30 MPH CONNECTION Mi!,N I M U M GRADE CH02DS VN -'r I Al ST UDS.2x4 STUD;STANDARD. STUDS Tu BE MAXIMUM 24'o.-. WALL BRACING PER BUILDINC DESIGNER. l. HEEL PLA -"=-: 3-4 (2x4) L 5-5 (2x6) H_ I 6-612XB) .BC SPLICE; 3-4 (2x4) 2x4 CONTINUOUS BACKING 5-5 (2x6) CONTINUOUS BEARING WALL WITH 16d -NAILS AT 24' c.c. 6-6 (2xB) ATO THE WALL PLATE. SECTION A GABLE END FRAMING CONNECTION DETAILS (MIN. NAIL BE(-1UIREMENtS SHOWN) GABLE STU 2.,(4 SOLID BLOCK %-%`!`H 3-16d N-A:LS 8d AT 6' a.c. �MAXIMUM 40 PSF LIVE LOAD. SHEATHING TO GABLE II EA. END AND Bd NAILS FROM SkEATHING co mm 1N;ND FXPOSURE C, TRU�-.S, Rd AT O.C. 5L.7. Z. qI LESS THAN 20'-0' WALL HEIGHT. 1-16d Lu .0 X11995. Q No t= BRACING DETAILS2-16d'—�r ��XPI�A E I Y.' NOTCH (P 32' o.'c. SOLID ?. -LID S- OCK r5d TOE- , W 2x4 BnACF 2-11 6d NAILED :.A. END 7 2.1 6 OF ­ WITH 4-16c' NAILS VLAFE CODE SPAC.11-IG DATE WARNUIG Read all notes on this sr ' eef and give a copy of it to the Erecting Contractor. MODEL 20 UBC CONTINUOUS 2/11/99 r1l., ueLip is for an ind-dual ou,lo.oti contponeol. it i,as been based on SDIC-fira,,ns o,o—ea by the component narlulactum—nd done n C.CW01f.C4 -111 Ine current v91-115 of TPI and AFPA � ;gn SlandarrIS. N01esdon:,,,,rf •s assumed for dime—oval accuracy Otmens.ons are -A WA.- 1. In , r�:, '. "' by the .11Aoulacluler and1c; Lies -goof door, Tho building dovgner sna!; asconzin that the loads u, -,.,l w ­hi, d.SK)n meet or c)c9oo tne loading imp ­a by the local pudding CCCI lt'n assUrned that the too Chord is laterally Will by the Tws:vm Iunf pr !enol .9 and file bjrtorn Chord is by a ligd shealhint, m.ate­; direCtlY atlaChed. unless rine�ise noted. Srac,og ".."n •i lot lalesal suppon of ccroponenta members ,� :0 reduce buckling length. jr,,iS co.mid,,nert Shall not be olaCe0:o Y 8m,i3Oh.9n1 loal 0�41V%IWA SYMMS will tne il,oislure cnnient Gl ine wood exceed ]<-, and/or cause cwnect0f DIAIC :on Oxon. FailliCale. handle. nstall and brace this th,ss n GABLE DETAILS 11861JI/Al. 561EI'AS COPPOPAtION ncCn,,jR,vc- "h the f(illow,ng Sianoaro: 'TAUSCOM :AANUAL' by Tlls'al.'OLAUT f CrJIJTIIOL STANOAAO Fon mErAL PLATE CONNECTEC V i0 lrl05'HANDLING METAL PLATE CO,iNECTEO WOOD TAUSSES'- (H18-90 al 'Mir -9t sl(:( , SES' - (OST -081, 1NSTALL!iiCi,k.-4Q SoLACING it AJ.4tiT(SHEET' by TPI The Isu" Plate institute ITll is IoCaled at 563 DOholf'o J1 we. lAacls,On. Whscws,n 53719. Tne Amerr Fdrest'arlo Co V:,wy AFPAJ is ICI.atoo .1 12SO Con.ec­Ave. ". Still 200. W-ShIn"On- CC 2C"36' 'MGGYBACK DETAIL J (2) 16d TOENAIL `-� \\\ - PIGGY8ACK CONT. 2'X.4 4050 SUPPORT.TRUSS J ! 3 1/2"X'.'.X1/2." PLYWOC• GJSSET AT EACH =ND OF TRUSS (AID 6'-0" O.C. FOR SPANS'36' AND LARGER) .^,TTACH WITH O 1.S" . 72" O.C. TYP. LONG 8d P;AILS. USE 2X4 AS AN ALTERNATE WITH (4) 16.L' EACH END. 1630 P3260 1630 (1,,T- 3) Q5 1630 .. - 101 1630 1630 1630 SP 3260 1.5X3 (r/p. — — O ARC,y�>1 24 �1,S-3� C�'s'3) (3-S) �� �Sp. GA;a,9 0(L 2X4 CONTINUOUS SUPPORT BRACING. pWZ- .0Ff�ti. ATTACH TO THE TOP SIDE OF TOP CHORD OF w = G�19`�� TRUSS SUPPORTING PIGGYBACKS WITH (2) 1Od m 0.140. 5 • REQUIRES 2X4 BRACE WHEN NAILS VERTICAL EXCEEDS 5'-0".2 EXP SHO LDER DETAIL BRACES AT 10'-0" ETC. S�_ FOFG LATERAL LOADS IN LINE WITH THE CHORDS HAVE NOT BEEN CONSIDERED. THESE LOAr)S AND THEIR REQUIRED CONNECTIONS ARE THE RESPONSIBILITY OF THE BUILDING DESIGNER. A -NY PITCH 12 MA-XIMUM WIND SPEED [S 85 MPH. REFER TO THE APPROPRIATE TRUSWAL DESIGNS FOR THE REQUIRED WEB CONFIGURATION FOR BOTH THE CAP TRUSS AND ^ THE SUPPORTING BOTTOM TRUSS. 