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SFD (0308-316)53165 Avenida Martinez 0308-316 LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License # Lic. Class Exp. Date 662V01 B ! 1.24 1 /*Z( Date A-, Signature of Contractor OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. .), Ihave and will maintain workers' compensation insurance, as required by ' Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier STATE FUND Policy No. N.4— 0019"W-2001 ``(This section need not be completed if the permit valuation is for $100.00 or less). () I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700 of the Labor de, Lshall forthwith comply with those provisions.01 {} Date:./ 'Y 17 3 Applicant -.f -- Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to thecost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify & hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upon the above-mentioned property for inspection purposes. Signature (Owner/Agent)' Date BUILDING PERMIT PERMIT# . r 03f 84316 'VALUATION DATE . LOT TRACT. ALK x I'/(,, JOB SITE ADDRESS APN OWNER CONTRACTOR / DESIGNER / EN (NEER t Tb y'bI DAM% 1, A;DDINGTON I.O. BOX 134 41.760 MMrrAGF. DR LA QUINTA CA. 92V,,53P2vW1 A,D02 !'F,8 t CA 92201 (760)408-7528 CBIA 3724 USE OF PERMIT ;WtT T{'Al+ a"y TiV031 X90 14011 SY.:3.Y D PERMIT DOM 4400 INCI..UDE 111,OCK "W'AIA1 t*i3C?td N 1. OR DRiV SWAY APPROACH. ?$% $% liEDUCED FER, FOR MAN CHIECK FOR si UTIPir'1'W'taLA14S OF SAME T'YPL. TiA.A.CT CONSTRUCTION I„499,00 9I: PORfr::i-I/RATIO 0.00 SIa 3 CA1:E►.GEXXf'.POR 1' Aa57.lJB SCS ESUM TRJ) COST Oil' 0014q. 'Cx0 9O]N : .1.p;I ' . ►E? qy ; y +p+y , sQt t - Ji S .Ifb1t dY,1C.E4. 0{.Ri1G.d. x CONSTRUCTION k'EZ 101.000.416-0L10 $603.51 PLAN C:1;T13 XFEE' ISE ClIVOSITF 101-000.43,9.318 4250,0"A M'1iL HA.NI "A1.• PEP, '101-000-411-000 $39.00` LLECTRICA1, FEE 1 OI.00O.420.000 PLLIMi3INO FEE, 101-000-419-000, $119.00 STRONG Ivi0TNON FEE -11:11D 1£11.000-.241-000 44.12 GIRADINC7 !?: 101-000-423-000 $13,00 DEVELOPER IMPACT FEE >37, i83.00 PRUC139'PLAN '101-000-441-345 51.00.ti0 SM -TM AL COW -RU C17FON' AND PLM CHECK ZZ33 PRE -PAID PHES -"Ve-'.5U0 SEP 16 2003 , 'OF LA QUINT'k ' CITY FINANCE CEPT. rs' ! DATE ./GAO 3 BY' DAT FIN; LES ! 3 INSPECT0- 4 INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap F.A.U. Framing Q Compressor Insulation 144 0 Vents • Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath _ Drywall - Int. Lath Final _Final - POOLS - SPAS BLOCKWALL APPROVALS Steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Plbg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans OX for Finish Plaster Sewer Lateral Pool Cover Sewer Connection 7 Encapsulation Gas Piping Gas Test Appliances Final COMMENTS: Final Utility Notice (Gas) ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F.I. Smoke Detectors Temp. Use of Power Final Q Utility Notice (Perm) Comments 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 is exempt from paying school fees at this time due to the following reason: This certifies that school facility fees imposed pursuant to - Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.14 X 1,498 S.F. or $3,205.72 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CCNIB-David Addington Check No. 287446 Name on the check Telephone 760-408-7528 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Yolanda Garcia Payment Recd $3,205.72 Over/Under Signature 91J NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting CERTIFICATE OF COMPLIANCE FIFZ , Desert Sands Unified School District 47950 Dune Palms Road 4 co Q BERMUDA DUNES r Date 9/16/03 La Quints, CA 92253 RANCHO MIRAGE b INDIAN WELLS ti No. 24969 (760) 771-8515 P LA QUINT ,IN y INDIO vJ J O Owner Thomas Buffin APN # 774-061-020 Address P.O. Box 134 Jurisdiction La Quinta City ., La Quinta Zip 92253 Permit # 0308-316 Tract # BLK208 Study Area Type Single Family Residence No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 8 53165 Avenida Martinez 1498 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered 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 is exempt from paying school fees at this time due to the following reason: This certifies that school facility fees imposed pursuant to - Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.14 X 1,498 S.F. or $3,205.72 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CCNIB-David Addington Check No. 287446 Name on the check Telephone 760-408-7528 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Yolanda Garcia Payment Recd $3,205.72 Over/Under Signature 91J NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting TITLE 24 REPORT Title 24 Report for: Thomas Buffin Breeze Adobe - All Orientations La Quinta, CA Project Designer: 11 Report Prepared By: Joan D. Hacker Insu-form, Inc. 68-255 Corta Road Cathedral City, C OF LA QUINTA- ` (760) 324-20 %UILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA , a6.43 By S -z - s Job Number: bFf-ICC Date: 7/31/2003 The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2001 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC (415) 883-5900. 1 EnergyPro 3.1 By EnergySoft Job Number. User Number. 2655 I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Checklist Form C -2R Computer Method Summary HVAC System Heating and Cooling Loads Summary Room Load Summary 2 3 6 8 12 13 EneravPro 3.1 By EnergvSoft Job Number: User Number: 2655 Certificate of Compliance: Residential (Part 1 of 2) CF -1R Thomas Buffin Frame Type 7/31/2003 Project Title n/a Date Breeze Adobe - All Orientations La Quinta 0.756 Project Address Wood Building Permit # Insu-form, =Inc. (760) 324-2046 Plan Check / Date Documentation Author Telephone Wood Computer Performance 15 Field Check I Date " Compliance Method (Package or Computer) Climate Zone Enforcement Agency Use Only GENERAL INFORMATION x❑ ❑ ❑ x❑ Rear Total Conditioned Floor Area: 1,498 f? Average Ceiling Height: 9.0 ft Total Conditioned Slab Area: 1,498 f? Bug Screen Building Type: Rear 16.0 (check one or more) 0.62 Bug Screen ® Single Family Detached ❑ Addition 24.0 ❑ Single Family Attached ❑ Existing Building Bug Screen ❑ Multi -Family ❑ Existing Plus Addition Front Orientation: All Four Orientations Floor Construction Type: ® Slab Floor Number of Dwelling Units: 1.00 Number of Stories: I 1 ❑ Raised Floor Component Type Frame Type Const. Assembly U -Value Slab On Grade n/a 0.756 Slab On Grade n/a 0.756 R-13 Wall w/1" EPS Wood 0.059 Solid Wood Door None 0.387 R-38 Roof (R.38.2xl4.16) Wood 0.028 Location/Comments (attic, garage, typical, etc.) Covered Slab w/R-0.0 Perimeter Insulation Exposed Slab w/R-0.0 Perimeter Insulation Exterior Wall Exterior Door Exterior Roof PFNFSTRATInN Shadina Devices Type Orientation Area SF U -Factor Fenestration SHGC Exterior Shading Overhang Sidg Fins Yes / No Yes / No Front 40.0 0.85 0.70 Bug Screen X❑ ❑ ❑ a Left 36.0 0.75 0.62 Bug Screen x❑ ❑ ❑ x❑ Rear 9.0 0.61 0.63 Bug Screen x❑ ❑ ❑ x❑ Rear 80.0 0.85 0.70 Bug Screen X❑ ❑ ❑ X❑ Rear 16.0 0.75 0.62 Bug Screen X❑ ❑ ❑ X❑ Right 24.0 0.75 0.62 Bug Screen o ❑ ❑ a ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Run InitiationTime: 07/31/03 14:55:55 Run Code: 1059688555 Ener Pro 3.1 B Ener Soft User Number: 2655 Job Number. Pa e:3 of 13 Certificate of Compliance: Residential (Part -2 of 2) CF -1 R Thomas Buffin 7/31/2003 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 Furnare 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 Sethack 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 Pine Insulation 4n nnn 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 COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply.with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. The undersigned recognize that compliance using duct sealing and TXV's requires installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Documentation Author Name: Title/Firm: Address: Telephone: Lic. #: (signature) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Name: Joan D. Hacker Title/Firm: Insu-form, Inc. Address: 68-255 Corta Road Cathedral City, CA 92234 Telephone: (760) 324-2046 , \A " A" 11 ?w R3— (sign ur ) (date) 3.1 By EnergySoft User Number: 2655 Job Number. Page:4 of 13 Certificate of Compliance: Residential (Addendum) CF -1 R Thomas Buffin 7/31/2003 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local ds6e....lnnc #hit Aft Hary of tha iomfificatinn and maw resect a buildina or desion that otherwise comolleS based on the adequacy of the special justification and documentation submitted. Plan Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 918 sgft Covered Slab Floor, 3.50" thick at Living HIGH MASS Design(see C -2R) - Verify Thermal Mass: 580 sgft Exposed Slab Floor, 3.50" thick at Living HERS Required Verification Thaca features meat hw cnnfirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. Plan Field The HVAC System "Living Zone" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 07/31/03 14:55:55 . Run Code: 1059688555 EnergyPro 31 By EnergySoft User Number. 2655 Job Number. Page:5 of 13 Mandatory Measures Checklist: Residential (Page 1 of 2) MF -1 R NOTE: Lowrise residential buildings subject to ft Standards must contain these measures regardless of the compliance approach used. Items marked with an , asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA if not applicable DESIGNER ENFORCEMENT Building Envelope Measures a '§150(a): Minimum R-19 ceiling insulation. § 150(b): Loose fill insulation manufacturefs labeled R -Value. '§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does ❑i( not apply to exterior mass walls). ❑'§150(d): Minimum R-13 raised floor insulation in framed floors or equivalent. ❑§150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 pemtrnch. a§118: Insulation specified or installed meets insulation quality standards. Indicate type and form. ®§116-17: Fenestration Products, Exterior Doors and Infiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ § 150(8): Vapor barriers mandatory in Climate Zones 14 and 16 only. § 150(0: Special infiltration barrier installed to comply with Section 151 meets Commission quality standards. ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilots allowed. Space Conditioning, Water Heating and Plumbing System Measures §110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. § 150(h): Heating and/or cooling loads calculated in accordance with ASH RAE, SMACNA or ACCA. a§ 150(i): Setback thermostat on all applicable heating and/or cooling systems. FX] §1500): Pipe and Tank Insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (R-4 or greater) 3. Back-up tanks for solar system, unfired storage tanks, or other indirect hot water tanks have R-12 external insulation or R-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55 degrees F. insulated. 6. Piping insulating between heating source and indirect hot water tank. EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:6 of 13 Mandatory Measures Checklist: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist Is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. "X, DESCRIPTION Instructions: Check or initial applicable boxes or enter NIA If not applicable. DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) aI150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the 1998 CMC Sections 601, 603, 604 and Standard 6-3; ducts insulated to a minimum installed level of R-4.2 or enclosed entirely in . conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant, or other duct -closure system that meets the applicable requirements of UL181, UL181A, or UL181B. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. Building cavities shall not be used for conveying conditioned air. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such a tape is used in combination with mastic and drawbands. 4. Exhaust fan systems have back draft or automatic dampers. 5. Gravity ventilation systems serving conditioned space have eitherautomatic or readily accessible, manually operated dampers. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not limited to the following: Insulation exposed to weather shall be suitable for outdoor service e.g., protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ § 114: Pool and Spa Heating Systems and Equipment 1. Certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating, and no pilot. 2. System is installed with at least 36' of pipe between filter and heater for future solar, cover for outdoor pools or spas. a. At least 36' of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump time switch. §115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) ❑ §118 (f): Cool Roof material meet specified criteria Lighting Measures ® §150(k)1: Luminaires for general lighting in kitchens shall have lamps with an efficacy 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. IX -1 §150(k)2: Rooms with a shower or bathtub must have either at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the alternative to this requirement allowed in Section 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. 3.1 By EnergySoft User Number. 2655 Job Number. Page:7 of 13 Computer Method Summary (Part 1 of 3) C -2R Thomas Buffin 7/31/2003 Project Title 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 Cmmnlianca Method (Packaae or Computer) Cimate Zone Source Energy Standard Use (kBtulsf-yr) Design Facing North Margin features in all orientations. Facing East Margin ❑X Slab Floor Facing South Margin 1,498 Facing West Margin ❑ Raised Floor 0.68 0.67 36.55 -1.52 12.45 3.33 1.08 0.27 37.73 -2.70 12.45 3.33 1.37 -0.02 34..13 0.90 12.45 3.33 1.01 0.34 38.67 -3.64 12.45 3.33 Space Heating 1.35 Space Cooling 35.03 Domestic Hot Water 15.78 All Four Orientations Total Fenestration Aea: 13.7% Number of Dwelling Units: 68 8 2 0 47 95 4 0 3 Totals .1 Slab Floor Area: 1,498 El 1:1 BUILDING COMPLIES 71 This C -2R summarizes the results of a four cardinal orientation analysis. The pages that follow describe the front facing North occurence.. This plan has been analyzed with identical features in all orientations. Vent ❑X Slab Floor GENERAL INFORMATION Conditioned Floor Area: 1,498 Floor Construction Type: ❑ Raised Floor Building Type: Single Fam Detached —2 —n/ .Roof 1,498 0-028 — Building Front Orientation: All Four Orientations Total Fenestration Aea: 13.7% Number of Dwelling Units: 1.00 Total Conditioned Volume: 13,482 Number of Stories: 1 Slab Floor Area: 1,498 BUILDING ZONE INFORMATION # of Thermostat Vent Zone Name Floor Area Volume Units Zone Type Type Hgt. Area Living 7nne 1 aa8 13 Q82 COQ_ —Conditioned Setback— —2 —n/ .Roof 1,498 0-028 — OPAQUE SURFACES Solar Act. Gains Type Area U -Val Azm Tilt YIN Form 3 Reference Location I Comments iEnergyPro 3.1 By EnergySoft User Number: 2655 Job Number. Page:8 of 13 i FPS I. Inn Wall 120 0.059 _ 0 _90 .Dzar 20 0.387 —0 An Wall— 544 0059 _90 _90 ® ❑ ❑ R-13 Wall w/1" wing - Sal rl Wnnd floor I iyjnq lone R-13 Wall -11" FPS I vying 7nne Wall 205 0.059 180 _ 90 , Vail 326• 0.059 _97Q_ 90 270 0 LK ❑ ❑ R-13_Wall w/1" FPS I iv' g Inn R-13 Wall w/1" FPS I ivina 7nne R_38 Roof 38 2xJ4 16) ! ying 7nne .Roof 1,498 0-028 — E (R ❑❑ El 1:1 ❑❑o ❑❑❑ I I0 ❑❑❑ El El EJ 1:1 El 0 El 0 El ❑❑❑ Run Initiation Time• 07/31/03 14.55.55 Run Code• 1059688555 iEnergyPro 3.1 By EnergySoft User Number: 2655 Job Number. Page:8 of 13 i Comauter Method Summary (Part 2 of 3) C -2R Thomas Buffin 7/31/2003 Project Title Date FENESTRATION SURFACES L t' Run Initiation Time: 07131103 14.55.55 Run Code: 1059688555 EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:9 of 13 U- Act. Glazing Type oca ion # Type Area Factor SHGC Azm. Tilt Comments i 2 Window Front Window Left (North) (East) 40_Q 16.0 0 850 0.750 0 70 -9.0 W -st roast Windows 90 West Coast Windows l wing Living lone Zone _ _ 90 0.62 3 Window Left (East) 12.0 0.750 0.62 90 90 West Coast Windows Living Zone 4 Window Left (East) 4.0 0.750 0.62 90 90 West Coast Windows Living Zone 5 Window Left (East) 4.0 0.750 0.62 90 90 West Coast Windows Living Zone 6 Window Rear (South) 9.0 0.610 0.63 180 90 West Coast Windows Living Zone L 8 Window Rear (South) (South) 40.0 40.0 0,850 0.850 0.70 0.70 180 180 90 West roast Windows 90 West Coast Windows Living Zone Zone. Living Window Rear 6 Window Rear (South) 16.0 0.750 0.62 180 90 West roast Windows Living Zone 10 Window Bight (West) 4.0 0,750 0,62 270 90 West Coast Windows Living Zone " Window Right (West) 4.0 0.750 0.62 270 90 West Coast Windows Living Zone 12 Window Right (West) 16.0 0.750 0.62 270 90 West Coast Windows Living Zone INTERIOR AND EXTERIOR SHADING Window Right Fin Overhang Left Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 Bug Screen 0.76 6.8 6.0 2.0 0.1 2.0 2.0 2 Bug Screen 0.76 4.0 4.0 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 3.0 4.0 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 1.0 4.0 2.0 0.1 2.0 2.0 5 Bug Screen 0.76 2.0 2.0 2.0 0.1 2.0 2.0 - 6 Bug Screen 0.76 3.0 3.0 -2-0 0. 20 20 - 7 Bug Screen 0.76 6.8 6.0 2.0 0.1 2.0 2.0 - 8 Bug Screen 0.76 6.8 6.0 2.0 0.1 2.0 2.0 - 9 Bug Screen 0.76 4.0 4.0 2.0 0.1 2.0 2.0 - 10 Bug Screen 0.76 1.0 4.0 2.0 0.1 2.0 2.0 11 Bug Screen 0.76 2.0 2.0 2.0 0.1 2.0 2.0 12 Bug Screen 0.76 4.0 4.0 2.0 0.1 2.0 2.0 Run Initiation Time: 07131103 14.55.55 Run Code: 1059688555 EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page:9 of 13 Computer Method Summary (Part 3 of 3) C -2R Thomas Buffin - 7/31/2003 Project Title Date THERMAL MASS FOR HIGH MASS DESIGN Area Thick. Heat Inside Location Type (sfl (in.) Cap. Cond. Form 3 Reference R -Val. Comments Concrete, HeamMight 91R _3M 980_98 n/a _2 LivingZnne / Slab on Grade Concrete, Heavyweight 580 3_50 28 0_98 n/a 0 Living Zone / Slab on Grade PERIMETER LOSSES F2 Insulation Type Length Factor R -Val. Depth Location / Comments Slab Perimeter 15 0.76 0.0 0 Living g Zone Slab Perimeter 2 0.76 0.0 —0 Lavona Zone HVAC SYSTEMS Heating Equipment Minimum Distribution Type Type (furnace, heat Efficiency and Location Duct Thermostat Location / pump, etc.) (AFUE/HSPF)(ducts/attic, etc.) R -Value Type Comments Central Furnace ___ 80 -6EUE Duds in Attic 4.2 Setback Living Zone 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 Spit Air Conditioner 12.0 SEE B Duds in Attic 4.2 Setback Living Zone WATER HEATING SYSTEMS Ratedl 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 Pioe Insulation 1 40,000 50 0.62 n/a n/a 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. Computer Method Summary - (Addendum) C -2R Thomas Buffin 7/31/2003 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the Items specified In this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The local --f ........ f. an datarmi an tha adanuacv of the justification. and may reiect a building or design that otherwise complies )ased on the adequacy of the special justification and documentation submitted. Plan I Field HIGH MASS Design(see C -2R) - Verify Thermal Mass: 918 sqft Covered Slab Floor, 3.50" thick at Living HIGH MASS Design(see C -2R) - Verify Thermal Mass: 580 sqft Exposed Slab Floor, 3.50" thick at Living ' 19 HERS Required Verification These features must be confirmed and/or tested by a certified HERS rater under the supervision of a CEC approved HERS provider. The HERS rater must document the field verification and diagnostic testing of these measures on a form CF -6R. plan Field The HVAC System "Living Zone" is using reduced duct leakage to comply and must have diagnostic site testing of duct leakage performed by a certified HERS Rater. The results of the diagnostic testing must be reported on a CF -6R Form. Run Initiation Time: 07/31/03 14:55:55 Run Code: 1059688555 EneravPro 3.1 By EnergySoft User Number. 2655 Job Number. Page: 11 of 13 -IVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME Thomas Buffin DATE 7/31/2003 SYSTEM NAME Living Zone FLOOR AREA 1,498 Number of Systems 1 Heating System Output per System 92,000 Total Output (Btuh) 92,000 Output (Btuh/sgft) 61.4 Cooling System Output per System 48,000 Total Output (Btuh) 48,000 Total Output (Tons) 4.0 Total Output (Btuh/sgft) 32.0 Total Output (sgftrron) 1 374.5 Air System CFM per System 1,595 Airflow (cfm) 1,595 Alrflow (cfm/sgft) 1.06 Airflow (cfmrron) 398.8 Outside Air (%) 0.0 Outside Air (cfm/sgft) 0.00 Note: values above given at ARI conditions 26.0 of 69.3 of Outside Air 0 cfm 69.3 of PS Supply Fan 1595 cfm Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD CFM I Sensibiel Latent I I CFM I Sensible I 1,453 26,812 3,274 439 24,643 0 1,341 Y,232 0 0 0 0 0 F o 0 0 0 1,341 1 1,232 29,493 3,274 1 27108 BDP CO. 563AN048-A 32,114 11,168 92,000 Total Adjusted System Output 32,114 11,168 92,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK I Aug 2 pm] I Jan 12 am RICS (Airstream Temperatures at Time of He. 69.3 of 123.5 of Heating Coil Return Air Ducts FRICS (Airstream Temperatures at Time of Cc 111.9/77.6OF 78.8/65.9OF 78.8/65.9OF . 