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SFD (06-0020)78165 Masters Cir 06-0020 f4 fw P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: C 06-00000020 Property Address: 78165 MASTERS CIR APN: 770-350-010- - - Application description: DWELLING - SINGLE FAMILY Property Zoning: LOW. DENSITY RESIDENTIAL Application valuation: 439670 T4ht °F Xi& Q" BUILDING & SAFETY DEPARTMENT BUILDING PERMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 12/13/06 Owner: SCHLEISMAN STEPHAN A PMB 304 DETACHED 774 MAYS BLV INCLINE VILLAGE, NV Applicant: Architect or Engineer: LiC. No.: OOR SQUARE FOOT -----—----------- LICENSED CONTRACTOR'S 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 Class: $ License No.: 744091 D51e:j 3, COmfeCil)f:' OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any.applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: (_ 1 1, 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 and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_ 1 I, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: _ Lender's Address: LQPERMIT U Contractor:7 SUN VISTA DEVELOPM T CCC d®® P.O. BOX 1144 LA QUINTA, CA 92247 ANc QUo t .(760)771-4722 FDEpT.A Lic. No.: 744091 - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — WORKER'S COMPENSATION DECLARATION hereby affirm under penalty of perjury oneofthe 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 and policy number are: Carrier STATE FUND Policy Number 170546206 • _ 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 forthwithcoF9ply with those provisions. ,Date: Applicant:_ / 6✓•7' • WARNING: FAILURE TO SECURE WORKERS' COMP- SATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($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. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this 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 application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 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 county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the above-mentioned properW for 'nspectio urposes 1 . Date:Uf/3 Signature (Applicant or Agent): s ts� LQPERMIT Application Number . . . . 06-00000020 Permit BUILDING PERMIT Additional desc . . Permit Fee . . . . 1829.50 Plan Check Fee 1189.18 Issue Date . . . . Valuation . . . . 439670 Expiration Date 5/20/07 Qty. Unit Charge Per Extension BASE FEE 639.50 340.00 ------------------- 3.5000 -------------------------------------------------------- THOU BLDG 100,001-500,000 1190.00 Permit ELEC-NEW RESIDENTIAL Additional desc . Permit Fee 228.67 Plan Check Fee 57.17 Issue Date Valuation 0 Expiration Date 5/20/07 Qty Unit Charge Per Extension BASE FEE 15.00 5067.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 177.35 1066.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 21.32 1.00 -----------------------------------------------------------------=---------- 15.0000 EA ELEC TEMPORARY POWER POLE 15.00 Permit . . . GRADING PERMIT Additional desc . Permit Fee .00 Plan Check Fee .00' Issue Date 11/21/06 Valuation . . . 0 Expiration Date 5/20/07 Qty Unit Charge Per Extension ---------------------------------------------------------------------------- BASE FEE .00 Permit . . . MECHANICAL Additional desc . Permit Fee . . 114.50 Plan Check Fee 28.63 Issue Date . . . . Valuation . . . . 0 Expiration Date 5/20/07 Qty Unit Charge Per Extension BASE FEE 15.00 3.00 9.0000 EA MECH FURNACE <=100K 27.00 3.00 9.0000 EA MECH B/C <=.3HP/100K BTU 27.00 6.00 '6.5000 EA MECH VENT FAN 39.00 1.00 ---------------------------------------------------------------------------- 6.5000 EA MECH EXHAUST HOOD 6.50 1 LQPERMIT Application Number . . 06-00000020 Permit . . . PLUMBING Additional desc . Permit Fee . . . . 285.75 Plan Check Fee 71.44 Issue Date . . . . Valuation 0 Expiration Date 5/20/07 Qty Unit Charge Per Extension BASE FEE 15:00 25.00 6.0000 EA PLB FIXTURE 150.00 1.00 15.0000 EA PLB BUILDING SEWER' 15.00 9.00 6.0000 EA PLB ROOF DRAIN 54.00 2.00 7.5000 EA PLB WATER HEATER/VENT 15.00 1.00 3.0000 EA PLB WATER INST/ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 13.00 .7500 EA PLB GAS PIPE >=5 9.75 1.00 15.0000 EA PLB GAS METER 15.00 ---------------------------------------------------------------------------- Special Notes and Comments 5067 SQ. FT. SFD.THIS PERMIT DOES NOT INCLUDE POOL & SPA BLOCK WALL OR DRIVEWAY APPROACH.January 23, 2006 9:32:26 AM jjohnson ---------------------------------------------------------------------------- Other Fees. . . . . . . . . . ART IN PUBLIC PLACES -RES 599.17 DIF COMMUNITY CENTERS -RES 74.00 DIF CIVIC CENTER - RES 480.00 DIF FIRE PROTECTION -RES 140.00 GRADING PLAN CHECK FEE 15.00 DIF LIBRARIES - RES 355.00 DIF PARK MAINT FAC - RES 22.00 DIF PARKS/REC - RES 892.00 STRONG MOTION (SMI) - RES 43.96 DIF STREET-MAINT FAC-RES 67.00 DIF TRANSPORTATION - RES 1666.00 Fee summary Charged Paid Credited --------------------------------------------------------- Due Permit Fee Total 2458.42 .00 .00 2458.42 Plan Check Total 1346.42 1346.42 .00 .00 Other Fee Total 4354.13 .00 .00 4354.13 Grand Total 8158.97 1346.42 .00 6812.55 Date 12/13/06 No. 29090 Owner M/M Steve Schleisman Address City Zip Tract # Type Single Family Residence CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 APN # Jurisdiction Permit # Study Area No. of Units 4 ss51F1ED yo .z c 1 f7%7l, o Q BERMUDA DUN S CO) RANCHO MIRAGE /. INDIAN WELLS PALM DESERT y `, LA QUINTA yP INDIO y^ 770-350-010 La Quinta 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 78165 Masters Circle 5094 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 5 00 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile ho mes. 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 $2.63 X 5,094 S.F. or $13,397.22 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/1 st Bank - Bill Leddy Check No. 81934 Name on the check Telephone 275.9734 Funding Residential By Dr. Doris Wilson Superintendent Fee collected /exem a /by a Gilvrey Payment Recd :00 $13,397.22 <Ovedund& Signature NOTICE: Pursuant to Government Code Section 66020(d) 1) this will serve to notify you that the 90 -day approval period in which you may protest the fees o r other payment identified above will begin to run from the a on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID if Duplicated Embossed Original - Building Department/Applicant Copy - Applicant/Receipt Copy - Accounting 11 Ord6r No., 2 y FMAmedcan Title Company Cocrow No, P2389 Loan No. WHEN RECORDED MAIL TO: Stephan A. Sehleisman Elaine H. Schleisman =W u PW eaa o ,b,,, wee 45-200 Club Drive, Suite D - - Indian Wells, CA 9221.0 MAIL TAX STATEMirNTS TO: -FT A R L7,,I LONO RCPurtO NCMO e1(AtI DOCUNMNTA1tY TRANSFER TAX $ r -S-5 _..XX Computed on the consideration or va ue ofproperry conveyed; OR SAME AS ABOVE_Computed on rhe consideration or value less lien, or encumbrances remaining at time of sale AK .Til ClndersiLm -d GLjotof _ Signature of Deolarant or Agent determining tax -num Name APN; .% &4? %ISO 'O Z -O TRA: p 2-0 — a ZO 101RANT DEED rOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, TRADITION CLU13 ASSOCIATES LLC., a Delaware limited Ilabilrry company hereby GRANT(S) to Stephan A. Schlelsman and Elaine H. Schleieman, husband and wif a as Joint: tenants . ' the real property in the C4 of La Quints County of Riverside Smte of Callforma, descnbed as Lot 88 TrMCt 28867 (See hxhibit "A" Attached Hereto) Dated: October 11, 1999 State of California ) ss. County of W"4"e ) On before me, aa personally appeared personally known to me -*vkkfteejto be the person(e) whose ntune(*Warasubscribed to the witbin instrument and acknowledged to me that hekbelihay executed the same in NsAwkAaltr authorized capacity¢io, and that by hi&4, s signature(o on the instrument the personW or the endry upon behalf of which the person acted, executed the iastrument. WM7ESS MY HAND AND OF r L SEA. Signature , ACHRtLTlR 0 112m41 No S ' Cagraft erikk CAW* EWBt lICp uD f IIIIRIW GiViI1IIWIIII ' ",' ' TRAM N U8 C .S, .LLC., a Dela re I ited li ' 'rye pang BY: EA 0 17:27 From: i o: ror io tJ1J / EXR113IT "A" Map on Me in book 276 pages 69 through Lot _ 98 of Trsct No. 28867, as Shown by p 78 of maps, records of Riverside County, California, THIS DEED IS MADE AND ACCEPTED SIJBnCT TO THE FOLLOwIi 1G: 1 Non -delinquent real estate taxes and assessments. 2, All matters of record, including without limitation, that certain Declaration of rneuts for the Covenants, Conditions, Restrictions and Reservation No 262677 and Tradition Community, recorded on July 25, 1999 as InstrumentcW records of re-recorded August 15, 1997 s1en orated by refeo. 292176 rencof Oe herein as if fully Riverside County, California, which is to rp among other set forth at length (lea :Dural and de el pment guidelin sclarutiO'n."), The Declaration candcrestrictions which matters, certain arehit will apply to the construction of a residence on the above-described lot. I 11111111 ON III 11110 11 '`°'"'"'°°° E -- Certificate of OccupancY 5 G OF w 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: 78-165 MASTERS CIRCLE Use classification: SINGLE FAMILY DWELLING Building Permit No.: 06-20 Occupancy Group: R-3 Type of Construction: VN -Land Use Zone: RL Owner of Building: STEPHAN SCHLEISMAN Address: PMB 304 774 MAYS BLV City, ST, ZIP: INCLINE VILLAGE, NV 89451 By: STEVE TRAXEL 9 - ldt' t Date: MAY 6, 2008 Building Official POST IN A CONSPICUOUS PLACE l IV, : LOVELACE ENGINEERING Structural Engineering Services I July 27h, 2007 Sun Vista Development Corporation P.O. Box 1144 La Quinta, CA 92253-1144 Subject: Schleisman Residence 78165 Master Circle La Quinta, CA 92253 John, This letter is to confirm that I have observed the structural framing (except the roof sheathing) and shear walls, at the above noted project. There are only a few on -field fixes still needed to be taken care of per our structural plans as listed below. 1. Hardyframe Panels along grid lines 'H' & 'M' are missing some of the required HFS screws at the top of HF to double wood top plates connection. 2. Anchor bolt spacing along grid line "G', 10'-0" shear wall type # 4, needs to be reduced. Currently the anchor bolts are spaced 18 inches on center. Install 5/8" diameter threaded rods spaced no greater than 9 inches on center and embedded 5" min. into concrete slab with SPECIAL INSPECTION, using Simpson SET epoxy (ESR # 1772). In general, the structural elements we observed conformed with the current building code. Once the last two remaining issues are completed, all structural items will be in conformance. If you have any questions please give me a call. Thank you, _ Oscar Covarrubias I< Project Engineer C 3P734 m yt EXR 12; 1/07 OF r: phone 858.535.9111 - fax 858.535.1989 - web www.lovelaceeng.com 5930 Cornerstone Court W Suite 100 San Diego, CA 92121-3772 I ' ' TITLE 24 REPORT I Title 24 Report for: Schleisman Residence Lot 88, Masters Cir. La Quinta, CA 92253 Project Designer: Thomas Jakway 2372 S. Skyview Dr. Palm Springs, CA 92264 (760) 322-0340 ®F LA OUgNRe ort Prepared B CITY & SAFEN ` . p p Y gU, rNG \'E® ' Jen Gagne t P oNs - UGKr rmer Engineering Services FO 01 Morena Blvd.. Suite 905 DATA -Diego, CA 92117 (858) 274-9860 Job Number: Schleisman1 Date: FEB 2 8 2006 2/1/2006 By The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2005 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC - www.energysoft.com. EnergyPro 4.0 by EnergySoft Job Number: Schleismanl User Number: 5196 I TABLE OF CONTENTS Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary Form WS -5R Residential Kitchen Lighting HVAC System Heating and Cooling Loads Summary Room Load Summary. Room Heating Peak Loads Room Cooling Peak Loads 1 2 3 9 11 12 15 18 21 EnergyPro 4.0 by EnergySoft Job Number: Schleismanl User Number: 5196 1 Certificate Of Compliance: Residential (Part 1 of 3) CF -1 R Schleisman_Re.s.ide.n.ce _02-11 Insulation 2/1.120-0-6 Project Title Type Frame Area U -Fac. Date LoL8.8, asters_Cir_.-La_0-la a Tilt Raot_ Wood- -9 0_ _0.029_ Project Address _0__0 Master -Suite Building Permit # _LE er_En ineer_ing Services 0_ (858) 274-9860 VNall Wood- _22.7_ plan Check/Date Documentation uthor _01=A1.8 Telephone _0.07.4_ -Eneici ro Compli ce Method _225__9.0 15 Climate Zone Wall Wood_ 222 Field Check/Date _R_19 JE=O_0_ Source Energy Use Standard Proposed Compliance _0..074_ (kBtu/sf-yr) Design Design Margin Roof- Wood- 945_ Space Heating 2.33 0.59 1.74 0 Space Cooling 61.41 58.92 2.49 _0.9=A5 Fans 9.25 11.04 -1.79 1.8.0_ Domestic Hot Water 5.04 5.65 -0.61 _R_1.9_ JZ0._0_ Pumps 0.00 0.00 0.00 _0_07-4_ Totals 78.04 76.20 1.84 Door- Lone 24_ than Standard: Building Type: FX-] Single Family ❑ Addition ❑ Multi Family ❑ Existing + Add/Alt Building Front Orientation Fuel Type: Fenestration: (Northeast) 45 deg Natural Gas Area: 1,436 ft2 Avg. U: Ratio: 28.2% Avg. SHGC: BUILDING ZONE INFORMATION Zone Name 0.49 0.48 Floor Area Volume 2.4 Total Conditioned Floor Area: Existing Floor Area: Raised Floor Area: Slab on Grade Area: Average Ceiling Height: Number of Dwelling Units: Number of Stories: # of Units Zone Type .MaStPLBUitP Q59 -9,206 _0.1.9_ Conditioned- livinn Area 3,.0.54 _32,0.6.7. _0...6.0_ Conditioned_ G_uesiliau.ee 1081 10.8.1.0 _0.21_ _Conditioned - OPAQUE SURFACES _02-11 Insulation Act. 01_-18 Type Frame Area U -Fac. Cay. Cont. Azm. Tilt Raot_ Wood- -9 0_ _0.029_ -R_38_ J3=0_0_ _0__0 Master -Suite Root- -Wo-od_ 6.59 0..025_ -EZ38_ JR-QO 0_ 0 VNall Wood- _22.7_ _0.0.74 -R19_ _R-0_0 x.5__9.0 _01=A1.8 kAtall- Wood 17 _0.07.4_ _R-19 _3=00_ _225__9.0 New Wall Wood_ 222 _0_0.7_4_ _R_19 JE=O_0_ 13.5__90 Living -Area wall Wood 361 _0..074_ -R=19 JZ0_0 _31.5__9.0 _0.9=A5 Roof- Wood- 945_ _0.029_ _R=38_ JR=0_0_ 0_ 0 Roof Wood- ___2.085_ _0_025_ -R--38_ _R=0_0_ _0__0 _0.9=A5 Wall Y_V_ood-8.4_ _0.07.4_ _R_1.9 _R=0_0_ 1.8.0_ 9.0 Wall_ Wood_8.4_ _0_07.4_ _R_1.9_ JZ0._0_ _27.09.0 Guest -House Wall- Wood- 632 _0_07-4_ _R_19_ _R=0_0.45_ House -New 9.0 Door- Lone 24_ _0.500_ -None_ _IR00_ 45_-9.0 House -New Call_ 1LVo_od- 420_ _0...0.7_4_ _R_19_ _R-_0.0_ _225_ 9.0 wall- Wood 6.8.3_ _0...0.74 -R=.9_ JZ00_ 1.35__9.0 Door- None 24 _0_5.0.0_ -None- _R=0_0_ 135_ 90 Tall_ Wood_ 56.8_ _0...0.7_4_ _151,19 JR --0_0 _31.5_ 9.0 _Door- None- 24_ _0.5.00_ _None_ J2=0_0_ -31.5_ _90 Door- None 91 _0._50.0_ -None_ JZ00_ -315_ 9.0 Root Wood- 24.9_ _0_029_ _R.38_ JR -_0..0_ _0__0 Root- _WQod- 832_ _0._025_ _R=3.8_ _R=0_0_ _0__0 Wall Wood_ 252_ _0._0.74 -R_1.9 _Et:_0_0_ 4.59.0 Wall Wood _246_ _0._024_ _R_19_ _R=0_0_ _225.9.0 Wall Wood_ 4.7.2 _0_.074_ _RA .9_ _R=0_0.1.3.5_ 9.0 Mall_ Wood- 474_ _0._074_ _R_19_ _R=0_0_ _31.5__9.0 Thermostat Type -Setback -Setback Setback 5,094 ft2 n/a ft2 0 ft2 5,094 ft2 10.2 ft 1.00 Vent Hgt. Area 2 _n/a 2 _n/a 2 _n/.a Gains Condition Y_/ N Status JA IV Reference Location / Comments New _02-11 Master -Suite N.ew 01_-18 Master -Suite New 09_A5 Master -Suite New _0.9_A5 Master -Suite N.ew _09--A 5 Master -Suite New _09=A5 Master -Suite New _02=A11 Living -Area New _01=A1.8 Living -Area New _0.9=A5 Living -Area New _0.9=A5 Living_Area New _09--A5 Living -Area New 2&A4 Living -Area New _0.9=A5 Living -Area New _0.9.A5 Living -Area New 28=A4 Living -Area New _0.9=A5 Living -Area New 28=A4 Living -Area New -28-4 Living -Area New _02A11 Guest -House New 01-18 Guest - House -New 09-A5 Guest_House New _0.9_A5 Guest - House -New _0.9=A5 Guest_H.o.use New _0.9=A5 Guest -House EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismant Paae:3 of 24 1 Certificate Of Compliance: Residential (Part 2 of 3) CF -1 R Schleisman Residence Project Title FENESTRATION SURFACES # Type Area U-Factorl SHGCZ _'L 2 _SkylighL-Rigbt (North)_8_0_ Skylight Right North) 12.0 -0_570-NERC _0-7_6 -NERC. 0.570 NFRC 0_76 NFRC 3 . Window Front Northeast 48.0 0.470 NFRC 0_46 NFRC 4 Window Front Northeast 56.0 0.470 NFRC 0_46 NFRC 5 Window Left 64.0 0.470 NFRC 0_46 NFRC 6 Window Right r(Southeast (Northwest) 9.0 0.470 NFRC 0_46 NFRC 7 S-kylight Right (Nortb) 4.0 --0.510-NFRC -0.76 NFRC 8 Skylight Right North) 4.0 0.570 NFRC 0_76 NFRC 6 Skylight Right (North) 4.Q 0.570 NFRC 0_76 NFRC 1Q Sky is ht Right (North) ---A. -0 X570 NFRC -06 NFRC 11 Skylight Right North) 8.0 0.570 NFRC 0_76 NFRC 12 Window Left South) 66.2 0.470 NFRC 0_46 NFRC 13 14 -Nindow_Rear Window FrontNortheast) (West) 66 2 36.0 -0-4.7-0 _ ER- C 0.46 _N ERIC 0.990 116-A 0_74 116-B 15 Window Front Northeast 72.0 0.470 NFRC 0_46 NFRC 16 Window Front Northeast 42.0 0.470 NFRC 0_46 NFRC 17 Window Rear Southwest 40.0 0.470 NFRC 0_46 -NERC. 18 Window Rear (Southwest) 99.0 0.470 NFRC 0_46 NFRC 1a Window Rear(Southwest 49.5 0.47 NFRC 0_46 NFRC Date True Cond. Azm. Tilt Stat. 2/1/2006 Location/ Comments 0- 0 _0_ Ne-w-Bristolite 0 New Bristolite -Master_S.uite Master Suite 45 90 New Albertini Dual Low E Master Suite 45 90 New Albertini Dual Low E Master Suite 135 90 New Albertini Dual Low E Master Suite 315 90 New Albertini Dual Low E Master Suite 0 0 ROW -13-61M Iii e Living Area 0 0 New Bristolite Living Area 4_ 0 0 New 0 New Bristolite Bristolite Living Area Living Area - 0 0 New Bristolite Living Area 180 90 New Albertini Dual Low E Living Area _2.7_0_ 45 _90_ N.e_wAlbe.rtini_Du.al_Low E 90 New Single Non Metal Clear -Living_Area Living Area 45 90 New Albertini Dual Low E Living Area 45 90 New Albertini Dual Low E Living Area 225 90 New Albertini Dual Low E Living Area 225 90 New Albertini Dual Low E Living Area 225 90 New ANN-dini Dual Low E Living Area 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B. INTERIOR AND EXTERIOR SHADING Area Thick. Heat (sf) (in.) Cap. Inside Cond. R -Val. JA IV Reference Condition Status Location/ Comments Frame Wall, Gyp. Board 227 Window 13 Overhang Left Fin Right tin Fin 09-A5 Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 1 None 1.00 Master Suite / Exterior Mass Frame Wall, Gyp. Board 222 0.12 13 2 None 1.00 New Master Suite / Exterior Mass Frame Wall, Gyp. Board 361 0.12 3 Bug Screen 0.76 09-A5 New Master Suite / Exterior Mass Frame Wall, Gyp. Board 4 Bug Screen 0.76 0 09-A5 New Living Area / Exterior Mass 5 Bug Screen 0.76 5.3 12.0 2.5 0.5 10.0 1.5 6 Bug Screen 0.76 7 None 1.00 8 None 1.00 9 None 1.00 10 None 1.00 11 None 1.00 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 'Bug 0.76 9.0 4.0 7.8 1.5 3.8 3.8 15 Screen 0.76 16 Bug Screen 0.76 17 Bug Screen 0.76 6.7 6.0 12.5 1.0 5.5 5.5 18 Bug Screen 0.76 9.0 11.0 2.0 2.0 2.0 2.0 19 a Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Type Area Thick. Heat (sf) (in.) Cap. Inside Cond. R -Val. JA IV Reference Condition Status Location/ Comments Frame Wall, Gyp. Board 227 0.12 13 0_09 0 09-A5 New Master Suite / Exterior Mass Frame Wall, Gyp. Board 17 0.12 13 0_09 0 09-A5 New Master Suite / Exterior Mass Frame Wall, Gyp. Board 222 0.12 13 0_09 0 09-A5 New Master Suite / Exterior Mass Frame Wall, Gyp. Board 361 0.12 13 0_09 0 09-A5 New Master Suite / Exterior Mass Frame Wall, Gyp. Board 0.12 13 0_09 0 09-A5 New Living Area / Exterior Mass PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Slab Perimeter 103 None No Insulation 26-A1 New Master Suite Slab Perimeter 342 None No Insulation 26-A1 New Living Area Slab Perimeter 161 None No Insulation 26-A1 New Guest House Run Initiation Time: 02/01/06 14:07:20 Run Code: 1138831640 EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page:4 of 24 Certificate Of Compliance: Residential (Part 2 of 3) CF -1 R Schleisman Residence 2/1/2006 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U-Factorl SHGC2 Azm. Tilt Stat. Glazing Type Comments 20 21 -Window-Rear (.Southwest)13.3_0- Window Left Southeast 24.0 _0 4Z0 -NFRC _0..46 _NFRC _225_ 0.470 NFRC 0_46 NFRC 135 _9.0 NewAlbertini-Dual_Low E 90 New Albertini Dual Low E -Living-Area Living Area 22 Window Left Southeast 65.0 0.470 NFRC 0_46 NFRC 135 90 New Albertini Dual Low E Living Area 23 Window Right Northwest 25.0 0.470 NFRC 0_46 NFRC 315 90 New Albertini Dual Low E Living Area 24 Window Right Northwest 28.5 0.470 NFRC 0_46 NFRC 315 90 New Albertini Dual Low E Living Area 25 Window Front (Northeast) 95.6 0.470 NFRC 0_46 NFRC 45 90 New Albertini Dual Low E Guest House 2S 27 Window Rear ( hwe9) $$Q Window Rear (Southwest) 10.0 0.470 NFRC 0.46 NFRC 0.470 NFRC 0.46 NFRC 225 225 90 New 90 New Albertini Dual Low E Albertini Dual Low E Guest House Guest House 2$ 29 Window Left (S-ovftast)-6w4.0-4.0 Window Right (No hwest) 11.0 x.470 NFRC 0.46 NFRC 0.47 NFRC_ -Q.-4Q NFRC 135 315 9Q New 90 New AlbertinDu al Low E Albertini Dual Low E Guest House Guest House 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 116B INTERIOR AND EXTERIOR SHADING Area Thick..Heat (so (in.) Cap. Inside Cond. R -Val. Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. RExt. Dist. Len. Hgt. Dist. Len. Hgt. 20 Bug Screen 0.76 21 Bug Screen 0.76 22 Bug Screen 0.76 23 Bug Screen 0.76 24 Bug Screen 0.76 25 Bug Screen 0.76 26 Bug Screen 0.76 27 Bug Screen 0.76 28 Bug Screen 0.76 29 Bug Screen 0.76 THERMAL MASS FOR HIGH MASS DESIGN Type Area Thick..Heat (so (in.) Cap. Inside Cond. R -Val. JA IV Reference Condition Status Location/ Comments Frame Wall, Gyp. Board 84 0.12 13 0_09 0 09-A5 New Living Area / Exterior Mass Frame Wall, Gyp. Board 632 0.12 13 0_09 0 09-A5 New Living Area / Exterior Mass Frame Wall, Gyp. Board 420 0.12 13 0_09 0 09-A5 New Living Area / Exterior Mass Frame Wall, Gyp. Board 683 0.12 13 0_09 0 09-A5 New Living Area / Exterior Mass Frame Wall, Gyp. Board 0.12 13 0_09 0 09-A5 New Living Area / Exterior Mass PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Run Initiation Time: 02/01/06 14:07:20 Run Code: 1138831640 EnergyPro 4.0 by Energysoft User Number: 5196 Job Number: Schleismanl Page:5 of 24 Certificate Of Compliance : Residential (Part 2 of 3) CF -1 R Schleisman Residence 2/1/2006 Project Title Date FENESTRATION SURFACES True Cond. Location/ # Type Area U -Factors SHGC2 Azm. Tilt Stat. Glazing Type Comments 1. Indicate source either from NFRC or Table 116A. 2. Indicate source either from NFRC or Table 1166. INTERIOR AND EXTERIOR SHADING Window Overhang Left Fin Right Fin # Exterior Shade Type SHGC Hgt. Wd. Len. Hgt. LExt. REA Dist. Len. Hgt. Dist. Len. Hgt THERMAL MASS FOR HIGH MASS DESIGN Run Initiation Time: 02/01/06 14:07:20 Run Code: 1138831640 EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismant Page:6 of 24 Area Thick. Heat Inside Condition Location/ Type (sf) (in.) Cap. Cond. R -Val. JA IV Reference Status Comments Frame Wall, Gyp. Board 252 0.12 13 0_09 0 09-A5 New Guest House / Exterior Mass Frame Wall, Gyp. Board 246 0.12 13 0_09 0 09-A5 New Guest House / Exterior Mass Frame Wall, Gyp. Board 472 0.12 13 0_09 0 09-A5 New Guest House / Exterior Mass Frame Wall, Gyp. Board 474 0.12 13 0_09 0 09-A5 New Guest House / Exterior Mass PERIMETER LOSSES Insulation Condition Location/ Type Length R -Val. Location JA IV Reference Status Comments Run Initiation Time: 02/01/06 14:07:20 Run Code: 1138831640 EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismant Page:6 of 24 Certificate Of Compliance: Residential (Part 3 of 3) CF -1 R Schleisman Residence Tank Energy Standbyl Tank Insul. Water Heater # in Input 2/1/2006 Project Title Loss R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE 1 Date Rheem 41VRP50PT Small Gas No Pipe Insulation 2 40,000 HVAC SYSTEMS Location Heating Type Minimum Eff Cooling Type Minimum Eff Condition Status Thermostat Type Master Suite Central Furnace 94% AFUE Split Air Conditioner 14.0 SEER New Setback Living Area Central Furnace 94% AFUE Split Air Conditioner 13.5 SEER New Setback Guest House Central Furnace 94% AFUE Split Air Conditioner 14.0 SEER New Setback HVAC DISTRIBUTION Location Heating_ Cooling Duct Location Duct Condition R -Value Status Ducts Tested? Master Suite Ducted Ducted Outdoors 4.2 New Yes Living Area Ducted Ducted Outdoors 4.2 New Yes Guest House Ducted Ducted Outdoors 4.2 New Yes Hydronic Piping Pipe Pipe Insul. System Name Length Diameter Thick. WATER HEATING SYSTEMS Rated Tank Energy Standbyl Tank Insul. Water Heater # in Input Cap. Condition Factor Loss R -Value System Name Type Distribution Syst. (Btu/hr) (gal) Status or RE 1 (%) Ext. Rheem 41VRP50PT Small Gas No Pipe Insulation 2 40,000 50 New 0.65 n/a n/a Multi -Family Central Water Heating Details Hot Water Pump Hot Water Piping Length (ft) Add 1/2" Control # HP Type In Plenum Outside Buried Insulation 1 For small gas storage (rated input — 75000 Btu/hr), electric resistance and heat pump water heaters, list energy factor. For large gas storage water heaters (rated input > 75000 Btu/hr), list Rated Input, Recovery Efficiency and Standby Loss. For instantaneous gas water heaters, list Rated Input, and Recovery Efficiency. COMPLIANCE STATEMENT This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them.This certificate has been signed by the individual with overall design responsibility. The undersigned recognizes that compliance using duct design, duct sealing, verification of refrigerant charge and TXVs, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Name: Title/Firm: Thomas Jakway Address: 2372 S. Skyview Dr. Palm Springs, CA 92264 Telephon (760) 322-0340 Lic. #: (si e) (date) Enforcement Agency Name: Title/Firm: Address: Telephone: Documentation Author Name: Jen Gagne Title/Firm: Kramer Engineering Services Address: 4901 Morena Blvd. Suite 905 San Diego, CA 92117 Telephone: (858) 274-9860 / JI'm- F""'_ / / /0b (sirRure) (date) (signature/stamp) (date) Certificate Of Compliance: Residential (Addendum) CF -1 R Schleisman Residence 2/1/2006 Project Title Date Special Features and Modeling Assumptions The local enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with'the performance approach. The local enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the auu4udcy ur into sputadl /usuncduon dna uocumenWuun 5u4mntea. Plan I Field HERS Required Verification Items in this section require field testing and/or verification by a certified home energy rater under the supervision of a CEC- approved HERS provider using CEC approved testing and/or verification methods and must be reported on the CF -4R Plan Field installation certificate. The HVAC System "Master Suite" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF-' 4R. The HVAC System "Master Suite" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. This building has credit for Insulation Quality Installation. A certified HERS rater must visually verify the installation of all Insulation. The Cooling System "Carrier 58MVP060-14-U38BRC030-30" includes credit for a 12.4 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System "Living Area" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF - 4R. The HVAC System "Living Area" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. This building has credit for Insulation Quality Installation. A certified HERS rater must visually verify the installation of all Insulation. The Cooling System "Carrier 58MVP080-20-U38ETG048-30" includes credit for a 12.2 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System "Guest House" incorporates HERS verified Duct Leakage. Target leakage is calculated and documented on the CF -4R. The HVAC System "Guest House" incorporates a HERS verified Refrigerant Charge test or a HERS verified Thermostatic Expansion Valve. This building has credit for Insulation Quality Installation. A certified HERS rater must visually verify the installation of all Insulation. The Cooling System "Carrier 58MVP060-14-U38BRC036-30" includes credit for a 12.1 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. I EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page:8 of 24 1 Mandatory Measures Summary: Residential (Pagel -&2) MF -1 R NOTE: Low-rise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercedes the items marked with and asterisk (') below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not applicable. N/A DESIGNER ENFORCE - MENT Building Envelope Measures ❑ ❑X ❑ *§ 150(a): Minimum R-19 in wood ceiling insulation or equivalent U -factor in metal frame ceiling. ❑ ❑X ❑ §'150(b): Loose fill insulation manufacturer's labeled R -Value: ❑X ❑ ❑ *§ 150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -factor in metal frame walls (does not ❑ Q ❑ apply to exterior mass walls). ❑ ❑X ❑ § 150(d): Minimum R-13 raised floor insulation in framed floors or equivalent U -factor. ❑ ❑X ❑ § 150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. ❑ ❑X ❑ 1. Masonry and factory -built fireplaces have: ❑ ❑X ❑ a. closable metal or glass door covering the entire opening of the firebox ❑ ❑X ❑ b. outside air intake with damper and control, flue damper and control ❑ ❑X ❑ 2. No continuous burning gas pilot lights allowed. ❑ ❑X ❑ § 150(f): Air retarding wrap installed to comply with §151 meets requirements specified in the ACM Residential Manual. ❑X ❑ ❑ § 150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. ❑X ❑ ❑ § 150(1): Slab edge insulation - water absorption rate for the insulation alone without facings no greater than 0.3%, water vapor ❑X ❑ ❑ permeance rate no greater than 2.0 perm/inch. ❑ ❑X ❑ § 118: Insulation specified or installed meets insulation installation quality standards. Indicate type and include ❑ ❑ El Form: ❑X ❑ ❑ § 116-17: Fenestration Products, Exterior Doors, and Infiltration/Exfiltration Controls. ❑X ❑ ❑ 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. ❑ ❑X ❑ 2. Fenestration products (except field fabricated) have label with certified U -Factor, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. ❑ ❑X ❑ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. ❑ ❑X ❑ Space Conditioning, Water Heating and Plumbing System Measures § 110-13: HVAC equipment, water heaters, showerheads and faucets certified by the Energy Commission. ❑ ❑X ❑ § 150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. ❑ ❑X ❑ § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ❑ ❑X ❑ § 1500): Water system pipe and tank insulation and cooling systems line insulation. 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation ❑X ❑ ❑ having an installed thermal resistance of R-12 or greater. 2. Back-up tanks for solar systems, unfired storage tanks, or other indirect hot water tanks have R-12 external ❑X ❑ ❑ insulation or R-16 internal insulation and indicated on the exterior of the tank showing the R -value. 3. The following piping is insulated according to Table 150-A/B or Equation 150-A Insulation Thickness: 1. First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire ❑ ❑X ❑ length of recirculating sections of hot water pipes shall be insulated to Table 1508. 2. Cooling system piping (suction, chilled water, or brine lines), piping insulated between heating source and ❑X ❑ ❑ indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. 4. Steam hydronic heating systems or hot water systems > 15 psi, meet requirements of Table 123-A. ❑X ❑ ❑ 5. Insulation must be protected from damage, including that due to sunlight, moisture, equipment maintenance, ❑ ❑X ❑ and wind. 6. Insulation for chilled water piping and refrigerant suction piping includes a vapor retardant or is enclosed ❑X ❑ ❑ entirely in conditioned space. 7. Solar water -heating systems/collectors are certified by the Solar Rating and Certification Corporation. ❑X ❑ ❑ EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page:9 of 24 Mandatory Measures Summary: Residential (Page 2 of 2) MF -1 R NOTE: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. More stringent compliance requirements from the Certificate of Compliance supercede the items marked with an asterisk (*) below. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. DESCRIPTION Instructions: Check or initial applicable boxes when completed or check N/A if not ENFORCE - applicable. N/A DESIGNER MENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) § 150(m): Ducts and Fans 1. All ducts and plenums installed, sealed and insulated to meet the requirements of the CMC Sections 601, 602, 603, 604, ❑ ❑X ❑ 605, and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minumum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used. 2. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than ❑ X❑ ❑ sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and a. At least 36" of pipe between filter and heater for future solar heating. ❑ X❑ ❑ support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause ❑ Q ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ Q ❑ reductions in the cross-sectional area of the ducts. ❑ rx ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) 3. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive ❑ ❑X ❑ duct tapes unless such tape is used in combination with mastic and draw bands. ❑ X❑ ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are 4. Exhaust fan systems have back draft or automatic dampers. ❑ ❑X ❑ 5. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operating ❑ ❑X ❑ dampers. provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. 6. Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment ❑ X❑ ❑ maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water ❑ ❑ controlled by an occupant sensor that complies with Section 1) 9(d) that does not turn on automatically or have an .❑X retardant and provides shielding from solar radiation that can cause degradation of the material. ❑ X ❑ ❑ certified to ASTM E283 and labeled as air fight (AT) to less than 2.0 CFM at 75 Pascals. 7. Flexible ducts cannot have porous inner cores. ❑ § 114: Pool and Spa Heating Systems and Equipment X ❑ 1. A thermal efficiency that complies with the Appliance Efficiency Regulations, on-off switch mounted outside of the ❑ 0 ❑ heater, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System is installed with: a. At least 36" of pipe between filter and heater for future solar heating. ❑ X❑ ❑ b. Cover for outdoor pools or outdoor spas. ❑ Q ❑ 3. Pool system has directional inlets and a circulation pump time switch. ❑ Q ❑ § 115: Gas fired fan -type central furnaces, pool heaters, spa heaters or household cooking appliances have no continuously ❑ rx ❑ burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 Btu/hr) § 118 (i): Cool Roof material meets specified criteria X❑ ❑ ❑ Lighting Measures § 150(k)l: HIGH EFFICACY LUMINAIRES OTHER THAN OUTDOOR HID: contain only high efficacy lamps as outlined in Table ❑ X❑ ❑ 150-C, and do not contain a medium screw base socket (E24/E26). Ballasts for lamps 13 Watts or greater are electric and have an output frequency no less than 20 kHz. § 150(k)1: HIGH EFFICACY LUMINAIRES - OUTDOOR HID: contain only high efficacy lamps as outlined in Table 150-C, ❑ Q ❑ luminaire has factory installed HID ballast. § 150(k)2: Permanently installed luminaires in kitchens shall be high efficacy luminaires. Up to 50% of the Wattage, as determined ❑ X❑ ❑ in Section 130(c), of permanently installed luminaires in kitchens may be in luminaires that are not high efficacy luminaires, provided that these luminaires are controlled by switches separate from those controlling the high efficacy luminaires. § 150(k)3: Permanently installed luminaires in bathrooms, garages, laundry rooms, utility rooms shall be high efficacy luminaires. ❑ X❑ ❑ OR are controlled by an occupant sensor(s) ceritfied to comply with Section 119(d). § 150(k)4: Permanently installed luminaires located other than in kichens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy luminaires (except closets less than 70 ft) OR are controlled by a dimmer switch OR are ❑ ❑ controlled by an occupant sensor that complies with Section 1) 9(d) that does not turn on automatically or have an .❑X always on option. § 150(k)5: Luminaires that are recessed into insulated ceilings are approved for zero clearance insulation cover (IC) and are ❑ X ❑ ❑ certified to ASTM E283 and labeled as air fight (AT) to less than 2.0 CFM at 75 Pascals. § 150(k)6: Luminaires providing outdoor lighting and permanently mounted to a residential building or to other buildings on the ❑ ❑X ❑ same lot shall be high efficacy luminaires (not including lighting around swimming pools/water features or other Article 680 locations) OR are controlled by occupant sensors with integral photo control certified to comply with Section 119(d). § 150(k)7: Lighting for parking lots for 8 or more vehicles shall have lighting that complies with Sections 130, 132, and 147. ❑X ❑ ❑ Lighting for parking garages for 8 or more vehicles shall have lighting that complies with Section 130, 131, and 146. § 150(k)8: Permanently installed lighting in the enclosed, non -dwelling spaces of low-rise residential buildings with four or more ❑X ❑ ❑ dwelling units shall be high efficacy luminaires OR are controlled by occupant sensor(s) certified to comply with Section 119(d). EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page: 10 of 24 esidential Kitchen Liqhtinq WorksheetWS-5R Schleisman Residence 2/1/2006 Project Title Date At least 50% of the total rated wattage of permanently installed luminaires in kitchens must be in luminaires that are high efficacy luminaires as defined in Table 150-C. Luminaires that are not high efficacy must be switched separately. Kitchen Lighting Schedule. Provide the following information for all luminaires to be installed in kitchens. High Efficacy Luminaire Type High Efficacy? Watts Quantity Watts Other Wafts R or X - or X = or -° X -- — _ or X = or p X = or -+- — X —I1 -- or X - or X or -c J-- X — -- _ S or X = or or X — 7 _ / or X = or — X= or or X = or. X = or X - _ or X = or 1 Total A: 0 B: ® 0 COMPLIES IF A;-,, B YES R NO ❑ EnergyPro 4.0 by EnergySoft 'User Number: 5196 Job Number:. Schleismanl Page: 11 of 24 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Schleisman Residence 2/1/2006 SYSTEM NAME FLOOR AREA Master Suite 959 NGIN Number of Systems 1 Heating System Output per System 37,000 Total Output (Btuh) 37,000 Output (Btuh/sqft) 38.6 Cooling System Output per System 26,130 Total Output (Btuh) 26,130 Total Output (Tons) 2.2 Total Output (Btuh/sgft) 27.2 Total Output (sgft/Ton) 440.4 Air System CFM per System 1,125 Airflow (cfm) 1,125 Airflow (cfm/sqft) 1.17 Airflow (cfm/Ton) 516.6 Outside Air (%) 0.0 Outside Air (cfm/sqft) 0.00 Note: values above given at ARI conditions JEATING SYSTEM PSYCHROME 26.0 of 68.9 of Outside Air 0 cfm Supply Fan 1125 cfm 68.9 of 68.9 of Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM [Sensiblel Latent CFM I Sensible 19,646 1,125 17,239 Carrier 58MVP060-14-U38BRC030-30 21,630 2,404 37,000 Total Adjusted System Output21,630 27404]37,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am Heating Coil 99.8 of res at Time of Supply Air Ducts 98.7 of ROOMS 70.0 of DOLING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Cooling Peak 111.0 177.6 OF 79.6 / 66.7 OF 79.6 / 66.8 OF 61.5 / 60.5 OF O Supply Air Ducts Outside Air 0 cfm Supply Fan Cooling Coil 63.1 / 61.0 of 1125 cfm 54.4% R.H. ROOMS 79.6/66.7 OF 78.0 / 66.2 of h Return Air Ducts 'I EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page: 12 of 24 1HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Schleisman Residence 2/1/2006 SYSTEM NAME FLOOR AREA Living Area 3,054 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM Sensible 3,709 61,912 3,064 2,305 56,115 0 7,439 5,180 0 0 0 0 0 0 0 0 0 7,439 L 5,180 76,790 3,064 66,474 Carrier 58MVP080-20-U38ETG048-30. 74,979 6,066 98,000 Total Adjusted System Output 7a 979 6,066 98,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 of 68.6 of 68.6 of 94.2 of O Supply Air Ducts Outside Air 0 cfm 92.9 of Supply Fan Heating Coil 3600 cfm ROOMS 68.6 of 70.0 of M—&-- A:. n..,.a.. UE I ETRICS (Airstream T 11.0/77.6 OF 79.9/66.1 OF Outside Air O 0 cfm Supply Far 3600 cfm 79.9/66.1 °F \ 79.9 / 66.1 of. 60.4 / 59.2 of % Cooling Coil h Return Air Ducts 11 Supply Air Ducts 62.3/59.9OF 51.7% R.H. ROOMS 78.0 / 65.5 of EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page: 13 of 24 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY PROJECT NAME DATE Schleisman Residence 2/1/2006 SYSTEM NAME FLOOR AREA Guest House 1,081 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL COOLING PEAK COIL HTG. PEAK CFM I Sensible Latent CFM Sensible 1,223 18,964 1,444 828 20,390 0 2,279 1,882 0 0 0 0 0 0 0 0 0 2,279 1,882 23,521 1,444 24,154 Carrier 58MVP060-14-U38BRC036-30 25,492 3,477 37,000 Total Adjusted System Output 25,492 3,477 37,000 (Adjusted for Peak Design Conditions) TIME OF SYSTEM PEAK Aug 2 pm I Jan 12 am EATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26.0 of 68.7 of 68.7 of 94.4 of O Supply Air Ducts Outside Air 0 cfm 93.1 of Supply Fan Heating Coil 1350 cfm ROOMS 70.0 OF 68.7 of , Return Air Ducts `i CS (Airstream Tem 11.0/77.6OF 79.6/67.0OF 79.6/67.0OF . 61.8/60.8OF 07, JOW Outside Air O 0 cfm Supply Fan 1350 cfm 79.6 / 67.0 of Cooling Coil % Return Air Ducts `S Supply Air Ducts 63.4 / 61.4 of 55.1% R.H. ROOMS 78.0 / 66.5 of EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page: 14 of 24 ROOM LOAD SUMMARY PROJECT NAME Schleisman Residence DATE 2/1/2006 SYSTEM NAME Master Suite FLOOR AREA 959 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Master Suite Master Suite 1 1,000 15,840 1,125 1,000 15,840 1,125 477 14,552 PAGE TOTAL 1 1,000 15,840 1,125F 477 14,552 TOTAL 1 1,000 15,840 1,125 477 14,552 EnergyPro By EnergySoft User Number: User Job Number: Schleismanl Page: 15 of 24 ROOM LOAD SUMMARY PROJECT NAME Schleisman Residence DATE 2/1/2006 SYSTEM NAME Living Area FLOOR AREA 3,054 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Living Area Living Area 1 3,709 61,912 3,064 3,709 61,912 3,064 2,305 56,115 PAGE TOTAL 1 3,709 61,912 3,064 2,305 56,115 TOTAL 1 3,709 61,912 3,06411 2,305 56,115 EnergyPro By EnergySoft User Number: User Job Number: Schleismanl age: 1.6 of 24 ROOM LOAD SUMMARY PROJECT NAME Schleisman Residence DATE 2/1/2006 SYSTEM NAME Guest House FLOOR AREA 1,081 ROOM LOAD SUMMARY ROOM COOLING PEAK COIL COOLING PEAK COIL HTG. PEAK ZONE NAME ROOM NAME Mult. CFM SENSIBLE LATENT CFM SENSIBLE LATENT CFM SENSIBLE Guest House Guest.House 1 1,223 18,964 1,444 1,223 18,964 1,444 828 20,390 PAGE TOTAL 1 1,2231 18,964 1,444 828 20,390 TOTAL 1 1,223 18,964 1,444 828 20,390 EnergyPro By EnergySoft User Number: User Job Number: Schleismanl Page: 17 of 24 ROOM HEATING PEAK LOADS Conduction Area U -Value AT of Btu/hr ite 280.0 X x x x ' x x x X X x X x X x x X x x X x x X x x x x x x x x x x x x X x X x X 0.0290 X X X X x x x X X x X X X x x x x x X x x X X x x x x X x x x x X x x X X X x 44 = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = 357 659.0 0.0250 44 725 8.0 0.5700 44 201 12.0 0.5700 44 301 _perimeter= 103.0 0.7300 44 3.308 227.0 0.0740 44 739 48.0 0.4700 44 993 56.0 0.4700 44 1,158 17.0 -Q-Q740 0.0740 44 55 222.0 723 64.0 0.4700 4.4 1.,324 361.0 0.0740 44 1,175 9.0 0.4700 44 186 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 11,245 Infiltration: [ 1.00 1 X 1.064 x 959 x 9.60 x 0.460 / 60] X = 3,307 Schedule Air Sensible Area Ceiling Height ACH 17 Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 13,401 EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismant Page:18 of 24 ROOM HEATING PEAK LOADS Project Title Date Schleisman Residence 2/1/2006 Room Information Design Conditions Room Name I_iving'Area Time of Peak Jan 12 am Floor Area 3,054 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT of Btu/hr 945.0 2,085.0 4.0 4.0 4.0 4.0 8.0 perimeter = 342.0 83.8 66.2 83.8 66.2 632.0 36.0 24.0- 72.0 2-0- 420.5 Q420.5 40.0 99.0 49.5 133.0 683.0 24.0 24.0 65.0 568.1 225.0 94-0- 21.4 28.5 X X X X X x X X X x x x X X X X X X X X X X x X x x X X X-4-4-= X-4-4-= x X X X x x X X x 44 = = = = = = = = = = = = = = = = = = = = = 44 44 44 44 44 44 44 44 Wood DoP4 44 44 44 44 44 44 44 44 44 44 44 44 4_4 44 44 4_4 44 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 45583 Infiltration: 1.001 X 1.064 X 3=054 x 10.50 X 0.421 / 60] X 44 = 10 532 chedule Air Sensible Area Ceiling Height ACH ILT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 53,090 EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page: 19 of 24 ROOM HEATING PEAK LOADS Project Title Date Schleisman Residence 2/1/2006 Room Information Design Conditions Room Name Guest House Time of Peak Jan 12 am Floor Area 1,081 Outdoor Dry Bulb Temperature 26OF Indoor Dry Bulb Temperature 70 OF Conduction Area U -Value AT of Btu/hr 19 Wall 249.0 X X x x x X x X X X X X X X x X X X X x X X X x X x X X X X x X X x X X X X x 0.0290 x X X X X X X X X x X4_4 x X X X X X X X x X X X X X X X X X x x x X X X X X X X 44 = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = = 318 832.0 0.0250 44 915 perimeter = 161.0 0.7300 44 5,171 252.4 0.0740 44 822 95.6 