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SFD (0307-185)51585 Avenida Martinez 0307-185 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 f 8 S i 293 1 S FSC DaterP Signature of Contractor • OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business & Professionals Code). ( ) I am exempt under Section B&P.C. for this reason Date Signature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty,of perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. ( ) I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation. insurance carrier & policy no. are: Carrier 4t1si;11Ji0 Policy No. f' (This section need not be completed if the permit valuation is for $100.00 or less). ( ) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that if I should become subject to the workers' compensation provisions of Section 3700'of the Labor Code, I shall forthwith comply with those provisions. Date:11 - 14-11,3 Applicant ", ti % .— Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on his application. 1. 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 t e above-mentioned property for,inspection purposes, r Signature (Owner/Agent) n \-, Date BUILDING PERMIT - PERMIT# DATE , VALUATION LOT W017485 TRACT ,i2. J< 0 til/ 189.121*3i.O g . JOB SITE APN ADDRESS. a V.Li... a I:i B:.a'.C\I.r.e I7.u•-i'.' .•• OWNER CONTRACTOR / DESIGNER / EN (NEER I)O13C3LAS ?E3L D3M— , J03FAT %M`ELL t3i,IT.0 DIS` t' BID 1.14 3.5.5513 S`t ylt', 'RLAND AVX 35.558 S C NMU' 'JAM AVE. DE SM S'a6i.i" C 92211 PA +. i iI Ck 92211. r76q)360-; 301 4,'.13:7.0 PENI"AbU USE OF PERMIT 0401Y FA1 rLT T.NWE 1J111G Ilii! S. F. 5"F0. PLv.Is MI.T DOES'NOT INC E,JO.r UL-OCK WW kLl, PsE1O SP,A Oft DRIVEWAY APPROACH TRAC!' CONSTRU t'1ION I,3'7±.00 OF PoRclillzs rlo 161.00 ,SF OARAOFICARPORT 450.00 3F COST OF C01%Ja7[ L€TaUr0X X12,733.M yyyy j y- v yv , Qyy y11,, e'.> r LA°.I;ED D; Y3riYLYJ.i .6 AaS, summa '. y CUNSTRUCTION 1'',11? 101.000-918.000 S8Koo PLAN CHECK FEE 101-000-439-319 ME brPOSIT 101.000.439-31€3 4230100 MECHANICAL NICAL LSE 101-000421-000 $65.30 EloECTIRIC6+L FER 101,:000-420-000 $123.1' . PLUlVlBINU:'OEM 101-000-419-000. $142.00 STRONG MOTTION FEE- RFAID 10 -000.241.000 $11,67 OR AD1100 PEZ 10 A -(*0-423-•000 $13,80 DEVE:I.,OPl1A IMPACT PER $4405,00 PRECISE XYLAN 101-( 00- 441-345 $100.00 ' Sim-TO°I"AT., Coxes . TYM i1't1'A@m PLf11td CM, GIi. LESS PRE, -PAZ IME -AS DEC 19 2003 CITY OF, LA QUs141'A FINANCE DEPT. RECEIPTDATE r r .7 BY ' DATE FINALED INSPECTOR $4,119.38 4250,00 INSPECTION RECORD OPERATION DATE INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Underground Ducts Forms & Footings Ducts Slab Grade 44 Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K to Wrap - F.A.U. Framing — Compressor Insulation Vents Fireplace P.L. Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wall Firewall Exterior Lath Drywall - Int. Lath • Final Final G 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 64Z 4gZ Heater Final Water Piping Plumbing Final Plumbing Top Out Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral _ Pool Cover Sewer Connection G Encapsulation Gas Piping Gas Test O1( 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 Utility Notice (Perm) —s CERTIFICATE OF COMPLIANCE ' 21EOk, Desert Sands Unified School District gam ffl o 47950 Dune Palms Road Q BERMUDA DUNES r Date 12/19/03 La Quinta CA 92253 rn RANCHO MIRAGE d { INDIAN WELLSALM DESERT No. 25298 (760) 771-8515 PLA QUINTA .407 1 Q1 N0O y O Owner Douglas Birdsell APN # 773-141-005 Address 35-558 Summerland Ave Jurisdiction La Quinta City Palm Desert Zip 92211 Permit # 0307-185 Tract # Study Area Type Residential Addition No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 5 51585 Avenida Martinez 1871 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: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $2.14 X 1,871 S.F. or $4,003.94 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 CC/La Jolla Bank - Joseph Birdsell Check No. 853233 Name on the check Telephone 760/360-2301 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exempted by Sh Mc Ivrey Payment Recd $4,003.94 Over/Under Signature I: NOTICE: Pursuant to Government Code Section 66020(d)(1), this wilWrve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building DepartmenUApplicant Copy - Applicant/Receipt Copy - Accounting OCT -20-2003 MON 07:35 AM STEWART ESCROW Lid FAX NO. 7607715854 RECORDING REQUESTED By.. STEWART TPI'LE OF CALFFORNIA, INC, WHEN RECORDED MAIL TO: BID, LLC DOUGLAS D. 35-558 SUMMBRLAND AVE. PALM DESERT, CA 92211 ORDER NO. 514232168 ESCROW NO. 580070776 P. 03 SPACE ABOVE THIS LM FOR RECORDER'S USE GRANT DEED The undersigned grantor($) declare(s): Documentary transfer tax is $ A.P.N.: 773--141-005 ( )computed on full value of ro City tax $ ( ) or computed on full value less vallue of lliensyor encumbrances ( ) Unincorporated area: ( ) Cit of gym°g time of sale. FOR VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, 'and ]KATHLEEN DAGGETT, A MARRIED WOMAN AS HER SOLE AND SEPARATE PROPERTY ' hereby GRANTS to JOSEPH M: BIPDSELL, AN UNMARRIED MAN the following described real property in the County of RIVERSIDE ,.State of California SEE ATTACHED EXHIBIT "A" DATE: June 02, 2y 0 0- STATE OF , V 3 A } J, COUNTY OF } personally personally known to Inc (or proved to me on the basis of satisfitr tory evidence) to be the persou(s), whose name(s) is/are sub- scribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instru- ment the person(s) or the entity upon behalf of which the per- sons) acted, a7h=Zial instrument. WITNESS seal. , Signature TAX STATEMENTS AS OFFti-tAl S NOTARY Jftp,i1 ONSMON F!Afft NQ 3M= coh (This area for official notarial seal) 11 Certificate of Occupancy Ti'! 4 4 aakro Building & Safety Department This Certificate is issued pursuant to the requirements of Section 109 of the California Building Code, certifying that, at the time of issuance, this structure was in compliance with the provisions of the Building Code and the various ordinances of the City regulating building construction and/or use. BUILDING ADDRESS 51-585 AVENIDA MARTINEZ Use classification: SFD Building Permit No.: 0307-185 Occupancy Group: R3 Type of Construction: VN Land Use Zone RC J Owner of Building: DOUGLAS BIRDSELL Building Official Address 35-558 SUMMERLAND AVE City, ST, ZIP: PALM DESERT CA 92211 By: KIRK KIRKLAND Date: 6-23-04 POST IN A CONSPICUOUS PLACE 5l-5 6 -6 -AV, AqA?T7Il GZ Structural Calculations wi THE BIRDSELL RESIDENCE CUSTOM RESIDENCE AT -sus AVENIDA MARTINEZ LA QUINTA, CA. job # 4097 6/30/2003 Designer: Client: 6ITY 0F L. vDEPT BUILDING ,APPROVED OR CONSTRUCTION 04r'C6 SANTAMARIA AND ASSOCIATES DOUGLAS BIRDSELL NASRALLAH NICHOLAS ABOUFADEL RAYMOND FRANGIE STRUCTURAL CONSULTANTS, INC 44100 MONTEREY AVE,, SUITE 201C, PALM DESERT, CA. PHONE (760) 836-1000 FAX (760) 836-0856 L/o c DESIGN CRITERIA DEAD LOAD = 19.00 psf LIVE LOAD = 16.00 psf TOTAL LOAD = 35.00 psf EXTERIOR WALLS = 15.00 psf INTERIOR WALLS = 10.00 psf SEISMIC ZONE 4 FAULT TYPE A Na = 1.0 SOIL PROFILE Sd SEISMIC COEFFICIENT Ca = 0.44Na STRUCTURAL SYSTEM R = 4.5 SEISMIC FACTOR = (2.5 x 0.44 x 1.00 x 1.00)/(1.4 x 4.5) = 0.175 SEE CALCULATIONS FOR p FACTOR WIND EXPOSURE C WIND SPEED 70 MPH MAXIMUM HEIGHT 15 ft WIND FACTOR 17.36 psf MAXIMUM HEIGHT 20 ft WIND FACTOR 18.51 psf MAXIMUM HEIGHT 25 ft WIND FACTOR 19.49 psf SOIL BEARING PRESSURE ASSUMED 1000 psf 1997 UNIFORM BUILDING CODE/2001 CALIFORNIA BUILDING CODE 'WoodWorks" _t Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) PROJECT 2- 1/0 - 1/D °/ 7 Load Type Distribution Magnitude Location [ft] Pattern Shear 238 Total Start End Start End Load? Load! Dead Full UDL 133.0 Length No Load2 Live Full UDL 112.0 L/360 No MAXIMUM 0' 4'-3" Dead 289 Value 289 Live 238 Shear 238 Total 527 95 527 Bearing: fb = 940 Fb' = Length 1.0 Live Defl'n 1.0 Lumber -soft, D.Fir-L, No.2, 4XIF (o Self Weight of 2.91 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Design Value Analysis/Design Shear fv @d = 56 Fv' = 95 fv/Fv' = 0.59 Bending(+) fb = 940 Fb' = 1350 fb/Fb' = 0.70 Live Defl'n 0.04 = <L/999 0.14 = L/360 0.29 Total Defl'n 0.12 = L/440 0.28 = L/180 0.41 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.50 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 560 lbs -ft Shear : LC# 2 = D+L, V = 527, V@d = 455 lbs Deflection: LC# 2 = D+L EI= 20.01e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L --'live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT SWoodWorks :3FSsrAn^t'[e?k. sss:; ui,Yf tG.Y June 27, 2003 07:52:42 Birdsell Residence Beam #2 -outside main entrance Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 36 fb = 773 0.20 = <L/999 0.53 = L/414 821 Total Start End Start End Load? Loadl Dead Full UDL 67.5 Fcp'= 625 No Load2 Live Full UDL 90.0 1.00 No Load3 Dead Full UDL 15.0 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 0' 18'-3" Dead 890 Design Value 890 Live 821 fv @d = 36 fb = 773 0.20 = <L/999 0.53 = L/414 821 Total 1711 1.00 1.000 1711 Bearing: 1.00 1.00 2 Fcp'= 625 1.00 1.00 - Length 1.0 1.00 1.0 Timber -soft, D.Fir-L, No. 1, 6x12" Self Weight of 15.02 pif automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 36 fb = 773 0.20 = <L/999 0.53 = L/414 Fv' = 85 Fb' = 1350 0.61 = L/360 1.22 = L/180 fv/Fv' = 0.43 fb/Fb' = 0.57 0.33 0.43 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.00 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 7807 lbs -ft Shear : LC# 2 = D+L, V = 1711, V@d = 1531 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT . Lq 0WoodWorks,"..i%;.V 1a June 27, 2003 07:53:02 1 Birdsell Residence Beam #3 -main entrance Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern fv @d = 59 fb = 898 0.10 = <L/999 0.28 = L/522 816 Total Start End Start End Load? Loadl Dead Full UDL 161.5 Fcp'= 625 No Load2 Live Full UDL 136.0 1.00 No I MAXIMUM REACTIONS (lbs) and BEARING LENGTHS (in) : 0' Dead 1025 Design Value 1025 Live 816 fv @d = 59 fb = 898 0.10 = <L/999 0.28 = L/522 816 Total 1841 1.00 1.000 1841 Bearing: 1.00 1.00 2 Fcp'= 625 1.00 1.00 - Length 1.0 1.00 1.0 Lumber -soft, D.Fir-L, No.2, 4x1'6 Self Weight of 9.35 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Anal sis/Desi n FACTORS: F CD Shear Bending(+) Live Defl'n Total Defl'n fv @d = 59 fb = 898 0.10 = <L/999 0.28 = L/522 Fv' = 95 Fb' = 990 0.40 = L/360 0.80 = L/180 fv/Fv' = 0.62 fb/Fb' = 0.91 0.24 0.34 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 ADDITIONAL DATA: FACTORS: F CD CM Ct. CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 5523 lbs -ft Shear : LC# 2 = D+L, V = 1841, V@d = 1553 lbs Deflection: LC# 2 = D+L EI= 664.44e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 5 WoodWorks qai-? JI.it75YAn i Lt>k, h•;iUtl iKl'7[:.V . I June 27, 2003 07:53:28 I Birdsell Residence Beam #4 -left elevation Design Check Calculation Sheet Sizer 2002a I LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 672 Total Start End Start End Load? Loadl Dead Full UDL 228.0 1170 No Load2 Live Full UDL 192.0 L/360 No I MAXIMUM REQ 0' TIONS (Ibs) and BEARING LENGTHS (in) : ........ ...:..:.:.....:.............:............:............:.............:....:.......:....:.......:............:.....:....:..:........:....:....................:...:.. 