2x4 CONTINUOUS LATERAL `� BRACING APPLIED AT 24"o.c.+ ATTACH EACH BRACE TO THE 8OTT0I4I i riU3S 'Wh'H 2-"i Lid NAILS AT EACH INTERSECTION. .TOE -NAIL THE CAP TRUSS TO THE BRACE WITH 1-16d NAIL FROM EACH SIDE AT EACH INTERSECTION. C C2 PaIZ 0,6�s4 j"') CODE SPACING DATE UBC 24"o.c. 4-30-98 CAP CoEC' I`^ "77k 11. SECTION CAP TRUSS 2-1i5d NAILS TOENAILSD i 1/2" / ( 2-1 Od NAILS 2x4 BRACE \ CHORDAVES SIZE ARE PER THE APPROPRIATE TRUS'.<AL DESIc;N. 1USS ;,D ARC'y/� ,ya -A 2 {t tr v to C11991 \ \ 10[3112005 _Q- cS' EX� QZ O 9� 0 F C (t�03 WARNING Read all notes on this sheet and give a copy of if to the Erecting Contractor. This design is Ip an Individual cuuaing component, h his often based on speGs!caunns Orovided by the component manulaclurer and done In aeeor(:a:.:e 'r. iin the current Vol i,J.ts or TPI and AFPA o;!,qn slandards. NO respans,r ili;y is assumed for dimensional acFuraey. Ounensrons .ire to be '.e: ti,:J oy the component ;nar,ulscturer and/or .:..•ding designer prior to Iabric:Iidn i'he ouilding designer shall ascertain IMt the 101sas T UA ubhtec cr. Ir s design meet at exceed the loading impa_ea oy the foul budding epee :t ,s assumed that the too enora ,s laterally braced oy the tool er f, or sneathmg and the ooitcm chord is taterau, -:aced by a ngld sheathing material rbrectry attached, unless otne—e noted Braonq shown ,:cr lateral suppon 01 [cm_on.n,, members -, to redwe buckling length i res component shall not be placr: ,n any environment ma ��! .vel iac^.a :ria moisture content cf .rte'.+000 eviceea t5'-. ;nalor cause cdrmscmr plale cmrc: nn Fabricate. hantile. install and bate this Irus> ,n s®.m®,*.:. ,e IRUSWAL SYSIcMS CORP(N2AiION arcollar.ca'.,In the10110'":ngs'e,:cdres: ' TRUSCCM ,v.ANUAL'hy Trusty `JUJALiT'r G�t•iiROI STANDARO FOR �IFTAL PLATE. CONNECT =O 1 WOOD TIUSSES' - (OST -881; 'HA,yDUNG INSTALUNC ANO OnACING METAL PLACE CONNECTED WOOD TRUSSES' - IHIB-91) and'HIE-91 SUMWARY SHEET' by TPI. The Truss Plale institute (TPI) :s located a1 583 O'OnolnO Orr+e. r•InU�sprl, Wisconsin SV 19 The AmenUn Forest ;ntl CO Paper Assoc.ation (AFPA) Is laeateo at 1250 Connea:aa %ire. NW, Ste 200. WLftlYngiOl•. UC 20036. N1,4�C. V ►� �zFT = 12- o cv F C A-0 . 36S PL -F- tb2z-a_. orz ,uor 2-4"o. c-. ST2-0,NJ& —T7:r--!_ Ls A ZIP U�.szG,N Gov T'�/� ✓� o� SP Ltc i 47 (e)( Aj,%. S _ . f SThON& - TSL A3a �' - -(OP Afl OOT -TOM S QEsz�N or T2v-s, F4GH 3PicG ZA V L7-C) v 1 y GHgR�� F,Q� cJ\,� v` 4�z1�9 g 9N/q * L� -11VUSWAL k AMAV1.2 SYMMS TRU-S'WAL SYSTEMS CO9PoRA-i.IC)fj 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, COLORADO 80907 (800) 322.4045 (7.19)598-S660 FAX (719) 598-8463 cr DETAILS FOR CONVENTIONALLY FRAMED VALLEY SETS. *1 PLAN VIEW A -, z- R DETAIL A C E P.AFTEF V.tiLLEY.RAFTc R YP 2 � I &<! rr.i-- Nw-, .-' , , ... 4 (T Yp ) - I I 2 1: , BLOCK IVI7..-! 4 -16,L' Dc TAIL C 2 X 4 PURLIN 2 X 4 BLOCK IWITH 2. liid TRUSS TOP CHORD ELEVATION VIEW Notes: The n)Qxlmum T . clal Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Chard Dead Load = 7 PSF The de -sign for lzta-- ' loads and their connections is GIRDER DESIGNEE) TO SUPPORT the responsibility of the Building De -signer. The details IHE"TIE-IN-.TRUSSES provided addres-jr�Ay and wind uplift loads only per the UBC. B The maximum -:d speed is 115 MPH, 25 M Mean Roof Height (max.). Exp. C. 16d box nails are typi':21 throughout.