0.4700 44 1,977 246.0 0.0740 44 801 88.0 0.4700 44 1,820 10.0 0.4700 44 207 472.0 -Q-Q740 0.4700 44 1,537 64.0 11324 474.0 0.0740 1.,.5_4.3 11.0 0.4700 44 227 Items shown with an asterisk (') denote conduction through an interior surface to another room. Page Total: 16 662 Infiltration: 1 .001 X 1.064 X =1681 x 10.00 X 0.442 / 60] X 44 = 3 728 Schedule Air Sensible Area Ceiling Height ACH pT Fraction TOTAL HOURLY HEAT LOSS FOR ROOM 19,193 EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page: 20 of 24 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date Schleisman Residence 2/1/2006 Room Information Design Conditions Room Name: Master Suite Outdoor Dry Bulb Temperature: 78OF Floor Area: 959 sf Outdoor Web Bulb Temperature: 1120F Indoor Dry Bulb Temperature: 78 of Outdoor Daily Range: 340F surraces 19 Wall 19 Wall Orientation Area X X X X X X X X X X X X U -Factor X X X X X X X X X X X X CLTD 1 = = = = = = = = = = = 280.0 0.0290 56.0 659.0 0.0250 56.0 227.0 0.0740 29.0 17.0 0.0740 31.0 222.0 0.0740 31.0 361.0 0.0740 30.2 Northeast) 0.0 26.5 56.0 41.3 (Southeast) 39.3 26.5 24.7 37.1 (Northwest) 0.0 26.5 9.0 41.3 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration K111-mfl T rage I otal Orientation Btu/hr Shaded Area X X X X x x X X X X X GLF + + + + + + + + + + + Unshaded Area X X X X X x X X X X X Page GLF = = = = = = = = = S(_kylig jt C kylight) 0.0 40.5 8.0 143.4 0.0 40.5 12.0 143.4 Northeast) 0.0 26.5 48.0 41.3 Northeast) 0.0 26.5 56.0 41.3 (Southeast) 39.3 26.5 24.7 37.1 (Northwest) 0.0 26.5 9.0 41.3 Total Btu/hr Btu/hr Internal Gain Btu/hr Occu ants PP EA01 X Occupants X 230 Btuh/oCC. = 274 E ui ment XDwelling Units X 1,6001 Watts/sqft = 304 Infiltration: 1.064 X 1.16 X 60.76 X 34 = 2,556 Air Sensible CFM ELA Z T TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 15840 Latent Gain Btu/hr Occu ants 0 X Occupants X 1 200 Btuh/oCC. = 238 Infiltration: 4,771 X 1.16 X 60.76 X 0.00263 = 887 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,125 EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page: 21 of 24 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date Schleisman Residence 2/1/2006 Room Information Design Conditions Room Name: Living Area Outdoor Dry Bulb Temperature: 78OF Floor Area: 3,054 sf Outdoor Web Bulb Temperature:1120E Indoor Dry Bulb Temperature: 78OFOutdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr Roof Attic iVATITME Wood Door R-19 Wall R-19 Wall Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration & KK I French Door w/ Side Lites 14 1 Internal Gain Occupants E 1 ui ment 1 x x x x x x x x x x x x 0.0290 X X X X X X x X X X x x 56.0 = = = = = = = = = = 0.0250 56.0 0.0740 26.0 0.0740 33.0 0.0740 29.0 0.5000 29.0 0.0740 31.0 0.0740 31.0 0.5000 31.0 0.0 40.5 4.0 143.4 Skvli t 0.0 40.5 Page Total Orientation Shaded Area x X x X X x x x x X x GLF + + + + + + + + + +42.0 + Unshaded Area x X x X X X x x x x x GLF = = = = = = = = = = = Sk lige 0.0 40.5 4.0 143.4 dight) 0.0 40.5 4.0 143.4 (Skylight) 0.0 40.5 4.0 143.4 Skvli t 0.0 40.5 4.0 143.4 (Skylig t 0.0 40.5 8.0 143.4 South 0.0 26.5 66.2 26.6 West) 0.0 26.5 66.2 53.8 Northeast) 0.0 47.3 36.0 71.1 (Northeast) 0.0 26.5 72.0 41.3 Northeast 0.0 26.5 41.3 Page Total Btu/hr Btu/hr x Occupants x 230 Btuh/occ. = 276 x Dwelling Units X 1,6001 Watts/sqft = 960 Infiltration: 1.064 x 1.16 x 193.50 x 34 = 8138 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 61,9121 Latent Gain Btu/hr Occupants = x Occupants x 200 Btuh/occ. = 240 Infiltration: 4 771 x 1.16 x 193.50 x 0.00263 = 2 824 Air Latent CFM ELA pw TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 3,064 EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page:22 of 24 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date Schleisman Residence 2/1/2006 Room Information Desicin Conditions Room Name: Living Area Outdoor Dry Bulb Temperature: 780F Floor Area: 3,054 sf Outdoor Web Bulb Temperature: 1120F Indoor Dry Bulb Temperature: 78 of Outdoor Daily Range: 340F ue surraces Door Orientation Area X X X x x x x x x x x x U -Factor X X X x X x x x x x x x CLTD 1 = = = = = = = = = = = = 568.1 0.0740 30.2 24.0 0.5000 30.2 21.4 0.5000 30.2 (Southwest) 11.2 26.5 87.8 37.1 (Southwest) 0.0 26.5 49.5 37.1 (Southwest) 0.0 26.5 133.0 37.1 (Southeast) 0.0 26.5 24.0 37.1 (Southeast) 0.0 26.5 65.0 37.1 Northwest 0.0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration Internal Gain Occupants 1 E ui ment 1 rage I otai Orientation Shaded Area X X X X x x x x x X+ X GLF + + + + + + + + + + Unshaded Area x X x X X X X X x X X Page GLF = = = = = = = = = (Southwest) 40.0 26.5 0.0 37.1 (Southwest) 11.2 26.5 87.8 37.1 (Southwest) 0.0 26.5 49.5 37.1 (Southwest) 0.0 26.5 133.0 37.1 (Southeast) 0.0 26.5 24.0 37.1 (Southeast) 0.0 26.5 65.0 37.1 Northwest 0.0 26.5 225.0 41.3 (Northwest) 0.0 26.5 28.5 41.3 F: Total Btu/hr 1,271 363 323 1 957 Btu/hr Btu/hr x Occupants x 230 Btuh/occ. = 276 x Dwelling Units x 1,6001 Watts/sqft = 960 Infiltration: 1.064 x 1.16 x 193.50 x 34 = 8,138 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 61,9121 Latent Gain Btu/hr Occu ants 0 x Occupants x 1 2W Btuh/occ. 1 240 Infiltration: 4,771 x 1.16 x 193.50 x 1 2,824 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 3,064 EnergyPro 4.0 by EnergySoft User Number: 5196 Job Number: Schleismanl Page:23 of 24 RESIDENTIAL ROOM COOLING LOAD SUMMARY Project Title Date Schleisman Residence 2/1/2006 Room Information Design Conditions Room Name: Guest House Outdoor Dry Bulb Temperature: 78OF Floor Area: 1,081 sf Outdoor Web Bulb Temperature: 112OF Indoor Dry Bulb Temperature: 78 of Outdoor Daily Range: 340F Opaque Surfaces Orientation Area U -Factor CLTD 1 Btu/hr I R-38 Roof Attic I R-19 Wall R-19 Wall 249.0 X X X X X X X X X X X X 0.0290 X X X X X X X x x X X X 56.0 = = = c c = = = = = 832.0 0.0250 56.0 252.4 0.0740 29.0 246.0 0.0740 31.0 472.0 0.0740 31.0 474.0 0.0740 30.2 37.1 3 261 (Southwest) 0.0 26.5 10.0 37.1 371 (Southeast) 0.0 26.5 64.0 37.1 2,372 (Northwest) 0.0 26.5 11.0 Items shown with an asterisk (') denote conduction through an interior surface to another room. 1. Cooling Load Temperature Difference (CLTD) Fenestration IFrench Door 17 w/ Side Lites I rage I otal 404 1,165 542 564 1,083 1,060 4,818 Orientation Btu/hr Shaded Area X x X x x X x x X X X GLF + + + + + + + + + + + Unshaded Area x X x X X x X x X X I X1 GLF = = = = = = = = I= Btu/hr (Northeast) 0.0 26.5 95.6 41.3 3,945 (Southwest) 0.0 26.5 88.0 37.1 3 261 (Southwest) 0.0 26.5 10.0 37.1 371 (Southeast) 0.0 26.5 64.0 37.1 2,372 (Northwest) 0.0 26.5 11.0 41.3 454 I Page Total 10 ao2 Internal Gain Btu/hr Occupants B2 X Occupants X 230 Btuh/occ. = 511 E uipment 0 X Dwelling Units X 1,6001 Watts/sclft = 352 Infiltration: 1.064 X 1.16 X 68.49 x = 2,881 Air Sensible CFM ELA DT TOTAL HOURLY SENSIBLE HEAT GAIN FOR ROOM 18 964 Latent Gain Btu/hr Occupants F 21 X Occupants X 200 Btuh/oCc. = 444 Infiltration: 4 771 X 1.16 X 68.49 x 0.00263 = 1,000 Air Latent CFM ELA pW TOTAL HOURLY LATENT HEAT GAIN FOR ROOM 1,4x4 EnergyPro 4.0 by EnergySoft User Number: 5196. Job Number: Schleismanl Page: 24 of 24 5t raI Components, Inc. TRUSS ENGINEERING Engineering Office 78-150 Calle Tampico Suite 205 B Phone: 760-564-1149 La Quinta, Ca 92253 Fax: 760-564-4313 DATE: 01 /26/06 JOB: 5110-6Y BUILDER GoLDeN c.oras cTIQ INC. _ ; 7__3716 FRED 41WARI dG3 E 5 1 101 PALMI DESERT CA661 1=f3UI LA - - - - - --; - DIN -G-& SAFQUINTA FpPR01,' DE r R CONSTRU EO oar r`f_LO.0 1 OB SITE ADDRESS Schleisman Residence -, Lot 88 Masters .Circle La Q Uinta, CA 9 2 2 5 3 K 1n P odIHl 7 FEB 2 3 2006 M r® Mffekc ' MiTek Industries, Inc. 7777 Greenback Lane Suite 109 ' Citrus Heights, CA, 95610 Telephone 916/676-1900 Re: 5110-6Y Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Foxworth-Galbraith-Yuma, AZ. ' Pages or sheets covered by this seal: R19867070 thru R19867172 My license renewal date for the state of California is March 31, 2007. OQapFESS/n CO ` c ER S F ( Q ' m W C 046433 T ' * EXP. 3-31-07 S 9T C 11 January 26,2006 ' Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI-2002 Chapter 2. IIS SII II _ i 70'-7-0"PLT WITH 7'1-7/4"HEEL -1-0"PLT W/TH 1'-1-1/4"HEE oN J5 M ¢ Q J4 Cr J3 0 J3 i ^ ! I NA ZI J RDR n HZ 15'-1-0"PL ITH 1' -1/4' L — 12 H2 H1A H1A i 104-0" PLT WITH 1'-1-1/4" HEEL 260-0 A 10'-1Z" PLT W?H 1'-1-1/4"HEEL 104-0"PCT W?H1=7.7/4"HEE CS The Engine r of Record (EOR) has reviewed the in c mponents engineered by others in these C ions and drawings for conformance with the F projec specifications; The Interface between 13'-1-0" PLT WITH 2'1-114- HEEL mponents and the project has been reviewed 643.12 13'-1-0"PLT TH 1 7 1 4"HEEL N JIT 1151 11!2 8 codes. The EOR was not in responsible charge for C4 the design, but did provide the specifications and D design criteria to which these components were 5 designed and reviewed. et Simpson Hardware Schedule: 4 i. •cyA 43.0 ALL HIPS USE THJA26. : EXCEPT THE J1 & J2 -HIPS USE 3-16D SINKERS 4 C 39734 m m Q 3 EXP. 12/31/67 DA -HIP @ HEEL USE SUR26. S 32, DA-GRDR USE HUS26. , D1A USE LUS26. 60-0 3' D3A, D3B, D4A, D4B 6 D5B USE LU24. _ 10-1-0' PLT F9, F2, F3A & F3B USE'MUS26. R 4 X1 U*11 F5A & F6A USE LU24. , 11 110T J 13'7 -0 -PLT WITH 1'-1-1/4"HEEL Q i 13'-7-0"PLT WITH 2'-1-1/O"HEEL [? IIS SII II _ i 70'-7-0"PLT WITH 7'1-7/4"HEEL -1-0"PLT W/TH 1'-1-1/4"HEE oN J5 M ¢ Q J4 Cr J3 0 J3 i ^ ! I NA ZI J RDR n HZ 15'-1-0"PL ITH 1' -1/4' L — 12 H2 H1A H1A i 104-0" PLT WITH 1'-1-1/4" HEEL 260-0 A 10'-1Z" PLT W?H 1'-1-1/4"HEEL 104-0"PCT W?H1=7.7/4"HEE CS The Engine r of Record (EOR) has reviewed the in c mponents engineered by others in these C ions and drawings for conformance with the F projec specifications; The Interface between these mponents and the project has been reviewed ormance with the appropriate building codes. The EOR was not in responsible charge for C4 the design, but did provide the specifications and D design criteria to which these components were designed and reviewed. et Simpson Hardware Schedule: Q pFESS/p y O (• LOAF ALL HIPS USE THJA26. , 5 2 EXCEPT THE J1 & J2 -HIPS USE 3-16D SINKERS c— C 39734 m m AT THE TOP CORD AND 3-16D SINKERS AT THE BOTTOM CORD. CC EXP. 12/31/67 DA -HIP @ HEEL USE SUR26. 9TF DA-GRDR USE HUS26. , D1A USE LUS26. 60-0 0 D3A, D3B, D4A, D4B 6 D5B USE LU24. _ 10-1-0' PLT F9, F2, F3A & F3B USE'MUS26. F5A & F6A USE LU24. , F-GRDR USE HUS26, i H 1 USE LUS26. JJ-GRDR USE LUS26-2.1 J 1 USE LUS26. cc 43} a a a a a j {k 13 h 12'-1-0" PLT i A -X" E3 i V 2 E2 Z Vl6A5 i E -GRD E1 +rEl 10=1-0"PLT app ROOF BY OTHERS I / 4 i it 2'-7-1/4" HEEL ti 3 Z 3 a Schleisman Res. Lot 88 Masters Circle La Quinta, Ca 92253 Job # 5110--6Y A5 Jdb Truss Truss Type — oty' Ply Schleisman Residence W 5110-6Y A7 HIP - 95216-5 ..I,JobReference(optional)- -- -- -- - ------- --------J Fox rlh Galbraith. Yuma, Arizona 6.200 5 Jul 13 2005 &Tek Industries, Inc. Wed Jan 25 1854:36 2006 Page 1 5-5-7 10-M 14-0-0 18.6.9 24-" 5-5-7 4-6-9 4-0-0 4-6-9 5-5-7 Scale = 1:42.9 4x8 M1120 = 4x5 M1120= 4.00 F12 3 4 13 12 11 10 9 8 7 3x4 M1120 II 4x12 M1120= 3x4 M1120= 3x4 M1120= 3x8 M1120= 4x12 M1120= 3x4 M1120 11 5-5-7 10-" 14-0-0 18-6.9 24-0-0 5-5-7 4-6-9 4-" 4-6-9 5-5-7 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.35 Vert(LL) -0.06 10 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.33 Vert(TL) -0.1510-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 9 >999 240 Weight: 101 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 1-13 2 X 4 SPF 1650F 1.5E, 6-7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 13=1091/0-5-8,7=1091/0-5-8 Max Horz 13=29(load case 4) Max Upliftl3=-157(load case 3), 7=-157(load case 4) BRACING TOP CHORD Sheathed or 5-0-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1921/283,2-3=-1679/276,3-4=-1551/281, 4-5=-1680/276, 5-6=-1920/283,1-13=-1018/185,6-7=-1018/185 BOT CHORD 12-13=-68/361,11-12=-215/1760, 10-11=-215/1760, 9-10=-164/1550, 8-9=-245/1760, 7-8=-74/362 WEBS 2-12=-150/95,2-10=-283/81, 3-10=0/263,3-9=-1251127, 4-9=0/263,5-9=-282/81, 5-8=-150/95,1-12=-171/1417, 6-8=-173/1416 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If ' porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard OQ?,OfESS/ O q ' -1 S. T jNC F2 C nAA433 rn * 7-,0;1 47 *-j January 26,2006 Q WARNING - Verf jy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 "W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available. from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. ' e Job-- -- --- Truss --'--------- Truss Type -__.- __.- __._--__ Ip y Ply Schleis-a Residence -._ -- .. '- - -_. --- . —- _., R7986707/ 5110-6Y A2 COMMON , 9 1 Job Reference (optional)- ----- --- -- Foxworth Galbraith, Yuma, Arizona 85365 - - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:36 2006 Page 1 64-0 12-0-0 17.8-0 24-" 64-0 5-8-0 5-841 64-0 Scale = 1:42.1 4x6 M1120= 3 10 ' 3x4 M1120 11 9 4x12 M1120= LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.43 TCDL 16.0 Lumber Increase 1.25 BC 0.36 BCLL 0.0 Rep Stress Incr YES WB 0.75 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.04 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std *Except* 7-8 1-10 2 X 4 SPF 165OF 1.5E, 5-6 2 X 4 SPF 1650F 1.5E a 5x8 M1120= 17-8-C 5-8.0 7 4x12 M1120= DEFL in (loc) I/defl L/d Vert(LL) -0.07 8-9 >999 360 Vert(TL) -0.16 8-9 >999 240 Horz(TL) 0.04 6 n/a n/a Wind(LL) 0.06 7-8 >999 240 BRACING )C v 6 3x4 M1120 11 24-" 6-0-0 PLATES GRIP M1120 197/144 Weight: 96 Ib TOP CHORD Sheathed or 4-10-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 110=1091/0-5-8,13=1091/0-5-8 Max Horz10=27(load case 4) Max Upliftl0=-161(load case 3), 6=-161(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1949/297, 2-3=-1539/272, 3-4=-1539/272, 4-5=-1949/297, 1-10=-1012/195, 5-6=-1012/195 BOT CHORD 9-10=-79/442,8-9=-224/1779,7-8=-251/1779,6-7=-90/442 WEBS 2-9=-91/100, 2-8=495/116, 3-8=-28/539, 4-8=495/116, 4-7=-91/100, 1-9=-161/1350, 5-7=-162/1350 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard OQgo ESS/pN l S TANG c C Q m Of C W433 T ©WUW- © nuary 26,2006 © WARNING - Ver(& design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane 19 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicabilily of design poramenters and proper incorporolion of component is responsibility of building designer - not buss designer. Bracing shown Citrus Heights, CA, 95610"No is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. MiTek Job Truss Truss Type _ QtyPly Schleisman e Residencv 5110-6Y IA2-DRAG A -- - - - COMMON 1 I —1 R798670721 Job Re_ference_(op6onal) Foxworth Galbraith, Yuma, Arizona 85365 - - 6.200 s Jul 13 2005 MiTek Industries, Inc Wed Jan 25 18:54:37 2006 Page 1 64-0 12-0-0 17-8-0 24-M 6-0-0 5-8-0 5-84) 6-0-0 Scale = 1:42.1 4x6 M1120= 3 B 10 11 9 8 7 6 3x4 M1120 II 7x8 M1120= 5x8 M1120= 7x8Itl 3x4 M112011 6-4-0 12-0-0 17-8-0 24-M 6-0-0 5-8-0 5-8-0 6-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.08 7-8 >999 360 MI120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.42 Vert(TL) -0.18 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 7-8 >999 240 Weight: 96 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 1-10 2 X 4 SPF 1650F 1.5E, 5-6 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 10=1091/0-5-8,6=1091/0-5-8 Max Horz 10=87(load case 11) Max Uplifil0=-362(load case 8), 6=-362(load case 11) Max Grav10=1291(load case 7), 6=1291(load case 6) BRACING TOP CHORD Sheathed or 4-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2393/717.2-3=-1788/499,34=-1788/499,4-5=-2393/717, 1-10=-1206/388,5-6=-1209/392 BOT CHORD 10-11=-375/866, 9-11=-993/1355, 8-9=-793/2348, 7-8=-671/2198, 6-7=-123/475 WEBS 2-9=-147/155,2-8=-579/201, 3-8=-28/539,4-8=-578/200,4-7=-149/158, 1-9=-508/1697, 5-7=-553/1740 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 41 This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 500.0 plf. LOAD CASE(S) Standard uary 26,2006 Q WARNING - Verjfy design pammetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 956101 vw is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and brocing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Informotion available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wt 53719. MiTek Job - - - - Truss 5110-6Y A3 FoxNronh Galbrailh, Yuma, Arizona 85365 - - 3x Truss Type i Qty Ply- Schleisman Residence - - 1 R1986707 MONO TRUSS I S I 1 Job Reference (optional)_ __ _ 1 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:38 2006 Page 1 3x5 M1120 II LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.16 3-4 >598 240 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.40 3-4 >236 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.17 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 20 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=258/Mechanical, 4=358/0-5-8, 3=100/Mechanical Max Horz4=120(load case 5) Max Uplift2=-108(load case 3), 4=-31(load case 3) Max Grav2=258(load case 1), 4=358(load case 1), 3=153(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-96/64.1-4=-303/100 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:20.8 boy?,0 ESS/pN l S T Nc F2 Ir C 04033 T , * E"V07 %* , TF January 26,2006 WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED 1V1fTER REFERENCE PAGE !VIII -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only ww with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610_ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the Additional bracing S S erector. permanent of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Cfiterla, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. M ITek Job - Truss Truss Type Qty Ply Scnleisman ResiEence _ i R19867074 5110-6Y A3A MONO TRUSS 5 1 -- — - . _...-- ---- —8-53B-- — ---- — ---- -- — Foxworth Galbraith, Yuma, Arizona 5 - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:38 2006 Page 1 3x 4 3x5 M1120 II Scale = 1:20.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.14 3-4 >665 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 SC 0.45 Vert(TL) -0.34 3-4 >264 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.17 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.13 3-4 >693 240 Weight: 16 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=249/Mechanical, 4=345/Mechanical, 3=96/Mechanical Max Horz4=120(load case 5) Max Uplift2=-105(load case 3), 4=-28(load case 3) Max Grav2=249(load case 1), 4=345(load case 1), 3=148(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-92/62,14=-291/95 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard January 26,2006 0 WARNING - Verj(y design pammeters and READ NOTES ON THIS AND INCLUDED 119TER REFERENCE PAGE MIT 7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Citrus Heights, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown CA, 95610100` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, wl 53719. MiTek Job'- - Tiuss I5110.6Y ._. A4 ]Trdss-Tyf 6--- JACK Fo Xworth Galbraith, Yuma, Arizona 85365 1 Cly _ Ply Schleisman Residence - R19867075 Job Reference (optional) _ 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:38 2006 Page 1 3X4 M112011 Scale = 1:17.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.05 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 3-4 >580 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 3-4 >999 240 Weight: 15 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=265/0-5-8, 2=192/Mechanical, 3=73/Mechanical Max Horz4=96(load case 5) Max Uplift4=-21(load case 3), 2=-82(load case 3) Max Grav4=265(load case 1), 2=192(load case 1), 3=114(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-223/72,1-2=-71/48 BOT CHORD 34=0/0 BRACING TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Oq?,0 ESS1pN ` S CO C 046 3 * EXP/ nuary 26,2006 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11,111.7473 BEFORE USE. 7777 Greenback Lane ® Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and BCSI1 Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. JobTniss M Truss Type 5110.6Y A4A JACK Foxwarth Galbraith, Yuma. Arizona 85365 --- - 2) I Qty Ply Schleisman Residence I2 1 - R79867076 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Jan 25 18:54:39 2006 Pagel 4 3 3x4 M1120 11 Scale = 1:17.6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.04 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.10 3-4 >677 240 BCLL 0.0 Rep Stress Incr YES 'WB 0.00 Horz(TL) 0.07 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 3-4 >999 240 Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-8-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=252/Mechanical, 2=183/Mechanical, 3=69/Mechanical Max Horz4=96(load case 5) Max Uplift4=-18(load case 3), 2=-79(load case 3) Max Grav4=252(load case 1), 2=183(load case 1), 3=108(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-211/68,1-2=-67/45 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard January 26,2006 0 WARNING - Ver(fy design Parameters and READ NOTES ON TRIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610l""W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. M iTek -- r b ----'- --------_._ -Truss -Tit& Type --. - --- ----IQty Ply Schleisman Residence ` - ---- R79867077 10.6Y AS JACK Ij8 1 i Foxw Galbraith Yuma Arizona 85365 — — --_I Job Reference o li0nal (p--.) -'— --- 6.200 5 Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:39 2006 Page 1 LOADING(psf) SPACING 2-0-0CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.01 3-4 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.11 Vert(TL) -0.02 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 3-4 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std PLATES GRIP M1120 197/144 Weight: 10 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=173/0-5-8, 2=127/Mechanical, 3=47/Mechanical Max Horz4=73(load case 5) ' Max Uplift4=-11(load case 3), 2=-56(load case 3) Max Grav4=173(load case 1), 2=127(load case 1), 3=74(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-145/45,1-2=46/31 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard Scale = 1:13.4 January 26,2006 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane —r—® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610— vff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. MiTek Job---._ .