7' Dead 819 Value 819 Live 672 Shear 672 Total 1491 95 1491 Bearing: fb = 1021 Fb' = 1170 fb/Fb' = 0.87 Live Defl'n 0.06 = Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 73 Fv' = 95 fv/Fv' = 0.77 Bending(+) fb = 1021 Fb' = 1170 fb/Fb' = 0.87 Live Defl'n 0.06 = <L/999 0.23 = L/360 0.25 Total Defl'n 0.16 = L/509 0.47 = L/180 0.35 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 FIV, = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2609 lbs -ft Shear : LC# 2 = D+L, V = 1491, V@d = 1234 lbs Deflection: LC# 2 = D+L EI= 177.83e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT 16 'Woo o rks w a S f(trAFk LUR, Wfii. L i!F)((:N June 27, 2003 07:53:511 Birdsell Residence Beam #5 -rear elevation Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or pif ) Load Type Distribution Magnitude Location [ft] Pattern Shear 420 Total Start End Start End Load? Load1 Dead Full UDL 114.0 1170 No Load2 Live Full UDL 96.0 L/360 No MAXIMUM REACTIONS (Ibs) and BEARING LENGTHS (in) : 01 8'-9" Dead 525 Value 525 Live 420 Shear 420 Total 945 95 945 Bearing: fb = 809 Fb' = 1170 fb/Fb' = 0.69 Live Defl'n 0.07 = Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 48 Fv' = 95 fv/Fv' = 0.51 Bending(+) fb = 809 Fb' = 1170 fb/Fb' = 0.69 Live Defl'n 0.07 = <L/999 0.29 = L/360 0.24 Total Defl'n 0.20 = L/512 0.58 = L/180 0.35 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 2067 lbs -ft Shear : LC# 2 = D+L, V = 945, V@d = 815 lbs Deflection: LC# 2 = D+L EI= 177.83e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT WoodWorks" ,A: FfWAR tUk,54GUiY etc3(GN June 27, 2003 07:54:26 Birdsell Residence Beam #&rear elevation Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Location [ft] Pattern Shear 300 Total Start End Start End Load? Loadl Dead Full UDL 114.0 No Load2 Live Full UDL 96.0 L/360 No MAXIMUM REQ 0' ;TIONS (Ibs) and BEARING LENGTHS (in) : 6' -3 - Dead 371 sis Value 371 Live 300 Shear 300 Total 671 95 671 Bearing: fb = 712 Fb' =.1170 fb/Fb' = 0.61 Live Defl'n 0.04 Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 4x6" Self Weight of 4.57 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Anal sis Value Desi n Value Analysis/Design Shear fv @d = 45 Fv' = 95 fv/Fv' = 0.47 Bending(+) fb = 712 Fb' =.1170 fb/Fb' = 0.61 Live Defl'n 0.04 = <L/999 0.21 = L/360 0.20 Total Defl'n 0.12 = L/619 0.42 = L/180 0.29 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 1048 lbs -ft Shear : LC# 2 = D+L, V = 671, V@d = 572 lbs Deflection: LC# 2 = D+L EI= 77.64e06 lb -int Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. COMPANY PROJECT O WoodWorks 513r'Itv; ,ic ii>k"Y; tiUtY ilY (G.V June 27, 2003 07:55:01 Birdsell Residence Beam #7 -right elevation Design Check Calculation Sheet Sizer 2002a LOADS: ( lbs, psf, or plf ) Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Partial UDL 95.0 95.0 0.00 1.50 No Load2 Live Partial UDL 80.0 80.0 0.00 1.50 No Load3 Dead Partial UDL 399.0 399.0 1.50 1.75 No Load4 Live Partial UDL 336.0 336.0 1.50 _.-No Load5 Dead P ----1-0-3 9' --" - 1:2'5 No :No--- Load6 Live I Point 693 1.25 ___w MAXIMUM'R 0' I 1'-9" Dead 391 Value 901 Live 273 Shear 624 Total 663 95 1526 Bearing: fb = 269 Fb' = 1170 fb/Fb' = 0.23 Live Defl'n 0.00 = Length 1.0 L/360 1.0 Lumber -soft, D.Fir-L, No.2, 4x8" Self Weight of 6.03 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Analysis Value Design Value Analysis/Design Shear fv @d = 33 Fv' = 95 fv/Fv' = 0.34 Bending(+) fb = 269 Fb' = 1170 fb/Fb' = 0.23 Live Defl'n 0.00 = <L/999 0.06 = L/360 0.01 Total Defl'n 0.00 = <L/999 0.12 = L/180 0.02 ADDITIONAL DATA: - FACTORS: F CD CM Ct CL CF Cv Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.30 1.000 1.00 1.00 2 Fv' = 95 .1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 687 lbs -ft Shear : LC# 2 = D+L, V = 663, V@d = 554 lbs Deflection: LC# 2 = D+L EI= 177.83e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) G'WdodWorks' LOADS: ( lbs, psf, or pif ) COMPANY I PROJECT L-1o `7 June 27, 2003 07:55:59 1 Birdsell Residence Beam #8 -right elevation Design Check Calculation Sheet Sizer 2002a Load Type Distribution Magnitude Start End Location [ft] Start End Pattern Load? Loadl Dead Partial UDL 399.0 399.0 0.00 3.50 No Load2 Live Partial UDL 336.0 336.0 0.00 3.50 No Load3 Dead Partial UDL 95.0 95.0 3.50 5.25 No Load4 Live Partial UDL 80.0 80.0 --3-.-S0-5-2'5-- -'-No Load5 LiveP'oi t 557 3.50 No Loa d6 De d Poi t 814 3.50 No MAXIMUM REL ,L: I IUIVS ms) anti 1:3tAKINU LtNU I H5 (In) : 0' 5'-3" Dead 1255 Value 1171 Live 993 _Analysis Shear 880 Total 2248 95 2051 Bearing: fb = 552 Fb' = 990 fb/Fb' = 0.56 Live Defl'n Length 1.0 0.17 = 1.0 Lumber -soft, D.Fir-L, No.2, 4x12" Self Weight of 9.35 plf automatically included in loads; Lateral support: top= full, bottom= at supports; Load combinations: ICC -IBC; SECTION vs. DESIGN CODE NDS -1997: (stress=psi, and in) Criterion Value Design Value Analysis/Design _Analysis Shear fv @d.= 84 Fv' = 95 fv/Fv' = 0.88 Bending(+) fb = 552 Fb' = 990 fb/Fb' = 0.56 Live Defl'n 0.01 = <L/999 0.17 = L/360 0.06 Total Defl'n 0.03 = <L/999 0.35 = L/180 0.09 ADDITIONAL DATA: FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 900 1.00 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.00 1.00 1.00 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Bending(+): LC# 2 = D+L, M = 3393 lbs -ft Shear : LC# 2 = D+L, V = 2027, V@d = 2193 lbs Deflection: LC# 2 = D+L EI= 664.44e06 lb-in2 Total Deflection = 1.50(Dead Load Deflection) + Live Load Deflection. (D=dead L=live S=snow W=wind I=impact C=construction CLd=concentrated) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Co C LATERAL ANALYSIS SECTION #.1 LONGITUDINAL PLATE HEIGHT = 9.00 FT ROOF AVERAGE HEIGHT = 11.00 FT \WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (11.00 ft-9.00ft/2) = 112.84 PLF SEISMIC LOAD= 0.175 x ((19.00 x 23.00)+(15.00 x 2 x 4.50)+(10.00 x 1 x 4.50)) SEISMIC LOAD= 107.98 PLF WIND GOVERNS = 112.84 PLF MAX. SHEAR = 112.84 plf x (21.00 ft)/(2 x 23.00 ft) = 51.51 PLF CHORD FORCE =112.84 plf x (21.00 ft**2)/(8 x 23.00 ft) = 270.45 LBS USE (6) 16 D's PER TOP PLATE SPLICE. SECTION #2 LONGITUDINAL PLATE HEIGHT = 9.00 FT ROOF AVERAGE HEIGHT = 12.50 FT WIND. FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (12.50 ft -9.00ft/2) = 138.88 PLF SEISMIC LOAD= 0.175 x ((19.00 x 47.00)+(15.00 x 2 x 4.50)+(10.00 x 2 x 4.50) SEISMIC LOAD= 195.65 PLF SEISMIC GOVERNS = 195.65 PLF MAX. SHEAR = 195.65 plf x (40.00 ft)/(2 x 47.00 ft) = 83.26 PLF CHORD FORCE =195.65 plf x (40.00 ft**2)/(8 x 47.00 ft) = 832.55 LBS USE (6) 16 D's PER TOP PLATE SPLICE. LATERAL ANALYSIS SECTION #1 TRANSVERSE PLATE HEIGHT = 9.00 FT ROOF AVERAGE HEIGHT = 13.00 FT WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (13.00ft-9.00ft/2) = 147.56 PLF SEISMIC LOAD= 0.175 x ((19.00 x 21.00)+(15.00 x 2 x 4.50)+(10.00 x l x 4.50)) SEISMIC LOAD= 101.33 PLF WIND GOVERNS = 147.56 PLF MAX. SHEAR = 147.56 plf x (23.00 ft)/(2 x 21.00 ft) = 80.81 PLF CHORD FORCE =147.56 plfx (23.00 ft**2)/(8 x 21.00 ft) = 464.64 LBS USE (6) 16D' S PER TOP PLATE SPLICE. SECTION #2 TRANSVERSE PLATE HEIGHT = 9.00 FT ROOF AVERAGE HEIGHT = 12.50 FT WIND FORCE (70 MPH) = 17.36 PSF WIND LOAD = 17.36 psf x (12.50ft-9.00ft/2) = 138.88 PLF SEISMIC LOAD= 0.175 x ((19.00 x 40.00)+(15.00 x 2 x 4.50)+(10.00 x 3 x 4.50) = 180.25 PLF SEISMIC LOAD = 180.25 PLF SEISMIC GOVERNS = 180.25 PLF MAX. SHEAR = 180.25 plf x (47.00 ft)/(2 x 40.00 ft) = 105.90 PLF CHORD FORCE = 180.25 plf x (47.00 ft**2)/(8 x 40.00 ft) = 1244.29 LBS USE (10) 16D'S PER TOP PLATE SPLICE. LATERAL ANALYSIS SHEAR WALL #1 ly L-160!7 LEFT ELEVATION TOTAL LOAD = 195.65 plf x (40.00 ft/2) = 3913.00 LBS SHEAR WALL LENGTH = 6.00 + 6.00 = 12.00 FT SHEAR WALL = 3913.00 lbs/12.00 ft = 326.08 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C. MAX. DRAG LOAD = 1462.25 LBS. USE (12) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 2934.72 LBS USE SEMPSON BPAHD22 TO HOLD DOWN EACH END, USE HTT22 AT CORNER. SHEAR WALL #2 LEFT GARAGE WALL TOTAL LOAD = 112.84plf x (21.00 ft/2) = 1184.82 LBS SHEAR WALL LENGTH = 6.00 FT SHEAR WALL = 1184.82 lbs/6.00 ft = 197.47 PLF USE SHEAR WALL TYPE 10 WITH 5/8" x 12" A.B. AT 48" O/C. MAX. DRAG LOAD = 846.30 LBS. USE (6) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 1777.23 LBS USE SDvlPSON BPAHD22 TO HOLD DOWN EACH ENDS u -5E ttrf ZZ /kT CORNER,, SHEAR WALL #3 RIGHT ELEVATION TOTAL LOAD (SEISMIC) = (0.5 x 107.98 plf x 21.00 ft) + (0.5 x 195.65 plf x 40 ft) TOTAL LOAD (SEISMIC) = 5046.79 LBS SHEAR WALL LENGTH = 8.00 + 8.00 = 16.00 FT SHEAR WALL = 5046.79 lbs/16.00 ft = 315.42 PLF USE SHEAR WALL TYPE 11 WITH 5/8" x 12" A.B. AT 32" O/C. MAX. DRAG LOAD = 1744.11 LBS. USE (14) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 2838.78 LBS USE SRVIPSON BPAHD22 TO HOLD DOWN EACH END. LATERAL ANALYSIS SHEAR WALL #4 FRONT OF GARAGE TOTAL LOAD = 147.56 plf x (23.00 ft/2) = 1696.94 LBS USE SIMPSON GARAGE PORTAL, USE (1) SW 22 x 7-4. TOTAL CAPACITY = 2190.00 LBS MAX. DRAG LOAD = 1494.92 LBS. USE (12) 16D'S PER TOP PLATE SPLICE. USE (2) #5 BARS TOP AND BOTTOM 8 FT PAST SIMPSON WALL EACH WAY. SHEAR WALL #5 REAR GARAGE WALL TOTAL LOAD (SEISMIC). = (0.5 x 101.33 plf x 21 ft) + (0.5 x 180.25 plf x 40 ft) TOTAL LOAD (SEISMIC) = 4668.97 LBS SHEAR WALL LENGTH = 8.00 + 5.50 = 13.50 FT SHEAR WALL =4668.97 lbs/13.50 ft = 345.85 PLF USE SHEAR WALL TYPE 12 WITH 5/8" x 12" A.B. AT 12" O/C WITH 2x SILL. MAX. DRAG LOAD = 1750.86 LBS. USE (14) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 3112.65 LBS USE SIMPSON BPAHD22 TO HOLD DOWN EACH END. SHEAR WALL #6 REAR ELEVATION TOTAL LOAD = 180.25 plf x (47.00 ft/2) = 4235.88 LBS SHEAR WALL LENGTH = 9.50 - 2.50 = 7.00 FT SHEAR WALL = 4235.88 lbs/7.00 ft = 605.13 PLF USE SHEAR WALL T- PE 13 WITH 5/8" x 12" A.B. AT 8" O/C WITH 2x SILL. MAX. DRAG LOAD = 2012.04 LBS. USE (14) 16D'S PER TOP PLATE SPLICE. MAX. UPLIFT LOAD = 4012.97 LBS USE SIMPSON BPAHD22 TO HOLD DOWN EACH END. /6 yO FOUNDATION DESIGN SOIL, BEARING PRESSURE = 1000 PSF MAX. LOAD = (35 psf x 44ft/2)+(15 psf)(9.00 ft)+150 psf x [(12" x 12")/144] = 1055 PLF WIDTH REQUIRE = (1055 plF1000 psf) x 12 = 12.66" USE 12" WIDE x 12" DEEP CONT. FOOTING W/ (1) #4 BAR AT TOP AND BOTTOM FOOTING CAPACITY = (1000 x 40 x 12)/(12 x 12) = 3333.33 LBS. PAD DESIGN BM #2 = 1725.00 LBS USE 2'-0" SQ. x 12" DEEP PAD WITH (2) #4 BARS EACH WAY FRONT GIRDER TRUSS = -f&S"O LBS 3 'Z-' 1 0 0 USE 2'-0" SQ. x 12" DEEP PAD WITH (2) #4 BARS EACH WAY REAR GIRDER TRUS S =X66-60 LB S 3:I !!;`C> , o 0 USE 2'-0" SQ. x 12" DEEP PAD WITH (2) #4 BARS EACH WAY C7 C • t i of Calif TRUSS ENGINEERING AND LAYOUTS Aiay+tncz. (i► f jrl LA QUINTA Lily BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DA BY ,_ %:Z , 1276 N. Palm Canyon # 109, Palm Springs, CA 92262 Phone: 760-318-2616 Fax: 760-318-2605 85 B4 83 B3 B ffa -wve --aac - F. 40-0 ' oil ■`■ . elf ■l l♦ ■■ —i'_Z ■i ■ESEEM E■► !s j'zt. ■i ■MMtO■-tel \101 moon i Ill- ■1 : \I i■ ■i■► .e BIRDSELL RES . Elmsl ■ SANTAMARIA ASSOC 01 ■■■■ ■l iINEME■■s■■■. la Y Ill ■IE t. i l 1 ■1 7 °t fly\r;■ Q C1V11_ LU MC46 S ASOU-FAM N0.5012L a REVERSE LAYOUT (MIRROR IMAGE) 18z0 BIRDSELL RES . D M MR DAM Due SANTAMARIA ASSOC Intel 1 i t r•u 55 , "LLC Ave. Martinez n a a u: o psf 1276 N. Palm Canyon Dr. 0109 La Quinta, CA 92253 ec Live 0.00 psf Palm SM CA Dead S. 00 Psf (760) 318-2616 a tal 35.00ysf 2a1a3 V i C 5297 we : sMU00 Dste : 1nWW3 3 s DurFac-Lbr . 