59.9/58.8OF Outside Air 0 cfm 78.8/65.9 of Supply Fan Cooling Coil 1595 cfm k Return Air Ducts `i Supply Air Ducts --I' . 122.8 of ROOMS 70.0 of Supply Air Ducts 60.7/59.1OF 52.3% R.H. ROOMS 78.0 / 65.6 of EnergyPro 3.1 By EnergySoft User Number. 2655 Job Number. Page: 12 of 13 ROOM LOAD SUMMARY PROJECT NAME Thomas Buffin DATE 7/31/2003 SYSTEM NAME Living Zone FLOOR AREA 1,498 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM I SENSIBLE LATENT CFM ISENSIBLE LATENT CFM SENSIBLE LivingLiving Zone 1 1,453 26,812 3,274 1,453 26,812 3,274 439 24,643 PAGE TOTAL 1 1,453 26,812 3,274 439 247643 TOTAL 1 11453 26,812 3,274 439 24,643 EnergyPro 3.1 By Energysoft User Number. 2655 Job Number. Page: 13 of 13 JUN -07-2004 07:29 AM OF FIrm:--,, 4 4- t+ Street Address: Af4ea &dAdG Ir- Copies to: Bullder, HERS Provider P. 02 r CF -QR Plan Number Sample Group Number Sample House Number HERS Provider: ?Yz.-__ _ City/StatelZip: Z-10 4 2K f !& HERS HATER COMP ANCE STATEMENT The house was: ' Tested D Approved as part of sample testing, but was not tested As the HERS rater providing diagnostic testing and field verification, I certify that the houses Identified on this form comply coly with the diagnostic est compliance requirements aschecked on this form. Distribution system is fully ducted (im., does not use building cavities as plenums or platform retums in Ilau of ducts) Where cloth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combination • with cloth backed, rubber adhesive duct tape to sea[ leaks at duct connections. 0161"M, INIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum ey6 Duet Leakage) Measured Duct Pressurization Test Results (CFM @ 25 Pa) values Test Leakage Flow in CFM -77 7 If fan flow is calculated as 400cfm/ton x number of tons enter f calculated value here If fan flow is measured enter measured value here Leakage Percentage (100 x Test Leakage/Fan Flow) _d 6 Check Box for Pass or Fall (Pass=6% or less) ass Fall THERMOSTATIC EXPANSION VALVE (TXY) or Commission approved equivalent Yes ❑ No Thermostatic Expansion Valve (or Commission approved equivalent) is installed and Access Is provided for inspection ❑ Yes Is a pass res Fail ❑ MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT 1. 0 Yes 0 No RCCA Manual D Design requirements have been met (rater has verified that actual installation matches values in CF -1 R and deslgn on plant. 2. Q Yes 0 No TXV Is Installed or Fan flow has been verified. If no TXV, verified fen flow matches design from CF -1 R. Measured Fan Flow = 13 p Yes for both 1 and 2 is a Pass Pass Fail t73- 1 b5p Avem W b. M44) TRUSSWOR S A Company You Can Truss! CITY OF LAQUIN I A BUILDING & SAF APPROVED, FOR CO 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 DATE o p3BY JOB NO.: U2- NAME: 2 NAME: 12Dw6a $a0)<em!S PROJECT: Atzee`:9 Napo G3e '."✓' `'µ'xd. ii+•R 4 Kt, CONFORMING NON -CONFORMING REMARKS 51 Z"S'-P`h, r _ `Fr a -i, y i " ... F • r t- .I .. 3, -,- •n>4r >t' #it`s....,s ",: .'• .n -_ i'''t'h+{j•.S. fa'-<,P a-J2 n S 7t• r'«a s G'X .P, § J . Y r .. t.. a 1 } w=1NIA=E A? z IONAI, ASSO..CIATIOI T, INC: rINSPECT ION `.1nspec"tion of'Prefabncated T. "si'Audited by AA -583 _ .Quality ® S y4 Knots in Plate Area CY PLANTr RUSCyaRYS_ ,DATE/ARRIVE%DEPART_ 1L!nlirs ll n // ADDRESS `ThpRMf C /`f PLATE MANUFACTURER-(,LS .cl t d PLANT CONTACT ENGINEERS DES. DWG. J ' (P Se ® Non -Scheduled fn Plant Audits As Per Uniform Building Code Section 2321.3 and Plate to Wood Tolerance IBC Section 2303A or Newest Sectionsn, and In Accordance With Engineered Plan Specifications. In -Plant Handling CATEGORY CONFORMING NON -CONFORMING REMARKS Lumber Grade Connector Plates I I.C.B.O. d Span & Pitch Workmanship Joint Accuracy Ce Bearing of Wood Joints Knots in Plate Area Split Limitation 1L!nlirs Plate Placement Plate Size d Condition of Plate Teeth Plate to Wood Tolerance 3 In -Plant Handling 06 Bundling & Loading a F. Roofline 3D Lay aaD U 00000y s t en 1. 21-4 8-0 25-10 REE ZE ADOBE POWER BROKERS JUL 2 g 2003 SALES REP SB DUE DATE : DSGNR/CHKR SB / SB TC Live 20.00 psf TC Dead 10.00 psf BC Live 0.00 psf SC Dead 10.00 psf Total 90.00 psf e WO# : b3235 Date : 7/29/2003 10:28 DurFac-Lbr 1.25 DurFac-Plt 1.25 O.C. Spacing 24.0 Design Spec UBC -97 #Tr/#Cfg : 43 / 16 lJob Name: BREEZE ADOBE Truss ID: A01 Qtv: 1 Drwa: TC 2x4 SPP 1650F-1.58 BC 2x4 SPF 1650F-1.58 GBL BLR 2x4 HF 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. [+) 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 load as noted. 4-" 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. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 1-414-0 1-4_0 1-4-0 11-8-00 1-4-0 2-8-0 4-0-0 5.8-0 025 2-4 2-4 2-9-15 4-M HIP 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 =_=== 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 5-8-0 1u` 9 V5 34-4-0 J TYPICAL PLATE: 1.5-3 6 7 8 9 10 STUB7/29/2003 1-4-0 1-4-0 1-4 1-8-0 1-4-0 2-8-0 4-" 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" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B3235 ® 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 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 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 suppon 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 F,'WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL WOOD BC Dead 10.00 psf Design Spec UBC -97 Fax # (760) 341-2293 PLATE CONNECTED 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 T6.4.2 - 0 Job Name: BREEZE ADOBE Truss ID: A02 Qty: 1 Drwg: RGX-LOC REACT SIZE REQ'D 1 34- 5-12 227 3.50• . 34- 2 39-10- 4 227 3.50• 1.50• TC FORCE' AXL END CSI 1-2 -3 0.00 0.36 0.36 BC FORCE AXL END 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 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650P -1.5E WEB 2x4 HF STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 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. C«) 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. 5-8-0 5-8-0 025 34-4-0 STUB 3 2-9-15 4-0-0 HIP 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 DEC 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 -- 1 0- 0- 0 3 0- 0- 0 2 5- 8- 0 4 5- 8- 0 *, Cilw ` t% OF X003 TYPICAL PLATE: 3.6 5-8-0 7/29/2003 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. WO: 83235 ® 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 APPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Dsgnr: SB arc 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 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 Derail 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 11 l 1 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.2 - 0 Job Name: BREEZE ADOBE Truss ID: A03 Qty: 1 Drwg: 3RGR-LOC REACT SIZE REQ'D 1 22- 7-12 700 .3.50" 1.50• 2 39-10- 4 700 3.50• 1.50 - TC FORCE" AXL BND CSI 1-2 3 0.00 0.26 0.26 2-3 -1300 0.01 0.46 0.47 3-4 -5 0.00 0.46 0.46 BC FORCE AXL BND CSI 5-6 921 0.14 0.28 0.41 6-7 1275 0.19 0.28 0.47 WEB FORCE CSI WEB FORCE CSI 1-5 -79 0.03 3-6 144 0.04 2-5 -1075 0.45 3-7 -1354 0.63 2-6 419 0.15 4-7 -167 0.06 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F -1.5E BC 2x4 SPP 1650P-1.56 WEB 2x4 HF STUD GBL ELK 2x4 HF STUD Plating Spec :'ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 3-10-7 3-10.7 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. 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. 01 25 6-8-3 10-6-10 3 3 6-11_6 17-6-0 UPLIFT REACTION(S) : Support 1 -32 lb Support 2 -37 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 = s0 USC Special Occupancy, Dead Load = 17.0 psf 61 NAR DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.12" D= -0.12" T= -0 = _= Joint Locations ===== 1= 0- 0- 0 5 0- 0- 0 2 3-10- 7 6 '_5- 6 3 10- 6-10 7 17- 6- 0 4 17- 6- 0 2222 STUB 3 6 8-5-6 8-5-6 9-0-10 17-6-0 3kj1-2 9 ZV 7/29/2003 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: 9/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B3235 ® 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 Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any DSgnr: $B 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 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, 'ANSIIrPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) md'HIB-91 SUMMARY SHEET' by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 1 111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.Spaeing 2- 0.0 Design Spec UBC -97 Seqn T6.4.2 - 0- lJob Name: BREEZE ADOBE Truss ID: A04 Qtv: 6 Drwci: RGX-LOC REACT SIZE REQ'D 1 22- 7-12 700 ,3.50• 1.50• 2 39-10- 4 700 3.50• 1.50• TC FORCE' AXL END CSI 1-2 3 0.00 0.26 0.26 2-3 -1300 0.01 0.46 0.47 3-4 -5 0.00 0.46 0.46 BC FORCE AAL END CSI 5-6 921 0.14 0.28 0.41 6-7 1275 0.19 0.28 0.47 WEB FORCE CSI WEB FORCE CSI 1-5 -79 0.03 3-6 144 0.04 2-5 -1075 0.45 3-7 -1354 0.63 2-6 419 0.15 4-7 -167 0.06 TC 2x4 SPP 165OF-1.5E BC 2x4 SPF 1650F-1.SE WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 3-10-7 3-10-7 ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" OC. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. UPLIFT REACTIONS) : Support 1 -32 lb Support 2 -37 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 UHC Special Occupancy, Dead Load = 17.0 psf MAR DEFLECTION (span) : L/999 IN MEM 6-7 (LIVE) L= -0.12" D= -0.12" T= -0 ===== Joint Locations =--- 1 0- 0- 0 5 0- 0- 0 2 3-10- 7 6 8- 5- 6 6-8-3 6-11-6 3 10- 6-10 7 17- 6- 0 10-6-10 17-6-0 4 17- 6- 0 025 3 a 17-6-0 22-622-6 STUB s 6 7 88-5-6 9-09-0 8-5.6 17-6-0 4-0-1 SHIP Q • 1Val s r JUL 2 g 2003 7/29/2003 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: 9/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: B3235 ® 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 iou is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bmcing 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 '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 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 $00, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.2 - 0 Job Name: BREEZE ADOBE Truss ID: A05 Qtv: 1 Drwq: GX-LOC REACT SIZE REQ'D 1 0- 1-12 1600 3.50 . 