-- ____ __.._- Truss -- Truss Type- - - - -'Qty Ply SchleismanResidence -- - --- - -- --- 5110-6Y IAs (JACK IB 1 R198670781 j Job Reference (optional)___ _ _ Foxworth Galbraith, Yuma, Arizona 85365 - 6.200 s Jul 13 2005 MiTek Industries Inc. Wed Jan 25 18:54:39 2006 Page 1 RiE4-A41120 I 1-11-11 Scale = 1:10.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 5lb ' LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=84/0-5-8, 3=21/Mechanical, 2=62/Mechanical Max Horz4=51(load case 5) Max Uplift4=-3(load case 3), 3=-1 (load case 5), 2=-29(load case 5) ' Max Grav4=84(load case 1), 3=36(load case 2), 2=62(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-69/20,1-2=-22/16 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard oq?,0 ESS/pN S. rjNG,`F'L C Qrt F m UJ C 04M33 r *\ E January 26,2006 WARNING - Ver(jy design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE AID -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 1001` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the -- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricotion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. MiTek _ Job Truss -- -- - - - — Truss Type --T —Ply 24.0-0 SchleismanResidence _ 4-0-0 4-0-0 3-10-0 IOty TC 0.64 Vert(LL) -0.15 R19867079 5110-6Y - A-GRDR --------- HIP ---- --- 2 _L--- - 1 Job Reference (optional) 0.35 Foicwort Galbraith, Yuma, Arizona 85365 >830 240 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:40 2006 Pagel I 4-3-8 8-0-0 12-0-0 16-0-0 Horz(TL) 19-IOA I 24-0-0 4-3-8 3-8.8 4-" 4-0-0 BCDL 10.0 3-10A 4-1-12 Wind(LL) 0.15 12 >999 Scale = 1:42.4 5x7 M1120= 4.00 (12 2x4 M1120 II 5x7 M1120= 5 6 7x10 M1120= 15 14 13 12 11 10 7x10 101120= 500 M11201 ­1 2x4 M112011 5x7 101120= 3x8 M1120= 8x10 M1120= 2x4 M1120 II 5x10 M1120H 8x10 M1120= ' 4-3-8 8-0-0 12-0-0 16-0-0 19-104 24.0-0 4-3-8 3-8-8 4-0-0 4-0-0 3-10-0 4-1-12 LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.15 12 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.70 Vert(TL) 0.35 12 >830 240 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.15 12 >999 240 LUMBER TOP CHORD 2 X 6 SPF 1650F 1.5E *Except* ' 4-6 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 -G 2-2-14, Right 2 X 6 DF No.2 -G 2-1-15 REACTIONS (Ib/size) 1=2407/0-5-8,9=2407/0-5-8 Max Horz 1=-14(load case 4) Max Upliftl=-364(load case 3), 9=-364(load case 4) PLATES GRIP M1120 197/144 M1120H 148/108 Weight: 126 Ib BRACING TOP CHORD Sheathed or 2-8-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4765/723, 2-3=-4680/730, 3-4=-5242/833, 4-5=-5388/874, 5-6=-5388/874, 6-7=-5246/833, 7-8=-4646/725, 8-9=4729/717 BOT CHORD 1-15=-617/4241, 14-15=-617/4241, 13-14=-701/5002, 12-13=-701/5002, 11-12=-687/5002, 10-11=-599/4205, 9-10=-599/4205 WEBS 3-15=-137/73, 3-14=-115/963,4-14=0/663,4-12=-92/592, 5-12=-530/241, 6-12=-92/593, 6-11=0/668,7-11=-119/991, 7-10=-140/74 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Girder carries hip end with 8-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 797 Ib down and 103 Ib up at 16-0-0, and 797 Ib down and 103 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' Continued on page 2 Q WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design poromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/71`11 Quality Criteria, DSB-89 and SCSI] Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. January 26,2006 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 1001` ffi a MiTek® JOb--- --- - IT,--C:R '----- ---TrlissType-`------" -- -Qty- ,I-Ply§chlefsmanResidence ------ - - - `- 5110.6Y HIP 12 1 879867079 F - 6- - .._Yr&- W -- ----------- L IJ0s Rine rence_(optional)— -- ---- — — ' oxwon Galbraith, Yuma. Ar¢ona 85365 6.200 5 Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:40 2006 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ' Uniform Loads (plf) Vert: 1-4=-72,4-6=-172(F=-100), 6-9=-72, 1-14=-20, 11-14=48(F=-28), 9-11=-20 Concentrated Loads (lb) Vert: 14=-797(F) 11=-797(F) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not Iruss designer. Bracing shown Citrus Heights, CA, 95610 §N is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison. WI 53719. MiTek Job Truss TrussType-- Oly - Ply ISchleismanResidence -- R19867080; 5110-6Y A -HIP MONO TRUSS 4 I 1 _ ; _ __ Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 - - - - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:40 2006 Page 1 t i 3.103 7-5-14 11-3-0 3-10-3 3-7-11 3-9-2 2x4 M1120 11 Scale = 1:23.1 4 5 2x4 M1120 I! 3x6 M1120- 3x4 M1120= 3x4 M1120= is LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 9=463/0-5-8, 6=960/Mechanical BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz9=164(load case 5) Max Uplift9=42(load case 3), 6=-215(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=437/46, 1-2=-931/83, 2-3=-863/72, 3-4=-76/44, 4-5=-8/0 BOT CHORD 8-9=-144/110,7-8=-222/896,6-7=-178/814 WEBS 1-8=-81/806, 2-8=-139/57, 2-7=-91/49, 3-7=0/357, 3-6=-1005/219, 4-6=-295/130 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36rto-4=-199(F=-63, B=-63), 4=-159(F=-63, B= -63) -to -5=-162(F=-65, 8=-65), 9=0(F=10, B=10) -to -6=-56(F=-18, B=-18) January 26,2006 11 WARNING - Verjfg design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only u Suite 109 9 Y g y pan parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing showCitrus Heights, CA, 95610 ww n is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison. WI 53719. MiTek LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.02 7-8 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.04 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 7-8 >999 240 Weight: 47 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 9=463/0-5-8, 6=960/Mechanical BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz9=164(load case 5) Max Uplift9=42(load case 3), 6=-215(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=437/46, 1-2=-931/83, 2-3=-863/72, 3-4=-76/44, 4-5=-8/0 BOT CHORD 8-9=-144/110,7-8=-222/896,6-7=-178/814 WEBS 1-8=-81/806, 2-8=-139/57, 2-7=-91/49, 3-7=0/357, 3-6=-1005/219, 4-6=-295/130 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36rto-4=-199(F=-63, B=-63), 4=-159(F=-63, B= -63) -to -5=-162(F=-65, 8=-65), 9=0(F=10, B=10) -to -6=-56(F=-18, B=-18) January 26,2006 11 WARNING - Verjfg design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only u Suite 109 9 Y g y pan parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing showCitrus Heights, CA, 95610 ww n is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison. WI 53719. MiTek -._. ---- - -- - - -_.. ---_ ----- _- - - ---- ------ ------- ---- Job Truss Truss Type i qty Ply Schleismen Residence R19867081 5110-6Y B COMMON 9 1 Job Reference (optional) 1 Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:40 2006 Page 1 zrtn .. n n 7-0-0 7-M REACTIONS (Ib/size) 7=614/0-3-8,8=614/0-3-8 Max Horz7=-46(load case 5) Max Uplift7=-91(load case 3), 8=-96(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-695/127, 2-3=-695/131, 6-7=0/127,1-7=-513/117,4-8=0/127,3-8=-513/122 BOT CHORD 5-6=-42/179,4-5=-59/179 WEBS 2-5=-92/108,1-5=48/445, 3-5=-31/445 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 7, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard OQ?,OFESS/CO O gl S. cDLU Q m C ZO4 433 ',n * Enok 7 *t OF January 26,2006 0 WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED ADTEH REFERENCE PAGE 11117-7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenlers and proper incorporation of component is res Citrus Heights, CA, 95610 off PP y g p p p p p responsibility of building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding totxication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. MiTek 4x6 M1120= Scale = 1:28.4 ' 4.00 F1 —2 2 ' 3x4101120- 3x4 M1120= 6x8 101120G 6x8 M1120 1 7 o to 6 5 4 ' 3x4 10112011 3x8 101120= 3x4 101120 11 I 7-0-0 } 14-0-0 i 7-0-0 7-0-0 Plate Offsets(X,Y): j1:Edge 0-2-12) [3:Edge 0-2-12] LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.66 Vert(LL) -0.03 4-5 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.06 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) -0.01 8 n/a n/a ' BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 561b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 7=614/0-3-8,8=614/0-3-8 Max Horz7=-46(load case 5) Max Uplift7=-91(load case 3), 8=-96(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-695/127, 2-3=-695/131, 6-7=0/127,1-7=-513/117,4-8=0/127,3-8=-513/122 BOT CHORD 5-6=-42/179,4-5=-59/179 WEBS 2-5=-92/108,1-5=48/445, 3-5=-31/445 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 7, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard OQ?,OFESS/CO O gl S. cDLU Q m C ZO4 433 ',n * Enok 7 *t OF January 26,2006 0 WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED ADTEH REFERENCE PAGE 11117-7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aromenlers and proper incorporation of component is res Citrus Heights, CA, 95610 off PP y g p p p p p responsibility of building designer -not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding totxication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. MiTek job--- -- ----.. ---- - - - - - - ---- _ . ------ --- Job Truss -Type Qty Ply SchteismanResidence I 5110-0v---- ----- ITr-u"s-s' C7-__...__.__._ /COMMON _I .. -_---._ —_ _I Job Reference (optional) ------- 8 7 9867082 1 ' Foxwonh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:41 2006 Page 1 7-6-0 15-0-0 7-6-0 7-6-0 Scale = 1:26.1 4x7 MII20= 2 4.00 12 — ' 8x10 M[120% 8x10 MI120 1 3 3x4 M1120 II 4x8 M1120= 3x4 M1120 II 7-6-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.55 Vert(LL) -0.04 5-6 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.09 5-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 56 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except` 1-6 2 X 4 SPF 165OF 1.5E, 3-4 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 6=677/0-5-8, 4=677/0-5-8 Max Horz6=33(load case 4) Max Uplift6=-101(load case 3), 4=-101(load case 4) ' FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1004/161, 2-3=-1004/161,1-6=-599/142, 3-4=-599/142 BOT CHORD 5-6=-85/501,4-5=-105/501 WEBS 2-5=0/221, 1-5=-24/455, 3-5=-22/455 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard OQ pFESS/0,y 1 S T7,yc 2G) C C 04433 T *\ E) /V 1-07. /* , January 26,2006 Q WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"Eff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI/ Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, wl 53719. /Tek Job --" - — "—' - Truss -- - ---- - Truss Type--- - - --- -'----------'--Qly TPIy — Scnieisman 12esidence - -_---- -_ R1966706 5110.6Y C2 MONO TRUSS 2 1 Job Referenceo Lonal) _ _ Foxworih Galbraith, Yuma, Arizona 85365 - 6.200 s Jul 13 2005 MiTek Industries, Inc Wed Jan 25 18:54:4'1 2006 Page 1 3x 3x5 M1120 11 Scale = 1:19.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.74 Vert(LL) -0.11 3-4 >773 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.28 3-4 >306 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.13 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.11 3-4 >806 240 Weight: 18 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=237/Mechanical, 4=328/0-5-8, 3=91/Mechanical Max Horz4=112(load case 5) Max Uplift2=-100(load case 3), 4=-27(load case 3) Max Grav2=237(load case 1), 4=328(load case 1), 3=141(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-88159,1-4=-277191 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ pFESSIpN ! SG, Qf C 0464331 OF January 26,2006 Q WARNING - Verj(y design paters and READ NOTES ON THIS AND INCLUDED 11IITEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the St erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI] Quality Criteria, DSB-89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison. WI 53719. MiTek -..... _ _._. ---- _ _ _.. _. __ . . Job - Truss Truss Type Qly Ply Schleisman Residence R19867084:1 5110-6Y C3 JACK 8 1 --- — --—•--------- - - --L- --- Job Reference (optional) — i Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Weded Jan 25 18:54:41 2006 —Page —1 3: 3x4 M1120 11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.05 374 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.27 Vert(TL) 0.12 3-4 >580 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 3-4 >999 240 Weight: 15 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=265/0-5-8, 2=192/Mechanical, 3=73/Mechanical Max Horz4=96(load case 5) Max Uplift4=-21(load case 3), 2=-82(load case 3) Max Grav4=265(load case 1), 2=192(load case 1), 3=114(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-223/72,1-2=-71/48 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:17.6 January 26,2006 A WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED bfITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only u Suite 109 g Y g y pan parameters shown. and i5 for on individual building component. Citrus Heights, CA, 95610"Er Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. wl 53719. MiTek _..__.._--------- -- — — _ __.. ------ den -Job Truss - Truss Type - - Qty Plyv Schleisman Residence 819867085 5110.6Y C4 -- - JACK 8 1 ' —_--_ __-.__ _ Job Reference (optional) _ Foxvronh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:42 2006 Page 1 3-11-11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 ' LUMBER 3-4 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 165OF 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 2 CSI DEFL in (loc) I/deft L/d TC 0.25 Vert(LL) -0.01 3-4 ' >999 360 BC 0.11 Vert(TL) =0.02 3-4 >999 240 WB 0.00 Horz(TL) 0.02 2 n/a n/a (Matrix) Wind(LL) 0.01 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 10 Ib TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=173/0-5-8, 2=127/Mechanical, 3=47/Mechanical Max Horz4=73(load case 5) Max Uplift4=-11(load case 3), 2=-56(load case 3) Max Grav4=173(load case 1), 2=127(load case 1), 3=74(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-145/45,1-2=-46/31 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:13.4 ' January 26,2006 ® WARNING - Verjjy design pammetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"WE is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consul[ ANSI/TPII Quality Criteria. DSB-89 and SCSI] Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. MiTek 1Joti Truss Truss Type 5110-6Y ICS-- -_ JACK _- F6xw6hh Galbraith, Yuma, Arizona 65365 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std Qfy Ply ' Schleisman Residence _.-.. '- R79867066 8 V 1 Job Reference_(optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25-i&54:42 2006 Pagel r°.x4 M11200 1-11-11 CSI DEFL in (loc) I/deft Ud TC 0.10 Vert(LL) -0.00 4 >999 360 BC 0.03 Vert(TL) -0.00 3-4 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 5 Ib TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=84/0-5-8, 3=21 /Mechanical, 2=62/Mechanical Max Horz4=51(load case 5) Max Uplift4=-3(load case 3), 3=-1(load case 5), 2=-29(load case 5) Max Grav4=84(load case 1), 3=36(load case 2), 2=62(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-69/20,1-2=-22/l6 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:10.3 January 26,2006 A WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED BITTER REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design poromenlers and proper incorporation of component is res Citrus Heights, CA, 95610 uff p g to insure of building designer - not truss designer. Bracing shown = is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component do Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. M ITek Job Truss- - - - (Truss TypeQt - ..' I- - - - - R79as708 y (Ply $chleisman Residence 7 5110-6Y CA -HIP MONO TRUSS 1 I 1 Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 - 6.200s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:42 2006 Pagel 1-7-12 5-4-9 10.6-8 1-7-12 3-8-13 5-1-15 3x5 M1120 It Scale = 1:22.3 3 4 I- 2.83'12 3x8 M1120 2 1. 3x4 M1120 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER n/a TOP CHORD 2 X 4 SPF 1650F 1.5E 360 M1120 BOT CHORD 2 X 4 SPF 165OF 1.5E >999 WEBS 2 X 4 SPF Stud/Std *Except* 3-5 2 X 4 SPF 1650F 1.5E 240 I REACTIONS (Ib/size) 7=475/0-7-12,5=772/Mechanical 10-6-8 DEFL in (loc) _ - - - _-Ud --_ -_ CSI >999 Vert(TL) -0.06 5-6 PLATES I TC 0.44 0.01 5 n/a Wind(LL) 360 M1120 BC 0.32 >999 240 I WB 0.39 n/a (Matrix) DEFL in (loc) I/deb Vert(LL) -0.03 5-6 >999 Vert(TL) -0.06 5-6 >999 Horz(TL) 0.01 5 n/a Wind(LL) 0.01 6 >999 BRACING 240 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with M1ek connectors. This design is hosed only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenlers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610 Eff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Informati Weight: 43 Ib GRIP 197/144 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. Max Horz7=216(load case 4) Max Uplift7=-108(load case 3), 5=-170(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-1910,1-2=-33/47, 2-3=-180/36, 3-4=-7/0, 3-5=-395/168 BOT CHORD 7-8=-28/55.6-7=-193/699.5-6=-193/699 WEBS 1-7=-65/51, 2-6=0/266, 2-5=-643/147, 2-7=-802/122 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36) -to -3=-186(F=-57, B=-57), 3=-146(F=-57, B= -57) -to -4=-150(F=-59, B=-59), 8=0(F=10, B=10) -to -5=-53(F=-16, B=-16) oQ�pFESS/ONS S � cc C 046433 T *\ EV�W,07 ' /*, OF January 26,2006 on available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. M (Tek a 1><1 s s 2x4 MI120 11 3x4 MII20= 2x4 MII201 . 3x6 MII20= I 1-5-0 117-12 54-9 1 M 3x4 M1120 II 3x7 M1120= 7x8 M1120= 3x7 M1120= 3x4 M1120 II 3-10-12 i 7-6-0 I 11-1-0 i 15-0-0 3-10-12 3-7-4 3-7-0 3-10-12 LOADING (psf) - -- - --- JOb Truss - .. ._ --- --- - --- - Tru55 Type Qty Ply Schleisman Residence _- TC 0.81 TCDL 16.0 BC 0.39 BCLL 0.0 Rep Stress Incr NO 5110.6Y C-GRDR COMMON 2 1 (Matrix) LUMBER 0.03 TOP CHORD 2 X 4 SPF 1650F 1.5E Reference optional _ Wind(LL) ' rth FoxwoGalbraith, Yuma, Arizona 85365 8 6.20000 a s Jul 13 2005 MiTek Industries, — Inc. Wed Jan 25 18:54:43 2006 Page 1 3-10.12 I 7.6.0 11-1.4 15-0-0 3-10-12 3-74 3-74 I 3-10-12 Scale = 1:26.1 • 40 MII20= 3 M 3x4 M1120 II 3x7 M1120= 7x8 M1120= 3x7 M1120= 3x4 M1120 II 3-10-12 i 7-6-0 I 11-1-0 i 15-0-0 3-10-12 3-7-4 3-7-0 3-10-12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.81 TCDL 16.0 Lumber Increase 1.25 BC 0.39 BCLL 0.0 Rep Stress Incr NO WB 0.70 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.03 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std'Except* 8 1-9 2 X 4 SPF 165OF 1.5E, 5-7 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 10=1367/0-5-8,6=1367/0-5-8 Max Horz 1 0=33(load case 4) Max Upliftl0=-189(load case 3), 6=-189(load case 4) DEFL in (loc) I/deft Ud Vert(LL) -0.05 8 >999 360 Vert(TL) -0.11 8 >999 240 Horz(TL) 0.03 6 n/a n/a Wind(LL) 0.05 8 >999 240 BRACING TOP CHORD BOTCHORD PLATES GRIP M1120 197/144 Weight: 61 Ib Sheathed or 4-5-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2298/322, 2-3=-2484/368, 3-4=-2484/368, 4-5=-2298/322, 1-10=-1299/206, 5-6=-1299/206 BOT CHORD 9-10=-56/252,8-9=-279/2132,7-8=-294/2132,6-7=-51/252 WEBS 2-9=-397/108, 2-8=-11/344, 3-8=-137/1256, 4-8=-11/344,4-7=-397/108,1-9=-248/1928, 5-7=-249/1928 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Girder carries hip end with 7-6-0 end setback. 5) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1380 Ib down and 177 Ib up at 7-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-72, 3-5=-72, 6-10=-20 I Concentrated Loads (lb) Vert: 8=-1380(F) oQ?,OFESS/ONS` CD Q M CO 6 * E 07 OF January 26,2006 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED AIITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control• storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, WI 53719. MiTek _ Qty ply esidence _ -- Job Truss - Truss Type - - iI II ' 511Scmeisman R 0.6Y C -HIP MONO TRUSS 13 1 8198670891 - ------ - -- - l.- Job Reference (optional) I Foxvronh Galbraith, Yuma, Arizona 85365 6.200 5 Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:43 2006 Page 1 1n_r n 5-4-9 5-1-15 3x6 M1120 11 Scale = 1:22.3 3 4 2x4 M1120 11 3x8 M1120= 3x6 M1120= 5-4-9 5.1-15 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.45 TCDL 16.0 Lumber Increase 1.25 BC 0.34 BCLL 0.0 Rep Stress Incr NO WB 0.49 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 5 n/a TOP CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) BOT CHORD 2 X 4 SPF 1650F 1.5E 6 >999 WEBS 2 X 4 SPF Stud/Std'Except* Weight: 42 lb 3-5 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 7=405/0-7-12,5=842/Mechanical DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.03 5-6 >999 360 M1120 197/144 Vert(TL) -0.07 5-6 >999 240 1 Horz(TL) 0.01 5 n/a n/a Wind(LL) 0.02 6 >999 240 Weight: 42 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Harz7=216(load case 4) Max Uplift7=49(load case 3), 5=-175(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-376/54, 1-2=-896/115, 2-3=-181/37, 3-4=-7/0, 3-5=-398/168 BOT CHORD 6-7=-191/134,5-6=-204/859 WEBS 1-6=-95/735, 2-6=-6/180,2-5=-814/177 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36) -to -3=-186(F=-57, B=-57), 3=-146(F=-57, B= -57) -to -4=-150(F=-59, 8=-59), 7=0(F=10, B=10) -to -5=-53(F=-16, B=-16) Q WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MR -7473 BEFORE USE. 7777 Greenback Lane _® Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPI) Quality Criteria, DSB-89 and 8CSI1 Building ComponentA m Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. M ITeK Job Truss Qty 'ply Schleisman Residence5110-6Y R79867090i D7 ITrussType COMMON i6 ! 1 - - - — -- - -- - Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:43 2006 Page 1 4-0-11 9-0-0 13-7-5 I 18-0-0 i 44-11 4-7-5 4-7-5 44-11 Scale = 1:31.5 t 4x5 MII20 - 4.00 F12--- 3x4 MII20 2 3 I 3x4 MII20zz 4 3x6 M1120% 1 I ! 