2.25 DurFac-Plt : 1.4 D.C. sowing 24! Design spar UK# Irr/" : *63 / 41 A. It s • • LfOP ELEV _(9_O), B5 84 B3 B1 B LfOP ELEV _(9_O), a4D Intellitruss, LLC 1276 N. Palm canyon Dr. #109 Palm Springs, CA (760) 318-2616 A 0 (fOP ELEV _(9_O), I 21.2 18-10 STOP ELEV _(9_O) F ELEV _(9_O), AL 7_4.00 OP ELEV _(9_C BIRDSELL RES. SALES REP BR DUE DATE : SANTAMARIA ASSOC DSGNR/CHKR BR / BR AVE. NAVARRO TC Live 16.00 psf TC Dead 14.00 psf LA QUINTA, CA BC Live 0.00 psf BC Dead 5.00 psf Total 35.00 psf WO# IT111G30 Date 8/13/2003 7:05 DurFac-Lbr 1.25 DurFac-Plt 1.25 O.C. Spacing 24.0 Design Spec UBC -97 #Tr/#Cfg : 83 / 41 •)/ *j '01 0 0 IJob Name: BIRDSELL RES. Truss ID: A Qty: 1 Drwg: TC 20 SPF C165OF1.5E BC 2x4 SPF C1650Fi.5E GBL BLK 20 SPF CONSTR Loaded for 10 PSF non -concurrent BCLL. Top chord supports 24.0 " of uniform load at 16 psf live load and 14 psf dead load. Additional design considerations may be required if sheathing Is attached. (+) 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.(Combinatlon 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. Overhangs are not to be removed. Overhang Soffit loading - 0.0 par Plating spec: ANSIrrPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 3.113_ 1-&0 1.8,E 2-8.0 2-8-0 2-8-0 3.11-0 3-11.0 6.7-0 9-3-0 /1-/1.0 /4-7-0 /7.3-0 1/-1-0 1 10-7-0 1 10-7-0 1 1 3 4 3 6 7 8 9 10 11 11 13 a -4.o 4-4 k --0G ,. 1t -0-0 i J4 13 16 17 J8 19 10 11 11 13 14 13 16 3-11-0 1-8-0 1-8.0 1-8-0 1.8.0 1-8-0 3.11.0 3.1J-0 6-7-0 9-3-0 /1-11-0 14-7-0 17-3-0 11-1-0 *I 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 m 40.00 ft, Bldg Width = 21.17 ft Mean roof height. 10.93 ft, mph = 80 UBC Standard Occupancy, Dead Load = 19.0 psf T 4-4-0 SHIP =0-3-1 _= Joint Locations ----- 1 0-0-0 14 0-0-0 2 3-11-0 /5 3-11-0 3 5-3-0 16 5.3-0 4 6-7-0 17 6-7.0 5 7-11-0 18 741-0 6 9-3-0 19 9-3-0 7 10-7-0 20 10-7.0 8 11-11.0 21 11-11.0 9 13-3-0 22 13-3.0 10 '14-7-0 23 14-7-0 11 15.11-0 24 15-11-0 12 17-3-0 25 17-3-0 13 21-2-0 26 21-2-0 TYPICAL PLATE: 2-4 OVER CONTINUOUS SUPPORT 8/13/2003 All plates are 20 gauge Truswal Connectors) unless preceded by "MX" for HIS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16" = V WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 171 11(330 This design is for an individual building component not truss system. It Inas been based on specifications provided by the component manufacturer Chk: BR and done in accordance with We 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 Ore loads Dsgnr. BR TC Live 16.00 psf DufFaes L=1.25 P=1.25 utilized en Otis design meet or exceed the loading imposed by the local building code and the particular application. The design assmnes that the top chord n to I I i tru ss LLC is laterally braced by the roofer Door sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise 7noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any - TC Dead 14.00 psf Rep Mbr Bnd 1.15 ® (760) 318-2616 envirorunent that will cause the moisture content of die wood to exceed 19% and/or cause connector plate corrosion. Fabricate, hnncllc, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal so0ware'. 1276 N Palm Canyon Drive, Suite 109 'ANSIfrpi 1%'WTCA I'- WoodTruss Council orAnnerica Standard Design Responsibibfies,'14ANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC -97 Palm Springs, CA PLATE. CONNECTED WOOD TRUSSES' - (1116-91) and'HIB-91 SUMMARY SHEET by TPI.'Ilc Truss Plate Institute (PPI) is located at IYOnofrio Drive, Madison. Wisconsin 53719, 'Phe American Forest and Paper Association (AI --PA) is located at 1111 19th Street. NW, Ste 900, Washington, DC 70036. TOTAL 35.00 psf Seqn T6.3.9 - 0 7 • • I IJob Name: BIRDSELL RES. Truss ID: Al Qty: 5 Drwg: BRG X -LOC REACT SIZE REQ'D . TC 20 SPF C165OF1.5E 1 0- 1-12 836 3.50" 1.50" BC 2x4 SPF C1650F1.5E 2 21- 0- 4 836 3.50^ 1.50" WEB 20 SPF CONSTR Loaded for 10 PSF non -concurrent BOLL. TC FORCE AXL atm Cat Overhangs are not to be removed. OL- 1 29 0.00 0.12 0.12 Overhang Soffit loading = 0.0 psf 1-2 -1550 0.04 0.43 0.47 2-3 -1214 0.01 0.41 0.42 3-4 -12140.01 0.41 0.42 4-5 -1550 0.04 0.43 0.47 5 -OR 29 0.00 0.12 0.12 BC FORCE AXL BND CSI 6-7 1413 0.21 0.25 0.46 7-8 1413 0.21 0.25 0.46 WEB FORCE CSI WEB FORCE CSI 2-7 -442 0.15 4-7 -442 0.15 3-7 765 0.29 T 3-10-4 TMD -3-16 Plating spec : ANSIRPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBG RESEARCH REPORT 01607 8-0-0 22-7-0 22-7-0 88-0-0 8-0-0 10-7-0 13-2-0 21-2-0 10-7-0 1 10-7-0 1 1 3 4 I 4. 0 4-0 4. ii,. . 11 -6-0 i 4 7 8 10%-0 10 10-7-0 21-2-0 UPLIFT REACTION(S): Support 1 -56 lb Support 2 -56 lb This truss is designed using the UBC -97 Code. Bldg Enclosed - Yes Truss Location a End Zone HurricanelOceaa Line - No. Exp Category - C Bldg Length a 40.00 It, Bldg Width m 21.17 it Mean roof height - 10.93 it, mph a 80 UBC Standard Occupancy, Dead Load - 19.0 psf T 4-4-0 MO -3-1i MAX DEFLECTION (span) : L/999 IN MEM 6.7 (LIVE) L- 0.12" D --OAS" T= 0.27" .= Joint Locations m==== 1 0- 0- 0 5 21.2- 0 2 8.0-0 6 0-0-0 3 10-7-0 7 10-7.0 4 13-2-0 8 21-2-0 8/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/16"= 1' f WARNING VING Read all notes on this sheet and give a copy of if to the Erecting Contractor. Eng. Job: EJ. WO: IT111G30 This design is for an individual budding component not truss system. It fins been based on specifications provided by the component manufacturer and done in accordance with the current versions ofTPI and AFPA design standards. No responsibility is assmned for dimensional accuracy. Dimensions are to be verified by the component manufacturer and/or building designer prior to fabrication. The budding designer must ascertain (lint the loads Chk: BR Dsgnr: BR meI I i t ru ss LLC I,LLC ® (760) 318-2616 1276 N Palm Capyon Drive, Suite 109 Palm Springs, CA utilized on this design meet or exceed the loading unposed by the local building code and hue particular application. The design assunnes flint the lop 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 Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any environnnent that will cause the moisture content oftne wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this miss in accordance with the following standards: 'Joint and Cutting Detail Reports avvlable as output from Tnnswal sofhvare. 'ANSI/1-Pi 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilities,'HANDLING INS'T'ALLING AND BRACING METAL PLATT: CONNECTED WOOD -TRUSSES' - (HIR -91) nnd'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at IYOnofrio Drive, Madison. Wisconsin 53719. -Inc American Forest and 1'alrr Association (AI'I'A) is located of III 119th Street, NW. Ste 800, Washington, DC 20036. TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 6.00 psf TOTAL 36.00 psf DurFacs L=1.26 P=1.25 Rep Mbr Bnd 1.15 O.C.Spaeing 2- 0- 0 Design Spec UBC -97 Seqn T6.3.9 - 0 0 0 7 1 /Job Name: BIRDSELL RES. Truss ID: A2 Qty: 5 Drwg: IBRG X -LOC REACT SIZEREO'D TC 2x4 SPF C165OF1.5E 1 0- 1-12 838 3.50^ 1.50" BC 2x4 SPF C1650F1.5E 2 21- 0- 4 739 3.50" 1.50" WEB 2x4 SPF CONSTR TC FORCE AXL SND CSI OL- 1 29 0.00 0.12 0.12 1-2 -1557 0.04 0.43 0.47 2-3 -1221 0.01 0.41 0.42 3-4 -1222 0.01 0.42 0.43 4-5 -1562 0.05 0.45 0.50 BC FORCE AXL SND CSI 6-7 1420 0.21 0.25 0.47 7-8 1426 0.21 0.25 0.47 WEB FORCE CSI WEB FORCE CSI 2-7 -441 0.15 4-7 -450 0.15 3-7 772 0.29 Loaded for 10 PSF non -concurrent BCLL. Overhangs are not to be removed. Overhang Soffit loading - 0.0 psi 1 3-10-4 1 203-16 Plating spec : ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 UPLIFT REACTION(S): Support 1 -57 lb Support 2 -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 - 21.17 It Mean roof height - 10.93 ft, mph - 80 UBC Standard Occupancy, Dead Load - 19.0 psf -0-0 21-2-0 4 7 10-7-0_, 10-7-0 8 1a 21-2-0 I 4-4-0 SHIP 203-1 0 8/13/2003 All plates are 20 gauge Truswal Connectors) unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' MAX DEFLECTION (span) : Wi' R vING Read all notes on this sheet and give a copy of it to the Erecting Contractor. U999 IN MEM 7-0 (LIVE) WO: 17111 G30 L --0A3" D-0.16" T- -0.29" This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer _= Joint Locations ----- 1 0-0-0 5 21-2-0 and done in accordance with the current versions ofT PI and AFPA design standards. No responsibility is asswned for dimensional accuracy. Dimensions 2 6- 0- 0 6 0- 0- 0 8-0-0 2-7-0 2-7-0 8-" 3 10- 7-0 7 10-7-0 are to be verified by the component manufacturer mid/or building designer prior to fabrication. The building designer must ascertain that die loads 4 13- 2- 0 6 21- 2- 0 8-" 10-7-0 13-2-0 21-2-0 TC Live 16.00 psf 10-7-0 I 10-7-0 2 3 4 3 meI I itru ss LLC F4.00 -400 4-4 -0-0 21-2-0 4 7 10-7-0_, 10-7-0 8 1a 21-2-0 I 4-4-0 SHIP 203-1 0 8/13/2003 All plates are 20 gauge Truswal Connectors) unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' Wi' R vING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: XJ. WO: 17111 G30 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chk: BR and done in accordance with the current versions ofT PI and AFPA design standards. No responsibility is asswned for dimensional accuracy. Dimensions are to be verified by the component manufacturer mid/or building designer prior to fabrication. The building designer must ascertain that die loads Dsgnc BR TC Live 16.00 psf DurFacs L=1.26 P=1.25 utilized on Oris design meet or exceed the loading unposed by the local building code and the particular application. The design assumes that the top chord meI I itru ss LLC is laterally braced by the roof or floor sheathing and the bottom chord is latently braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 ® (760) 318-2616 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2- 0- 0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal so0wnre', 1276 N Palm Capon Drive, Suite 109 'ANSI/1'111 I','WTCA I'- Wood Truss Council of America Standard Design Responsibilitics,11ANDLING INSTALLING AND BRACING METAL BC Dead 6.00 psf Design Spec UBC -97 Palm Sp rings, C PLATE CONNECTED WOOD TRUSSES' - (HIR -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at IYOnofrio Drive. Madison, Wisconsin 53719. 'Ilia American Forest and Paper Association (AFPA) is located a1 1111 191h Street, NW, Sic 900, Wnshingtom DC 20036. TOTAL 36.00 psf Seqn T6.3.9 - 0 0 0 0 lJob Name: BIRDSELL RES. Truss ID: A3 Qty: 1 Drwg: IBRG X -LOC REACT SIZE REQ 'D TC 20 SPF C1650F1.5E 1 0- 1-12 1271 3.50" 1.81" BC 2x4 SPF C1650F1.5E 2 17- 3- 8 1009 93.00" 1.50" WEB 2x4 SPF CONSTR TC FORCE AXL BND CSI 1-2 -2818 0.15 0.61 0.77 2-3 -1900 0.03 0.42 0.46 TC Live 16.00 psf 3-4 -1893 0.03 0.31 0.34 4-5 -2303 0.04 0.46 0.51 ( 760)318-2616 BC FORCE AXL BND CSI 6-7 2870 0.39 0.36 0.75 Palm Springs, CA 7-8 2609 0.34 0.31 0.64 TOTAL 35.00 psf 8-9 2785 0.39 0.18 0.57 9-10 2117 0.23 0.20 0.43 WEB FORCE CSI WEB FORCE CSI 2-7 534 0.20 4-8 -554 0.19 2-8 -755 0.25 4-9 138 0.05 3-8 1155 0.44 Leaded for 10 PSF non -concurrent BCLL Designed for 100 PIf drag load applied evenly along the top chord to the bottom chord along partial continuous bearing(s) shown, concurrently with dead loads and 46 % live load. Duration -1.33. Partial continuous bearing reaction - 273 Plf. I 3-10-4 3 Plating Spec: ANSUTPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607. Permanent bracing Is required (by others) to prevent rotatlonttoppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. 