2.29• 2 39-10- 4 1600 3.50- 2.29 - TC FORC9 AXL END CSI 1-2 5 0.00 0.29 0.29 2-3 -5414 0.36 0.42 0.78 3-4 -7378 0.53 0.28 0.81 4-5 -6806 0.52 0.40 0.91 5-6 -4302 0.12 0.30 0.42 6-7 -5 0.00 0.30 0.30 BC FORCE AXL END CSI 8-9 4650 0.45 0.16 0.61 9-10 7151 0.69 0.13 0.82 0-11 7440 0.72 0.15 0.87 1-12 6204 0.60 0.12 0.73 2-13 3626 0.35 0.15 0.50 WEB FORCE CSI WEB FORCE CSI 1-8 -161 0.06 4-11 -723 0.34 2-8 -4845 0.66 5-11 774 0.27 2-9 1104 0.38 5-12 -2083 0.70 3-9 -1854 0.69 6-12 1218 0.42 3-10 290 0.10 6-13 -3874 0.95 4-10 104 0.04 7-13 -164 0.06 TYPICAL PLATE: 1.5-3 TC 2x4 SPP 210OP-1.88 BC 2x4 SPP 2100F-1. BE WEB 2x4 HP STUD 2x4 SPP 165017-1.513 8-2, 6-13 GBL BLR 2x4 HF STUD Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT (11607. 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 trues 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. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 6-8_0 7-2-0 _( 6-2-0 i 6-8-0 13-10-0 20-0-0 a 0� 66-8-0 6-8-0 i 6-8-0 26-8-0 33-4-0 40-M UPLIFT REACTIONS) : Support 1 -79 lb Support 2 -79 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, mph80 DEC Special Occupancy, Dead Load = =17.0 psf 3-12 3-10 MAX DEFLECTION (span) : L/535 IN MEM 10-11 (LIVE) L= -0.89" D= -0.89" T= -1 ==a== Joint Locations ===== 1 0- 0- 0 8 0- 0- 0 2 6- 8- 0 9 8- 0- 0 3 13-10- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 0 12 32- 0- 0 6 33- 4- 0 13 40- 0- 0 7 40- 0- 0 ID Q4 I SHIP V �. ��OFCiZV*l� 40-M , 8 9 10 11 l3 8-0.0 16-� 6-0� 12 40 I uL 3 X003 6-0-0 ,6-0-0 24-0-0 32-0-0 40-0-0 J 7/30/2003 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: 83235 ® T R U S S W O R KS This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads Chk' SB DS nr' SB g 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 noted. Bracing shown is for lateral support of components members only 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-11A Palm Desert, CA. 92211 Phone se 34A. 2 2 ( ) 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 end 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. 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 T6.4.2 - 0 Job Name: BREEZE ADOBE Truss ID: A06 Qty: 11 Drw : WO: 83235 ® This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer RG x -LOC RRACr SIZE REO'D TC 2x4 SPF 210OP-1.BE Denotes the requirement for lateral bracing UPLIFT REACTION(S) arc to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads 1 0- 1-12 1600 3.50 .2.29• BC 2x4 SPF 2100F -1.8E ® at each location shown. Lateral bracing Support 1 -79 lb 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 2 39-10- 4 1600 3.5 .2.29• WEB 2x4 HF STUD systems which include diagonal or x -bracing Support 2 -79 lb 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 T6.4.2 - 0 2x4 SPF 165OF-1.SE 8-2, 6-13 are the responsibility of the building This truss is designed using the TC FORCE' AXL END CSI Plating spec : ANSI/TPI - 1995 designer. Truswal Systems BRACE -IT may be UBC -97 Code. 1-2 5 0.00 0.27 0.27 THIS DESIGN IS THE COMPOSITE RESULT OF used for continuous lateral bracing on Bldg Enclosed Yes 2-3 -5410 0.33 0.36 0.70 MULTIPLE LOAD CASES. trusses spaced 24" oc. Alternatively, use Truss Location End Zone 3-4 -7367 0.56 0.34 0.90 PLATE VALUES PER ICBO RESEARCH REPORT #1607. scabs or T -braces as shown on Truswal Hurricane/Ocean Line - No , Exp Category - C 4-5 -6807 0.51 0.38 0.89 Drainage must be provided to avoid ponding. Systeme standard details. Bldg Length = 40.00 ft, Bldg Width - 20.00 ft 5-6 -4302 0.12 0.30 0.43 End verticals designed for axial loads only. Mean roof height - 16.27 ft, mph 80 6-7 -5 0.00 0.30 0.30 End verticals that are extended above or DEC Special Occupancy, Dead Load = 17.0 psf below the truss profile (if any) may require BC FORCE AxL END CSI additional design consideration (by others) 8-9 4642 0.45 0.16 0.61 for lateral forces due to wind or seismic 9-10 7106 0.69 0.13 0.81 loads on the building. 0-11 7446 0.72 0.15 0.87 1-12 6202 0.60 0.12 0.73 2-13 3626 0.35 0.15 0.50 WEB FORCE CSI WEB FORCE CSI 1-8 -163 0.06 4-11 -728 0.34 2-8 -4837 0.66 5-11 778 0.27 MAX DEFLECTION (span) 2-9 1113 0.39 5-12 -2082 0.70 L/536 IN MEM 10-11 (LIVE) 3-9 -1817 0.64 6-12 1218 0.42 L= -0.89" D= -0.89" T= -1 ' 3-10 323 0.11 6-13 -3874 0.95 4-10 110 0.05 7-13 -164 0.06 =1= _= Joint Locations _ -- 0- 0- 0 8 0- 0- 0 2 6- 8- 0 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 6-8-0 66-11-0 66-5-0 6-8-0 66-8-0 66-8-0 6 33- 4- 0 13 40- 0- 0 6-8-0 13-7-0 20-" 26-8-0 33-4-0 40-" 7 40- 0- 0 II 412-0-0 3-12 - - / 2 3 4 S 6 7 01 25 8 9 8-0-0 40-0-0 10 11 12 B -0B-0- 0 88-" 8-08-00 16-" 24-" 32-" 3-10 SHIP V 1 -vow 00Y"" 13 40-0-0 J 7/30/2003 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: 83235 ® 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 R arc 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 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 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 'Joint Bp Live 0.00 psf O.C.S acin 2- 0- 0 p gC Palm Desert, CA. 92211 and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output from Truswal software', 'ANSUI'PI 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 T6.4.2 - 0 8" Job Name: BREEZE ADOBE Truss ID: A07 Qtv: 1 Drwa: RG X -LOC REACT SIZE REO'D 1 0- 1-12 1600 ,3.50• 2.29• 2 39-10- 4 1600 3.50• 2.29• TC FORCE AXL BND CSI 1-2 5 0.00 0.29 0.29 2-3 -5414 0.36 0.42 0.78 3-4 -7378 0.53 0.28 0.81 4-5 -6806 0.52 0.40 0.91 5-6 -4302 0.12 0.30 0.42 6-7 -5 0.00 0.30 0.30 BC FORCE AXL END CSI 8-9 4650 0.45 0.16 0.61 9-10 7151 0.69 0.13 0.82 0-11 7440 0.72 0.15 0.87 1-12 6204 0.60 0.12 0.73 2-13 3626 0.35 0.15 0.50 WEB FORCE CSI WEB FORCE CSI 1-8 -161 0.06 4-11 -723 0.34 2-8 -4845 0.66 5-11 774 0.27 2-9 1104 0.38 5-12 -2083 0.70 3-9 -1854 0.69 6-12 1218 0.42 3-10 290 0.10 6-13 -3874 0.95 4-10 104 0.04 7-13 -164 0.06 TYPICAL PLATE: 1.5-3 TC 2x4 SPP 210OF-1.89 BC 2x4 SPP 210OF-1.89 WEB 2x4 HP STUD 2x4 SPP 165OP-1.5E 8-2, 6-13 GBL ELK 2x4 HF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PSR 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 trues face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 4T 2-" 6-8-0 77-2-0 6-8-0 13-10-0 ®Denotes the requirement for lateral bracing at each locationshown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systeme atandard details. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. UPLIFT REACTIONS) : Support 1 -79 lb Support 2 -79 lb This trues 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 DEC Special Occupancy, Dead Load = 17.0 psf 6-2-0 6-8-0 66-8-0 6-8-0 20-" 26-8-0 33-4-0 40-0-0 4 5 6 7 F0.25 3-12 3-10 40-" 9 10 II 12 13 8-08-00 8-M 8-0-0 8-M 8-0-0 8-0-0 16-0-0 24-0-0 32-0-0 40-0-0 ===== Joint Locations ===== 1 0- 0- 0 8 0- 0- 0 2 6- 8- 0 9 8- 0- 0 3 13-10- 0 10 16- 0- 0 4 20- 0- 0 11 24- 0- 0 5 26- 8- 0 12 32- 0- 0 6 33- 4- 0 13 40- 0- 0 7 40- 0- 0 Tyso 4-0-0 5 1 I SHIP JUL 3 12OCa 7/30/2003 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: 83235 ® 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 Dsgnr' SB 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 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 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 was in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSVTPI 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 1111 19th Street, NW, Ste 800, Washington, DC 20036. BC Live 0.00 p psf BC Dead 10.00 psf TOTAL 40.00 psf O.C.S acin 2- 0- 0 P g Design Spec UBC -97 Seqn T6.4.2 - 0 8" Job Name: BREEZE ADOBE Truss ID: A08 Qty: 3 Drwg: 3RG %-LOC REACT SIZE REQ'D 1 0- 1-12 784 3.50• 1.50' 2 21- 2- 4 1827 3.50• 2.61• 3 39-10- 4' 649 3.50 . 1.50• TC FORCE ARL END CSI 1-2 6 0.00 0.66 0.66 �2-3 -969 0.01 0.66 0.67 3-4 1056 0.16 0.39 0.54 4-5 1068 0.16 0.37 0.53 5-6 -1017 0.01 0.65 0.66 6-7 -6 0.00 0.65 0.65 BC PORCE ARL END CSI 8-9 1010 0.15 0.32 0.47 9-10 602 0.09 0.32 0.41 0-11 -12 0.00 0.10 0.10 1-12 -1779 0.33 0.00 0.33 2-13 -158 0.00 0.37 0.37 3-14 1201 0.18 0.35 0.53 WEB FORCE CSI WEB FORCE CSI 2-4 -155 0.09 10-12 648 0.22 1-8 -190 0.14 5-12 -1311 0.40 2-8 -1128 0.42 5-13 1049 0.36 2-9 153 0.06 6-13 -275 0.09 3-9 521 0.18 6-14 -1256 0.74 3-10 -165 0.06 7-14 -189 0.07 3-12 -1594 0.85 TC 2x4 SPF 1650F-1.SE BC 2x4 SPF 1650F-1.SE 2x4 HF STUD 11-4 WEB 2x4 HP STUD 2x4 SPF 1650F -1.5E 8-2 Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 41607. Location of interior bearings should be clearly marked on each truss. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 8-0-0 8-" ®Denotes the requirement for lateral bracing at each locationshown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be usedfor continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Loaded for 10 PSF non -concurrent BCLL. Interior support or temporary shoring must be in place before erecting this truss. Shim bearings (if needed) for req. support. 8-0-0 5-2=4 16-" 21-2-4 3 4 02- UPLIFT REACTION(S) : Support 1 -41 lb Support 2 -100 lb Support 3 -35 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 = 17.27 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf MAX DEFLECTION (span) : L/99I IN MEM 13-14 (LIVE) L= -0.22" D= -0.22" T= -0 ===== Joint Locations =---- 1 0- 0- 0 8 0- 0- 0 2 8- 0- 0 9 10- 8- 0 3 16- 0- 0 10 16- 0- 0 4 21- 2- 4 11 21- 2- 4 10-9-12 8-0-0 5 24- 0- 012 21- 2- 4 32-" 40-0-0 6 32- 0- 0 .13 29- 4- 0 7 40- 0- 0' 14 40- 0- 0 T 4� 3 3 34 6s 24 5-5 r 6-0-1 2-9-15 T41 :7: > 68 2-0-0 34 44 2 3-4 5-5 3-4 3 21-2-4 g 9 /0 1112 10-8-0 5-4-0 i 5-2_4 10-8-0 16-0-0 21-2-4 18-8-0 lam 6-0-1 SHIP. 101'�l -0-01 0 /3 14 uL 9 �p03 8-1� 10-8_� 1 29-4-0 40-M J 7/29/2003 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: 118" = V WARNING Read all notes on this sheet and give a copy ojit to the Erecting Contractor. Eng. Job: EJ. w0: B3235 ® 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 any TC Dead 10.00 psf Rep Mbr Bnd 1.15 noted. Bracing shown is for lateral suppon of components members only to reduce buckling length. This component shall not placed 75-110 St. Charles 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 from Truswal software', BC Live 0.00 psf O.C.Spacing 2-0-0 pl. and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output BC Dead 10.00 psf Design Spec UBC -97 Palm Desert, CA. 92211 'ANSI/TPI I','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'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 T6.4.2 - 0 Job Name: BREEZE ADOBE Truss ID: A09 Qty: 1 Drwg: X -LOC REACT SIZE REQ'D 0- 1-12 784 3.50 . 