3x6 M1120zz- 5 3x4 M1120 11 3x6 M1120= 5x8 M1120- 3x6 M1120- 3x4 M1120 .1 4-0-11 9-0-0 13-7-5 18-0.0 4-0-11 4-7-5 4-7-5 44-11 Plate Offsets (X,Y): (8:0-4-0 0-3-01 LOADING (psf) ! SPACING 2-0-0 CSI DEFL in (loc) I/deb Lid PLATES GRIP TCLL 20.0 ' Plates Increase 1.25 TC 0.62 Vert(LL) -0.03 8 >999 360 M1120 197/144 TCDL16.0 Lumber Increase 1.25 BC 0.25 Vert(TL) -0.08 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.02 6 n/a n/a ' BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 7-8 >999 240 j Weight: 72 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' WEBS 2 X 4 SPF Stud/Std ' REACTIONS (Ib/size) 10=815/0-5-8, 6=815/0-5-8 Max Horz 10=31 (load case 4) Max Uplift10=-1 21 (load case 3), 6=-121(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-1315/202,2-3=-1101/197,3-4=-11011197, 4-5=-1315/202, 1-10=-756/141, 5-6=-756/141 BOT CHORD 9-10=-50/223,8-9=-156/1200,7-8=-177/1200,6-7=491223 WEBS 2-9=-134/85, 2-8=-291/73, 3-8=-1/356,4-8=-291/73,4-7=-134/86,1-9=-130/997, 5-7=-131/997 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' LOAD CASE(S) Standard OQ?,OFESS/ON I ' S. C of C 046433 rn ' * AEK50 7 * J ''FOF C January 26,2006 WARNING - Ve design ammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 7777 Greenback Lane rt/IJ 9 P 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based ordy upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610= Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and 8CSI1 Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. MiTek Job ' -- -- - - fi85russ ]-Truis Type -- - - —. - 511G -6Y - - - I D1A-_--`COMMON Foxworth Galbraith, Yuma, Arizona 365 4-0-11 9-0-0 44-11 4-7-5 3 ' 2x4 4-0-11 M1120 11 3x6 M1120= I x- 4-0-11 Ply Schleisman Residence -- I 819867091 1 I 1 ___IJob Reference(opfional)- 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:44 2006 Pagel 4-7.5 4x5 M1120= 3 3-2-15 Scale = 1:29.4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 4-7-5 CSI TC. 0.60 BC 0.24 WB 0.50 (Matrix) 5x8 M1120= 4-7-5 3x4 M1120= 3-2-15 0 z 2x4 M1120 It DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.03 8-9 >999 360 M1120 197/144 Vert(TL) -0.06 8-9 >999 240 Horz(TL) 0.02 6 n/a n/a Wind(LL) 0.02 8-9 >999 240 Weight: 69 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) 10=762/0-5-8, 6=762/Mechanical Max Horz 10=55(load case 4) Max UpIift10=-114(load case 3), 6=-113(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-12131188,2-3=-971/177,3-4=-9711179,4-5=-9651148, 1-10=-704/134, 5-6=-721/124 BOT CHORD 9-10=-72/215,8-9=-162/1103.7-8=-145/885.6-7=-26/71 WEBS 2-9=-114/82, 2-8=-311/77, 3-8=0/292,4-8=-101/84,4-7=-266/101, 1-9=-118/906, 5-7=-128/876 NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard r OQ,?,pFESS/p/y S. TjNc F2c 0 Cr C 046A33 T , * E"V07 /* A January 26,2006 WARNING - Verj(y design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561065 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. M iTek IJiSb -------.___.ITruss- Truss Type _.____-'-_ _ ^----'-- Qly-..,-_TPIy.—__I§chleismanResidence..._... .. -R79867 o9z 5110-6Y D2 MONO TRUSS 4 1 _ Job Reference (optional)___ Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:44 2006 Page 1 3x 3x5 M1120 II LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.88 TCDL 16.0 Lumber Increase 1.25 BC 0.49 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) ' LUMBER 2 n/a TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std Weight: 20 Ib r>a DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.16 3-4 >598 240 M1120 197/144 Vert(TL) -0.40 3-4 >236 180 Horz(TL) 0.17 2 n/a n/a Weight: 20 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=258/Mechanical, 4=358/0-5-8, 3=100/Mechanical Max Horz4=120(load case 5) Max Up1ift2=-108(load case 3), 4=-31 (load case 3) Max Grav2=258(load case 1), 4=358(load case 1), 3=153(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-96/64,14=-303/100 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:20.8 OQ?,pFESS/S. CO ON I Q m CC C 0415433 rT.' *\ Ey,W-07 ' /* j OF January 26,2006 Q WARNING - Ver(fy design pammetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 ff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage- delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. sNl 53719. 'Tek .. Job _ --- _-- -- . Pu s7-' ----. -- 5110-6Y Fox orth Galbraith, Yuma, Arizona 85365 3: JACKTibsi"-Type--------'_--------' Q1yy- PIY —1-(8chleismanResi( Pce --)- - -- -~ -----^-- --R798670931 Jab Reference a banal 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:44 2006 Page 1 3x4 M1120 11 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/deft Vd TC 0.50 Vert(LL) -0.05 3-4 >999 360 BC 0.27 Vert(TL) -0.12 3-4 >580 240 WB 0.00 Horz(TL) 0.07 2 n/a n/a (Matrix) Wind(LL) 0.05 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 15 Ib TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=265/0-5-8, 2=192/Mechanical, 3=73/Mechanical Max Horz4=96(load case 5) Max Uplift4=-21(load case 3), 2=-82(load case 3) Max Grav4=265(load case 1), 2=192(load case 1), 3=114(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-223/72,1-2=-71/48 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:17.6 OQ7,0FESS/pNgl S. I'jNC c z co 2 m W C X6433 'T *\ ycP..,j-K07 /*,, January 26,2006 Q WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED 1UTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"—"W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the fesponsibillity, of the-- erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricotion, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. MiTek Job Truss Truss Type - - ! Qty Ply Schteisman Residence j I 5110-6Y 133AR198670941 3A JACK j 1 1 ---- ---I Foxworth Galbraith, Yuma, Arizona 85365 — - A 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:45 2006 Pagel 2r 4 3 3x4 M1120 It Scale = 1:17.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.41 Vert(LL) -0.02 34 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.17 Vert(TL) -0.05 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.05 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 3-4 >999 240 Weight: 13 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=213/Mechanical, 2=156/Mechanical, 3=57/Mechanical Max Horz4=96(load case 5) Max Uplift4=-12(load case 3), 2=-69(load case 3) Max Grav4=213(load case 1), 2=156(load case 1), 3=91 (load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-177/54.1-2=-56/39 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard o9?,o ESS/S. pN ` cD m C 07 January 26,2006 All WARNING - Ver(fy design parameters and BEAD NOTES ON THIS AND INCLUDED UNTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane _® Design valid for use only with MiTek connectors. This design is based only u Suite 109 9 Y g y pan parameters shown. and is for on individual building component. Citrus Heights, CA, 95610 vff Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. MiTek Job--"-'----'--..-' -'-Truss_..Tfuss Typt:--Ply---'-'Schleisman R7986709 5110-6Y 038 JACK 11 1 5 I — - - -- -- -- — - --- -- --- L _ — I Job Reference (op6onat). - - _J ' Fox hh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Jan 25 18:54:45 2006 Page 1 5-6-3 5-6-3 2 4.00 J 12' ; Scale = 1:17.6 ' w 2x4 M1120 II di 1 4 3 3x4 M1120 It LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER 3-4 TOP CHORD 2 X 4 SPF 165OF 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 2 CSI DEFL in (loc) I/dell Ud TC 0.46 Vert(LL) -0.03 3-4 >999 360 BC 0.23 Vert(TL) -0.09 3-4 >742 240 WB 0.00 Horz(TL) 0.06 2 n/a n/a (Matrix) Wind(LL) 0.04 34 >999 240 PLATES GRIP M1120 197/144 Weight: 14 Ib BRACING TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=244/Mechanical, 2=178/Mechanical, 3=66/Mechanical Max Horz4=96(load case 5) Max Uplift4=-17(load case 3), 2=-77(load case 3) Max Grav4=244(load case 1), 2=178(load case 1), 3=105(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-204165,1-2=-65/44 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard January 26,2006 Q WARNING - Ver(fy design pammetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design k based only u Suite 109 9 Y g y pan parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 zw Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the St s erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. M iTek Truss ---' —"— TrussQty - - 'p y '- `Schieis nsn Residence (o" - '--- - — -- -". 5110-6Y 04 _`--.- -- JACK I6 1 Job Reference ptional)R79867096I — _— Fox rlh Galb2itA, Yuma, Arizona 85365 ^ 6.200 s Jul 13 2005 Mi-rek Industries, Inc. Wed Jan 25 18:54:45 2006 Page 1 2" MI120 II 3-11-11 3-11-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.01 3-4 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.02 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 3-4 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std PLATES GRIP M1120 197/144 Weight: 10 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=173/0-5-8,2=127/Mechanical, 3=47/Mechanical Max Horz4=73(load case 5) ' Max Uplift4=-11(load case 3), 2=-56(load case 3) Max Grav4=173(load case 1), 2=127(load case 1), 3=74(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-145/45,1-2=-46/31 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard Scale = 1:13.4 OQ?,pFESS/pN S.CD t/Nc F2G' CO C 0*433 rn ry 26,2006 WARNING - Verjjy design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not thus designer. Bracing shown Citrus Heights, CA, 95610"19 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component 60 Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. MiTek Job Truss Truss Type 5110-6Y D4A JACK Foxworth Galbraith, Yuma, Arizona 85365 - Toty Ply Schleisman Residence I 819867097 1 1 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:46 2006 Page 1 4 3 2a4 112011 2-9-15 Scale = 1:13.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.00 3-4 >999. 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.00 3-4 >999 240 Weight: 8lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=121/Mechanical, 2=90/Mechanical, 3=31/Mechanical Max Horz4=73(load case 5) Max Uplift4=-5(load case 3), 2=-43(load case 5), 3=-1 (load case 5) Max Grav4=121(load case 1), 2=90(load case 1), 3=52(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-99/28,1-2=-31/22 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. I LOAD CASE(S) Standard January 26,2006 WARNING - Ve design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MB -7473 7777 Greenback Lane y 9 P 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. suite 109 Applicabilityof design aramenters and proper incorporation of component is res Citrus Heights, CA, 95610""W 9 P p p P p g to responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding folxication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job Truss Truss Type iQty Ply Schleisman Residence 5110-6Y D48 JACK ill 1 R198670981 _ _ ___ _ _ _ _._—_-___._l_____.___-,._ Job Reference (optional)- Foxworlh Galbraith, Vuma_Arizona 85365 - - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:46 2006 Page 1 4 3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.01 3-4 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 3-4 >999 240 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=152/Mechanical, 2=112/Mechanical, 3=40/Mechanical Max Horz4=73(load case 5) Max Uplift4=-8(load case 3), 2=-50(load case 3) Max Grav4=152(load case 1), 2=112(load case 1), 3=65(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-126/38, 1-2=A0/28 BOT CHORD 3-4=0/0 PLATES GRIP M1120 197/144 Weight: 9 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:13.4 OQROFESS/pN l S. r rN F2 GO Qrt F m C 04633 T *\ EXYAWM7 /*., January 26,2006 WARNING • Verjfy design parameters and READ NOTES ON TffiS AND INCLUDED hDTEK REFERENCE PAGE M17•7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 66 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI] Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. MiTek Job - Truss _ - Truss Type 5110-6Y 105 _ -------.-_- _IJACK - --_- Foxworth Galbraith, Yuma, Arizona 85365 LOADING(psf) SPACING 2-0-0 ' TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 LUMBER 3-4 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 2 IQty - Ply SchleismanResidence R79867099I 6 1 _ ____ ,- _ Job Reference (optional) _ _ _ _ __ 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:46 2006 Page 1 n,.Mon on 11 1-11-11 F'^Tn CSI DEFL in (loc) I/dell Ud TC 0.10 Vert(LL) -0.00 4 >999 360 BC 0.03 Vert(TL) -0.00 3-4 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 5 Ib TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=84/0-5-8, 3=21 /Mechanical, 2=62/Mechanical Max Horz4=51(load case 5) Max Uplift4=-3(load case 3), 3=-I (load case 5), 2=-29(load case 5) Max Grav4=84(load case 1), 3=36(load case 2), 2=62(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-69/20.1-2=-22/16 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:10.3 O??,o ESS/0/ygl S. CO C ¢6433 T January 26,2006 Q WARNING • Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M1b7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610. PP Y 9 P P p P P P Y 9 9 9 y is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall struclure is the responsibility of the building designer. For general guidance regarding fabricolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive. Madison, wl 53719. MiTek Truss Type --- _----. - -.---- -' Qty- .IPIy__ 5110-6Y DSA JACK .1 1 879867100 FJob Reference (aphonal) —_.. ___ _I i --- oxw_rth __ ..------._ _' 8 .- oGalbraith, Yuma, Arizona 5365 6.200 5 Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 16:54:47 2008 Page 1 4 3 Of9-15 0-9-15 Scale = 1:10.3 REACTIONS (Ib/size) 4=31/Mechanical, 3=7/Mechanical, 2=24/Mechanical Max Harz 4=51 (load case 5) Max Uplift4=-14(load case 3), 3=-29(load case 5), 2=-30(load case 5) Max Grav4=51(load case 5), 3=13(load case 2), 2=24(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-24/10,1-2=-12/6 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Oq?,0 ESS/S. GO pN l 0 4 Tr w C X6433 ST *\ VKPj-31-07 /*, January 26,2006 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 956101 zr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 MI120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 3lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=31/Mechanical, 3=7/Mechanical, 2=24/Mechanical Max Harz 4=51 (load case 5) Max Uplift4=-14(load case 3), 3=-29(load case 5), 2=-30(load case 5) Max Grav4=51(load case 5), 3=13(load case 2), 2=24(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-24/10,1-2=-12/6 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Oq?,0 ESS/S. GO pN l 0 4 Tr w C X6433 ST *\ VKPj-31-07 /*, January 26,2006 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 956101 zr is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Qualify Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek Job Truss Truss Type F -- jQly Ply ScMeisman Residence - f - - R19867101I 5110-6Y D5B JACK 1 1 Job Reference (optional) . -- - - - --- -- -- - -- --- —.— - --- - — -- --- - -- - 1oxwonh Galbraith, Yuma, Arizona— 85365 _ 6.20000 s Jul 13 2005 MiTek Industries. Inc. Wed Jan 25 18:54:47 2006 Page 1 4 3 1-6-3 1-6-3 Scale = 1:10.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=62/Mechanical, 3=15/Mechanical, 2=47/Mechanical Max Horz4=51(load case 5) Max Uplift4=-3(load case 3), 3=-7(load case 5), 2=-27(load case 5) Max Grav4=62(load case 1), 3=27(load case 2), 2=47(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-51/14,1-2=-13/12 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Q oFESS/ O S T NG, F2 m X C 04ID433 *\ E OF January 26,2006 © WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED 1UTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individualbuilding component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610Off is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSI1 Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719. MiTek Job - - Truss - - Truss Type -- - -101y - ' Ply Schleisman Residence - - - 510-6Y DA-GRDR HIP ;1 1 819867102 1 . __ I _ _ I Job_Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:47 2006 Page 1 - 4-3-8 8-0-0 10-0-0 13-8-9 16-10.4 4-3-8 3-8-9 2-0-0 3-8-9 3-1-12 Scale = 1:30.2 4x8 M1120 = 4x5 M1120- 4 5 w < ii lu e U 6x10 M1120 !I 4x6 M1120= 7x8 M1120= 6x8 M1120= 3x8 M1120= 3x4 M1120 II 2x4 M1120!; 4-3-8 i 8-0-0 10-0-0 13-8-9 16-10-4 I 4-3-8 3-8-9 2.0-0 3.8-9 3-1-12 Plate unsets JA, Y): I"I:U -4,V-U-aI 14:u -a -4,U -Z-41 Iy:U-3-d U-1-ol 11'I:U-J-S,U-J-tSI LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.91 Vert(LL) -0.07 11-13 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.67 Vert(TL) -0.16 11-13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.0711-13 >999 240 Weight: 84 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 7-9 2 X 4 SPF 165OF 1.5E SLIDER Left 2 X 6 DF No.2 -G 2-3-8 REACTIONS (Ib/size) 1=1618/0-5-8,8=1761/Mechanical Max Harz 1=58(load case 4) Max Uplift1=-233(load case 3), 8=-253(load case 4) BRACING TOP CHORD Sheathed or 2-5-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2952/429, 2-3=-2888/440, 34=-3164/490, 4-5=-2929/467, 5-6=-3097/475, 6-7=-2403/351, 7-8=-1664/255 BOT CHORD 1-13=-379/2631, 12-13=-379/2631,11-12=-379/2631, 10-11=-414/3024, 9-10=-332/2243.8-9=-47/181 WEBS 3-13=-179/79, 3-11=-37/540, 4-11=-60/766, 4-10=-275/41, 5-10=-47/725, 6-10=-89/821, 6-9=-807/170, 7-9=-306/2209 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Girder carries hip end with 8-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 797 Ib down and 103 Ib up at 10-0-0, and 797 Ib down and 103 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ' LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Continued on page 2 January 26,2006 Q WARNING - Verjjy design parameters and READ NOTES ON THIS AND INCLUDED ffiTEX REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an incMduol building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610_ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the S erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criterlo, DSB-89 and BCSII Building Component ' Safety Information avoiloble from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. MiTek (Job__ _ ... .. __ Truss - - -- 7iusS Type - -- -- _._- - 5110 -6Y --I DA-GRDR --- -THIP - i_---- -^-_ ' Foxworth_ Galbraith, Yuma, Arizona 85365 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-72, 4-5=-172(F=-100), 5-7=-72, 1-11=-20, 10-11=-48(F=-28), 8-10=-20 Concentrated Loads (Ib) Vert: 11=-797(F) 10=-797(F) -1 Qty r '(Ply Schleisman Residence `-- -' " - _ ._._ _ R19867102, ___ Job Reference (opt anal) _ _ 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:47 2006 Page 2 WARNING • Verj fy design parameters and READ NOTES ON THIS AND INCLUDED MfTEX REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 wff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI] Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. MiTek- russ T Truss Type 1510 0-6Y-, (na 853DA-HIP -_ — MONO TRUSS Foxvrorth Galbraith, Yuma, Arizo65 2-2-11 3-7-11 oty Ply Schleisman Residence R79867103I 1 1 Job Reference(optional)__ ___ .-__ ___ __j 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:48 2006 Page 1 3-9-2 2x4 M1120 II 4 5 9 8 7 6 2x4 M1120 II 3x4 M1120= 3x4 M1120= 3x4 M1120= Scale = 1:22.9 LOADING(psf) SPACING 2-0-0CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.01 6-7 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.28 Vert(TL) 0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Horz(TL) 0.01 6 n/a n/a SCOL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 42 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 9=511/Mechanical; 6=880/Mechanical Max Horz 9=1 77(load case 5) Max Uplift9=48(load case 3), 6=-206(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-491/49,1-2=-598/48. 2-3=-750/59, 3-4=-76/44,4-5=-8/0 BOT CHORD 8-9=-154/31.7-8=-186/574,6-7=-166/703 WEBS 1-8=-63/630, 2-8=-278/68, 2-7=0/142, 3-7=0/276, 3-6=-868/205, 4-6=-295/130 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=-30(F=21, B=21) -to -4=-199(F=-63, B=-63), 4=-159(F=-63, B= -63) -to -5=-162(F=-65, B=-65), 9=-8(F=6, 0 FESS/ N B=6) -to -6=-56(F=-18, B=718) Q q S T Nc Fti C 04f,A33 T * \ r--4.- '.TIrUI / January 26,2006 Q WARNING - Ver((y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane --® DeSuite 109 sign valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Applicability of design poramen[ers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 vff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure 5 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 O'Onof io Drive. Madison, wl 53719. MiTek Job - Truss - Truss Type - : Qty _ ; PlySchleisman Residence - - ' R19867104 5110-6Y D-GRDR HIP 1 1 _ Job Reference (optional) j Foxworth Galbraith, Yuma. Arizona 85365 - - - - -- - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:48 2006 -Page 1 4-3-8 8-0-0 10.0-0 13-8-9 18-0-0 4-3-8 3-8-9 2-M 3-8-9 4-3-8 Scale: 318"=1' 4x8 M1120= 1 46 M1120-- 4 5 7x10 M1120 11 "' 'v ' 7x10 M1120 1! 5x7 M1120= 6x6 M1120= 7x8 WIN= 2x4 M1120 1; 2x4 M1120 11 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E `Except` 4-5 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 -G 2-3-8, Right 2 X 6 DF No.2 -G 2-3-8 ' REACTIONS (Ib/size) 1=1749/0-5-8,8=174910-5-8 Max Horz 1 =1 4(load case 3) Max Upliftl =-251 (load case 3), 8=-251 (load case 4) BRACING TOP CHORD Sheathed or 2-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3226/466, 2-3=-3160/477, 3-4=-3487/535, 4-5=-3347/529, 5-6=-3503/535, 6-7=-3154/477, 7-8=-3221/466 BOT CHORD 1-13=-386/2874, 12-13=-386/2874, 11-12=-386/2874, 10-11=-412/3330, 9-10=-373/2869, 8-9=-373/2869 WEBS 3-13=-183/80,3-11=-49/612,4-11=-51/701, 4-10=-62/133, 5-10=-52/731, 6-10=-50/636, 6-9=-199/81 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 8-0-0 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 797 Ib down and 103 Ib up at 10-0-0, and 797 Ib down and 103 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-72, 4-5=-172(F=-100), 5-8=-72, 1-11=-20, 10-11=-48(F=-28), 8-10=-20 I Continued on page 2 January 26,2006 © WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED BHTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only vAlh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oromenters and proper incorporation of component is res Citrus Heights, CA, 95610"--W PP Y 9 P p P Po p g to incur of building designer - not truss is designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek 4-3-8 8-0-0 10.0-0 13-8-9 18-0-0 4-3-8 3-8-9 2-M 3-8-9 4-3-8 Plate Offsets (X,Y): [1:0A -4,0-0-1] f4:0-5-4,0-241, [8:0-8-5.0-0-11 LOADING (psf) SPACING 2-0-0 I CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.82 Vert(LL) -0.08 11 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.69 Vert(TL) -0.19 11-13 >999 240 BCLL 0.0 Rep Stress Incr NO I WB 0.41 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code UBC97/ANSI95 i (Matrix) Wind(LL) 0.08 11 >999 240 Weight: 88 lb LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E `Except` 4-5 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 -G 2-3-8, Right 2 X 6 DF No.2 -G 2-3-8 ' REACTIONS (Ib/size) 1=1749/0-5-8,8=174910-5-8 Max Horz 1 =1 4(load case 3) Max Upliftl =-251 (load case 3), 8=-251 (load case 4) BRACING TOP CHORD Sheathed or 2-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3226/466, 2-3=-3160/477, 3-4=-3487/535, 4-5=-3347/529, 5-6=-3503/535, 6-7=-3154/477, 7-8=-3221/466 BOT CHORD 1-13=-386/2874, 12-13=-386/2874, 11-12=-386/2874, 10-11=-412/3330, 9-10=-373/2869, 8-9=-373/2869 WEBS 3-13=-183/80,3-11=-49/612,4-11=-51/701, 4-10=-62/133, 5-10=-52/731, 6-10=-50/636, 6-9=-199/81 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Girder carries hip end with 8-0-0 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 797 Ib down and 103 Ib up at 10-0-0, and 797 Ib down and 103 Ib up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-72, 4-5=-172(F=-100), 5-8=-72, 1-11=-20, 10-11=-48(F=-28), 8-10=-20 I Continued on page 2 January 26,2006 © WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED BHTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only vAlh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oromenters and proper incorporation of component is res Citrus Heights, CA, 95610"--W PP Y 9 P p P Po p g to incur of building designer - not truss is designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component m Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek 510 0-6V __ . _ ___ .,_ ITr6ss'—' D-GRDR HIP SS TYPe_—_ Foxwonh.Galbraith, Yuma, Ar¢ona 853-6 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=-797(F) 10=-797(F) -- IQty .