8-" 2-7-0 2-7-0 8-041 8-0-0 10-7-0 13-2-0 21-2-0 10-7-0 1 10-7-0 2 3 4 S 4.Q 4-4 4.00 UPLIFT REACTION(S) : Support 1 -61 Ib Support 2 49 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 - 21.17 ft Mean roof height a 10.93 ft, mph a 80 UBC Standard Occupancy, Dead Load = 19.0 psf -LOAD CASE #1 DESIGN LOADS Dir L.Plf L.Loc R.Pif R.Loc LLITL TC Vert 60.00 0- 0.0 60.00 21- 2- 0 0.53 BC Vert 66.00 0- 0.0 73.00 13- 5- 0 0.39 BC Vert 10.00 13- 5- 0 10.00 21.2- 0 0.00 -0 3-4 3-4 I 3-10-4 SHIP 2-8 =0-3- 2-4 6 6 6 7 8 6-8_6 4-1010 , 6-8-0 10-7-0 3-4 9 4-10-10 , 16-5-10 10 6-8-6 21-2-0 MAX DEFLECTION (span) : U999 IN MEM 8-9 (LIVE) L- -0.11" D- -0.13" T- -0.23" a- Joint Locations =____ 1 0-0-0 6 0-0-0 2 8-0-0 7 5-8.6 3 10'7-0 8 10- 7- 0 4 13- 2.0 9 15- 5-10 5 21-2-0 10 21.2.0 8/13/2003 40 All plates are 20 gauge Truswat Connectorsunless preceded by 'W" for HIS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 7132" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 17111 G30 This design is for an individual building component not tniss system. It has been based on specifications provided by the component manufacturer Chk: BR and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accnrncy. Dimensions Are to he verified by the component manufachuer and/or building designer prior to fabrication. The building designer must ascertain drat the loads Dsgnr: BR TC Live 16.00 psf DurFacs L=1.25 P=1.25 utilbxd on this design meet or exceed the loading unposed by the local building code and the particular application. The design assumes that the top chord n to I I i t ru ss LLC is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material direcdy attached, wdess otherwise 7 noted. Bracing shown is for lateral support of components members only to reduce buckling length. This component shall not be placed un any TC Dead 14.00 psf Rep Mbr Bnd 1.00 ( 760)318-2616 w environent that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC LIVE 0.00 psf O.C.Spaeing 2- 0- 0 and brace this tmss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output front Truswal software'- 1276 N Palm Capyon Drive, Suite 109 'ANSIrf'PI 1','WTCA I' - Woocl Tnnss Council of Annerica Standard Design Responsibili[ies,'HANDLING INSTALLING AND BRACING METAL BC Dead 5.00 psf Design Spec UBC -97 Palm Springs, CA PLATE. CONNECTED WOODT'RUSSES' -(HID-91)and'HIB-91 SUMMARY SHEET byTPl. T1reTmss Plate Institute CRI) is located at IYOnofrie Drive, Madison. Wisconsin 53719. 'llic Anicricnn Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Stc 900, Washington, DC 20036. TOTAL 35.00 psf Seqn T6.3.9 - 0 • • 71 Job Name: BIRDSELL RES. Truss ID: B Qty: 4 Drwg: ISRG X -LOC REACT SIZEREQ'D 1 0- 1-12 3137 3.50"2.23" 2 39-10- 4 3137 3.50" 2.23" TC FORCE AXL BND CSI OL -1 29 0.00 0.07 0.07 1-2 -8497 0.15 0.25 0.40 2-3 -8363 0.23 0.56 0.79 3-4 -12503 0.35 0.33 0.68 4-5 -13832 0.52 0.35 0.87 5-6 -12502 0.35 0.33 0.67 6-7 -8361 0.23 0.56 0.79 7-8 -8495 0.15 0.25 0.40 S -OR 29 0.00 0.07 0.07 BC FORCE AXL BND CSI 9-10 8004 0.39 0.18 0.56 10-11 12154 0.59 0.10 0.69 11-12 13759 0.67 0.10 0.77 12-13 13749 0.67 0.10 0.77 13-14 12152 0.59 0.10 0.69 14-15 8002 0.39 0,18 0.56 WEB FORCE CSI WEB FORCE CSI 2-10 1920 0.37 5-12 118 0.02 3-10 -4191 0.53 5-13 -1458 0.14 3-11 975 0.19 6-13 978 0.19 4-11 -1464 0.14 6-14 -4191 0.53 4-12 109 0.02 7-14 1919 0.37 TC 2x4 SPF C1650F1.5E BC 20 SPF C210OF1.8E WEB 2x4 SPF CONSTR Nall pattern shown is for uniform loads only. Concentrated loads > 350# must be distributed (by others) equally to each ply, unless nail clusters are shown ( ). 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. Overhangs are not to be removed. Overhang Soffit loading - 0.0 psf Plating Spec: ANSIRPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICSO RESEARCH REPORT #1607 Drainage must be provided to avoid ponding. Permanent bracing Is required (by others) to prevent rotatlonttoppling. See HIB -91 and ANSI/TPI 1-1995; 10.3.4.5 and 10.3.4.6. 2 -PLY! Nail w/10d COMMON, staggered (NDS -97 Sect. 12) in: TC- 2/ft BC- 2/ft WEBS. 2/ft This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-11-11 32-0-0 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 11, Bldg Width - 40.00 ft Mean roof height - 10.49 h, mph a 80 UBC Standard Occupancy, Dead Load - 19.0 psf LOAD CASE 91 DESIGN LOADS Dir L.Plf L.Loc R.Plf R.Loc LL/TL TC Vert 60.00-1-6.9 60.00 0-0-0 0.53 TC Vert 60.00 0-0-0 60.00 B-0-0 0.53 TC Vert 145.63 8- 0- 0 145.63 32- 0- 0 0.53 TC Vert 60.00 32-0-0 60.00 40.0.0 0.53 TC Vert 60.00 40-0-0 60.00 4`1-6-9 0.53 BC Vert 24.27 0-0-0 24.27 40-0-0 0.00 Type... lbs X.Loc LL/TL TC Vert 176.0 8.0- 0 1.00 TC Vert 154.0 8.0- 0 0.00 TC Vert 176.0 32-0-0 1.00 TC Vert 154.0 32-0-0 0.00 1" .... 1" /0 11 11 13 14 15 77-2-8 6-4-12 6.412 6-46-4 6-4-12 7-2-8 7-2-8 13-7-4 20-0-0 28.4-12 32-9-8 40-" MAX DEFLECTION (span) : L1662 IN MEM 11-12 (LIVE) L- -0.72" D- -0.85" T= -1.57"' _= Joint Locations 1 0.0- 0 9 0-0-0 2 8.0-0 10 7-2-8 3 12- 9-10 11 13- 7- 4 4 17-7-3 12 20-0-0 S 22-4.13 13 26-4-12 8 27-2-6 14 32-9-8 7 32-0-0 15 40-0-0 8 40-0-0 8/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' 8_" 9-7-3 9-7-3 12 WO: IT111 G30 8_" 17-7-3 27-2.6 40-" n to I I i tri s s LLC 7 ® (760) 318-2616 1276 N Palm Canyon Drive, Suite 109 a m Springs, CA utililxd 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 Ute bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any envirounent 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 soflware', ' 'ANSIfrPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91):und'HIB-91 SUMMARY SKEET by TPI. The Tmss Plate Institute (TPI) Ls located at D'Onohio Drive, 7-11-11 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 7-11-11 Madison, Wisconsin 53719. The American Forest and Paper Associntion (AFPA) is located at 1111 19th Street, NW. Ste 800, Wnshington. DC 20036. 2-PLYS / R -n -n 2 3 4 J 6 32 0 7 8 REQUIRED4 00 300 J 24-" -4 00 f 4 3-10 3 -0 3 -8 -1 T 2-11-133-1 3-10 3-5-9 03-16 3.8 MX/8-16 3-4 MX/8-16 3-8 = 03 SHIP 1" .... 1" /0 11 11 13 14 15 77-2-8 6-4-12 6.412 6-46-4 6-4-12 7-2-8 7-2-8 13-7-4 20-0-0 28.4-12 32-9-8 40-" MAX DEFLECTION (span) : L1662 IN MEM 11-12 (LIVE) L- -0.72" D- -0.85" T= -1.57"' _= Joint Locations 1 0.0- 0 9 0-0-0 2 8.0-0 10 7-2-8 3 12- 9-10 11 13- 7- 4 4 17-7-3 12 20-0-0 S 22-4.13 13 26-4-12 8 27-2-6 14 32-9-8 7 32-0-0 15 40-0-0 8 40-0-0 8/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Rend aU notes on this sheet and give a copy of if to the Erecting Contractor. Eng. Job: EJ. WO: IT111 G30 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: BR Dsgnr: BR n to I I i tri s s LLC 7 ® (760) 318-2616 1276 N Palm Canyon Drive, Suite 109 a m Springs, CA utililxd 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 Ute bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any envirounent 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 soflware', ' 'ANSIfrPI 1','WTCA 1' - Wood Truss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB-91):und'HIB-91 SUMMARY SKEET by TPI. The Tmss Plate Institute (TPI) Ls located at D'Onohio Drive, TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 6.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.00 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Madison, Wisconsin 53719. The American Forest and Paper Associntion (AFPA) is located at 1111 19th Street, NW. Ste 800, Wnshington. DC 20036. TOTAL 35.00 psf Seqn T6.3.9 - 0 • n • IJob Name: BIRDSELL RES. Truss ID: B1 Qty: 2 Drwg: IBRG X -LOC REACT SIZE REQ'D 1 0- 1-12 1496 3.50" 2.13" 2 39-10- 4 1494 3.50" 2.13" TC FORCE AXL BND CSI ® OL -1 29 0.00 0.12 0.12 TC Live 16.00 psf 1-2 -3611 0.18 0.35 0.53 2-3 -3512 0.18 0.24 0.42 3-4 -5134 0.39 0.20 0.59 4-5 -5701 0.48 0.22 0.70 5-6 -5134 0.39 0.19 0.58 6-7 -3512 0.18 0.25 0.43 7-8 -3610 0.18 0.35 0.53 8 -OR 29 '0.00 0.12 0.12 BC FORCE AXL BND CSI 9-10 3367 0.50 0.09 0.59 10-11 4989 0.74 0.07 0.82 11-12 5670 0.85 0.09 0.94 12-13 5666 0.85 0.09 0.94 13-14 4989 0.74 0.07 0.82 14-15 3367 0.50 0.09 0.59 WEB FORCE CSI WEB FORCE CSI 2-10 777 0.30 5-12 125 0.04 3-10 -1638 0.78 5-13 -622 0.35 3-11 405 0.15 6-13 407 0.16 4-11 -624 0.35 6-14 -1638 0.78 4-12 122 0.04 7-14 777 0.30 TC 20 SPF C1650F1.5E BC 2x4 SPF C1650F1.5E WEB 20 SPF CONSTR Plating Spec: ANSI/TPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 01607 Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. Overhangs are not to be removed. Overhang Soffit loading - 0.0 psf T 3-7-13 03-1 ®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" cc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. 2x4 continuous lateral bracing @24.0 " o.c. attached wl 2-1 Od box or common wire nails. 8-0-0 9-7-3 9-73 12-8-10 8-0-0 17-73 27-2.6 40-0-0 9-11-11 I 9-11-11 1 2 3 a s 6 7 a 4.00 24-" I -4.00 9 10 11 12 13 10 2_ -8 13 7-6 6-4-12 6-412 6-4-12 7_ 8 7-2-8 13-7-4 20-0-0 26-4-12 32-9-8 40-0-0 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7-0-15 32-0-0 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 - 40.00 k Mean roof height - 10.83 n, mph o 80 UBC Standard Occupancy, Dead Load = 19.0 psf T 4-1-9 x SHIP 03- MAX DEFLECTION (span) : Lr7371N MEM 11-12 (LIVE) L- -0.65" 0- -0.77" T- -1.41 -- Joint Locations ----- 1 0-0-0 9 0-0-0 2 8-0-0 10 7-2-8 3 12- 9-10 11 13.7- 4 4 17-7-3 12 20-0.0 5 22-4-13 13 26.4-12 6 27-2-6 14 32.9-8 7 32-0-0 15 40.0.0 8 40-0-0 XN C 5291 '1 OF cap 8/13/2003 • All plates are 20 gauge Truswal Connectors) unless by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' prreceded Wil R VI! V G Read all notes on this sheet and give a copy of it to the Erecting Conlraclon Eng. Job:.EJ. WO: 17111 G30 ® 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 Chit: BR DSgnr: BR n to I I i truss LLC I,LLC utilized on This design meet or exceed the loading imposed by the local building code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf DurFacs L=1.25 P=1.25 ® (760) 318-2616 1276 N Palm Canyon Drive, Suite 109 Palm Springs, CA Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software'. 'ANSI/Till 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 IYOnofrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (APPA) is located at 11 l 1 19th Street, NW, Ste 600, Washington, DC 20036. TC Dead 14.00 psf BC Live 0.00 psf BC Dead 5.00 psf TOTAL 35.00 psf Rep Mbf Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.3.9 - 0 0 0 C 1 iJob Name: BIRDSELL RES. Truss ID: B2 Qty: - 2 Drwg: IBRG X -LOC REACT SIZEREO'D 1 0- 1-12 1494 3.50" 2.13" 2 39-10- 4 1494 3.50" 2.13" TC FORCE AXI. HND CSI OL -1 29 0.00 0.12 0.12 1-2 -3611 0.18 0.35 0.53 2-3 -3512 0.18 0.24 0.42 3-4 -5135 0.39 0.20 0.59 4-5 -5702 0.48 0.22 0.70 5-6 -5135 0.39 0.19 0.58 6-7 -3512 0.18 0.25 0.43 7-8 -3611 0.18 0.35 0.53 8 -OR 29 0.00 0.12 0.12 BC FORCE AXL BND CSI 9-10 3367 0.50 0.09 0.59 10-11 4989 0.74 0.07 0.82 11-12 5670 0.85 0.09 0.94 12-13 5666 0.85 0.09 0.94 13-14 4989 0.74 0.07 0.82 14-15 3367 0.50 0.09 0.59 WEB FORCE CSI WEB FORCE CSI 2-10 777 0.30 5-12 125 0.04 3-10 -1638 0.78 5-13 -621 0.35 3-11 405 0.15 6-13 407 0.16 4-11 -624 0.35 6-14 -1637 0.77 4-12 122 0.04 7-14 777 0.30 TYPICAL PLATE: 2-4 TC 20 SPF C1650F1.5E BC 20 SPF C1650F1.5E WEB 2x4 SPF CONSTR Plating spec : ANSI/TPI - 1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF non -concurrent BCLL. Drainage must be provided to avoid ponding. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-10d box or common wire nails. Overhangs are not to be removed. Overhang Soffit loading - 0.0 psf T 4.3-13 3.8 x i ®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" cc. Alternatively, use scabs or T -braces as shown on Truswal Systems standard details. 2x 4 web material vertical supports at 24" o.c. (by others and typical). Attach with 1.5-3 min. plates at top and bottom. 8_" 9-7-3 9-7-3 12 8_" 17-7-3 27-2.6 40-" 11-11-11 I 11-11-11 I / 2 3 4 5 6 7 8 F4.00 24-" -4.00 This design based an chord bracing applied per the following schedule: max o.c. from to TC 24.00" 7- 0-15 32- 0- 0 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 - 40.00 ft Mean roof height - 11.16 R, mph - 80 UBC Standard Occupancy, Dead Load = 19.0 psf 3-8 -4 6- 34 4-4 -4 T 3-8 4-9-9 = SHIP 4-4 MX/8-12 3-4 MX/8-12 4-4 0-3- 1- 1m 40-" /0 // /2 /3 /4 /1 7-2=8 6-4-12 6-4-12 6-4-12 6-4-12 7-2-8 7-2-8 13-7-4 20-0-0 26-4-12 32-9-8 40-" MAX DEFLECTION (span) : L1737 IN MEM 11-12 (LIVE) L- 0.6s' D-0.77" T- -1.41" -- Joint Locations =---- 1 0-0-0 9 0-0-0 2 8-0-0 10 7.2-8 3 12-9-10 11 13-7-4 4 17-7-3 12 20-0-0 5 22-4-13 /3 26-4-12 6 27-2-6 14 32-9.8 7 32-0-0 15 40-0-0 8 40-0-0 8/13/2003 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: 3/32" = 1' WAR VING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 17111 G30 nto I I i tri s s LLC 1 ® (760) 318-2616 This design is for an individual budding 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 dial the loads utilized on this design meet or exceed the loading unposed by the local building code and the particular application. The design assumes that the top chord ns 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 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 fo8owi ng standards: 'Joint and Cutting Detail Reports available as output from Truswal software', Chit: BR Dsgnr: BR TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spaeing 2- 0- 0 J216 SpPalm Canyon Drive, Suite 109 Palm rings, CA 'ANSI/1-PI P,'WTCA I'- Wood Tnrss Council of America Standard Design Responsibilities,'HANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) an(I'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institute (TPI) is located at D'Onofrio Drive, BC Dead 5.00 psf Design Spec UBC -97 Madison, Wisconsin 53719. 'Ihc American Forest and Paper Association (AFPA) is located at 1111 19th Street. NW. Ste 800, Washington. DC 20036. TOTAL 35.00 psf Seqn T6.3.9 - 0 0 0 0 Job Name: BIRDSELL RES. Truss ID: B3 Qty: 2 Drwg: BRG X -LOC REACT SIZEREQ'D 1 0- 1-12 1494 3.50"2.13" 2 39-10- 4 1494 3.50" 2.13" TC FORCE AXL BND CSI OL- 1 29 0.00 0.12 0.12 1-2 -3611 0.18 0.35 0.53 2-3 -3512 0.18 0.24 0.42 3-4 -5134 0.39 0.20 0.59 4-5 -5701 0.48 0.22 0.70 5-6 -5134 0.39 0.19 0.58 6-7 -3512 '0.18 0.25 0.43 7-8 -3610 0.18 0.35 0.53 8 -OR 29 0.00 0.12 0.12 BC FORCE AXL BND CSI 9-10 3367 0.50 0.09 0.59 10-11 4990 0.74 0.07 0.82 11-12 5670 0.85 0.09 0.94 12-13 5666 0.85 0.09 0.94 13-14 4989 0.74 0.07 0.82 14-15 3367 0.50 0.09 0.59 WEB FORCE CSI WEB FORCE CSI 2-10 777 0.30 5-12 125 0.04 3-10 -1638 0.83 5-13 -622 0.35 3-11 405 0.15 6-13 407 0.16 4-11 -624 0.35 6-14 -1638 0.83 4-12 122 0.04 7-14 777 0.30 TYPICAL PLATE: 2-4 TC 20 SPF C1650F1.5E BC 2x4 SPF C1650F1.5E WEB 2x4 SPF CONSTR Plating spec : ANSIITPI -1995 THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT #1607 Loaded for 10 PSF nonconctirrent BCLL. Drainage must be provided to avoid ponding. 2x4 continuous lateral bracing @24.0 " o.c. attached wt 2-10d box or common wire nails. Overhangs are not to be removed. Overhang Soffit loading = 0.0 psf ®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. 2x 4 web material vertical supports at 24" o.c. (by others and typical). Attach with 1." min. plates at top and bottom. 8-0-0 9-7_3 9-7-3 12-9_10 , 84)-0 17-7-0 27-2-0 40-0-0 13-11-11 I 13-11-11 I 2 3 4 1 6 7 8 4. 0 24-0-0 i -4,00 9 /0 I/ /2 /3 14 /3 7-2_8 6-0-12 6.4-12 6-4-12 6-4-12 7-2 7-2-8 13-7-4 20.0-0 26-4-12 32-9-8 40-0-0 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 9-10-1 13-11-11 TC 24.00" 26.0-5 30.1-15 TC 24.00" 7- 0-15 9-10-1 TC 24.00" 13-11-11 26-0-5 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 - 40.00 ft Mean roof height - 11.49 ft, mph - 80 UBC Standard Occupancy, Dead Load = 19.0 psf MAX DEFLECTION (span) : Lf137 IN MEM 11-12 (LIVE) L-.0.65" D= -O.T7" T- -1.41" _= Joint Locations =____ 1 0-0-0 9 0-0-0 2 B-0-0 10 7-2-8 3 12-9-10 11 13-7.4 4 17-7-3 12 20-0-0 5 22-4-13 13 26.4-12 6 27-2-6 14 32-9-8 7 32.0-0 15 40-0-0 8 40-0-0 T - - 5-5-9 SHIP x r i • OJ- This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: BR i, Imo- r . 30 .l 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 shag not be placed in any envirorunent 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 sofhvare', 'ANS1i TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilitics,'1IANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPL'Ilne Truss Plate Institute (TPI) is located at D'Onofrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AI'PA) is located at 1111 19th Street. NW. Ste 800, Washington. DC 20036. TOTAL 36.00 psf 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: 3132" = 1 0 WAR VI! Y G Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: 171111330 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Chit: BR and done in accordance with the current versions ofTPI 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: BR TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 6.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spaeing 2- 0- 0 Design Spec UBC -97 meI I itruss LLC 7 ® (760) 318-2616 1276 N Palm Canyon Drive, Suite 109 Palm prings, CA 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 shag not be placed in any envirorunent 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 sofhvare', 'ANS1i TPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibilitics,'1IANDLING INSTALLING AND BRACING METAL PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET' by TPL'Ilne Truss Plate Institute (TPI) is located at D'Onofrio Drive. Madison, Wisconsin 53719. The American Forest and Paper Association (AI'PA) is located at 1111 19th Street. NW. Ste 800, Washington. DC 20036. TOTAL 36.00 psf Seqn T6.3.9 - 0 7 • • Job Name: BIRDSELL RES. Truss ID: B4 Qty: 2 Drwg: IBRG X -LOC REACT SIZEREWD 1 0- 1-12 1494 3.50" 2.13" 2 39-10- 4 1494 3.50" 2.13" TC FORCE AXL BND CSI OL- 129 0.00 0.12 0.12 1-2 -3541 0.23 0.54 0.77 2-3 -3252 0.09 0.45 0.54 3-4 -3223 0.13 0.29 0.42 4-5 -2753 0.11 0.19 0.30 5-6 -2753 0.11 0.19 0.30 6-7 -3223 0.13 0.29 0.42 7-8 -3252 0.09 0.45 0.54 8-9 -3541 0.23 0.54 0.77 9 -OR 29 0.00 0.12 0.12 BC FORCE AXL BND CSI 10-11 3296 0.49 0.16 0.65 11-12 2557 0.29 0.43 0.72 12-13 2557 0.29 0.43 0.72 13-14 3296 0.49 0.16 0.65 WEB FORCE CSI WEB FORCE CSI 2-11 -463 0.14 6-12 315 0.12 4-11 665 0.25 6-13 665 0.25 4-12 315 0.12 8-13 -463 0.14 5-12 -301 0.19 TC 20 SPF C1650F1.5E BC 2x4 SPF C165OF1.5E WEB 20 SPF CONSTR Loaded for 10 PSF non -concurrent BCLL. 2x4 continuous lateral bracing @24.0 " o.c. attached w/ 2-1Od box or common wire nails. Overhangs are not to be removed. Overhang Soffit loading - 0.0 psf T 6-7-13 T= Plating Spec: ANSIRPI -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. 8-414 7-7-2 8-0-0 7-7-2 8-4 8-4-14 16-0-0 24-0-0 31-7-2 40-0-0 16-11-11 i 16-11-11 / 2 J 4 5 ,6 7 8 9 1 4.08 -" -4. I-" 1 m 40-0-0 10 11 12 13 14 10-4-14 9-7-2 9-7-2 1010-4.14 10-4-14 20-0-0 29-7-2 40-" 7 This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 15-11-11 24-0-0 This truss is designed using the UBC -97 Code. Bldg Enclosed = Yes Truss Location = End Zone HurricanelOcean Line - No. Exp Category = C Bldg Length - 40.00 H. Bldg Width - 40.00 ft Mean roof height - 11.83 R, mph - 80 UBC Standard Occupancy, Dead Load - 19.0 psf T 6-1-9 SHIP 0 -3 - MAX DEFLECTION (span) : LJ9991N MEM 11-12 (LIVE) L- -0.28" 0- -0.34" T- -0.62" _- Joint Locations 1 0-0-0 8 31-7-2 2 8-4-14 9 40-0-0 3 9-10-10 10 0.0- 0 4 16-0-0 11 10-4-14 520' 0.0 12 20-0-0 6 24- 0- 0 13 29-7-2 7 30-1.6 14 40- 0- 0 8/13/2003 All plates are 20 gauge Truswal Connectors unless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and gibe a copy of it to the Erecting Contractor Eng. Job: EJ. WO: 17111 G30 This design is for an individual building component not truss system. It has been based on specifications provided by the component manufacturer Ch k: BR 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 manuracturer and/or building designer prior to fabrication. The building designer must ascertain that the loads DS nr: BR g TC Live 16.00 psf DurFaes L=1.26 P=1.25 utilbxd 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 meI I it russ LLC 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 7 noted. Bracing shown is for lateral support ofcomponents members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf Rep Mbr Bnd 1.15 ® (760) 318-2616 environment that will cause Ute moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install BC Live 0.00 psf O.C.Spaeing 2-0-0 and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal solhvare'. 1276 N Palm Canyon Drive, Suite 109 'ANSI/-rPI 1','WTCA I'- Wood Truss Council of America Standard Design Responsibifides,'HANDLING INSTALLING AND BRACING METAL BC Dead 6.00 psf Design Spec UBC -97 Palm Springs, CA PLATE CONNECTED WOOD TRUSSES' - (HIB -91) and'HIB-91 SUMMARY SHEET by TPI. The Truss Plate Institule (TPI) is located N D'Onofrio Drive, Madison, Wisconsin 53719. 11te American Forest and Paper Association (AFPA) is located at 1111 191h Street, NW. Sic 900, Washingimi. DC 20036. TOTAL 35.00 psf Seqn T6.3.9 - 0. C 0 0 Job Name: BIRDSELL RES. Truss ID: B5 Qty: 2 Drwg: ISRG X -IAC REACT SIZE REQ'D 1 0- 1-12 1494 3.50" 2.13" 2 39-10- 4 1694 3.50" 2.13" TC FORCE AXL BND CSI OL- 129 Chk: BR DS nr: BR g 0.00 0.12 0.12 n to I I it ru ss LLC 7 ® (760) 31 B-2616 P16 Palm Canyon Drive, Suite 109 1-2 -3541 0.23 0.54 0.77 2-3 -3252 0.09 0.45 0.54 3-4 -3223 0.13 0.29 0.42 4-5 -2753 0.11 0.19 0.30 5-6 -2753 0.11 0.19 0.30 6-7 -3223 0.13 0.29 0.42 7-8 -3252 0.09 0.45 0.54 8-9 -3541 0.23 0.54 0.77 9 -OR 29 0.00 0.12 0.12 SC FORCE AXI. END CSI 10-11 3296 0.49 0.16 0.65 11-12 2557 0.29 0.43 0.72 12-13 2557 0.29 0.43 0.72 13-14 3296 0.49 0.16 0.65 WEB FORCE CSI WEB FORCE CSI 2-11 -463 0.14 6-12 315 0.12 4-11 665 0.25 6-13 665 0.25 6-12 315 0.12 8-13 -463 0.14 5-12 -301 0.19 TC 20 SPF C165OF1.5E BC 2x4 SPF C1650F1.5E WEB 2x4 SPF CONSTR Loaded for 10 PSF non -concurrent BCLL. 2x4 continuous lateral bracing @24.0" o.c. attached w/ 2-10d box or common wire nails. Overhangs are not to be removed. Overhang Soffit loading - 0.0 psf T 6-3-13 T= 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. 8-4-14 7-7-2 "-0 7-7-2 8-4 8-4-14 16-" 24.0-0 31-7-2 40-" 17-11-11 l 17-11-11 / 2 3 4 S 6 7 8 9 4. 8-" -4. 