1.50• 21- 2- 4 1827 3.50• 2.61- 39-10- 4, 649 3.50• 1.50• TC FORCE AXL END CSI 1-2 6 0.00 0.66 0.66 2-3 -969 0.01 0.66 0.67 3-4 1056 0.16 0.39 0.54 4-5 1068 0.16 0.37 0.53 5-6 -1017 0.01 0.65 0.66 I6-7 -6 0.00 0.65 0.65 BC FORCE AXL END CSI 8-9 1010 0.15 0.32 0.47 9-10 602 0.09 0.32 0.41 0-11 -12 0.00 0.10 0.10 1-12 -1779 0.33 0.00 0.33 2-13 -158 0.00 0.37 0.37 3-14 1201 0.18 0.35 0.53 WEB FORCE CSI WEB FORCE CSI 2-4 -155 0.09 10-12 648 0.22 1-8 -190 0.14 5-12 -1311 0.40 2-8 -1128 0.42 5-13 1049 0.36 2-9 153 0.06 6-13 -275 0.09 3-9 521 0.18 6-14 -1256 0.74 3-10 -165 0.06 7-14 -189 0.07 3-12 -1594 0.85 TYPICAL PLATE: 1.5-3 TC 2x4 SPF 1650F -1.5E BC 2x4 SPF 1650F-1.513 2x4 HF STUD 11-4 WEB 2x4 HP STUD 2x4 SPP 165OF-1.SE 8-2 GBL BLR 2x4 HP STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. Loaded for 10 PSP non -concurrent BCLL. Interior support or temporary shoring must be in place before erecting this truss. Gable verticals are 2x 4 web material spaced at 16.0 " o.c. unless noted otherwise. Top chord supports 24.0 " of uniform load at 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. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. PLATE VALUES PER ICSO RESEARCH REPORT #1607. Location of interior bearings should be clearly marked on each truss. Drainage must be provided to avoid ponding. Shim bearings (if needed) for req. support. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 8-0_0 8-0-0 5-2-4 8-0-0 16-0-0 21-2-4 2 3 44 01 25 UPLIFT REACTION(S) : Support 1 -41 lb Support 2 -100 lb Support 3 -35 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 = 17.27 ft, mph80 UBC Special Occupancy, Dead Load = =17.0 psf ===== Joint Locations == 1 0- 0- 0 8 0- 0- 0 2 8- 0- 0 9 10- 8- 0 3 16- 0- 0 10 16- 0- 0 4 21- 2- 4 11 21- 2- 4 10-9-12 8-M 5 24- 0- 0 12 21- 2- 4 32-0-0 40-0-0 6 32- 0- 0 13 29- 4- 0 7 40- 0- 0 14 40- 0- 0 loll I II ►; .UNAIRI, MIMI3-4 t. 4-4 g 9 /0 162 10-8-0 5-4-0 i 5-2-4 10-8-0 16-0-0 21-2-4 8-1-12 29-4-0 18-8-0 13 /4 10-810-8-00 40-0-0 co 5 6-0.1 Q - SHIP U 0fMt0 t 1w 7/29/2003 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. WO: B3235 ® 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 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 be placed any pl. ste-11 A 75-110 St. Charles s environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install 'Joint from BC Live 0.00 psf O.C.Spacing 2-0-0 CA9pl. Palm Desert, . and brace this truss in accordance with the following standards: and Cutting Detail Reports available as output 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 Segn T6.4.2 - 0 4" Job Name: BREEZE ADOBE Truss ID: A10 Qty: 1 Drwg: TC 2x4 SPP 1650F -1.5E BC 2x4 SPF 1650F -1.5E GBL BLR 2x4 HP STUD PLATE VALUES PER ICBO RESEARCH REPORT #1607. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 6-M T 2-6-15 T 1-4-0 1-4-0 •[PMI=PLATE MONITOR USED -See Joint Report— Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. 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. [+3 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 2-8-Oload.as noi" 4-" 6-8-0 025 2-4 2-4 T 2-8-14 T 6-0-0 S ilp 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 - 16.23 ft, mph = 80 UBC Special occupancy, Dead Load = 17.0 psf _=== 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 low 1_ ' d LT\—1 J 2727-10-0 4-2-0 TYPICAL PLATE: 1.5-3 STUB 8 9 10 Jl 12 13 IQ STUB 7/29/2003 1-4 0 2-8-0 2-8-0 OVER CONTINUOUS SUPPORT All plates are 20 gauge Truswal Connectors unless preceded by "Mx" for HS 20 gauge or "H" for 16 gauge, positione&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: B3235 ® 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 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', 'ANSUI'PI 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 T6.4.2 - 0 lJob Name: BREEZE ADOBE Truss ID: Al I Qtv: 6 Drwa: RG X -LOC REACT SIZE REO'D 1 0- 1-12 730 ,3.50• 1.50• 2 21- 2- 4 1725 3.50• 2.47- 3 25- 8- 4 24 3.50• 1.50• TC FORCE AEL END CSI 293 0.10 5-10 -111 0.04 1-2 4 0.00 0.34 0.34 2-3 -1717 0.02 0.50 0.52 TC Dead 10.00 psf 3-4 -796 0.01 0.50 0.51 BC Live 0.00 psf P 4-5 -4 0.00 0.50 0.50 BC Dead 10.00 psf BC FORCE ARL END CSI 6-7 1647 0.25 0.17 0.41 7-8 1444 0.22 0.17 0.38 8-9 -1040 0.01 0.15 0.16 9-10 -1043 0.01 0.15 0.16 PLEB FORCE CSI WEB FORCE CSI 1-6 -149 0.05 4-8 1952 0.68 2-6 -1726 0.72 4-9 -1594 0.32 2-7 128 0.04 4-10 1155 0.40 3-7 293 0.10 5-10 -111 0.04 3-8 -855 0.21 TC 2x4 SPF 1650F -1.5E BC 2x4 SPP 1650F-1.SE WEB 2x4 HPSTUD Plating Spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Location of interior bearings should be clearly marked on each truss. Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the trues profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truawal Systems standard details. Interior support or temporary shoring must be in place before erecting this truss. UPLIFT REACTION(S) : Support 1 -38 lb Support 2 -86 lb Support 3 -480 lb This trues 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 - 16.12 ft, mph = 80 USC Special Occupancy, Dead Load = 17.0 psf 6" T 4-0-1T T2-" 1 6-26-29 6-2-9 6-11-10 13-2-3 3 I 25 8-1-13 4-6_0 21-4-0 25-10-0 3-8 4-4 21-2-45-1 6 7 8 9 /0 77-5_6 7-10-15 5-9-15 4-7-12 7-5-6 15-4-5 21-2-4 25-10-0 T T 40-1 SHIP I 14-2-0 STUB 71 Joint Locations .;=== === 0- 0- 0 6 0- 0- 0 2 6- 2- 9 7 7- 5- 6 3 13- 2- 3 8 15- 4- 5 4 21- 4- 0 921- 2- 4 5 25-10- 0 10 25-10- 0 go. C"ou 203 7/29/2003 OVER 3 SUPPORTS All plates are 20 gauge Truswal Connectors unless preceded by "W" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B3235 ® 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 DurFaes L=1.25 P=1.25 T R U S S W O R KS utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord A Company YCTl p youanruss 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 aein 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', 'ANS1rrPl 1.,'WTCA I' Wood Truss Council Standard Design Responsibilities, 'HANDLING INSTALLING BC Dead 10.00 psf Design Spec UBC -97 - of America AND BRACING METAL Phone (760) 341-2232 PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, Fax # (760) 341-2293 Madison, Wisconsin 53719. The American Forest and Paper Association (AFPA) is located at 11 It 19th Street, NW, Ste 800, Washington, DC 20036. TOTAL 40.00 psf Seqn T6.4.2 - 0 lJob Name: BREEZE ADOBE Truss ID: Al2 Qtv: 1 Drwa: TC 2x4 SPP 1650F-1.513 Plating spec : ANSI/TPI - 1995 BC 2x4 SPF 1650F-1.513 THIS DESIGN IS THE COMPOSITE RESULT OF GBL BLK 2x4 HF STUD MULTIPLE LOAD CASES. Location of interior bearings should be PLATE VALUES PER ICBO RESEARCH REPORT #1607. clearly markedon each true.. Interior support or temporary shoring must Drainage must be provided to avoid ponding. be in place before erecting this truss. Top chord supports 24.0 " of uniform load End verticals designed for axial loads only. at 20 psf live load and 10 psf dead load. End verticals that are extended above or Additional design considerations may be below the truss profile (if any) may require required if sheathing is attached. additional design consideration (by others) [+) indicates the requirement for lateral for lateral forces due to wind or seismic bracing (designed by others) perpendicular loads on the building. to the plane of the member at 63 -intervals. 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 Bracing is a result of wind load applied 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/TP1 1','WTCA F- 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 Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 900, Washington, DC 20036. to member.(Combination axial plus bending). O.C.S acro 2- 0. 0 P g Design Spec UBC -97 Seqn T6.4.2 - 0 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 verti-p4l0 1-0 1-4.0 load as noted. 1-4-0 2-8-0 4-M 4-0-0 2-5 4 025 2-4 2-4 4-0-0 HIP 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 = 16.12 ft, mph80 UBC Special Occupancy, Dead Load =17.0 psf ===== 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 4- 9- 8 10 4- 9- 8 go.c%1v E7 4-9-8 21-0-8 21-0 14-, -0 ` g 2003 TYPICAL PLATE: 1.5-3STUB s 8 9 Io 1.4-0 i 1. 1. STUB 7/29/2003 1-4-0 2-8-0 4-" 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: B3235 ® 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 S 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 U 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 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 Detail Reports available as output from Truswal software', 'ANSI/TP1 1','WTCA F- 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 Forest and Paper Association (AFPA) is located at 1111 19th Street, NW, Ste 900, Washington, DC 20036. BC Live 0.00 psf p BC Dead 10.00 psf TOTAL 40.00 psf O.C.S acro 2- 0. 0 P g Design Spec UBC -97 Seqn T6.4.2 - 0 Job Name: BREEZE ADOBE Truss ID: A13 Qty: 1 Drwq: RG R -LOC REACT SIZE REQ'D 1 0- 1-12 843 ,3.50• 1.50• 2 21- 2- 4 864 3.50• 1.50• 3 21- 2- 9 864 3.50• 1.50• TC FORCE ARL END CSI 1-2 4 0.00 0.34 0.34 2-3 -2153 0.04 0.49 0.53 3-4 -1627 0.02 0.49 0.52 BC FORCE AXL BND CSI 5-6 2011 0.30 0.16 0.46 6-7 2158 0.32 0.16 0.48 7-8 2 0.00 0.13 0.13 WEB FORCE CSI WEB FORCE CSI 1-5 -148 0.05 3-7 -708 0.18 2-5 -2107 0.89 4-7 1732 0.60 2-6 220 0.08 4-8 -816 0.25 3-6 101 0.03 TC 2x4 SPF 1650F-1.SE BC 2x4 SPF 165OF-1.5E WEB 2x4 HF STUD Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Location of interior bearings should be clearly marked on each truss. Drainage must be provided to avoid ponding. Bnd verticals designed for axial loads only. Bnd verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. I 4-0-7 12-0-0 1 6-2-9 6-2.9 . ®Denotes the requirement for lateral bracing at each location shown. Lateral bracing systems which include diagonal or x -bracing are the responsibility of the building designer. Truswal Systems BRACE -IT may be used for continuous lateral bracing on trusses spaced 24" oc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. Interior support or temporary shoring must be in place before erecting this truss. 