(PlySchleisman Residence j 819867104 , _ _Job Reference (optional)_ _ _ _ 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54 48 2006 Page 2 WARNING - serf fy design parameters and READ NOTES ON THIS AND INCLUDED 17(TEX REFERENCE PAGE 1811.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 W W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. M iTeic IJob - Truss -TrussType — - -- -- - 15110-6Y _ D -HIP — '— —I MONO TRUSS --- 1 Foxworth Galbraith, Yuma, Ar¢ona 85305 3-10-3 `- - Qty ---(Ply -'.I Schleisman Residenrz -.-- - -- --- 879866710710 -- i 5 Job Reference (optional)- 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:49 2006 Page 1 3.7-11 3-9-2 2x4 M1120 11 Scale = 1:23.1 4 5 2x4 M1120 11 3x6 M1120= 3x4 M1120= 3x4 M1120= LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 9=463/0-5-8, 6=959/Mechanical CSI DEFL in (loc) I/defl L/d TC 0.33 Vert(LL) -0.02 7-8 >999 360 BC 0.30 Vert(TL) -0.04 7-8 >999 240 WB 0.45 Horz(TL) 0.01 6 n/a n/a (Matrix) Wind(LL) 0.02 7-8 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 47 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz9=164(load case 5) Max Uplift9=-42(load case 3), 6=-215(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-437/46, 1-2=-931/83, 2-3=-863/72, 3-4=-76/44, 4-5=-8/0 BOT CHORD 8-9=-144/110,7-8=-222/896,6-7=-178/814 WEBS 1-8=-81/806, 2-8=-139/57, 2-7=-91/49, 3-7=0/357, 3-6=-1005/219, 4-6=-295/130 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36)-toA=-199(F=-63, B=-63), 4=-159(F=-63, B= -63) -to -5=-162(F=-65, 8=-65), 9=0(F=10, B=10) -to -6=-56(F=-18, B=-18) January 26,2006 © WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only u Suite 109 9 9 g y pan parameters y of building and is for an individual building component. Citrus Heights, CA, 95610_ Applicability of design poramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery- erection and bracing, consult ANSI/TPI7 Quality Criteria, DSB-89 and BCSI1 Building Component db Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, wl 53719. M Tek (Job Truss Truss Type I Qly Ply' Schleisman Residence 5110-6V - —_ __.-_ E7 - —_— COMMON 5 1 879861106 Foxwonh Galbraith Yuma Ar¢ona 85365Job Reference iTek ndu _—, ' A c ^ ^6200 5 Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:49 2006 Rag—el- 4-6-0 age 1 4.6-0 4-6-0 4x4 M1120= 4.00 F12 2 2x4 M1120 11 3x8 M1120= 2x4 M1120 II LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 ' LUMBER 5-6 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 165OF 1.5E Horz(TL) ' WEBS 2 X 4 SPF Stud/Std 4 4-6-0 CSI DEFL in (loc) Well Ud TC 0.29 Vert(LL) -0.01 5-6 >999 360 BC 0.15 Vert(TL) -0.02 5-6 >999 240 WB 0.17 Horz(TL) 0.00 4 n/a n/a (Matrix) Wind(LL) 0.00 5 >999 240 BRACING 4 N PLATES GRIP M1120 197/144 Weight: 38 Ib TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=401/0-5-8,4=401/0-5-8 Max Horz6=87(load case 4) Max Uplift6=-68(load case 3), 4=-68(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-331/63, 2-3=-331/63, 1-6=-367/87, 3-4=-367/87 BOT CHORD 5-6=-62/66.4-5=-22/32 WEBS 2-5=-129178,1-5=-39/301, 3-5=-39/301 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard Scale = 1:23.4 OQ?,pFESS/ON-1 S T Nc F2G, C 04963rn \* Ei7 */ OF anuary 26,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1117I.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 Applicabilityof design oramenters and proper incorporation of component is res g p p p rp p responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricalion, quality control. storage, delivery, erection and bracing. consult ANSI/TPI] Quality Criteria, DSB-89 and BCSII Building Component MiTek Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. Job — --- Th ss .. — --.._ Tniss Type-- — ------ _ — — - ---- yp Qty fly Schleisman Residence 819867107 5110-6Y E2 JACK I8 1 j _ . 00 s Reference (optional)-- Inc. We - _ -- _ -- - -- - e l Poxworth Galbraith, Yuma, Arizona 85365 - - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:49 2006 Pagel . 2 M1120 11 Scale = 1:17.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.45 Vert(LL) -0.01 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.02 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.06 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 3-4 >999 240 Weight: 11 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=173/0-5-8, 2=129/Mechanical, 3=44/Mechanical Max Horz4=108(load case 5) Max Uplift4=-6(load case 3), 2=-62(load case 5), 3=-2(load case 5) Max Grav4=173(load case 1), 2=129(load case 1), 3=75(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-142/40,1-2=-45/32 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,OFESS/ S. T iNcF W C 046433 T *\ EV 07 ' /* OF January 26,2006 © WARNING - Ver(fy design parameters and READ NOTES ON TIHS AND INCLUDED MITER REFERENCE PAGE Mfr -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only u 9 Y g y pan parameters shown, and is for an individual building component. Suite 109 Citrus and proper incorporation component is responsibility of building designer - not truss designer. Bracing shown Applicability of design parvidual Heights, CA, 95610"W a al is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive. Madison, wl 53719. M ITek Job Truss - Truss Type--- Qty iPly ScAleisman Residence R19867 5110bY E3 JACK 8 i 108 I Job Reference o fional l --- - - ---- - -- - - -- --- - .- - — -- - - -- — ---- - 5 MiT --)-- - ed Jan - - - - - - - I - ' Foxworth Galb2ith, Yuma, Arizona 85365 ' " " 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed 'Jan 25 18:54:50 2006 Page 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std 2 2x4 M1120 II 1-11-11 i CSI DEFL in (loc) I/deft Ud TC 0.28 Vert(LL) -0.00 4 >999 360 BC 0.09 Vert(TL) -0.00 3-4 >999 240 WB 0.00 Horz(TL) -0.02 2 n/a n/a (Matrix) Wind(LL) 0.00 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 7 Ib TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=84/0-5-8, 3=20/Mechanical, 2=63/Mechanical Max Horz4=85(load case 5) Max Uplift4=-8(load case 3), 3=-22(load case 5), 2=A6(load case 5) Max Grav4=84(load case 1), 3=36(load case 2), 2=63(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-67/19, 1-2=-21/16 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:14.9 January 26,2006 WARNING - Ve design ammeters and READ NOTES ON THIS AND INCLUDED UUTEK REFERENCE PAGE MH -7473 7777 Greenback Lane —r—® rf(y 9 P 7473 BEFORE USE.' Suite 109 Design valid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 vw Applicability or design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSO -89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, wl 53719. ITek 1 'Job- -- — ss — -- — -- -- --- — ----.. i - - Truss Truss Type II Qty TPIy - 3c6ieismen Residence 5110-6Y E-GRDR COMMON 12 1 1 R19867109 1 - - - ----- - I -- --- --I-- .- - ---- Job Reference (optional)— FoxwoRh Galbraith, Yuma. Arizona 85365 . c ^ - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:50 2006 Page 1 4-6-0 4-6-0 4x4 M1120= 4.00 )12 2 H 2x4 M1120 11 3x8 M1120= 2x4 M1120 II LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER 4-5 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) ' WEBS 2 X 4 SPF Stud/Std 4 CSI DEFL in (loc) I/deB L/d TC 0.34 Vert(LL) -0.01 5-6 >999 360 BC 0.16 Vert(TL) -0.02 4-5 >999 240 WB 0.33 Horz(TL) 0.00 4 n/a n/a (Matrix) Wind(LL) 0.01 5 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 38 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=608/0-5-8,4=608/0-5-8 Max Horz6=-87(load case 3) ' Max U plift6=-94 (load case 3), 4=-94(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-617/100, 2-3=-617/100, 1-6=-572/114, 3-4=-572/114 BOT CHORD 5-6=-62/66,4-5=-22/32 WEBS 2-5=01158,1-5=-76/595,3-5=-76/595 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Girder carries hip end with 4-6-0 end setback. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 414 Ib down and 53 Ib up at 4-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard ' 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-72, 2-3=-72, 4-6=-20 Concentrated Loads (lb) Vert: 5=-414(F) Scale = 1:23.4 OQ?,pFESS/ONS S. C7 LU C 0464331 T OF January 26,2006 A WARNING - Verih design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane --40 Design valid for use only with M1ek connectors. This design B based only upon parameters shovm, and is for on individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 "W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricolion, quality control, storage, delivery, erection and bracing. consul) ANSI/TPII Quality Criteria, DS8.89 and 8CSI1 Building Component dli Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. ' e ----- ... _ — ---- — -- - --- - -- _ - Job 7nlSs Truss Type- Tofy -- Ply Schleisman Residence 5110-6Y E -HIP JACK 114 I 1 819867110 j I-- - -. - - - --- - - - - - --- -_ Job Reference (optional)- 1 Foxvronh Galbraith, Yuma, Anzona 85365 -- 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:50 2006 Page 1 63-10 6-3-10 2.83 12 2x4 M1120 11 2 3 2x4 M1120 It 3x4 M1120= Scale = 1:22.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.06 4-5 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.11 4-5 >645 240 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 5 "" 240 Weight: 27 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 5=140/0-7-12,4=295/Mechanical Max Horz5=101(load case 5) Max Uplift5=-5(load case 3), 4=-68(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-108/24, 1-2=-36/36, 2-3=-3/0 BOT CHORD 4-5=-69/0 WEBS 2-4=-233/99, 1-4=0/72 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36}to-2=-110(F=-19, B=-19), 2=-70(F=-19, B= -19) -to -3=-73(F=-21, B=-21), 5=0(F=10, B=10) -to -4=-32(F=-6, B=-6) A, WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT -7473 BEFORE USE. Design valid for use only vvilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onoldo Drive, Madison. WI 53719. �O9?,o ESS/ p��l C-1) s. a m Of C 046433 T ,t\ EX9'fl7 /1k. January 26,2006 7777 Greenback Lane --® Suite 109 Citrus Heights, CA, 95610`'Eff �ffi MiTek® Job Truss - Truss Type - - Qty I Ply Schleisman Residence I I R198671111 5110-6Y F1 HIP I1 1 ; Job Reference (optional) _ I Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:51 2006 Page 1 4-11-15 9-6-8 15-6-8 20.1-0 + 25-0-0 1 4-11-15 4-6-9 5.11-15 4-6-9 4-11-0 4x8 M1120= 4x6 M1120= 4.00 1 12 3 4 Scale = 1:45.5 20z - b I 13 12 11 10 9 8 7 3x4 M1120 I. 4x12 101120= 3x4 M1120`- 3x8 M1120= 3x12 M11207- 3x4 M1120 II 3x4 M1120= 4-11-15 9-6-8 15-6-8 20-1-0 25-0-0 4-11-15 4-0-9 5.11-15 4-6-9 4-11-0 rid re Uberb I& r 1: II IG:u-,1-a u-c-ul 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. LOADING (psf) I SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 I Plates Increase 1.25 TC 0.90 Vert(LL) -0.06 11 >999 360 M1120 TCDL 16.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.16 9-11 >999 240 _197/144 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 i Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 9 >999 240 Weight: 104 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-1-6 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std ' REACTIONS (Ib/size) 13=1137/Mechanical, 7=1137/0-5-8 Max Horz 13=40(load case 4) Max Upliftl3=-160(load case 3), 7=-160(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-1876/270,2-3=-1785/2112,3-4=-1651/287, 4-5=-1780/281, 5-6=-18501266,1-13=-1068/184, 6-7=-1069/184 BOT CHORD 12-13=-63/262,11-12=-216/1722, 10-11=-182/1656, 9-10=-182/1656, 8-9=-238/1699,7-8=-54/246 WEBS 2-12=-238/100, 2-11=-115/80, 3-11=0/252, 3-9=-139/128, 4-9=0/248, 5-9=-97/95, 5-8=-251/101, 1-12=-185/1491, 6-8=-188/1487 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 25 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard January 26,2006 WARNING - Ver(jy design parameters and READ NOTES ON THIS AND INCLUDED M7TEK REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 66 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillityof the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI) Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. Job Truss Truss Type - Qty j Ply Schleisman Residence - R19867112 5110-6Y F2 HIP I 1 1 1 Job Reference (optional) Fomorth Galbraith, Yuma, Arizona 85365 -6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:51 2006 Page 1 6-0-10 11-6-8 13-6-8 19-0.6 25-0.0 6-0-10 5-5.14 1-11-15 5-5-15 5-11-10 Scale = 1:45.5 4x8 M1120= 4x5 MII20= 3 4 4.0012 I j 3x4 M11207:- 3 i i I x4 M1120 2 I 5 ' 6x6 M1120-- I \ i i 5x7 61120 I'l' date nsess tn, r /. IJ:V-V-•+,V-G-VI LOADING(psf) IO:V-J-O,V-[-Vh I IG:V-J-O,U-L-UI SPACING 2-0-0 I CSI PLATES GRIP RM 13 12 11 10 9 8 7 3x4 M1120 !! 4x12 M1120= 3x4 M1120= 3x4 M1120= 3x8 M1120= 4x12 M1120= 3x4 M1120 I! 6-0-10 11-6-8 13-6-8 19-0-6 25.0-0 6-0-10 5-5.14 1-11-15 5-5-15 5-11-10 date nsess tn, r /. IJ:V-V-•+,V-G-VI LOADING(psf) IO:V-J-O,V-[-Vh I IG:V-J-O,U-L-UI SPACING 2-0-0 I CSI PLATES GRIP DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.07 10-12 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.34 Vert(TL) -0.17 10-12 >999 240 BCLL 0.0 Rep Stress Incr YES 1 WS 0.82 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 I (Matrix) Wind(LL) 0.0610-12 >999 240 Weight: 109 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-11-5 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* 1-13 2 X 4 SPF 1650F 1.5E, 6-7 2 X 4 SPF 1650F 1.5E ' REACTIONS (Ib/size) 13=1137/Mechanical, 7=1137/0-5-8 Max Horz 13=37(load case 4) Max Upliftl3=-166(load case 3), 7=-166(load case 4) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1953/294, 2-3=-1624/279,3-4=-1486/287, 4-5=-1625/278,5-6=-1932/291,1-13=-1063/197, 6-7=-1063/196 BOT CHORD 12-13=-71/332,11-12=-224/1787, 10-11=-224/1787, 9-10=-159/1485, 8-9=-253/1768,7-8=-70/314 WEBS 2-12=-150/109,2-10=-396/101, 3-10=-8/267, 3-9=-150/155,4-9=-9/273, 5-9=-376/98, 5-8=-163/110, 1-12=-182/1475, 6-8=-185/1477 ' NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. Q?,OFE$$/ ' LOAD CASE(S) Standard 0 1 R s.LIJ r,N F2c GO ;Crn33 ' * -07 * January 26,2006 ' © WARNING - V—(fy design parameters and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE Mll-7473 BEFORE USE. 7777 Greenback Lane --Ib Design valid for use only with MiTek connectors. This design B based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610_ , is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Informa8on available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MOW IJob Truss Truss Type ' Oty My Schletsman Residence ----- . __ ..-- r].. ' __1., e!erenc . (optio—- 8198671135110.6Y F3 COMMON5J) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:512006 Page 1 6-4-14 13-0-0 19-7-2 26-0-0 6-0-14 6-7-2 6-7-2 64-14 Scale = 1:45.6 4x7 M1120= 3 0-- 10 9 8 7 6 ' 3x4 M1120 11 7x8 M1120= 5x8 M1120= 7x8 M1120= 3x4 M1120 II I 6-0-14 13-M 19-7-2 26-0-0 I 6-0-14 6-7-2 6.7-2 64-14 LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.08 7-8 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.46 Vert(TL) 0.21 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.08 7-8 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std `Except` 1-10 2 X 4 SPF 1650F 1.5E, 5-6 2 X 4 SPF 1650F 1.5E ' REACTIONS (Ib/size) 10=1183/0-5-8,6=1183/0-5-8 Max Horz 10=-27(load case 3) Max Up1ift10=-172(load case 3), 6=-172(load case 4) PLATES GRIP M1120 197/144 Weight: 103 Ib BRACING TOP CHORD Sheathed or 4-7-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2167/325, 2-3=-1708/293, 3-4=-1708/293, 4-5=-2167/325, 1-10=-1104/205, 5-6=-1104/205 BOT CHORD 9-10=-80/445,8-9=-251/1986,7-8=-278/1986,6-7=-88/445 WEBS 2-9=-1081109,2-8=-557/128,3-8=-12/582, 4-8=-557/128,4-7=-108/109,1-9=-190/1555, 5-7=-191/1555 NOTES 1) Unbalanced roof live toads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 26 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard January 26,2006 All, WARNING - Ver(/y design pammetem and READ NOTES ON THIS AND INCLUDED ANTER REFERENCE PAGE MI7-7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only u Suite 109 5 Y g y pon parameters shown, and is for an it -not truss building component. Citrus Heights, CA, 9561010 W Applicability of design paromenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPH Quality Criteria, DSB-89 and BCSII Building Component III) Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. MiTek IJob------ -.--- Trirss -. -- -- ---- Truss Type ---..- —'-- — -- —.` (Qty Ply —. I SchleismanResi(epe . )...--' ----'--- . _`. — -' Ill 819867114 5110-0Y F3ATru COMMON 2 1 JI Job Reference o 80na1 Fo iih Galbraith, Yuma, Arizona 65365 6.200 a Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:52 2006 Page 1 71 m 5; 5-11-6 12-6-8 19-1-1 6-7-2 6.7-3 4x7 M1120-- 3 1120=3 5-10-5 Scale = 1:43.9 '0 10 9 8 7 6 3x4 M1120 11 402 M1120= 5x8 M1120= 402 M1120= 3x4 M1120 11 5-11-6 12-6-8 19-1-11 25-0-0 5-11-6 6-7-2 6-7-3 5-10-5 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.42 TCDL 16.0 Lumber Increase 1.25 BC 0.44 BCLL 0.0 Rep Stress Incr YES WB 0.84 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.04 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std'Except` 7-8 1-10 2 X.4 SPF 1650F 1.5E, 5-6 2 X 4 SPF 1650F 1.5E DEFL in (loc) I/deft Ud Vert(LL) -0.07 8-9 >999 360 Vert(TL) -0.18 8-9 >999 240 Horz(TL) 0.04 6 n/a n/a Wind(LL) 0.06 7-8 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 100 Ib TOP CHORD Sheathed or 4-11-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 10=1137/Mechanical, 6=1137/0-5-8 Max Harz 10=37(load case 4) Max Upliftl0=-165(load case 3), 6=-165(load case 4) ' FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1957/295,2-3=-1589/276,3-4=-1589/276,4-5=-1937/292, 1-10=-1065/194, 5-6=-1066/194 BOT CHORD 9-10=-68/311,8-9=-227/1794,7-8=-256/1776,6-7=-64/292 WEBS 2-9=-157/114,2-8=-476/113, 3-8=0/522, 4-8=-459/110,4-7=-169/115,1-9=-192/1505, 5-7=-195/1508 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 25 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,pFESS/pyq! S. r Nc Fti af C 0*433 S , *\ WrrIjaA1-47 /* , nuary 26,2006 0 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabilityof design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 vw 9 P P P p P p Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. wl 53719. MiTek JOb ' ---- - — - - Truss - -- Truss'Type -- ' ' — --- -Qty -- ply -- Schleisman Residence _ _. - ------ -_ 5110.6Y F3B - — COMMON-' IJOb Reference (optional)—_— - _- R19867115 Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek lriduslries, Inc. Wed Jan 25 185452 2006 Page 1 5-11-6 12-6-8 I 19.1-10 I 25-6-8 5-11-6 6-7-2 6-7-2 64-14 Scale = 1:44.8 4x7 M1120= 3 D -- 10 9 8 7 6 ' 3x4 M1120 II 402 M1120= 5x8 M1120= 6x6 M1120= 3x4 M1120 II 5-11-6 12-6-8 I 19.1-10 25-6-8 5-11-6 6-7-2 6-7-2 64-14 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.08 7-8 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.45 Vert(TL) 0.20 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 7-8 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std "Except' 1-10 2 X 4 SPF 1650F 1.5E, 5-6 2 X 4 SPF 165OF 1.5E PLATES GRIP M1120 197/144 Weight: 102 Ib BRACING TOP CHORD Sheathed or 4-8-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. u n REACTIONS (Ib/size) 10=1162/Mechanical, 6=1162/0-5-8 Max Horz 10=-36(load case 3) Max Upliftl0=-169(load case 3), 6=-169(load case 4) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2009/301, 2-3=-1652/286,3-4=-1653/284, 4-5=-2120/319, 1-10=-1089/198,5-6=-1083/202 BOT CHORD 9-10=-58/314,8-9=-227/1843,7-8=-272/1941,6-7=-88/442 WEBS 2-9=-165/115.2-8=-468/111, 3-8=-7/554, 4-8=-563/129,4-7=-101/108,1-9=-198/1552, 5-7=-186/1513 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,pFESS/UJ pN ` S. CifC 04 33 x ' * E - 1-07. rS ' OF 1F January 26,2006 A WARNING - Verjry design parameters and READ NOTES ON THIS AND INCLUDED 6UTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610 vff Applicability of design parom enters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component MiTek Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. WI 53719. Job ]Tiu_ss — ----- -- ' Truss Type 5110.6Y F3 -DRAG (COMMON 1. 