10 /1 12 /3 14 10-4-14 9-7-2 9-7-2 10_4-14 10-4-14 20-0-0 29-7-2 40-" This design based on chord bracing applied per the following schedule: max o.c. from to TC 24.00" 15- 0-15 24- 0- 0 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 it, Bldg Width - 40.00 ft Mean roof height - 12.16 It, mph o 80 UBC Standard Occupancy, Dead Load - 19.0 psf T 6-9-9 SHIP 0 -3 - MAX DEFLECTION (span) : U999 IN MEM 11-12 (LIVE) L- -0.28" D- -0.34" T= -0.62" _= Joint Locations 1 0-0-0 8 31-7-2 2 8- 4-14 9 40- 0- 0 3 9-10-10 10 0- 0- 0 4 16-0-0 11 10-4-14 5 20'0-0 12 20-0.0 6 24-0-0 13 29-7.2 7 30-1-6 14 40-0.0 1/40 r } l C 5297 / 1 \ OF -W" 8/13/2003 All plates are 20 gauge Truswal Connectorsunless preceded by "MX" for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: IT111 G30 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: BR DS nr: BR g TC Live 16.00 psf TC Dead 14.00 psf BC Live 0.00 psf BC Dead 5.00 psf DurFaes L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spaeing 2- 0- 0 Design Spec UBC -97 n to I I it ru ss LLC 7 ® (760) 31 B-2616 P16 Palm Canyon Drive, Suite 109 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 chard 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 shag not be placed in any environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Tmswnl software; W ANSI1rTI 1','TCA I'- WoodTm'H ssCouncilofAmerica Standard Design Responsibililies,ANDLING INSTALLING AND BRACING METAL m Springs, CA PLATE CONNECTED WOOD'1'RUSSES' . (NIB -91) and'HIB-91 SUMMARY SHEET by TPL The Truss Plate Institute (TPI) is located at D'Onofrin Drive, Madison. Wisconsin 53719. The American Forest and Paper Association (AI -PA) is located at 1111 19th Street, NW- Ste 800, Washington. DC 20036. - TOTAL 36.00 psf Secin T6.3.9 - 0 7 0 I iJob Name: BIRDSELL RES. Truss ID: C Qty: 5 Drwq: IBRG X -LOC REACT SIEE REQ'D 1 0- 1-12 1494 3.50" 2.13" 2 39-10- 4 1494 3.50" 2.13" TC FORCE Axa. HND CSI OL -1 29 0.00 0.12 0.12 1-2 -36060.17 0.31 0.48 2-3 -3220 0.09 0.30 0.38 3-4 -3208 0.00 0.35 0.43 4-5 -2267 0.04 0.35 0.39 5-6 -2267 0.04 0.35 0.39 6-7 -3208 0.08 0.35 0.43 7-8 -3220 0.09 0.30 0.38 8-9 -3606 0.17 0.31 0.48 9 -OR 29 0.00 0.12 0.12 BC FORCE AXL BND CSI 10-11 3366 0.50 0.12 0.63 11-12 2742 0.31 0.24 0.55 12-13 2742 0.31 0.44 0.76 13-14 2742 0.31 0.44 0.76 14-15 2742 0.31 0.24 0.55 15-16 3366 0.50 0.12 0.63 WEB FORCE CSI WEB FORCE CSI 2-11 -453 0.19 6-13 -798 0.80 4-11 444 0.17 6-15 444 0.17 4-13 -798 0.80 8-15 -453 0.19 5-13 1023 0.39 TC 2x4 SPF C165OF1.5E Denotes the requirement for lateral bracing BC 20 SPF C1650F1.5E ® at each location shown. Lateral bracing WEB 2x4 SPF CONSTR systems which Include diagonal or x -bracing Plating spec : ANSI/TPI -1995 are the responsibility of the building THIS DESIGN IS THE COMPOSITE RESULT OF designer. Truswal Systems BRACE -IT may be MULTIPLE LOAD CASES. used for continuous lateral bracing on PLATE VALUES PER ICBO RESEARCH REPORT 91607. trusses spaced 24" oc. Alternatively, use Loaded for 10 PSF non -concurrent BCLL. scabs or T -braces as shown an Truswal Overhangs are not to be removed. Systems standard details. Overhang Soffit loading - 0.0 psf TOTAL 35.00 psf 7-2-8 64-12 6-4-12 6-4-12 6-4-12 7-2-8 7-2-6 13-74 20-" 264-12 32-9-8 40-0-0 20-0-0 1 20-0-0 2 23 4 s 6 78 9 4.00 4.0 44 5=4-6 34 1 40-0-0 10 f/ /2 /3 24 15 /6 10_4-14 9-7-2 1 9-7-2 104-14 104-14 20-0-0 29-7-2 40-0-0 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 - 40.00 ft Mean roof height - 12.50 R, mph = 80 UBC Standard Occupancy, Dead Load = 19.0 psf T 7-5-11 SHIP 0 -3 - MAX DEFLECTION (span) : U999 IN MEM 13A4 (LIVE) L- -0.29" D- -0.34" T- -0.63" =-- Joint Locations =____ 1 0-0-0 9 40-0-0 2 7-2-8 10 0-0-0 3 7-9-2 11 10-4-14 4 13'7-4 12 12.0- 0 5 20- 0.0 13 20-0-0 0 6 26- 4-12 14 28-0-0 7 32'2-14 15 29-7.2 8 32-9-8 16 40-0-0 8/13/2003 0 All plates are 20 gauge Truswal Connectorsunless by "MY' for HS 20 gauge or "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 3/32" = 1' prTeecc+eded WAR ING Rend all notes on this street and give a copy of it to the Erecting Contractor. Eng. Job: EJ. WO: IT111G30 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: BR DsgnC BR meI I i t ru s s LLC utilized on this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes that the top chord is laterally braced by the roof or floor sheathing and the bottom chord is laterally braced by a rigid sheathing material directly attached, unless otherwise TC Live 16.00 psf DurFaes L=1.25 P=1.25 7 ® (760) 318-2616 1276 N Palm Canyon Drive, Suite 109 Palm Springs, CA noted. Bracing shown is for literal support ofcomponents members only to reduce buckling length. This component shall not be placed ill ally environment thr, will cause (lie moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle, install and brace this miss in Accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal software', 'ANSIfrPI 1','WTCA I'- Wood'fruss Council of America Standard Design Rcsponsibilities,'HANDLING INSTALLING AND BRACING METAL. PLATECONNECTED CTF.D WOOD'IRUSSES'. (1-1I13-91) and'HIB-91 SUMMARY SHEET by'1111.1heTruss Plate Institute (TPI) is located at IYOnofrio Drive, TC Dead 14.00 psf BC Live 0.00 psf BC Dead 5.00 psf Rep Mbr Bnd 1.15 O.C.Spaeing 2- 0- 0 Design Spec UBC -97 Madison, Wisconsin 53719. 'liuc American Forest and Paper Association (APPA) is located it 111 119th Street, NW. Ste 800, Washington, DC 20036. TOTAL 35.00 psf Seqn T6.3.9 - 0 23-13 I03-15 2-0 s 4.00 8-0-0 -1 8-0-0 2-9-9 MAX DEFLECTION (span) : U999 IN MEM 34 (LIVE) L- -0.07" Dm -0.08" T= -0.14" •_= Joint Locations ==m== 1 0.0.0 3 0.0.0 2 8- 0.0 4 8- 0.0 f ` 7' WARNING Rend all notes on this sheet and gine a copy of it to the Erecting Contractor. Eng. Job: EJ. This design is for an individual building component not mass system. It has been based on specifications provided by the component manufacturer Chk: BR and done in accordance with the current versions of TPI and AFPA design standards. No responsibility is assumed for dimensional accuracy. Dimensions Job Name: BIRDSELL RES. Truss ID: J3 Qty: 2 Drwg: BRG x -LOC REACT SIZE REg'D TC 2x4 SPF C1650F1.5E Plating Spec: ANSI/TPI -1995 TC Live 16.00 psf UPLIFT REACTION(S) : 1 0- 1-12 329 3.50^ 1.50" 8C 2x4 SPF C165OF1.5E THIS DESIGN IS THE COMPOSITE RESULT OF Support 1 -27 Ib 2 5- 9-15 162 3.50^ 1.50^ PLATE VALUES PER ICBO RESEARCH REPORT #1607. MULTIPLE LOAD CASES. Support 2 -06 Ib 3 7-10- 4 47 3.50^ 1.50^ Interior support or temporary shoring must Location of interior bearings should be BC Dead 6.00 psf HORIZONTAL REACTION(S): PLATE CONNECTED WO(J1) TRUSSES' - (HIR -91) ald'HIB-91 SU,\IKIA1tY SKEET by TPI. -Ihe Tnnss Plate Institute (TPI)is located ai IYOnofrio Drive, be In place before erecting this truss. clearly marked on each truss. support 1 1 t 1 Ib Tc FORCE Ala, BND CSI Overhangs are not to be removed. Shim bearings (If needed) for req. support. support 3 111 Ib OL- 1 29 0.00 0.12 0.12 Overhang Soffit loading = 0.0 psf This truss is designed using the 1-2 -61 0.00 0.32 0.32 UBC -97 Code. 2-0 -3 0.00 0.00 0.00 Bldg Enclosed Yes ' Truss Location = End Zone BC FORCE AXL BND CSI Hurricane/Ocean Line = No , Exp Category = C 3-4 111 0.00 0.17 0.17 Bldg Length = 40.00 ft, Bldg Width - 67.83 n 4-0 0 0.00 0.00 0.00 Mean roof height- 10.01 ft, mph = 80 UBC Standard Occupancy, Dead Load = 19.0 psf 23-13 I03-15 2-0 s 4.00 8-0-0 -1 8-0-0 2-9-9 MAX DEFLECTION (span) : U999 IN MEM 34 (LIVE) L- -0.07" Dm -0.08" T= -0.14" •_= Joint Locations ==m== 1 0.0.0 3 0.0.0 2 8- 0.0 4 8- 0.0 f ` 7' WARNING Rend all notes on this sheet and gine a copy of it to the Erecting Contractor. Eng. Job: EJ. This design is for an individual building component not mass system. It has been based on specifications provided by the component manufacturer Chk: BR 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. 'Ihe building designer must ascertain dial the loads Dsgnr: BR utilized or, this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes dint the top chord of nqi •\-rpt ' Or-- F - /- es &AI -0-0 ' 8/13/2003 OVER35UPPORTS 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. WARNING Rend all notes on this sheet and gine a copy of it to the Erecting Contractor. Eng. Job: EJ. This design is for an individual building component not mass system. It has been based on specifications provided by the component manufacturer Chk: BR 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. 'Ihe building designer must ascertain dial the loads Dsgnr: BR utilized or, this design meet or exceed the loading imposed by the local budding code and the particular application. The design assumes dint the top chord TC Live 16.00 psf meI I i t ru ss LLC I,LLC 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 Bracing shown is for lateral support of connponents members only to reduce buckling length. This component shall not be placed in any TC Dead 14.00 psf ®(760) 318-2616 environment that will cause the moisture content of the wood to exceed 19% and/or cause connector plate corrosion. Fabricate, handle. install BC Live 0.00 psf and brace this truss in accordance with the following standards: 'Joint and Cutting Detail Reports available as output from Truswal selhvare', 1276 N Palm Canyon Drive, Suite 109 Palm Springs, CA 'ANSI/fPl I','\VTCA I'- Wood Tniss Council crAmcrica Standard Design Responsibilitics,'IJANDLING INSTALLING AND BRACING METAL BC Dead 6.00 psf PLATE CONNECTED WO(J1) TRUSSES' - (HIR -91) ald'HIB-91 SU,\IKIA1tY SKEET by TPI. -Ihe Tnnss Plate Institute (TPI)is located ai IYOnofrio Drive, Madison, Wisconsin 53719. The American Forest and Paper Ass.uiation (AFPA) is located at 1111 19th Street, N%V. Ste 800. Washington. DC 20036. TOTAL 35.00 psf Scale: 17132" = 1• WO: IT111G30 DurFacs L=1.25 P=1.25 Rep Mbr Bnd 1.15 O.C.Spacing 2- 0- 0 Design Spec UBC -97 Seqn T6.3.9 - 0 , SREPORT TM ER -1607 Reissued June 1, 2001 ICBG Evaluation Service, Inc. • 5360 Workman Mill Road, Whittier, California 90601 www.icboes.org Filing Category: FASTENERS—Steel Gusset Plates (066) MODEL 20, TW18 AND TW16 METAL CONNECTOR PLATES FOR WOOD TRUSSES TRUSWAL SYSTEMS CORPORATION 1101 NORTH GREAT SOUTHWEST PARKWAY ARLINGTON, TEXAS 76011 1.0 SUBJECT Model 20, TW18 and TW 16 Metal Connector Plates for Wood Trusses. 2.0 DESCRIPTION 2.1 General: Model 20, TW18 and TW16 are metal connector plates for wood trusses. The plates are manufactured to various lengths, widths, and thicknesses or gages, and have integral teeth that are designed to laterally transmit load between truss wood members. Plans and calculations must be sub- mitted to the building official for the trusses using metal con- nector plates described in this report. Floor -ceiling or roof - ceiling assemblies described in this report using wood trusses with metal connector plates have one-hour fire -resis- tive ratings. 2.2 Materials: 2.2.1 Model 20 and TW18 Connector Plates: Model 20 plates are manufactured from minimum 20 -gage -thick [0.036 inch (0.91 mm)], ASTM A 653, Grade 37, structural -quality steel with a hot -dipped galvanized zinc coating designated G60. TW 18 plates are manufactured from minimum 18 -gage - thick [0.047 inch (1.19 mm)], ASTM A 653, Grade 37, structur- al -quality steel with a hot -dipped galvanized coating desig- nated G60. Each plate has slots approximately 7/16 inch (11.1 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/4 inch (6.4 mm) on center across the width of the plate and approximate- ly 1 inch (25.4 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approximately 1/8 inch (3.2 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and length. Minimum. plate width and length are 1 inch (25.4 mm) and 3 inches (76.2 mm), respec- tively. See Figure 3 for details of plate dimensions. There are eight teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 3/8 inch (9.5 mm), and the width of each tooth is approximately 1/8 inch (3.2 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 35 degrees with respect to the plate width. Ad- jacent longitudinal rows of teeth are twisted in the opposite di- rection. 