6-11-10 13-2-3 025 8-18-113 21-4-0 UPLIFT REACTION(S) : Support 1 -42 lb Support 2 -41 lb Support 3 -41 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 = 16.08 ft, mph = 80 UBC Special Occupancy, Dead Load 17.0 psf ===== Joint Locations ===== 1 0- 0- 0 5 0- 0- 0 2 6- 2- 9 6 7- 5- 6 3 13- 2- 3 7 15- 4- 5 4 21- 4- 0 8 21- 4- 0 T 4-0, go. ' ' 2-5-4 SHIP iI 1 21.4-0 18-8F -0 5 6 7 8 STUB 77-5 77-1 5-11-11 7-5-6 15-4-5 21-4-0 1UL t; 9 2003 7/29/2003 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" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83235 ® 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 o 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 utilitzed 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 YCTrussl 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 -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 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 T6.4.2 - 0 Job Name: BREEZE ADOBE Truss ID: A14 Qty: TC 2x4 SPP 1650F -1.5E •[PM]=PLATE MONITOR USED -See Joint Report** BC 2x4 SPF 1650F -1.5E Plating spec : ANSI/TPI - 1995 GBL BLR 2x4 HF STUD THIS DESIGN IS THE COMPOSITE RESULT OF PLATE VALUES PER ICBO RESEARCH REPORT (#1607. MULTIPLE LOAD CASES. interior support or temporary shoring must Location of interior bearings should be be in place before erecting this truss. clearly marked on each truss. End verticals designed for axial loads only. Drainage must be provided to avoid ponding. End verticals that are extended above or Top chord supports 24.0 " of uniform load below the truss profile (if any) may require at 20 psf live load and 10 psf dead load. additional design consideration (by others) Additional design considerations may be for lateral forces due to wind or seismic required if sheathing is attached. loads on the building. [+] 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 load as noted. I 4-04T t2-0-0 1 TYPICAL PLATE: 1.5-3 1.41 0 2-82-8 0 2-8-0 2.8 .0 2.8-0 2-8-0 2-8-0 2-8-0 1.4.0 4.0.0 6-8.0 9.4.0 12-0-0 14-8.0 17-4-0 10-0.0 1 Drwg: 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 = 16.08 ft, mph 80 UBC Special Occupancy, Dead Load = 17.0 psf 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 025 I I 5.5 5-5 2-4 2-4 21-4-0 l8 19 10 21 22 23 24 15 26 27 28 29 30 31 32 33 34 STUB 1.4-0 2.8-0 2.8 .0 2-8-0 2-8-0 2-8-0 2.8 .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 20.0-0 I - 4-" SHIP ,v juL 2 to _= Joint Locations =--- 1 0- 0- 0 18 0- 0- 0 2 1- 4- 0 19 1- 4- 0 3 2- 8- 0 20 2- 8- 0 4 4- 0- 0 21 4- 0- 0 5 5- 4- 0 22 5- 4- 0 6 6- 8- 0 23 6- 8- 0 7 8- 0- 0 24 8- 0- 0 8 9- 4- 0 25 9- 4- 0 9 10- 8- 0 26 10- 8- 0 10 12- 0- 0 27 12- 0- 0 11 13- 4- 0 28 13- 4- 0 12 14- 8- 0 29 14- 8- 0 13 16- 0- 0 30 16- 0- 0 14 17- 4- 0 31 17- 4- 0 15 18- 8- 0 32 18- 8- 0 16 20- 0- 0 33 20- 0- 0 17 21- 4- 0 34 21- 4- 0 gip, X1law ` 7/29/2003 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: 7/32" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 83235 ® 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 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 Derail Reports available as output from Truswal software', 'ANSI1TPI 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 T6.4.2 - 0 Job Name: BREEZE ADOBE Truss ID: A15 Qty: 1 Drwg: TC 2x4 SPP 1650F -1.5E ••[PM]=PLATE MONITOR USED -See Joint Report— This truss is designed using the WO: B3235 TC Live 20.00 psf DurFacs L=1.25 P=1.25 BC 2x4 SPF 1650F-1.SE Plating spec : ANSI/TPI - 1995 UBC -97 Code. 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 GBL ELK 2x4 HP STUD THIS DESIGN IS THE COMPOSITE RESULT OF Bldg Enclosed - Yes 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', 'ANSUTPI 1','WTCA F- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE VALUES PER ICBO RESEARCH REPORT #1607. MIILTIPLE LOAD CASES. Truss Location - End Zone 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 End verticals designed for axial loads only. Drainage must be provided to avoid ponding. Hurricane/Ocean Line = No , Exp Category = C End verticalsthat are extended above or Top chord supports 24.0 - of uniform load Bldg Length = 40.00 ft, Bldg Width = 20.00 ft below the truss profile (if any) may require at 20 psf live load and 10 psf dead load. Mean roof height = 15.98 ft, mph = 80 additional design consideration (by others) Additional design considerations may be UBC Special Occupancy, Dead Load 17.0 psf for lateral forces due to wind or seismic required if sheathing is attached. loads on the building. (+] 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 --- = Joint Locations = __ adequate sheathing applied to the truss 1 0- 0- 0 12 0- 0 0 face is designed to support only vertical 2 1- 4- 0 13 1- 4- 0 1-4-0 1-4-0 1-4-0 1-4_0 11*41 as ngY 4_ 1-4-0 1-4-0 1-4=0 3 2- 8- 0 14 2- 8- 0 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 4 4- 0- 0 15 4- 0- 0 5 5- 4- 0 16 5- 4- 0 6 6- 8- 0 17 6- 8- 0 / 2 3 a 5 6 7 8 9 !u 7 8- 0- 0 18 8- 0- 0 8 9- 4- 0 19 9- 4- 0 F0 9 10- 8- 0 20 10- 8- 0 25 10 12- 0- 0 21 12- 0- 0 11 12- 6- 0 22 12- 6- 0 2.4 2-4 gyp, C11991 ow DW 12-" 9 2pp3 27.6-0 L TYPICAL PLATE: 1.5-3 1, 1-0-0 1-4-0 1-4 1-4 1-4_0 J3 /a /s /6 /7 1-4 1-4=0 /a /9 1-4=0 20 1-4-0 M STUB 7/29/2003 , , 1-4-0 2-8-0 4-" 5-4-0 6-8-0 8-" 9-4-0 10-8-0 Q1( co TINUOUS 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" = ,' ® T R U S S W O R KS WARNll v G Read all notes on this sheet and give a copy of it to the Erecting Contractor. This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The building designer must ascertain that the loads utilized on this design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord Eng. Job: EJ. Chk: SB Dsgnr' SB WO: B3235 TC Live 20.00 psf DurFacs L=1.25 P=1.25 A Company You Can Trussl is laterally braced by the roof or Boor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise 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 be placed in any 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', 'ANSUTPI 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 T6.4.2 - 0 Job Name: BREEZE ADOBE Truss ID: A16 Qtv: 6 Drwci: MG X -LOC REACT SIZE REO'D 1 0. 1-12 500 ,3.50• 1.50• 2 12- 4- 4 500 3.50• 1.50• TC FORCE AXL END CSI 1-2 5 0.00 0.42 0.42 2-3 -779 0.01 0.42 0.43 BC FORCE AXL END CSI 4-5 934 0.14 0.18 0.32 5-6 2 0.00 0.15 0.15 NEB FORCE CSI NEB FORCE CSI 1-4 -152 0.05 3-5 845 0.29 2-4 -974 0.92 3-6 -472 0.17 2-5 -246 0.05 TC 2x4 SPP 1650F-1.56 BC 2x4 SPP 1650F -1.5E WEB 2x4 HP STUD Drainage must be provided to avoid ponding. End verticals designed for axial loads only. End verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 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 trues requires adequate sheathing, as designed by others, applied to the trues face providing lateral support for webs in the truss plane and creating shear wall action to resist diaphragm loads. 6.6-11 6.6-11 5-115 12-6-0 UPLIFT REACTION(S) : Support 1 -28 lb Support 2 -22 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 - 15.98 ft, mph 80 UHC Special Occupancy, Dead Load = 17.0 psf 3 MAX DEFLECTION (span) : L/999 IN MEM 4-5 (LIVE) L= -0.08" D= -0.08" T= -0 -=== Joint Locations = -- 1 0- 0- 0 4 0- 0- 0 2 6- 6-11 5 7- 9- 6 3 12- 6- 0 6 12- 6- 0 19 W, Clio o 1W3.1r203/ _P 10 12-" UL 2 g V3 27-6-0 TYPICAL PLATE: 3-4 a s 77-9 4-8-10 6 STUB 7/29/2003 7-9-6 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' all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. w0: B3235 ®WAMTNGRead 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 p y is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached unless otherwise TC Dead 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 Derail Reports available as output from Truswal software', 'ANSI/TPI 'HANDLING BC Dead 10.00 psf Design Spec UBC -97 Phone (760) 341-2232 I','WTCA V- Wood Truss Council of America Standard Design Responsibilities, INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, 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 T6.4.2 - 0 FRAMING DETAIL 1/21/98 I. 2x4 POST ATTACHED TO EACI1 TRUSS PANEL PURLIN. 2. 2x4 #1 IIF OR #2 DF PURLINS 4' • 0 " O.0 . J. 2x4 0I HF OR 42 DF CONTINUOUS STIFFENER 4. HIP TRUSS 01 SETBACK FROM END WALL AS S. EXTENDED END JACK TOP CHORD (TYPICAL) 6 COMMON TRUSS. 7. HIP CORNER RAFTER. 8. 1 xq CONTINUOUS LATERAL B W\CING. 9. EXTENDED BOTTOM CHORD. -u_ LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIONER. 4 1 j SETBACK AS NOTED l ON TRUSS DESIGN. WARNING Rood a nm'desv" u for an wovd -s-re;5 11 . 7 t nib' r.- wd W tWfp'aaytt rp a1 w SVSTIM mown M ow 181011 auppon 4 wW caw""wwmws cone ems'. rt" accao.nm wpi tM ptgww W000 IMISSE9' • (osr-m SUMMAIIY VQ9r by Ipl. ' Npw AMoaalon (KPI) Y ,;. 'J T FRAMING DETAIL 1/21/98 I. 2x4 POST ATTACHED TO EACI1 TRUSS PANEL PURLIN. 2. 2x4 #1 IIF OR #2 DF PURLINS 4' • 0 " O.0 . J. 2x4 0I HF OR 42 DF CONTINUOUS STIFFENER 4. HIP TRUSS 01 SETBACK FROM END WALL AS S. EXTENDED END JACK TOP CHORD (TYPICAL) 6 COMMON TRUSS. 7. HIP CORNER RAFTER. 8. 1 xq CONTINUOUS LATERAL B W\CING. 9. EXTENDED BOTTOM CHORD. -u_ LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIONER. 4 1 j SETBACK AS NOTED l ON TRUSS DESIGN. WARNING Rood a nm'desv" u for an wovd ®,► accaruaio. win tM awnwa vwrwa W pM co wo uWod an An Wf+yn ewM JI, t f/ "1 wd W tWfp'aaytt rp a1 w SVSTIM mown M ow 181011 auppon 4 wW caw""wwmws cone INUSW/1L SYSIEW COMPA110N accao.nm wpi tM ptgww W000 IMISSE9' • (osr-m SUMMAIIY VQ9r by Ipl. ' Npw AMoaalon (KPI) Y ,;. 13, V FRAMING DETAIL 1/21/98 I. 2x4 POST ATTACHED TO EACI1 TRUSS PANEL PURLIN. 2. 2x4 #1 IIF OR #2 DF PURLINS 4' • 0 " O.0 . J. 2x4 0I HF OR 42 DF CONTINUOUS STIFFENER 4. HIP TRUSS 01 SETBACK FROM END WALL AS S. EXTENDED END JACK TOP CHORD (TYPICAL) 6 COMMON TRUSS. 7. HIP CORNER RAFTER. 8. 1 xq CONTINUOUS LATERAL B W\CING. 9. EXTENDED BOTTOM CHORD. -u_ LATERAL STABILITY OF ROOF SYSTEM IS PER BUILDING DESIONER. 4 1 j SETBACK AS NOTED l ON TRUSS DESIGN. WARNING Rood a {I F FII'ap dl -1(i;W N I j ,114 nm'desv" u for an wovd ®,► accaruaio. win tM awnwa vwrwa W pM co wo uWod an An Wf+yn ewM JI, t f/ "1 wd W tWfp'aaytt rp a1 w SVSTIM mown M ow 181011 auppon 4 wW caw""wwmws cone INUSW/1L SYSIEW COMPA110N accao.nm wpi tM ptgww W000 IMISSE9' • (osr-m SUMMAIIY VQ9r by Ipl. ' Npw AMoaalon (KPI) Y {I F FII'ap dl -1(i;W N I j ,114 9 s C' mr.L4 Nip SYS -iF_4 H E14D VIEW C AI)EQUATE-K"GER OR (2) 16d NAILS (2) -16d NAILS .