1 Schleismen Residence R79867116I __ _ jl_fI Job Reference_(op6onal)_ _ Foxworth Galbraith, YumaArizona 85365 '- - ' 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:53 2006 Pa—ge 1 6-4-14 13-0-0 19-7-2 26-0-0 6-0-14 6-7-2 6-7-2 6-0-14 Scale = 1:45.6 4x7 101120 3 7 1 ' 4 10 11 9 8 3x4 M1120 11 4x6 M1120= 5x8 M1120= ' 6.4-14 13-0-0 19-7-: 64-14 6-7-2 6-7-2 7 4x6 M1120= LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.10 7-8 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.48 Vert(TL) 0.22 7-8 >999 240 BCLL- 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 7-8 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 1-10 2 X 4 SPF 165OF 1.5E, 1-9 2 X 4 SPF 1650F 1.5E 5-6 2 X 4 SPF 165OF 1.5E, 5-7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 10=1183/0-5-8.6=1183/0-5-8 Max Horz 10=-64(load case 8) Max Uplift10=-369(load case 8), 6=-369(load case 11) Max GraV10=1380(load case 7), 6=1380(load case 6) 0zz 1v 6 3x4 M1120 11 26-0-0 6A-14 PLATES GRIP M1120 197/144 Weight: 103 Ib BRACING TOP CHORD Sheathed or 4-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2609/742, 2-3=-1974/535, 34=-1974/535, 4-5=-2609/741, 1-10=-1298/397, 5-6=-1301/400 BOT CHORD 10-11=-259/1192,9-11=-1002/1347,8-9=-824/2561, 7-8=-694/2405,6-7=-1 12/449 WEBS 2-9=-162/164, 2-8=-646/214, 3-8=-12/583, 4-8=-645/214, 4-7=-165/166, 1-9=-548/1936, 5-7=-587/1974 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 26 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a total drag load of 1000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-0-0 for 333.3 plf. LOAD CASE(S) Standard January 26,2006 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ADI -7473 BEFORE USE. 7777 Greenback Lane ® Desi n valid for use only with MTek connectors. This design is based only u Suite 109 9 Y g y pon parameters shown, and is for on individual building component. Citrus Heights, CA, 95610 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. MiTek Job Truss Truss Type ]CIty Ply' ._.Schleisman Residence __.__L_..__- . 879867117 5110-6Y F4 MONO TRUSS 6 1 Foxworth Galbrailh, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:53 2006 Page 1 3x 3x5 M1120 11 Scale = 1:20.8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.88 Vert(LL) -0.16 3-4 >598 240 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.40 3-4 >236 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.17 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 20 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 2=258/Mechanical, 4=358/0-5-8, 3=100/Mechanical Max Horz4=120(load case 5) Max Uplift2=-108(load case 3), 4=-31 (load case 3) Max Grav2=258(load case 1), 4=358(load case 1), 3=153(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-96/64,1-4=-303/100 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard January 26,2006 © WARMING -Verify design parameters and READ NOTES ON THIS AND INCLUDED JWTBK REFERENCE PAGE MIT -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with Mitek connectors. This design is based only u Suite 109 9 Y g Y pan parameters shown, and is for on individual building component. 95610 OW Applicability of design parand proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, is for lateral support of individualvidual web b members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. M iTek -J66- Truss Truss Type 5110-6Y IFS _JACK FoxwoAh Galbraith, Yuma, Arizona 85365 3: ---roty —rely T - -Schleisman Residence ------------ - ---- •_-. -------- R1986711 2 1 --_____. __JobReference(opgonal)____ I 6.200 s Jul 13 2005 Mi7ek Industries, Inc. Wed Jan 25 18:54:53 2006 Pagel 3x4 M1120 11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 WB 0.00 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 1 CSI DEFL in (loc) I/deft L/d TC 0.50 Vert(LL) -0.05 3-4 >999 360 BC 0.27 Vert(TL) -0.12 3-4 >580 240 WB 0.00 Horz(TL) 0.07 2 n/a n/a (Matrix) Wind(LL) 0.05 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 15 Ib TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=265/0-5-8, 2=192/Mechanical, 3=73/Mechanical Max Horz4=96(load case 5) Max Uplift4=-21(load case 3), 2=-82(load case 3) Max Grav4=265(load case 1), 2=192(load case 1), 3=114(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-223/72,1-2=-71/48 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 R by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:17.6 January 26,2006 0 WARNING • Verjjy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only u Suite 109 i9 y g y pan parameters shown, and is for on individual building component. Citrus Heights, CA, 95610100` Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS13-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. MiTek IJob Tnlss 5110-6Y F5A - -._,._._.. -, Arizo. ---_ Foxwonh Galb2ith, Yuma, Arizona 85365 2: rti'ss Type Qty Ply Schleisman Residence I R19867119 ACK 1 1 -J-----... __ _ __ ___ ______ _ ____ Job Reference.(optonal)_-- _ — -_ 1 v _ 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:54 2006 Page 1 4 3 3x4 M112011 Scale = 1:17.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.03 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.09 3-4 >742 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.06 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 3-4 >999 240 Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=244/Mechanical, 2=178/Mechanical, 3=66/Mechanical Max Horz4=96(load case 5) Max Uplift4=-17(load case 3), 2=-77(load case 3) Max Grav4=244(load case 1), 2=178(load case 1), 3=105(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-204/65,1-2=-65/44 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard © WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 vff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the Sts erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. M iTek Tlru Truis 510-6Y 0. _. -.- ....— — _I F Bss JACK TYPe`^— Foxworth Galbraith, Yuma, Arizona 85365 2) Schleisman Residence ---- ----- R79867120 1 1 Job Reference (optional)_ _ J 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:54 2006 Pagel 3x4 M1120 11 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 ' LUMBER 3-4 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 2 CSI DEFL in (loc) I/dell L/d TC 0.45 Vert(LL) -0.03 3-4 >999 360 BC 0.22 Vert(TL) -0.08 3-4 >778 240 WB 0.00 Horz(TL) 0.06 2 n/a n/a (Matrix) Wind(LL) 0.03 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 14 Ib TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=240/0-3-8,2=175/Mechanical, 3=65/Mechanical Max Horz4=96(load Case 5) Max Uplift4=-16(load case 3), 2=-76(load case 3) Max Grav4=240(load case 1), 2=175(load case 1), 3=103(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-201/64,1-2=-64/43 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:17.6 Jarivary 26,2006 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillity, of the S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding ,abricolion, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. M iTek (Job Thbii Tniss Type` 5110-6Y _ ..— . F6 --.._ ... ... ._ JACK Foxworth Galbraith, Yuma, Arizona 85365 -.----- Q(yPly--_- sch6ismRe ans!jence___., R19867121 ----,---,2----- _IJobReferencia (opb_onal) __`_____ 6.200 s J5-11 3 2005 MiTek Industries, Inc. Wed Jan 25 18:54:54 2006 Page 1 20 MII20 II 3-11-11 3-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deo L/d TCLL 20.0 Plates Increase 1.25 TC 0.25 Vert(LL) -0.01 3-4 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.11 Vert(TL) 0.02 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 3-4 >999 240 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std PLATES GRIP M1120 197/144 Weight: 10 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=173/0-5-8,2=127/Mechanical, 3=47/Mechanical Max Horz4=73(load case 5) ' Max Uplift4=-11(load case 3), 2=-56(load case 3) Max Grav4=173(load case 1), 2=127(load case 1), 3=74(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-145/45,1-2=A6/31 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard Scale = 1:13.4 January 26,2006 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED OHTEK REFERENCE PAGE IUI-7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with Milek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"6 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component III) Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. MiTek Job Truss- Truss Type Ply Schleisman Residence 5110-6Y F6A JACK 1 1 819867122 Job Reference (optional)— _ ^. _ —----'---- --- -- ---- -.. —------- -- —6. '--—'an251 ----9 Foxworth Galbreiln, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTak Industries, Inc. wed Jan 25 18:54:55 2006 Paget 1 LOADING (psf) ' TCLL 20.0 TCDL 16.0 BCLL 0.0 BCDL 10.0 2 4 3 2,4 MII20 11 3-6-3 SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP Plates Increase 1.25 TC 0.23 Vert(LL) -0.01 3-4 >999 360 M1120 197/144 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.01 3-4 >999 240 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 3-4 >999 240 Weight: 9lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=152/Mechanical, 2=112/Mechanical, 3=40/Mechanical Max Horz4=73(load case 5) Max Uplift4=-8(load case 3), 2=-50(load case 3) Max Grav4=152(load case 1), 2=112(load case 1), 3=65(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-126/38,1-2=-40/28 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:13.4 o9?,o ESS/O,v ` S C C0 6433 t* E 07 *, OF January 26,2006 Q WARNING - Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 111II.7473 BEFORE USE. 7777 Greenback Lane ® Design volid for use only with MTek connectors. This design is based only upon parameters shown, and is for an indMduol building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"__W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lobrico tion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and SCSI] Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek - - -- - Job Truss - _--- - - -Truss Type - _ -- _ - - --- - - -iQly- ----1 PIy Schleismen Residence --------- ------R19667123 5110-6Y F6B JACK I1 1 I- - . -._ it —. - _.. - ------ -- st — J Foxworlh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wedd Jan25 18:54:55 2006 Pagel Scale = 1:13.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.23 Vert(LL) -0.00 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.08 Vert(TL) -0.01 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 3-4 >999 240 Weight: 9lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=148/0-3-8, 2=109/Mechanical, 3=39/Mechanical Max Horz4=73(load case 5) Max Uplift4=-7(load case 3), 2=-49(load case 3) Max Grav4=148(load case 1), 2=109(load case 1), 3=64(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-123/37,1-2=-39/27 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard A A WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE 111171-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 100` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek Job -- ------ Truss--------'-- TrussTypeIQtyvPly ----SchleismanResidence-------------------R79867124 5110-6Y F7 JACK 3 1 _—_. _ I Job Reference plional) -- Ga--- --' - --- —. — T-- - - —'- - .. , - -- - L - -- -- -- Foxworth lbraith, Yuma, Arizona- 853 65 - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:55 2006 Page 1 Rx4-MI120 11 1-11-11 Scale = 1:10.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 SC 0.03 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=84/0-5-8, 3=21/Mechanical, 2=62/Mechanical Max Horz4=51(load case 5) Max Uplift4=-3(load case 3), 3=-1 (load case 5), 2=-29(load case 5) Max Grav4=84(load case 1), 3=36(load case 2), 2=62(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-69/20,1-2=-22/16 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard coq?,0 ESS/pNgl C -0 S Of C 046 3 T * EX . 7 P cOF 1F anuary 26,2006 A WARNING - Ver{(y design parameters and READ NOTES ON THIS AND INCLUDED ➢DTEK REFERENCE PAGE M37-7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 N EW is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. MiTek ...._.. ..----- -- --- '– -- --- '-----__-----. .. - YP -- -----..._ ...—' ---- y---... Y -.._... -- ---- ------------- Job TruSS Truss T e I Qty PI _ _ Schleisman Residence t R19867125 5110-6Y F78 JACK 1 1 ob JReference (optional)__ _ Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wad Jan 25 18:54:56 2006 Page 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER 4 TOP CHORD 2 X 4 SPF 165OF 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 2 2x41 71120T 1-5-3 CSI DEFL in (loc) I/deft Ud TC 0.10 Vert(LL) -0.00 4 >999 360 BC 0.03 Vert(TL) -0.00 4 >999 240 WB 0.00 Horz(TL) -0.00 2 n/a n/a (Matrix) Wind(LL) 0.00 4 >999 240 REACTIONS (Ib/size) 4=59/0-3-8, 3=14/Mechanical, 2=44/Mechanical Max Horz 4=51 (load case 5) Max Uplift4=-3(load case 3), 3=-8(load case 5), 2=-27(load case 5) Max Grav4=59(load case 1), 3=25(load case 2), 2=44(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-47/13.1-2=-13/11 BOT CHORD 3-4=0/0 PLATES GRIP M1120 197/144 Weight: 4 Ib BRACING TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:10.3 OQELOFESSIp , ` S CD a m UJI of 06433 rn. 11 P-4-TO'07 jr, January 26,2006 ® WARNING - Ver((g design pammetem and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"--W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobdcolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek Job Truss - Truss Type - 'Qty 'Ply SchleismanResidence - 5110-6Y F-GRDR HIP 1 1 R19867126 Job Reference (optional) Foxworth Galbraith Yuma 38 Arizona 855 — - I 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:56 2006 Page 1 I 3-11-0 I 7-6-8 12-6-8 17.6-8 21-1-8 25-M 3.11-0 3.7.8 5-0-0 5-M 3-7-0 3-10-8 Scale = 1:45.3 lam,, lII - --vl,l -v-J- ,v-G-VI, IV.V-V-Y,V-GrI, 5x8 M1120 = II I.V-J-O,V-J-OI IIY. V -J -O U -Y -VI Max Upliftl=-368(load case 3), 9=-372(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension 2x4 M1120 II 400 M1120— 8-9=-2266/373 LOADING (psf) SPACING 2-0-0 4.00112 I DEFL in (loc) I/deb Ud ( PLATES GRIP TCLL 20.0 Plates Increase 1.25 i TC 0.76 4 5 6 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 3x5 M1120 % 3 I Vert(TL) -0.38 _ I 3x5 M1120-- 7 BCLL 0.0 I Rep Stress Incr NO 2 Horz(TL) 0.08 i l 6x8 M1120zz R 1 Wind(LL) I I Weight: 129 lb 8 CIS rn BRACING 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 691 Ib down and 89 Ib up at 17-6-8, 1 TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except* n TOP CHORD Sheathed or 24-12 oc purlins, except end verticals. 1-4 2 X 6 SPF 1650F 1.5E E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 700 M1120- 15 14 13 12 11 10 9 402 M1120 % 3x6 M1120 11 6x8 M1120- 3x8 M1120- 7x8 M1120- 4x8 M1120- 3x7 M1120 11 8x10 101120'= 8-9 2 X 4 SPF 1650F 1.5E, 8-10 2 X 4 SPF 165OF 1.5E 3-11-0 7-6-8 12-6-8 17-6-8 21-1-8 25-0-0 3-11-0 3-7-8 5.0.0 5-" 3-7-0 3-10-8 lam,, lII - --vl,l -v-J- ,v-G-VI, IV.V-V-Y,V-GrI, IIV.V-J-U,V-G-UI II I.V-J-O,V-J-OI IIY. V -J -O U -Y -VI Max Upliftl=-368(load case 3), 9=-372(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4379/675, 2-3=-4310/684, 3-4=-5090/814, 4-5=-5409/889, 5-6=-5406/890, 6-7=-4879/782, 7-8=-3995/618, 8-9=-2266/373 LOADING (psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deb Ud ( PLATES GRIP TCLL 20.0 Plates Increase 1.25 i TC 0.76 Vert(LL) -0.16 12 >999 360 I M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.57 I Vert(TL) -0.38 12-14 >794 240 porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide drainage to BCLL 0.0 I Rep Stress Incr NO WB 0.65 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.17 12 >999 240 Weight: 129 lb LUMBER rn BRACING 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 691 Ib down and 89 Ib up at 17-6-8, TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except* TOP CHORD Sheathed or 24-12 oc purlins, except end verticals. 1-4 2 X 6 SPF 1650F 1.5E E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 6 SPF 165OF 1.5E 'Except" * LOAD CASE(S) Standard + Continued on page 2 1-13 2 X 8 SPF 195OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 8-9 2 X 4 SPF 1650F 1.5E, 8-10 2 X 4 SPF 165OF 1.5E SLIDER Left 2 X 6 DF No.2 -G 2-0-8 REACTIONS (Ib/size) 1=2408/Mechanical, 9=2429/0-5-8 Max Horz1=45(load case 4) Max Upliftl=-368(load case 3), 9=-372(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4379/675, 2-3=-4310/684, 3-4=-5090/814, 4-5=-5409/889, 5-6=-5406/890, 6-7=-4879/782, 7-8=-3995/618, 8-9=-2266/373 BOT CHORD 1-15=-581/3887, 14-15=-581/3887, 13-14=-710/4861, 12-13=-712/4858, 11-12=-690/4637, 10-11=-574/3732, 9-10=-100/481 WEBS 3-15=-279/78,3-14=-150/1179,4-14=0/589,4-12=-122/753, 5-12=-787/315, 6-12=-167/1016, 6-11=0/517,7-11=-148/1123, 7-10=-951/191, 8-10=-489/3355 NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If OFESS/ porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide drainage to QR /ll adequate prevent water ponding. 4) This truss has been designed for a 10.0 bottom chord live load nonconcurrent live loads. S. psf with any other 5) A plate rating reduction of 20% has been applied for the green lumber members. Q 'IQ) Q 6) Refer to girder(s) for truss to truss connections. fT1 7) Girder carries hip end with 7-5-8 right side setback, 7-6-8 left side setback, and 7-6-8 end setback. WC [i 33 rn 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 691 Ib down and 89 Ib up at 17-6-8, ' and 699 Ib down and 90 Ib up at 7-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. E 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). * LOAD CASE(S) Standard + Continued on page 2 TFC A January 26,2006 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED hUTER REFERENCE PAGE MI -7473 BEFORE USE. 7777 Greenback Lane m Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610_ is for lateral support of indNidual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the S S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control- storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI] Building Component 4 ' Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive. Madison, wl 53719. MOW' Job l'russ Tiuss Type Qly Plji-- Schleisman Residence .L .. __ _ R79867126 5110-6Y F-GRDR MIP 1 1 ' Job Reference (optional)_ -_ Foxworth Galbraith, Yuma, Ar¢ona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:56 2006 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-72, 4-6=-164(F=-92), 6-8=-72, 1-14=-20, 11-14=-45(F=-25), 9-11=-20 Concentrated Loads (lb) Vert: 14=-699(F) 11=-691(F) WARNING • Ver j(y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PACE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"-"--W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additionol permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding lobricolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. WI 53719. MiTek Job- - -- Truss - Truss Type - - - - - - Qty T Ply Schleisman Residence -- - -- -- -- - - -_—R7986712 71 5110-6Y _— - - -_ - -- _ I F -HIP - - -- _ _-' --I MONO TRUSS I 1 ___ ______ ___ __ _ _ __ __ __ ___L_ M_ -Job Reference (optional)--- Foxwodh GalbreiM, Yuma, Arizona 85365 - - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:57 2006 Page 1 1 i 1 SPACING 1 CSI 1 1 3-10-3 7-5-14 11-3-0 3-10-3 3.7-11 3-9-2 2x4 M1120 11 Scale = 1:23.1 5 2x4 M1120 11 3x6 M1120= 3x4 M1120= 3x4 M1120= LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.02 7-8 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.04 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WS 0.45 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 7-8 >999 240 Weight: 47 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 9=463/0-5-8, 6=959/Mechanical Max Horz9=164(load case 5) Max Uplift9=42(load case 3), 6=-215(load case 3) BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-437/46,1-2=-931/83, 2-3=-863/72, 3-4=-76/44, 4-5=-8/0 BOT CHORD 8-9=-144/110,7-8=-222/896,6-7=-178/814 WEBS 1-8=-81/806, 2-8=-139/57, 2-7=-91/49, 3-7=0/357, 3-6=-1005/219,4-6=-295/130 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36Yto-4=-199(F=-63, B=-63), 4=-159(F=-63, 8= -63) -to -5=-162(F=-65, B=-65), 9=0(F=10, B=10) -to -6=-56(F=-18, B=-18) O9?,o ESS/pN S. CO IX C 0"433 T January 26,2006 0 WARNING - Ver(fy design pammetem and BEAD NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only u y g y pan parameters shown, and is for an individual building component. "__W Suite 109 Citrus Citrus Heights, CA, 95610 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing show shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control- storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, wl 53719. MiTek I-- -_ _ - - - ----- -- -- --- --.. - Job Truss Truss Type ' Qly Ply Schteisman Residence 5110 Y G7 COMMON -- --'---------l5 i'-- i I-- - (- -_—.------- R79867128 _,_! -__. _I__ . T6 __—_—__`. I___ 00 s Jul 3 2005ence optional) Foxwonh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek IndusVies, Inc. Wed Jan 2518:54:57 2006 Page 1 4-10.4 { 8-8-0 I 12-1-13 17.0-0 4-10-4 3-7-13 3.7-13 4.10.4 ' Scale = 1:29.7 4x4 MII20= 3 0-- ' 3x4 M1120 11 3x7 M1120= 5x8 M1120= 3x7 M1120= 3x4 M1120 II 4-10.4 8-6.0 12.1-13 17-0.0 4-10.4 3-7-13 F - 3-7-13 4-10.4 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 10=769/0-5-8, 6=769/0-5-8 CSI DEFL in (loc) I/deFl Ud TC 0.77 Vert(LL) -0.03 8 >999 360 BC 0.21 Vert(TL) -0.06 8-9 >999 240 WB 0.48 Horz(TL) 0.02 6 n/a n/a (Matrix) Wind(LL) 0.03 8 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 69 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Harz 10=31(load case 4) Max Uplift10=-114(load case 3), 6=-114(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1227/189, 2-3=-1003/186, 3-4=-1003/186, 4-5=-1227/189, 1-10=-705/139, 5-6=-705/139 BOT CHORD 9-10=-57/265,8-9=-143/1109,7-8=-160/1109,6-7=-58/265 WEBS 2-9=-93/76, 2-8=-287/70, 3-8=-32/352, 4-8=-287/70, 4-7=-93/77, 1-9=-102/858, 5-7=-104/858 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard OQ OFESS/p , S T Nc Fti IX C Q-06433 I © 1 M, W© January 26,2006 ® WARNING - Ver(%y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MH•7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 100` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/111`11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onorrio Drive, Madison. WI 53719. MiTek Job Truss -- - - - — Truss -Type - - 'jOly j Ph—'-- Schleisman Residence R19867129 5110-6Y G2 JACK 3 1 --d ----um um_ _... - -- — - - -- --- - — -- Job Reference (optional) Foxwonh Galbraith, Yuma, Arizona 85365 6.200 5 Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:57 2006 Page 1 7-0-0 �^ -V 3x4 M1120= 0-94 7-0-0 i 0-9-4 6-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.05 4-5 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.27 Vert(TL) 0.13 4-5 >561 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.09 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 4-5 >999 240 Weight: 19 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=194/Mechanical, 4=74/Mechanical, 5=357/0-5-8 Max Horz5=108(load case 5) ' Max U plift3=-84 (load case 3), 5=-58(load case 3) Max Grav3=194(load case 1), 4=114(load case 2), 5=357(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-149/110,1-2=-106/54. 