2.2.2 TW16 Connector Plates: TW16 plates are manufac- tured from minimum 16 -gage -thick [0.058 inch (1.47 mm)], ASTM A 653, Grade 37, structural -quality steel with a hot - dipped galvanized zinc coating designated G60. Each plate has slots approximately 1/2 inch (12.7 mm) long that have been punched along the longitudinal axis of the plate. Each punched slot forms two opposite -facing, sharply pointed teeth protruding at right angles from the parent metal. The punched slots are spaced approximately 1/3 inch (8.5 mm) on center across the width of the plate and approximate- ly 11/4 inches (31.8 mm) on center along the length of the plate, with adjacent longitudinal rows staggered approxi- mately 5/8 inch (15.9 mm). Connector plates are available in 1 -inch (25.4 mm) increments of width and 11/4 -inch (31.8 mm) increments of length. Minimum plate width and length are 3 inches (76.2 mm) and 71/2 inches (190.5 mm), respectively. See Figure 4 for details of plate dimensions. There are 4.8 teeth per square inch of plate surface. The length of each tooth, including the thickness of the parent metal, is approximately 7/16 inch (11.1 mm), and the width of each tooth is approximately 5/32 inch (4 mm). The shank of each tooth is concave and the tip of each tooth is twisted approximately 42 degrees with respect to the plate width. Ad- jacent longitudinal rows of teeth are twisted in the same direc- tion. 2.3 Allowable Loads: 2.3.1 Model 20, TW18, and TW16 Plate Connectors: Tables 1, 2, 3 and 4 provide allowable lateral loads, tension loads, shear loads, and reduction factors for Model 20, TW18, and TW16 plate connectors. These values are based on the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995. A copy of the ANSI/ TPI 1-1995 standard must be supplied to the building depart- ment when requested by the building official. 2.3.2 Lateral Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed to transfer the required load without exceeding the allowable load per square inch of plate contact area, based on species, the ori- entation of the teeth relative to the load, and the direction of load relative to grain. Design for lateral resistance must be in accordance with Section 11.2.1 of ANSI/TPI 1-1995. Table 1 specifies allowable lateral loads for the metal connector plates. 2.3.3 Tension Resistance: Each Model 20, TW18, and TW 16 metal connector plate must be designed for tension ca- pacity, based on the orientation of the metal connector plate relative to the direction of load. Design for tension must be in accordance with Section 11.2.2 of ANSI/TPI 1-1995. Table 2 specifies allowable tension loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the net sec- tion of the metal connector plates for tension joints must be designed using the allowable tensile stress of the metal ad- justed by the metal connector plate tensile effectiveness ra- tios shown in Table 2. 2.3.4 Shear Resistance: Each Model 20, TW18, and TW16 metal connector plate must be designed for shear capacity, REPORTS- are not to be construed as representing aesthetics a• an1v other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or• a recommendation for its use. There is no warrant, by ICBG Evahrati on Service, Inc., express or implied, as to any finding a• other matter in this report, or as to any product covered by the report. Copyright © 2001 D'+OawaK+m` Page 1 of 6 Page 2 of 6 based on the orientation of the plate relative to all possible lines of shear. Design for shear must be in accordance with Section 11.2.3 of ANSI/TPI 1-1995. Table 3 provides allow- able shear loads for the Model 20, TW18, and TW16 metal connector plates. Additionally, the net section of the metal connector plates for heel joints and other joints involving shear must be designed using the allowable shear stress for the metal connector plates adjusted by the shear resistance effectiveness ratios shown in Table 3. 2.3.5 Metal Plate Reductions: Several allowable load re- duction factors forthe metal plates must be considered cumu- latively, when applicable, in the design of metal connector plates used in fabricated wood trusses. The load reduction factors are as follows: 1. Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be reduced by a strength reduction factor, QR, shown in • Table 4, when the plates are installed in lumber with a single -pass, full -embedment roller system. The strength reduction factor, QR, is applicable for roller diam- eters equal to or greater than roller diameters shown in Table 4. This reduction does not apply to embedment hydraulic -platen presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embedment roller/hydraulic-plat- en presses that feed trusses into a stationary finish roller. When trusses are fabricated with single -pass roller press- es, the calculations for the truss design submitted to the building department for approval must specify the mini- mum diameter of the roller press and the appropriate strength reduction factor from this report. 2. Allowable lateral resistance values for the Model 20, TW18, and TW16 metal connector plates must be re- duced by 15 percent when the plates are installed on the narrow face of truss lumber members. 3. Allowable lateral resistance values must be reduced by 20 percent when the Model 20, TW18, and TW16 metal connector plates are installed in lumber having a moisture content greater than 19 percent at the time of truss fab- rication. 4. Allowable lateral resistance values for Model 20, TW18, and TW16 metal connector plates installed at the heel joint of fabricated wood trusses must be reduced by the heel -joint reduction factor, HR, as follows: HR = 0.85 — 0.05(12tan6 — 2.0) where: 0.65<HR:50.85 6 = angle between lines of action of the top and bottom chords as shown in Figure 5. This heel -joint reduction factor does not apply to conditions with top chord slopes greater than 12:12. 2.3.6 Combined Shear and Tension: Each Model 20, TW18, and TW16 metal connector plate must be designed for combined shear and tension capacity, based on the orienta- tion of the metal connector plate relative to the directions of loading. Design for combined shear and tension must be accordance with Section 11.2.4 of ANSI/TPI 1-1995. 2.3.7 Combined Flexure and Axial Loading: Metal con- nector plates designed for axial forces only are permitted as splices in the top and bottom chord located within 12 inches (305 mm) of the calculated point of zero moment. Design of metal connector plates located at splices in the top and bot- tom chord not located within 12 inches (305 mm) of the calcu- lated point of zero moment must include combined flexure and axial stresses. ER -1607 2.4 Truss Design: Plans and calculations must be submitted to the building offi- cial for the trusses using metal connector plates described in this report. The truss design must show compliance with the code and accepted engineering principles. Allowable loads for the metal connector plates may be increased for duration of load in accordance with Section 2304.3.4 of the code. Cal- culations need to specify the deflection ratio or the maximum deflection for live and total load. For each truss design draw- ing, the following minimum information should be specified by the design engineer: 1. Truss slope or depth, span and spacing. 2. Dimensioned location of truss joints. 3. Model, size and dimensioned location of metal connector plates at each joint. 4. Truss chord and web lumber size, species, and grade. 5. Required bearing widths at truss supports. 6. Top and bottom chord live and dead loads, concentrated loads and their locations, and controlling wind or earth- quake loads. 7. Design calculations conforming to ANSI/TPI 1-1995 or UBC Section 2343 (which is based on the Design Specifi- cation for Light Metal Plate Connected Wood Trusses, TPI -85), and any adjustments to lumber and metal con- nector plate allowable values for conditions of use. 2.5 Truss Fabrication: Model 20, TW18, and TW16 plate connectors shall be installed by an approved truss fabricator who has an ap- proved quality assurance program covering the wood truss manufacturing and inspection process in accordance with Sections 2343.7 and 2343.8 of the code and Section 4 of ANSI/TPI 1-1995, National Standard for Metal Plate Con- nected Wood Truss Construction. The allowable loads recog- nized in this report are for plates that are pressed into wood truss members using hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full embedment rollers, or combinations of partial embed- ment roller/hydraulic-platen presses that feed trusses into a stationary finish roller press. When truss fabricators use single -pass roller presses, the rollers must have minimum 16 - or 20 -inch (406 or 508 mm) diameters, depending on the re- duction factor, QR, specified in the design calculations. 2.6 One-hour Fire -resistive Floor -ceiling or Roof -ceiling Assemblies: 2.6.1 Assembly No. 1: See Figure 6 for details. 2.6.1.1 Trusses: Wood trusses are parallel -chord trusses having an overall minimum depth of 12 inches (305 mm). Trusses are spaced a maximum of 24 inches (610 mm) on center. 2.6.1.2 Strongback Bracing: Bracing must be minimum 2 -by -6 grade -marked lumber oriented vertically, and must be installed perpendicular to trusses on maximum 10 -foot (3048 mm) centers. Braces are attached to each truss with a mini- mum of three 10d nails. 2.6.1.3 Roof -Floor Sheathing: Floor or roof sheathing shall be minimum 19/32 -inch -thick (15.1 mm) tongue -and -groove plywood. Long edges are installed perpendicular to trusses. Plywood sheathing is attached in accordance with Section 2322 of the code. 2.6.1.4 Ceiling Membrane: Two layers of 1/2 -inch -thick (12.7 mm) USG Gold Bond Fire ShieldO Type X wallboard are applied directly to the bottom chord members of the wood truss. The base ply is applied perpendicular to the trusses and is attached to the wood chord members with 11/4 -inch - long (31.8 mm), Type S drywall screws or 1 7/8 -inch -long (47.6 mm), 6d cooler or box nails, spaced 24 inches (610 mm) on center. The face ply is also applied perpendicular to the 0 0 Page 3 of 6 trusses with side and butt joints staggered 24 inches (610 mm) from the joints of the base ply. The face ply is attached to the bottom chord members with 17/8 -inch -long (47.6 mm), Type S drywall screws spaced 12 inches (305 mm) on center, or 23/8 -inch (60.3 mm), 8d cooler or box nails spaced 7 inches (178 mm) on center. Additionally, 11/2 -inch -long (38.1 mm), Type G drywall screws are installed 3 inches (76.2 mm) from the face ply butt joints and are spaced 12 inches (305 mm) on center. Face layer joints and screws or nailheads are cov- ered with joint compound and are taped. 