(2) 16-d NAILS TOE-NAIIED a ILR c A -,DUTCH HIP GIRDER -B' .,2x,'NAILER '(BY 'OTHERS) C - END JACKS D - CORNER JACKS E - CORNER JACK B.C. WEDGES H -- .HIP ,:RAFTER R BLOCKINjG'FOR DIAGONAL BRACE X DIAGONAL'BRACE I R 15 ve 097! DUTCH HIPSET DETAILS A X 9 s C' mr.L4 Nip SYS -iF_4 H E14D VIEW C AI)EQUATE-K"GER OR (2) 16d NAILS (2) -16d NAILS .(2) 16-d NAILS TOE-NAIIED a ILR c A -,DUTCH HIP GIRDER -B' .,2x,'NAILER '(BY 'OTHERS) C - END JACKS D - CORNER JACKS E - CORNER JACK B.C. WEDGES H -- .HIP ,:RAFTER R BLOCKINjG'FOR DIAGONAL BRACE X DIAGONAL'BRACE I R 5 " iia _..•rt + _ IiF• •"why' ,,}t5 suPPORT•REWIRw - BEARING SI ' EVERY f -W MAXIMUM. 4r MAX WHERE`; B 1. FOR REACTION A TO THE SUPPORT ' 2. FOR REACTION USED TO PROVID TYPICAL END JACK WITH 3. SIZE OF WEDOI VARYING TOP CHORo REQUIRED BEA '11 + TRUSS DESIGNSFi 4. FOR EACH DETi a SUPPORTING M.f S. UPLIFT REACTII CONNECTION CO+I HIP (31ROER (ONE OR MORE PLY). . HIP TRUSSES ' 1 AIC NL ONNECTIOI N6. L C , , _ OPTIO DESIGNER. T. REFER TO 041 SYSTEM THAT ARi DETAIL OPTIONS I WEDGE OR r r w + BEVELED TOP:.: eEND PLATE UNDER JACK TOP' d, `* I r' s r` t r CHORD OF ; LATERAL. '.ae $ ••.^ i EXTENSIONS. BRACE n . 10d T OEdWi.SEA;}FOR CONNCE ECTION OF LATERAL BRACE IS MAY `O ERLAP WITH!j =n PLATE,' NALL,W/10d BASEDON BRACE TRUSS CHORD NAIL CHORD TO QAWTO TDI; , C. r ?.}CHORDaF FpPaIR09i FORCES DETERMINED FACE OF BRACE"i ....:; BY 11-E BUILDING WITH Q) ,Od):'! Y. j[. p l %i NOTI : BEVEIFML"EDGER MAY BE USED INSTEAD OF DETAILS SHOWN. ABOVE. LEDGER MAY BE ATTACHED 'FACCOI,1RUSS-WITFI TO LTH .tOd NAIL8: SPACINt3 OF NAILS IS DEPENDENT ON LOADING CONDITIONS rN wFa3MINP a aunnitd oESK3NER.- - - - - - ---- NTALL`THAT'NAY MVH MM Pi00 DW BY TN&BtlUaM%' BS101031. R li $ r - TiW. OF O'TNM; TO VLI OY TIS AOIWIACY'OP TH* ogrA L W wkATLWr TO ANY > 1C. PIQ"CT, M TO rM APftJCATM AND W= J j R AFtLHTq"TWtaRAIiY>iQALARliYt18. TRL1tiMAL:YiTL P128lISilARE8N0 i`1I` .. ,,Jo-b INifidi.-ISTANWARDIHIP RA17ER-8' SETBACK YT GM 24 FL #1 & Btr. - SLIOER N4 FL - #1 & Btr. • PLATING BASED ON GREEN UMER VALUES. Is 0 r SW, IAL MUM [t40 TP5.0 Version 09.30." I 3-S4 6-6 10-3-12 Truss ID: RAF -4 S LatiSISWI; mailm - 1995 MULTIKE LO&CAOSES. I 11"i, Tails DIE aMMITE RESULT OF S PLATE WALUgS IM RESkAM ftEPOtTl #IgWj Perumnent or i ( a V) 1 Mred by OP il 4nd3.4. 11-1-12 F2.83 11-3-7 3 4 I1-1121 Truswat Systems Plates are re 20 ga. unless shown by "18"(18 ga.) or "N"(16 a.), positioned int Report. Circled plates and false Tates are PositioM as shown*above. frame P? j ARNING Read qU notes an this shed and give a copy of it to the Erecting Contractor, 'Itl( T Phos le for an iadlvHual Phom WM fha Cwt vasim q(Ttl - but It ho ben based an gwVka*m provided by On camponut nuoulacuirair and dem I*. lad y *A C4WfaOW WasthCUM SW APPA dolp suo&W No reqmusibility Is assumed for dbnoralosad accuracy. Minim 41ro, 1 al u WWW, WWW prior to f6ricallm The kuddbq dasignor shall smirkin that the leads u61 cep Issip amt at oxc*W in kulwe tow -W Wgdiq coda. It Is assumed *at the top chord is lateraDy braced by the root or W% and do botlsm chard Is islarally bracad. . y a d& "thing mawial directly atlachad, unless o6arMao notod. Bruclog adbmarm Is t ort sfeompoou&wAahma*lorW*cobucwLagkglh- This compor"oball not plead in any airwizoarawt chat w0i qciuww md'Of *Gum" 4WsW 19% &War cwm comeclor pbft corrosion. Fabiksu, handle, Instal and brace Ibis tars in w=&maj&.%j' few ": "MIJACOM MANUAL. by TmsvW. *QUAUTYCONTROL STANDARD FOR METAL PLATE CONNECTED W0015-1 - r-OWIIANDLINO INSTALLING AND BRAC3NO METAL PIATECONNECrED WOOD TRUSSES' - (II[B-91) and . •. W$SE11 'HIMIJUMMA STI by TPI. IU Tress Pbft ladlub (TPI) Is WmW at 593 D'Ono(do Drive, Madism, Wiscordin 53719. The Aundcau For," a I'IfIr clatim (APPA) 6 localed at 1250 Comaecticut Ave, NW, Ste 7W, Wahlington, DC 20M. I R-11111111 Alternate Stud Conesuctic \ice.Stet 1, N(.)Tk:t Vent Ulocks may be omitted onneol! 1,11 where no vent is required. U-34. T- 3 4 1401k x lot Crown A - 11 I 1/4"long T-31 or equal Z. Z ,' L ' 31 I b "'1 .' n U 0,11, T,31 to suit vent or outlooke r Cutout for 2X4 141d flat Cutout for 2xt laid flat (Spacing per buildinglAans) .(Spacing per buildine plant (S p c in , per bu I I dn, i ng x4 Add-on 1 .1 with 6d natl a at 16 c. 2-16d nails w 0 (by builder) "OFF STUD'tUTOUTS "ON STUD"CUTOUTS %j DETAILS FOR 2 Is 4 OUTLOOKERS FU a Mo.. Cable End Truss Date; De a. Dy: j N Ck. 13y: 6" k s q AN t-11 '::3-4 (2.4) 0-6 (2xnl (x_I MUM 1'-0* EAVE 6' BLOCKS @ 32"o.c. OR -0* MAXIMUM MAXIMUM, WITH 4x2 # GRACE SPACING OUTLOOKnS_CUT INTO 32'o.c. 2x4 12 MINIMUM CONTINUOUS L STRONGBACK BAACEO TO ROOF STRUCTURE AT 8'-O" MAXIMUM. STRONGBACK AT, Vwl()" CLEASPAN, 70 MPH 4'-1.6'CLEAnsPAN, 80 MPH PICAL 06, CONNE TION MINIMUM GnAOI STUDS U4 STU[ STUDS TO BE Mi 'MINIMUM GnAOI STUDS lx4 STU, STUDS To BE M, 01. 4 i, W, ¢'`BC SPLICE:' 3-4 (2x4,.5-5 (20ler, .K CONTINUOUS BEARING WALL " 1P.1' A' 6-6 (2xB)" Nr GABLE ENO FRAMING CONNECTION DETAILS (MIN. NAIL RE(lUIREMENTS S IY 2X4 SOLID BLOCK WITH 3-16d NAILS "-`mxilmum 40 PsF OVEIOAD. SHEATHING TO GABLE N EA. END ANQ 8d NAILS FROM SIIEAT14ING U BO'MPH WIND EXPOSURE C. TRUSS, 8d AT 6* o.c. TO BLOCK Al 6*o.c. `r4CESS'-,THIAN 20--0- W, ll HEIGHT. :7 *m 41BRACING DETAILS ..04 NOTCH 32" o.c. 2x4 GRACE WITH 4-16d NAILS WE 2/11199 TRUZw,m QW.&MAIMASymmm 1111 'I SYSTEMS COIVs9RbIICq CO WARNING Read all i This deslipt Is for an Indivicho I Acmdance with the current ver to hi vedhad by the contpow 'Allit"d an a* design mose or I ival at Am sheathing and she I omwrimfor hossesupport olo .1111 cause "I'll " 1, 0I:Olaafa acce-dwwm wom I follming 6 _VAM TIVILISSES !" . (osmi. 1 SUIAMAnY StIEEr by TPI. The Now Aw"Ation (AFPA) is lor, PLA(EVACING li icooll ,' IVIODEL 20 •UBC! CONTINUOUS --,G.ABLlt;Fi;, DETAILS WE 2/11199 TRUZw,m QW.&MAIMASymmm 1111 'I SYSTEMS COIVs9RbIICq CO WARNING Read all i This deslipt Is for an Indivicho I Acmdance with the current ver to hi vedhad by the contpow 'Allit"d an a* design mose or I ival at Am sheathing and she I omwrimfor hossesupport olo .1111 cause "I'll " 1, 0I:Olaafa acce-dwwm wom I follming 6 _VAM TIVILISSES !" . (osmi. 1 SUIAMAnY StIEEr by TPI. The Now Aw"Ation (AFPA) is lor, 2 F' t ' 1" .." F ':•5 , lC I- t- - i i L A'}':1' t T, •, Y, n pp Y. l .ijy ik: Hi'.",.G`,,1{i : tx h• USWAL SYSTEMSryCORPORATION •4445 N( IPARK ORIVE SUITE 200 _ :- - - COLORADO SPRINGS COLORADO 80907' - — s. (800) 224045 -!'(7 19)'598-5660 FAX (719)'598.8463 ETAILS."FOR."CONVENTIONALLY FRAMED VALLEY SETS PUAN VIEW A Nolea: +D The Maximum. Total Top Chord Load = 48 PSF TRUSSES @ 24" O.C. Minimum Top Chord Dead Load it 7 PSF GIRDER DESIGNED TO SUPPORT THE'TIE-IN' TRUSSES B C ELEVATION VIEW i CENTER RIDGE DETAIL A RAFTER DETAIL 6 VAI L_Y RAFTER The design for lateral loads and their connections is the responsibility of the Building Designer. The details Provided address. gravity and wind uplift loads only per the UBC. The maximum.Wnd speed is 85 MPH, 25 It Mian Roof Height (max.), Exp. C. 16d box nails are.typical throughout, except as noted (in details). The Center Ridge Rafter ( CRR.) is 2 x 6 stud. Attach this to the 1 x 8 with 4-164 toe nails (2 from each face). Attach the Opposite end to the truss the same. The Valley' Rafters, purlins, and blocking material are 2 x 4 stud. The.blocking must be spaced 24". O.C. and be adequately braced Jn1he.lateral direction at 6.0.0 O.C: Attaeh7his blocking to the Volley Rafter Mth.3-16d. Attach this blocking to the Puffin vrith 2-16d• The trusses below the valley are spaced 24- O.0 The purlins are rule length under the valley sel and muss tie inw2lled at 24' O.C. They are to be attached to each overlapping truss top chord wilh 2-164 nails. If they are not one continuous length• add a 12' long nailer to the race or thetruss top chord vwth 4-164 'End one purfin sedion. on the truss and begin the additional section on the nailer. A 1, x 8 perimeter runner must be attached through the sheathing and into 'F `L.'7+'` wr?r1 c 5 ff ,y.' cix3;c_01" i aY'er - ,Py:i lain" 'ra,.: ' xt.t:.' 'w ,} 'AMS," R—i _0 RECO. NDED ;' NNECT-ION `+ ''DETAILS- ` x: s . _ nr. a Myr . y.° a +T'N r i`a.' r'"': y: M''`.35rN '.{$ 3. r`'8..a- .. t'-' a.. r.is+''+ba ,i .i'i £ - d . i;.ri, ".rd': •e `: -.s; ' THESETDETI II,S ARES INTENDED 'TO??'SHOW MIIJhMUM `REQUIRED CONNECTIONS RECOMMENDED r?,: BY ,,TkUSWAL'SYSTEMS w. ., -DETAILS ADO PNOT.,;RFiEPLACE OR 'SUPERSEDE ANY 'DETAILS,`. xk a.-;ri SPECIFIED.BY A PROJECT ENGINEERyOR`'ARCHITECT•ON;A PARTICULAR.PROJECT, NOR. mh¢r HAVE THEY BEEN ,ANALYZED FC .2 SEISMIC AND WIND FORCES ACTING ON. -THE CONNEC— ' TIONS FROM °;THE-,RESPONSE,=.OF THE STRUCTURE TO SUCH `LOADS :- ,IT ,IS•;;REt--d E 4DED THAT THE APPROVAL OF THE PROJECT -ENGINEER :OR c,,.- ARCHITECT BE OBTAINED >BEFORE USING THESE DETl? ILS > BEA}'. REQUIREMENTS SHO +1N,'ONz SPECIFICRUSS DESIGNS 1T3SF7ED INCLUD.Ir ,CONNE:CTIONS .F.OR UPL`IFT_R±?A",TIONS:'°{ z.. TRUSS CON2 ECTION TO `.:kXTERIO. '-,BEARING WALLS , ;t TRUSSES @ 24"-O.C.. (TYP.) A ..BLOCK C; ORD siocx . BLoCK. --BLOCK, -- BOT TOP PIATE S L® • STUDS @ A 16" O.0 (TIM. ) lj TRUSS SECT. A—A (TYP•) PROCEDURE:. 1 TOE—NAIL• BLOCK 'TO TRUSS WITH .,1=16d ,COMMON .NAIL. 2 PLACE NEXT TRUSS .AGAINST BLOCK AND TOE-NAIL:TRUSS TO .TOP PLATE -WITH 2-16d.COMMON.NAILS. 3 END NAIL, THROUGH. 'TRUSS -INTO ;BLOCK WITH,.,,l—.16d COMMON .NAIL. 4 PLACE -NEXT. 'BLOCK AGAINST TRUSS AND .REPEAT STEPS 1 THROUGH -3. 5 $LOCKS;MAY.BE,ATTACHED TO TOP PLATE WITH.SIMPSON"A35F.(OR EQUIV.) FRAMING ANCHORS. SEE MANUFACTURER'':S.:' CATALOG FOR DETAILS AND $PECIFICATIONS. {' TRUSS.CONNECTION,TO`INTERIOR.BEARINGIWALLS _ is r ' XBRAC ING i B . C .. OF TRUSS OR END_VERTICAL RUN THROUGH TO BEARING.. Cf% WALL: -MUST._ -.BE AT .iiEZGHT-SPECIF-IED nN ..THF ..i1RC.7GN iIR WTd 7C- :f1A- >• >-=-Z•-rawi:..-'.► — x r a a "` y. s`: .w°7;; , s-`' :=; .. ,- 'r .c `n' x ,.i Fa ,. a4zbY s _r •: ;,;..rr »t _ `' ' k 4445,NORTHPARK DRIVESUITE 200 {: C4L0RADOSPRINGS, CO 80907 (800) 322-4045 :FAX:(719) 598 Users Tte; .,Trusplus., engineering : software.::.will ;correctly,-Aesign :'the location req. ements for;Rennanent,:continuous:.latera l :bracing:-(CLB). on.