* except as noted ( in details The Center Ridge Rafter (CRR ) is 2 x 6 stud. Attach this to C the 1 - x 8 -ilh 4-164 lo -e nails ( 2 from each face ). Anach the Opposite and to I?la truss the same. ELEVATION VIEW -The Valley Rafter.:, pu!linS, and blocking material are 2 x 4 stud. The blocking must be ;paced 24- O.C. and be adequately braced (he let or.;" ,[ f;-(,1 0 O.C. Ah.zh 1h;s !o It,. Valley Rafter will, 3-1 6d. Ahach [his b:-,>cking to the purlin with 2-6d. . The tru"e's below the valley are spaced 24'0.0 'tip purlins-a.rn fuil tInclor 1,0 v,,u.,. I s": :)!,d t,c at 1 "4' O -C- 'ho)';fr ;Q L's ::;;ached to o;ich ov of! ppairg truss top Chord %%ilh 2-16d nails. If :hey are not One continuous length, add 12- 2 long nailer to the face O-'ihe truss lop Chord with 4-15d one purfir.se l - ior. De TAIL S .End on the truss and be.;in the additional section on the n2l[Cf. VALLEY RAFTER A 1 x 8 Perimeter runner must be 'atlached through the shAnlhinq into Hach truC-, i,m nails. T:?,:. the oul---100 olofi;c of [he '-alley. 5 The VQIIvy R2116M are spaced 24' O.C. An2ch.1hem to the CRR -r!h 2-.I&d loe nails. Art;,ch the oPpersAe.and to 1he I x 8 v,-rfh too ru;i1a. 3-U 2 X 4 BLOCK I X P E =-.R R U N N =- R. , 7!16' SHEATHINd ELEVATION VIEW T AIL D V VALLEY RA F7 =-.R 2-1&f Toc NAILS 0 CP TRUSWAL SYSTEMS 4445 NORTHPAP,K 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 Framejoint 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 pont 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..suppc,rt 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 foiiows: 1. .Cut a '/z" CDX.APA Group 1 plywood (or equivalent. O..S.B.) gusset, a" wide by g" 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 or: only that face. If both faces of the joint are unplated, then the gusset is required on each face. 3. Use (3) 8d ;ails into each I,lember, from eacl- face (see detail below):. False frame refers only To non-structural members (zero design forces). ¢YyiaCCl v✓1i: 4. yCO GHpq � RFs F moo o O O of oRN/A * �� TRUSW/AL SYSTEMS 4445 NORTHPARK DRIVE, SUITE 200 COLORADO SPRINGS, CO 80907 (800) 322-4045 FAX:(719) 598-8463 _j C001003160A 1/10/01 Users of Truswal engineering - 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, co-inected and braced to the building per the building designer (See ANSI/TPI current version) The following are other options (when CLB gracing is not possible or desirable) that will also satisfy bracing reeds for individual members (nog building system bracing): 1. A 1x or,2x structurally graded "T" brace maybe railed 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 rails at 8" o.c. if only orae brace is required or may be nailed to both faces of the member if two braces are require -a. A minimum of 2x6 .scabs are required for any member exceeding 14'-0" in length. Scab(s).rnust extend a rrlinimum of 90 .of the members !ength. 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. 1. EXAMPI FS < „T, R ;-- Q L 2. Sr'AB. / FI 90% L Please, contact a Truswal engineer If there are any questions