2.6.2 Assembly No. 2: See Figure 7 for details 2.6.2.1 Trusses: Wood trusses are labeled Truswal Space - Joists®, and must comply with evaluation report ER -3687. Overall minimum truss depth is 103/4 inches (273 mm). SpaceJoist trusses are spaced a maximum of 24 inches (610 mm) on center. SpaceJoist trusses must have SpaceJoist metal webs having minimum 5/16 -inch -long (8 mm) teeth. The continuous portion of the metal web member of the Space - Joists must be located at the bottom chord, and the break in the web member must be located at the top chord. Splices in the bottom wood chord member are permitted provided they occur outside the middle third of the truss span. See ER -3687 for details of the Truswal SpaceJoist. This fire -resistive assembly using Truswal SpaceJoists re- quires a factory -installed TrusGuard,,, , a No. 30 gage [0.013 inch (0.33 mm)] steel channel, attached along the entire length of the bottom wood chord member of the truss. The TrusGuard is attached to the bottom chord with metal connec- tor plates pressed through the sides of the steel channel. Splices in the TrusGuard must occur at metal connector plate locations and must be lapped a minimum of 6 inches (305 mm). 2.6.2.2 Roof -Floor Sheathing: Floor or roof sheathing shall be minimum 23/32 -inch -thick (18.2 mm) tongue -and -groove plywood with exterior glue. Long edges are installed perpen- dicular to trusses, and end joists are staggered a minimum of 4 feet (1219 mm). Plywood sheathing is attached with mini- mum 6d ring-shanked nails with spacing in accordance with Table 23 -I -Q of the code. A 3/8 -inch (9.5 mm) bead of AFG-01 adhesive is applied to the top chord of the trusses and in the plywood grooves before installation of sheathing. A single layer of minimum 23/32 -inch -thick (18.2 mm) tongue -and -groove structural wood -based sheathing under- layment, having a minimum floor span rating of 24 inches (610 mm), may be used as an alternate to the plywood sheathing. 2.6.2.3 Lightweight Concrete Floor Topping (Optional): Optional perlite or vermiculite aggregate or gypsum concrete may be placed on top of the wood sheathing without affecting the fire -resistive rating. Minimum thickness of the concrete fill is 3/4 inch (19 mm). A plastic or paper vapor retarder should be placed on the wood sheathing before placement of the concrete. Forta-Fill (ER -4147) and Gyp -Crete (ER -3433) may be placed on the flooring without affecting the fire -resistive rat- ing, provided the topping is installed in accordance with its evaluation report. 2.6.2.4 Strongback Bracing: Bracing must be minimum 2 -by -6 grade -marked lumber oriented vertically and must be installed perpendicular to trusses on maximum 10 -foot (3048 ER -1607 mm) centers. Braces are attached to each truss with a mini- mum of three 10d nails. 2.6.2.5 Ceiling Membrane: One layer of 5/8 -inch -thick (15.9 mm), USG, Type C wallboard is applied directly to the bottom chord members of the wood truss. All joints must be blocked with minimum 31/2 -inch -wide (89 mm) steel channels or wood members. All wallboard edges are attached to the wood chord members or blocking with 15/8 -inch -long (41.3 mm), Type S drywall, spaced 8 inches (203 mm) on center. Wall- board joints and screws are covered with joint compound and are taped. 2.7 Identification: Model 20, TW18 and TW16 plates are embossed with the identifying marks "TW20," "TW18," and "TW16," respectively, stamped into the parent metal. 3.0 EVIDENCE SUBMITTED Test data in accordance with National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1-1995, for the Model 20, TW18 and TW16 plates. 4.0 FINDINGS That the Model 20, TW18 and TW16 metal connector plates for wood trusses comply with the 1997 Uniform Building Code-, subject to the following conditions: 4.1 Plans and calculations must be submitted to the building official for the trusses using metal con- nector plates described in this report. 4.2 Model 20, TW18 and TW16 metal connector plates are designed to transfer the required loads using the design formulae in ANSI/TPI 1-1995. A copy of the ANSI/TPI 1-1995 standard must be supplied to the building department when this is requested by the building official. 4.3 The allowable loads for the metal connector plates comply with this evaluation report. 4.4 Metal connector plates are not permitted to be lo- cated where knots occur in connected wood truss members. 4.5 Metal connector plates are installed in pairs on op- posite faces of truss members connected by the plates. 4.6 Trusses using metal connector plates described in this report must be fabricated by a truss fabricator approved by the building official in accordance with Sections 2311.6 and 2343.8 of the code. 4.7 Allowable loads shown in the tables in this report may be increased for duration of load in accord- ance with Section 2304.3.4 of the code. 4.8 Allowable loads shown in the tables in this report are not applicable for metal connector plates em- bedded in lumber treated with fire -resistive chemi- cals. 4.9 Where one-hour fire -resistive construction is re- quired, refer to Section 2.6 of this report, or to eval- uation report ER -1352 or ER -1632, for descriptions of code -complying floor -ceiling or roof -ceiling fire - resistive assemblies. This report is subject to re-examination in two years. 0 0 Page 4 of 6 ER -1607 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES FOR THE MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES For SI: I psi = 6.89 kPa. I See Figure I for an explanation of the position of plates with respect to wood grain and teeth orientation. 2Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 3Values are based on the Gross Area Method. TABLE 2 -ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES LUMBER DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 90' 0' DIRECTION OF GRAIN AND LOAD WITH RESPECT TO LENGTH OF PLATE,2,3 PLATE MODEL Species Specific Gravity AA IEA IAE Allowable Load (pounds per square inch of plate contact area) EE 0.72 Douglas fir 0.49 157 161 111 132 0.54 Hein -fir 0.43 108 120 86 99 917 1,046 616 Southern pine 0.55 156 159 140 131 TW 16 Spruce -pine -fir 0.42 112 110 81 93 483 Spruce -pine -fir 0.50 136 150 119 117 Timber Strand@ 0.69 181 172 132 153 Western woods 0.36 101 114 79 50 Douglas fir 0.49 186 169 143 133 Hem -fir 0.43 150 125 117 114 Southern pine 0.55 195 172 181 154 TW18 and Model 20 Spruce -pine -fir 0.42 187 131 1126 1 116 Spruce -pine -fir 0.50 189 163 159 142 Timber Strand" 0.69 198 178 181 166 Western woods 0.36 1130 116 105 101 For SI: I psi = 6.89 kPa. I See Figure I for an explanation of the position of plates with respect to wood grain and teeth orientation. 2Metal connector plates must be installed in pairs on opposite faces of truss members connected by plates. 3Values are based on the Gross Area Method. TABLE 2 -ALLOWABLE TENSION VALUES AND TENSION EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES For SI: I pound/inch = 0.175 N/mm. IThe length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were s heared during plate fabrication. See Figure 2 for a visual explanation. TABLE 3 -ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES 0' DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE 90' 0' 90' PLATE MODEL ALLOWABLE TENSION LOAD (pounds per linear inch per pair of plates) TENSION LOAD EFFICIENCY RATIO TW 16 1,906 1,133 0.72 0.43 TW18 1,032 1,160 0.48 0.54 Model 20 789 882 0.48 0.54 For SI: I pound/inch = 0.175 N/mm. IThe length of plate refers to the dimension of the longitudinal axis of the area of the plate from which the plate teeth were s heared during plate fabrication. See Figure 2 for a visual explanation. TABLE 3 -ALLOWABLE SHEAR VALUES AND SHEAR EFFICIENCY RATIOS FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES For S1: I pound/inch = 0.175 N/mm. TABLE 4 -ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES INSTALLED WITH SINGLE -PASS ROLLER PRESSES PLATE MODEL DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE DIRECTION OF LOAD WITH RESPECT TO LENGTH OF PLATE PLATE MODEL 0° 30' 60' 90° 120' ALLOWABLE SHEAR LOAD (pounds per linear Inch per pair of plates) 150' 0' 30' 1 60' I 90° I 120' SHEAR LOAD EFFICIENCY RATIO 150' TW 16 1,091 1,094 1,441 1,088 943 789 0.61 0.62 0.81 0.61 0.53 0.44 TW18 845 917 1,046 616 673 630 0.59 0.64 0.73 0.43 0.47 0.44 Model 20 1 640 693 1 792 473 509 483 0.59 0.64 0.73 0.43 0.47 0.44 For S1: I pound/inch = 0.175 N/mm. TABLE 4 -ALLOWABLE LATERAL LOAD ADJUSTMENT FACTOR, QR, FOR MODEL 20, TW18, AND TW16 METAL CONNECTOR PLATES INSTALLED WITH SINGLE -PASS ROLLER PRESSES PLATE MODEL LUMBER SPECIES SPECIFIC GRAVITY 16 ROLLER PRESS DIAMETER (inches) 20 TW 16 0.49 1.00 0.89 0.50 0.80 0.89 TW18 and Model 20 0.49 0.92 0.99 0.50 0.76 0.94 For SI: I inch = 25.4 min. IThe QR value for the lumber species specific gravity of 0.49 applies to all wood species combinations with published average specific gravity of 0.49 or lower, and the QR value for the lumber species specific gravity of 0.50 applies to all lumber species combinations with published average specif is gravities of 0.50 or higher. 0 E • 0 Page 5 of 6 ER -1607 LOAD = _ _ _ _ = LOAD AE LOAD 1111111111IIIIItIII LOAD 111111111 111111111 IIIIIIIIII IIIIIIIti EA ORIENTATION FIGURE 1 — PLATE ORIENTATIONS LENGTH --- { 0 DEGREE PLATE ORIENTATION WIDTH 1111111111 1111111111 l z 1111111111 1111111111 1111111111 1111111111 90 DEGREE PLATE ORIENTATION. FIGURE 2 — PLATE WIDTH and LENGTH Longitudinal Axis 4- 0 0 0 0 O j O O O O 0 0 0 0 O O O O Width = 3' O O O O o O o 0 0 o O o 0 0 0 0 0 0 0 0 0 o O o 1/4' 1 1 /8'-- - 7/ 16' 3/8' Tip of toothhoS o spirol rototlon of approxlnot ely 35 degrees ./r to the base of the tooth (Not Shorn). ENLARGED TOOTH DETAIL LOAD LOAD Longitudinol Axis -1 1/4' O 5/32'T O O O 0 0 Q Width = 3' O O 0 0 - 5/8' T- 7 /16' 7/16' Tip of tooth hos o Spiral rototlon of opproxinotely 42 degrees ./r to the boSe Of the tooth (Not shown). ENLARGED TOOTH DETAIL For SI: 1 inch = 25.4 mm. For SI: I inch = 25.4 Inm. FIGURE 3—TRUSWAL MODEL 20 and FIGURE 4—TRUSWAL TW16 CONNECTOR PLATE TW18 CONNECTOR PLATE FIGURE 5—HEEL JOINTS TO WHICH THE REDUCTION FACTOR, HR, APPLIES 11 0 0 0 Page 6 of 6 I/G mum 1. Minimum 19/32"(11.9 mm) thick T&G plywood 2. Minimum 12" (305 mm) depth Truswal FlorTrusT" truss spaced 24" (610 mm) o.c. maximum 3. 2x6 strongback bridging/bracing at 10'-0" (3048 mm) o.c. 4. Two layers of 1/2" (12.7 mm) thick USG Gold Bond Fire Shield® Type X wallboard For SI: I inch = 25.4 mm. FIGURE 6—ONE-HOUR FIRE ASSEMBLY NO. 1 (SEE SECTION 2.6.1 FOR COMPLETE DETAILS) 23/32" 10 3/4" Minimum f8" 1. Optional lightweight floor topping 2. Minimum 23/32" (18.2 mm) thick T&G structural wood sheathing 3. Minimum 10 %" (273 mm) depth Truswal SpaceJoistO truss spaced 24" (610 mm) o.c. maximum 4. 2x6 strongback bridging/bracing at 10'-0" (3048 mm) o.c. 5. Factory -installed TrusGardTm No. 30 gage steel channel 6. One layer of 5/8" (15.9 mm) USG Type C wall board For SI: I inch = 25.4 mm. FIGURE 7—ONE-HOUR FIRE ASSEMBLY NO. 2 (SEE SECTION 2.6.2 FOR COMPLETE DETAILS) ER -1607