•_memt rs;.for whiff It :isjequired.,io ..reduce, buckling length Sealed <.engineering : draw ngs fro k'.Truswal wiII show, the -required -number.-and approximatelocati' of.braces -for ch.-membe.r',needing -bracing.:.: In general, ---this.-bracing `) g . is done 'by using Trus" I .Systems Brace or a.1x,or 2x member"(attar ied' to .thwtop or.botEom edof;::-.the member) t running perpendicular to` the ,trusses.` and ..a dequately designed, connected and braced to the building perAhe.:building..designer,(See ANSMI current version).'The following are other. -options .(when -CLS bracing is not Possible or desirable) that will also satisfy. bracing needs for• individual merlbers (not building system bracing): ,i 1.- A 1x or 2x structurally graded "T" brace;may.be nailed flat to the edge I of the member..with .10d common or., box nails .at 8" .o.c., if only one brace is required, or may be nailed to both edges of the member if two braces.are required. The °T" brace must extend a minimum of 90% of the membees length. 2 A scab (add-on) of the same size and structural ,grade :as the .member ` may., be: nailed to. one .face . of the , member.....with -10d ;common ;or box j nails.at.$" o.c. if only one brace is required, _or:.may<be:..nailed to j .both faces of. ahe member if two braces are :required. A : minimum.. of 2x6 i i scabs are required for any member,. exceeding 14'-0° -in length. i r Scab(s) must extend a minimum of 90% of the members; length. 3. Any member requiring more than two braces must use perpendicular bracing or a combination of scabs and °T" braces, or any other 11 ` approved method, as specified and approved by the building designer. Mv,, `7 iwl "W", IP rr' -TRUSWAL.'SYSTEMS :.. 4445 _NORTHPARK DRIVE,'SUITE'200 ,RINGS ;ZO,80907; ii24USZAX*(7.1 9& 9)'-5 N -F 7- 8/3/001. To wh?rn it may concern: pef'missible.to.r air a raise Frame*.joint with the. -procedure outlined -it is below, provid.d that the. following.'siatements- are true: Ceiling' loading is 10 PSF or less. .o Trusses are spaced 24" o.c. or less. • False Frame've.,ti-.als are spaced 6'-0" o.c. -or less. No additional po:;. nt loads or uniform *loads -are. present on the false frame that would cause the loads to exceed 10 PSF -'for.any reason. The joint -repair does. not 'hav upport! -,bearing--, 1directly (s) to e s underneath the joint. There is no I,. & n, ige to the lumber. at.the joint, -slich as excessive splits, cracks,.. el.c. The joint fits tight` y. (within all TPI tolerances). All- lumberin the'ials,6 frame is 2x4 or W. Re.pair,as follows: 1.- Cul. a - 1/2": CDX-APA.G -c..ip 1 -plywood (or equivalent'O.-S.L.) gusset, 4".:wide by long, or larger. 2. Apply gusset to the face of the truss at each joint with a -inissing plate, If oia face of truss has missinj plate, then gusset is required or-, only that face. If both fates of the joint ar -11 unplated, then the gusset is required on each face. n {:-a - '! 1 .`I, ` % ,.I I s•i: ••1•I. f! f il''7:',..Fy 41h1'il T ' 3 t1 *•; •.. ; ' N a1w4 yy RJFjR; ` k, t i?: !' •. . . •. .. • pp i ! yr 4r I i I {{ {! '{j j j9 I .i t app I 1tl •ilt lU}, ,tk[ . ' , z a " tw h' •n tT t' . . - i . - C' I t , f!Il F .t 0 M III Ny! I I }'1 !}E' Nal 'fi lY f ! j ! It' ! I lis►, . r btiA3QMLJM WIND SPEED IS 85 MPH. I' ,• I It X .9h , ,. u ! I .III ' i;, l ilf' I iftll! l l l 'Tlpt r 99 k }} I IU WWW UUU I I W I r 1. LATERAL'.LOADS W UNE WITH THE r li .. fi99, FZ IL• O y ' k. I r h{! f;( IIIR i' tl fAaht ( ?' I]Ibrf}tl ,n 11 `ttA t I t t !I !t.P CHORgB'HA1/t? NOT BEEN.CONSIDERED. }ifl', d i THESllOADB`AND THEIR REQUIRED II ! f I! t 1 ( zG v P Fr' 1 i rl 'i CONNECTION6 ARE THE RESPONSIBILITY { !1i ` r tl 'a !! OR THB+BUB OINA DESIGNER. 1 1 /2 > I t i ,'I' prat {i' v . r ly l r { -v r, s Yy 1 1 , } G `.. 6b ' .. r! I r I ! I f.. v'ra"'t ! }i' 1 i}., • _ 1.a '! j.. i.^-, (! r r wi I ; ,i ti ,1 _{ y I ;.r , _;I 'w : II; h':r h l► r u r lyppl' ,I' ' >I;lillq hlr{ , f il ;, i: s . ', 1 1!a •Ut lit{ II If r l 1471 ! t ti i.9, f'lu ( l 'IA'(# Y' q4 II { If:y t .. 12 „T ..:r 1 it d!I•; 1 (I .:I Ilal 'jl C I' li ' i ! REFER TO THE APPROPRIATE J TRUSWAL DESIGNS FOR THE t r cr til 14'I j r 9 t {r ml FOR REQUIRED WEB CONFIGURATION I %I,iri" 1 !!' } ;e t I"iWi FOR BOTH THE CAP TRUSS AND fit THE SUP PORTING BOTTOM TRUSS. r •. , vi t a t l 1„ I ! 11 r i I I I ,I i,l I,I ) +I j1 I ,` 1; i t ' -.>`.. - ! , - ---- ;ti ; ji1,, ! ,f ► ,5 fill I'. . I ! ry , ., I , ; • , l Ih y r i3L>< r><hilinlil4lFlj„f' ti?fl`I,It I'{IYI 1 1.1!I. pJE t III I' ni dlit bflill I t,! f I r",Y•' - ! ! I ! t t '. I 'I le 1 `' 71i- '' t "s .' s1 ! , L, nl. 6 ylf 2x4 CONTINUOUS LATERAL sx BRACING APPLIED AT 24'o.c if CHORE PERTH ATTACH EACH BRACE TO THE;'ti TRU$ Pie BOTTOM TRUSS WITH '2-10d .ul NAILS AT'EACH INTERSECTION. II 1 ! ' II'' t I l x' r of •4•. • _ zII I t{I r' 1 TOE-NAIL THE CAP TRUSS TO f r THE BRACE WITH 1.16d NAIL FROM EACH SBS AT EACH ( r i I,I,'I til I .l, ! i II,i I I I i i t 1 ✓• ' ,,1 I I, v g INTERSECTION. ' • r, 4 ' I I I i i it i; Re Yt iff. i%S Ni Ca itrlll•j i i(I dp i(1 i I I'( JON, T CODE SPACING { 53a: WARNING Read alf, rt0 %„jtjl 18 U I{ ii ill j' bi itillr 11I 'IIN^ i AIR! mb despn b for n Irgtvldum +7 prp1, bq, y% ri { aecordarroe MI•(fl pa aurrerrl veralane d ' tud I I M I r,! q 1 'PUBC 24"o.c. 4-30-98 - RNA' Ieee°m°°ur.°r " `errtv°r `roa w tenor wq amid aw oaamn.,ItCAP CONNECTION DETAIL d wYl ce,wa aw mdslure oonler l dn» r aee!i 7 r cbri errio f accoraanoo with the et I - I(&*WAL SYSM4 COWOPA(ION W000 7Iit18SQS' • (OS yq 'M lIOl,11E0 Ti{U9t.Of.(, ;'QY 1S tti,` SUf11MAgY3HFt?Tey'TPI. ThODus Pl! In ' _1 '16d }I y , y 1h r a - CO PaWr Assodstbn (AFPA(b fawe0 at 1 Sla v! "' I 1 ]' II I'R i,J' ITR in „_,I y i` r: y.. • , I 1 t (I F ii I i @ 4 . I , I;' , ,! y 't l•: :i' , " , ( 1 1 _.. :3 p':1 I ! • tff aid1..:5!, rl la _ Fqi ' ..,, ` .I..,. , II, lrl ;1 4 ..p;. ,.I , ILI I pi iI Iq i Al (2) 16d TOENAIL fit Ag1kllltl !; Z- T; j CONT. 2X4 40.50 SUPPORT TRUSS SIS LAfCERH' 1 k; ,LO 0 !t$,' 72" O.C. TYP. i"A TER: ri 1630 (,S--3) P3260 (5-5) 40 1630 5 163G- 324 1630 1 63Q SP3260 Ulf/ 1630 24- 02 2X4 CONTINUOUS SUPPORT BRACING. ',Z Pea- ATTACH TO THE TOP SIDE OF TOP CHORD OF lop 4REQUIRES 2X4 BRACE WHEN TRUSS SUPPORTING PIGGYBACKS WITH (2) IOd I, NAILS VERTICAL EXCEEDS 5'-0" 2 ..BRACES AT io'-bl! ETC. Cal H A, 4 lip ij ff ........... ......... VTT•, SJR Y %�RV FOR- iSA-( JS /44AY, UP L, -r -F -r' S];MPSOIAJ LSTA Z T -r-� D (By A C- 12 712-0-&S .ygr F' . x •k r .k r .. • 3 5' A C•:er' a 1ry'i i1 , t _ 1 _ . ,r • la,,. ` `PLATEOAi § .:. "` SPACING E ` " ` TW20 UBC NA 5/I5/97 I1 IS nq . So0r1510I11 I. •clues 6t.o loos Mosta ' PRESSURE BLOCKING DETAIL FOR END JACK 15 BOTTOM UP TO' 10'-0" AT HIP NO. I WITH EEILING LOAD -UFS PSF a CO IlrplSV•l rpus{MG VVll rllr ICUI CV1 y 4 4„ - 1 _ ., ?RESSUR BLOCK 3-10d 3-IOd PRESSURE BLOCK 3 1;Od . ;W1TH 4 16d NA11.S:' ; ' , ' .•.x°Y WITH 4-16d NAILS 3-10d. - " s BOTTOM CHORD OF TYPICAL HIP NO. I TRUSS NOTE: ' ATTACH 2X4 DOUG FIR PRESSURE •BLOCK TO BOTTOM # ! CHORD OF HIP NO: 1 WITH 4-16d NAILS' BOTTOM o _ ' CHORDS OF END JOINTS ARE ATTACHED WITH 3-10d NAILS AT,EACH END OF THE PRESSURE BLOCK, VL i ,r • la,,. ` `PLATEOAi § .:. "` SPACING E ` " ` TW20 UBC NA 5/I5/97 I1 IS nq . So0r1510I11 I. •clues 6t.o loos Mosta 1`iIr" jni`:eosmrw -11' 15 a CO IlrplSV•l rpus{MG VVll rllr ICUI CV1 y 4 4„ - 1 _ ., •, r• ,, THU `Ills urs 16.1 "55Vw1 5 "Ir 1 rql 111011 Cr 11 Ilk Is urq 1 1. , ,v - .. a ' 1•;r. .. _ 'r•• . a 111' U' r'111iOrl I Iq.0 I Irr6 IPur;lrr, v"IL,1 i5 gr rs n tlnM.rn rur • 4" r. •. ttDMtir. j: ,:' , .A_ i.'. I . smfir 1 1RUSWALSYS1EMSCORPORAMN a nl Co"wF,O C1 t nl , M IIr rll l.n l6n f Irlslr l IO ",ussts Ryk.....'_,.. t ' uoou U l•C1111 191 JIIOIClou6 Ap Il Icrrlor, or. i 1 END JACK STANDARD DETAI TRUSS PLATES AND LUMBER AS SHOWN, OR PER INDIVIDUAL TRUSS DESIGNS. (3-4 ALT.) 2-6 OPTIONAL EXTENSION 3-4 A 1.2 HIP GIRDER CHORDS CALIFORNIA LUMBER REQUIREMENTS: JACK TOP CHORD: 2X4; #2 0 - BETTER S -P -F, #2 OR JACK BOT CHORD: 2X4; #2 0 CORNER RAFTER: 2X6; SEL - SPECIE, OR DOUBLE',( -TOP CHORD LENGTH MAY,V - EXTENSIONS SUPPORT -TOP CHORD MAY BE SPLIQ, -BOTTOM CHORD LENGTH -DO NOT SPLICE THE BOT1 -TOP CHORD PITCH MAY VAI BOTTOM CHORD PITCH MU! -THIS DETAIL APPLIES TO 45 CONNECTION DETAIL "A" I CONNECTION OETAII- B"; I_:ONmEI TION DETAIL "C_' STOP CHORD TO HIP GIRDER) I l (BOT CHORD TO HIP GIRDER) ; I (TOP CHORD TO RAFTER) JACK TOP ('1l10HO _' JACK TOP CIORD RUNS OVER GIRDER";.^•Tw F. w diN.IS I BE SINN,;I F TOP CHORD. R `\ \ .r. \BEVELED OR DOUBLE BEVELED I Oct or ! 6cl NAILS, THROUGH (2) IOdor 16d NAILS, (2) IOcl Or 16d NAILS, I EAG-ACJU.C. INTO'RAFTER THROUGH JACK T.C. INTO THROUGH JACK B.C. INTO TOE NNAILED, FER SCHEDULE GIRDER TOP CHORD, TOE- GIRDER BOT CHORD, TOE- I BELOW, OR ADEQUATE NAILED, OR ADEQUATE NAILED, OR ADEQUATE MECHANICAL HANGERXER MECHANICAL H_ ANGER PER] MECHANICAL HANGER MAINUF. CATALOG. ` MANUF. TALOG. PER MANUF. CATALOG. NAILING REQUIRED: 2'-0" & 4'-0" JACK T.C. (2) NAILS NOTE: IF Z -O'! SIDE JACK BOTTOM CHORDS ARE USED (INSTEAD 6'-0" JACK T.C. (3) NAILS OF WRAFTER ONLY) (4) NAILS EDGES AT THE WALL), THEY MAY BE ATTACHED TO THE 8'-0" JACK (ONE FACE OF - BOTTOMCHORD OF -THE FIRST END JACK AS PER DETAIL " TC Live 16.00 psf DurFacr L-1.25 P=1.25 DESIGNED FOR 10 PSF NON•CONCURREP! F ESOT FOM CHORD LIVE LOAD. i PLA TES & NAILS DESIGNED FOR GREEN LUMBER VALUES. L TC Live IL01 psf Rep hl a Ong 1.0- WIND LOADED FOR 75 MPH, EXPOSURE "C', MAXIMUM. BC Lint 0.00 ' paf O.C.Specinq 2.0- 0 NO POINT LOADS. MECHANICAL UNITS, HVAC. SPRINKLERS, OR OTHER OC Dead 10.00 .p=f Design Spec UBC -97 ITEMS CAUSING ADDITIONAL LOADS ON THE STANDARD JACKS IS TOTAL 40.40 psf DEFL RATIO. LR4n TC: U780 ALLOWED, WITHOUT SPECIAL DESIGN. THIS DETAIL IS PROVIDED AS A SUGGESTED SOLUTION TO THE APPLICATION SHOWN ONLY. IT IS NOT INTENDED TO REPLACE OR SUPERCEDE ANY SIMILAR , k ® svDETAIL THAT MAY HAVE BEEN PROVIDED BY THE BUILDING DESIGNER. IT IS THE RESPONSIBILITY OF OTHERS TO VERIFY THE ADEQUACY OF THIS DETAIL IT, R U.IN RELATION TO ANY SPECIFIC PROJECT, AS TO ITS APPLICATION AND INTENT SVSTEMS APPLIED TO THIS OR ANY SIMILAR ISSUE. TRUSWAL SYSTEMS ASSUMES NO RESPONSIBILI FY FOR FIELD INSPECTION OR WORKMANSHIP QUALITY.