2-3=-74/48 BOT CHORD 5-6=-10/15,4-5=010 WEBS 2-5=-4051169.1-5=0/132 BRACING TOP CHORD Sheathed or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 k by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:20.0 oQ?,OFESS/ONS S. TjNc�F2c C 046,03 T OF nuary 26,2006 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED EHTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design based only u Suite 109 g y g y pon parameters shown, and is for individual building component. Citrus Heights, CA, 95610�ow Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for Ioleral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. MiTek 0 Type 0-6Y - IG3 ss .—"-'—IJ CK 51 -- --- Fox rih Galbraith, Yuma, Arizona 85365 31 .. ____. .__ _._... Qty Ply Schleisman Residence R 19867130 Job Reference (optional) _ 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:58 2006 Page 1 3x4 M1120 11 Scale = 1:17.6 REACTIONS (Ib/size) 4=265/0-5-8, 2=192/Mechanical, 3=73/Mechanical Max Horz4=96(load case 5) ' Max Uplift4=-21(load case 3), 2=-82(load case 3) Max Grav4=265(load case 1), 2=192(load case 1), 3=114(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-223/72.1-2=-71/48 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ' dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard OQ?,OFESS/0N ` S. J'jNC Fac c Qct- - m CC C 04603 m. , *\ EXJP*447'07 /* , January 26,2006 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabilil of desi n oramenters and ro er incor oration of cam anent is res onsibilit of buildin deli ner - not truss designer. Bracing shown Citrus Heights, CA, 95610 Y 9 P P A P A P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component d) Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719. M ITek ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.05 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 3-4 >580 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 3-4 >999 240 Weight: 15 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=265/0-5-8, 2=192/Mechanical, 3=73/Mechanical Max Horz4=96(load case 5) ' Max Uplift4=-21(load case 3), 2=-82(load case 3) Max Grav4=265(load case 1), 2=192(load case 1), 3=114(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-223/72.1-2=-71/48 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ' dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard OQ?,OFESS/0N ` S. J'jNC Fac c Qct- - m CC C 04603 m. , *\ EXJP*447'07 /* , January 26,2006 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabilil of desi n oramenters and ro er incor oration of cam anent is res onsibilit of buildin deli ner - not truss designer. Bracing shown Citrus Heights, CA, 95610 Y 9 P P A P A P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component d) Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison, WI 53719. M ITek Job Truss - - Truss Type- -- - -- 5110-6Y G3A JACK Foxworth Galbraith, Yuma, Arizona 85365 ­ y--'.rPly. 8GileismanResidence R19867131 __i Job Reference (optional) J z 1 _ 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:58 2066 Page 1 3x4 M1120= i 0-94 5-11.11 Scale = 1:18.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.30 Vert(LL) -0.03 4-5 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.06 4-5 >949 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.05 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 4-5 >999 240 Weight: 17 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=163/Mechanical, 4=62/Mechanical, 5=306/0-5-8 Max Horz5=96(load case 5) ' Max Uplift3=-72(load case 3), 5=-49(load case 3) Max Grav3=163(load case 1), 4=96(load case 2), 5=306(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-123/83.1-2=-86/44. 2-3=-62/40 ' BOT CHORD 5-6=-10/15,4-5=0/0 WEBS 2-5=-336/133, 1-5=0/121 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load ' and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1:33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. I LOAD CASE(S) Standard OQ?,OFESS/pN9l S. TjNC FZ CO m w C 0464331 T OF January 26,2006 © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 10 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overoll structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek __ ._ ...... .._. ._..- ..r. t — .— I51o10-sv -- ---------- G4 Ss- - ------ _IJACK Type'- _---- --- -- -----IQty- —I_PIY _ _7_IJoblReferencetloptional LL R198671321 Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:58 2006 Page 1 F 20 MII20 II 3.11-11 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std CSI DEFL in (loc) Well L/d TC 0.25 Vert(LL) -0.01 3-4 >999 360 BC 0.11 Vert(TL) -0.02 3-4 >999 240 WB 0.00 Horz(TL) 0.02 2 n/a n/a (Matrix) Wind(LL) 0.01 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 10 Ib TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=173/0-5-8, 2=127/Mechanical, 3=47/Mechanical Max Horz4=73(load case 5) Max Uplift4=-11(load case 3), 2=-56(load case 3) Max Grav4=173(load case 1), 2=127(load case 1), 3=74(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-145/45,1-2=-46/31 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:13.4 oq?,0 ESS/pN COQS r Nc F2 CD Q ' m LIJ C 0462433 I January 26,2006 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Citrus Heights, CA, 95610_ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication- quality control, storage, delivery, erection and bracing, consult ANSI/TPIII Quality Criteria, DSS -89 and BCSI7 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, wl 53719. ' Tek job- Truss...- — - -- Truss Type,.._ 15110-6V__ _Ga.4A ----- —JACK— -- Foxworth lbraith, Yuma, Arizona 85365 Qly I Ply — Schleismen Resitlence - _ -819867133 2 1 Job Reference (optional)__-_ __ 6.200 s Jul 13 2005 MiTek Industries, Inc. - Wed Jan2518:54:59 2006 Page 1 i 0-9-4 3x4 M1120= 3-11-11 0-9-4 3-2-7 Scale = 1:13.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4-5 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.07 Vert(TL) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.05 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4-5 >999 240 Weight: 12 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=96/Mechanical, 4=33/Mechanical, 5=218/0-5-8 Max Horz5=73(load case 5) Max Uplift3=45(load case 3), 5=41 (load case 3) Max Grav3=96(load case 1), 4=55(load case 2), 5=218(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-61/20, 1-2=-49/24, 2-3=-38/23 BOT CHORD 5-6=-10/15,4-5=0/0 WEBS 2-5=-195/65,1-5=-0/87 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard O9?po ESS/ON I R S. w C 0464331 T ©lwfWA OF January 26,2006 © WARNING - Verify design paameters and READ NOTES ON TIDS AND INCLUDED MTTEK REFERENCE PAGE MU 7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MTek connectors. This design is based only u Suite 109 g y g y pan parameters shown, and is for an individual building component. Citrus Heights, CA, 95610""W Applicability of design poromenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wl 53719. MiTek Job Truss Truss Type Sty PlyR198671345110.6Y G5 JACK 1 _, . _ _ _—_ Job Reference (optional)-- --- -- Foxvmrth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:59 2006 Page 1 lissal Scale = 1:10.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.03 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 5lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=84/0-5-8, 3=21/Mechanical, 2=62/Mechanical Max Horz4=51(load case 5) Max Uplift4=-3(load case 3), 3=-1 (load case 5), 2=-29(load case 5) Max Grav4=84(load case 1), 3=36(load case 2), 2=62(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-69/20.1-2=-22/16 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard 16 Q WARNING - Verify design pamnreters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MIZ-7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown Citrus Heights, CA, 95610§W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek.- -._... - JT ----so S osv –Gss' JACKTypeFox OrthGalbraith, Yuma,—Aizona 85365 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std Qty PI Scnleisman Residence R19867135 2 1 JobReference (opbonat) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:54:59 2006 Pagel 1-2-1jx4M1120— 1-11-11 i 1.2-12 0-8-15 CSI DEFL in (loc) I/dell Ud TC 0.05 Vert(LL) 0.00 4 >999 360 BC 0.10 Vert(TL) 0.00 4 >999 240 WB 0.03 Horz(TL) -0.01 2 n/a n/a (Matrix) Wind(LL) -0.00 4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 6 Ib TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=-56/Mechanical, 4=158/0-5-8, 2=65/Mechanical Max Horz4=51(load case 5) Max Uplift3=-56(load case 1), 4=44(load case 3), 2=-28(load case 3) Max Grav3=19(load case 3), 4=158(load case 1), 2=65(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-6517,1-2=-17/17 BOT CHORD 4-5=-10/15,3-4=0/0 WEBS 1-4=-0/51 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:10.3 O9?,o ESS/S. CO pyq! C 04f&433 ST t *\ EX1341-07. /* , January 26,2006 ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED AHTEK REFERENCE PAGE ASH -7473 BEFORE USE. 7777 Greenback Lane --® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction 6 the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erectionand bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component /® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, wl 53719. M ITek TNS§ Truss Type - ------ Qly _ fPly Schlelsman Residence 819867136 5110-6t* G-GRDR HIP ,1 I 1 _ .. — — -- ---I-- 14qb Reference (Optional) Tekdu _ - - — --- — -- Foxworlh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:5500 2006 Page 1 3-7-12 I 7-0-0 10-0-0 134-4 17-M 3-7-12 3-4-4 3-0-0 3-0-0 3.7-12 4x8 M1120= 4x5 M1120= 4.00 [12 3 4 Scale = 1:30.2 0 z 3x4 M1120 II 3x8 M1120= 3x4 M1120= 3x4 M1120= 3x8 M1120= 3x8 M1120= 3x4 M1120 II 3-7-12 7-0-0 10-0-0 13-0-4 17-0-0 3-7-12 3-4-4 3-0-0 3-44 3-7-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.06 10 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.44 Vert(TL) -0.14 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 10 >999 240 Weight: 72 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ' BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std "Except* 1-12 2 X 4 SPF 1650F 1.5E, 6-8 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 13=1512/0-5-8,7=1512/0-5-8 Max Horz 13=34(load case 4) Max Uplikl3=-221(load case 3), 7=-221 (load case 4) BRACING TOP CHORD Sheathed or 4-2-2 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2510/372, 2-3=-2826/441, 3-4=-2678/435, 4-5=-2829/441, 5-6=-2509/372, 1-13=-1443/235, 6-7=-1442/236 BOT CHORD 12-13=-58/252, 11-12=-326/2334, 10-11=-326/2334, 9-10=-360/2674, 8-9=-343/2333, 7-8=-52/253 WEBS 2-12=-484/121, 2-10=-40/470, 3-10=-8/526, 3-9=-81/93, 4-9=-8/520, 5-9=-39/477, 5-8=-487/121, 1-12=-297/2144, 6-8=-299/2141 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 7-0-0 end setback. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 590 Ib down and 76 Ib up at 10-0-0, and 590 Ib down and 76 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-72, 3-4=-154(F=-82), 4-6=-72, 10-13=-20, 9-10=-43(F=-23), 7-9=-20 Concentrated Loads (lb) Vert: 10=-590(F) 9=-590(F) January 26,2006 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IWTER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid [or use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 9561015 PP Y 9 P P A P p P N 9 9 9 9 is for lateral support of individual web member only. Additional temporary bracing to insure stability during construction is there regarding of the F1M-a erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I.bricolion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component a Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job Truss - Truss Type' —1 -city— Qty Ply Schlei roan Residence R19867137 5110.6Y G -HIP MONO TRUSS 2 i ._--___ ' Foxworth Galbraith; Yuma, Arizona_ _ 853_-65 ^-' c – - 6..200 s Jul 13 2005 MiTek Industries, Inc. wed Jan 25 18:55:00 2006 Pagel 5.9.15 4-0.1 3x4 M1120 11 Scale = 1:21.3 4 5 2x4 M1120 11 3x4 M1120= 3x5 MII20= 3x5 M1120= LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 LUMBER 6-7 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std *Except* 6 4-6 2 X 4 SPF 1650F 1.5E n/a REACTIONS (Ib/size) 6=681 /Mechanical, 8=403/0-9-4 CSI DEFL in (loc) I/deFl Ud TC 0.23 Vert(LL) -0.01 6-7 >999 360 BC 0.19 Vert(TL) -0.02 6-7 >999 240 WB 0.28 Horz(TL) 0.00 6 n/a n/a (Matrix) Wind(LL) 0.01 7 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 41 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Max Horz8=195(load case 4) Max Uplift6=-149(load case 4), 8=-89(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-44/0, 1-2=-75/1, 2-3=-608/75, 3-4=-118/35, 4-5=-6/0, 4-6=-294/123 BOT CHORD 8-9=-23/15,7-8=-167/87,6-7=-157/571 WEBS 2-7=-65/499, 3-7=-20/143, 3-6=-590/129, 2-8=-406/94, 1-8=-2/135 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36) -to -4=-173(F=-51, B=-51), 4=-133(F=-51, B= -51) -to -5=-137(F=-53, B=-53), 9=0(F=10, B=10) -to -6=-49(F=-15, B=-15) O9?,o ESS/pN l S C 4@433 I January 26,2006 A WARNING - Ver(%y design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown Citrus Heights, CA, 95610 100` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, wl 53719. MiTek Job Truss Truss -Type- - ' _Qty Ply Schleisman Residence . L_-.—. _I _..._ ence o tional 8798671381 5110-6Y H1A COMMON 6 1 —J Job Refer (p ) _ Foxvronh Galbraith, Yuma, Arizona 85365 6.200 5 Ju113 2005 MiTek Industries, Inc. Wed Jan 25 18:55.002 06 Page i- 1 9-5-8 14-10-14 19-5-8 4.0-3 5-5-5 5-5-6 4-6-10 4x5 M1120= Scale = 1:36.8 . ,... r—. 3 REACTIONS (Ib/size) 10=882/0-3-8, 6=882/0-5-8 Max Horz 1 0=-91 (load case 3) Max Uplift10=-134(load case 3), 6=-134(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-951/155, 2-3=-976/192, 3-4=-977/189, 4-5=-1048/163, 1-10=-839/149, 5-6=-832/153 BOT CHORD 9-10=-58/58,8-9=-143/866,7-8=-164/950,6-7=-36/74 WEBS 2-9=-347/129, 2-8=-91/100, 3-8=0/267, 4-8=-175/51, 4-7=-282/120, 1-9=-140/925, 5-7=-140/950 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard January 26,2006 ©WARNING - Verf fy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is bored only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610100` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the OUR erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. MiTek I 3x5 M1120 3x6 MII20 J 1 5 1 N L a N EE ^i •'I 10 9 2x4 M1120 II 3x4 M1120= 8 5x8 M1120= I 7 6 3x4 M1120= 2x4 M1120 11 I 4-0-3 9-5-8 14-10-14 + 19-5-8 4-0-3 5.5-5 5-5-6 4-6-10 Plate Offsets (X,Y): (8:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.47 Vert(LL) -0.02 7-8 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.26 Vert(TL) -0.06 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 7-8 >999 240 Weight: 85 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std s REACTIONS (Ib/size) 10=882/0-3-8, 6=882/0-5-8 Max Horz 1 0=-91 (load case 3) Max Uplift10=-134(load case 3), 6=-134(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-951/155, 2-3=-976/192, 3-4=-977/189, 4-5=-1048/163, 1-10=-839/149, 5-6=-832/153 BOT CHORD 9-10=-58/58,8-9=-143/866,7-8=-164/950,6-7=-36/74 WEBS 2-9=-347/129, 2-8=-91/100, 3-8=0/267, 4-8=-175/51, 4-7=-282/120, 1-9=-140/925, 5-7=-140/950 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard January 26,2006 ©WARNING - Verf fy design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is bored only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610100` is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the OUR erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. MiTek ' Job Truss A-_ -- -- Truss Type --_ — --- — -- _- - Qt'y -f Ply Schleisman Residence'-- - - _ --_-- 51 10-6Y H2 COMMON 3 819867139 1 1)obftetekrenct (optional)_ .J Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:012006 Page 1 46 10 0-0.0 Y 2x4 1 1 15.56 20-0-0 4-6-10 556 55-6 4-6-10 4x5 M1120= Scale = 1:39.6 nn r_- 4 20 2x4 M1120 II 3x4 M1120= 5xB M1120= 30 M1120= 2x4 M1120 11 2x4 M1120 11 9-6-8 4-6-10 10-0-0 155-6 20-0-0 0-6-8 4-0-2 556 55-6 4.6.10 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std CSI DEFL in (loc) Well Ud TC 0.47 Vert(LL) -0.02 8-9 >999 360 BC 0.26 Vert(TL) -0.06 8-9 >999 240 WB 0.53 Horz(TL) 0.02 7 n/a n/a (Matrix) Wind(LL) 0.02 8-9 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 89 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=881/0-5-8, 11=932/0-5-8 Max Horz 11=80(load case 4) Max UplifI34(load case 4), 11=-158(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-38/34, 2-3=-947/154, 3-4=-975/191, 4-5=-975/190, 5-6=-1047/164, 1-12=-38/1, 6-7=-831/153 BOT CHORD 11-12=-28/34, 10-11=-56/52, 9-10=-142/864, 8-9=-164/949, 7-8=-36/74 WEBS 3-10=-351/124, 3-9=-89/100, 4-9=0/267, 5-9=-176/51, 5-8=-281/120, 6-8=-139/949, 2-11=-864/198, 2-10=-137/938 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live Iliad nonconcurrent with any other live loads. LOAD CASE(S) Standard O9?,0 ESS/p, , S. CD m LU C 046433 % * EXXX9OM7 /*i, January 26,2006 0 WARNING • Ver fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only u Suite 109 9 Y g y pan parameters shown, and is for an individual building component. 95610 vff CA. Applicability of design poramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricotion, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. MiTek Job ---- - - - Truss -- -- Truss Type Q y-----1.Pty.... _— ScAleisman Residence --- - - - - --- - -- --'-- •'- 5110-6Y H3 MONO TRUSS 13 819867140 I 1 —__--..__ _ —L,___,__ Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:012006 Page 1 3x 3x6 M1120 II Scale = 1:25.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.78 Vert(LL) 0.19 3-4 >487 240 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.49 Vert(TL) -0.40 3-4 >235 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.37 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 2=261/Mechanical, 4=358/0-5-8, 3=98/Mechanical Max Horz4=154(load case 5) Max Uplift2=-115(load case 3), 4=-22(load case 3) Max Grav2=261(load case 1), 4=358(load case 1), 3=154(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-95/65,1-4=-300/94 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard January 26,2006 /l Q WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE IM -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicabilityof design oramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 0` 9 A P P P A P ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliry, of the t s erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-B9 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. MiTek Job- . - . -- -- - - - Tluss 5110-6Y - I H4 Foxworlh Galbraith, Yuma, Arizona 85365 Truss Type - 1 OtyPly 1 Schlefsman Residence _ '- 1 JACK _ R79867141 r3 _._ _. Job Reference (optional) - — -- - - - --- ! 6.200 s Ju113 2005 MiTek Industries, Inc. Wed Jan 25 18:55:012006 Page 1 2x 3x5 M1120 11 i6 Scale = 1:22.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.71 Vert(LL) -0.05 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 3-4 >576 240 M iTek BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.15 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.07 3-4 >999 240 Weight: 16 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=265/0-5-8, 2=195/Mechanical, 3=70/Mechanical Max Horz4=131(load case 5) Max Uplift4=-13(load case 3), 2=-88(load case 3) Max Grav4=265(load case 1), 2=195(load case 1), 3=114(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-220/66,1-2=-70/49 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,pFESS/pNgl S T /vG, F2 W C 046403 X *\ EXPP/',J,ai /* January 26,2006 ® WARNING - Verj(y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only u 9 Y g y pan parameters shown, and is for an individual building component. Suite 109 Applicabilily of design poromenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the S S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. M iTek r' ____ job'-'- Truss TrtiSS Type Iply Ply' Schleisman Residence - ' R19867142I 5110-6Y 1-14A JACK I1 1 Jqq.Reference a at)___ 5-6-3 Foxworth Galb2ith, Yuma, Adzona 85365 6.200 5 Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:02 2006 Pagel i 2x - 4 3 3x4 M1120 II r 5-6-3 r 1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.69 Vert(LL) -0.04 3-4 >999 360 TCDL 16.0 Lumber Increase I. BC 0.23 Vert(TL) 0.09 3-4 >737 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.15 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.06 3-4 >999 240 . LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=244/Mechanical, 2=180/Mechanical, 3=64/Mechanical Max Horz 4=1 31 (load case 5) ' Max Uplift4=-11(load case 3), 2=-83(load case 3) Max Grav4=244(load case 1), 2=180(load case 1), 3=105(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-202/59,1-2=-64145 BOT CHORD 3.4=0/0 PLATES GRIP M1120 197/144 Weight: 15 Ib BRACING TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:22.4 O9?,o ESS/pN9` S. T Nc Fy C 0464331 * \ EW -09 /* OF January 26,2006 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane __® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is res Citrus Heights, CA, 95610 . W Pp ty 9 P P p P p responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component M iTekdD Drive, Safety Information available from Truss Plate Institute. 583 D'Onofrio De, Madison. WI 53719. - _..._'--I- - -- ---- -- _ 7. - Job -Truss - Truss Type -- - Qty- Ply Schteisman Residence - - - - I R79867143 5110-6Y H5 JACK 4 1 _ - Job Reference (optional) -___ --- -' -- ----- ---- -- ------ ----- ._-. _.._..- Foxvrorth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 1-8:55:'0-22006 Pagel 2) LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std gum M1120 11 CSI DEFL in (loc) I/dell L/d TC 0.45 Vert(LL) -0.01 3-4 >999 360 BC 0.15 Vert(TL) -0.02 3-4 >999 240 WB 0.00 Horz(TL) -0.06 2 n/a n/a (Matrix) Wind(LL) 0.02 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 11 Ib TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=173/0-5-8, 2=129/Mechanical, 3=44/Mechanical Max Horz4=108(load case 5) Max Uplift4=-6(load case 3), 2=-62(load case 5), 3=-2(load case 5) Max Grav4=173(load case 1), 2=129(load case 1), 3=75(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-142140,1-2=-45/32 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:17.9 OQ?,pFESS/S. pNgl CO C 04+433 S *\ EXNI3 1-07. /* January 26,2006 WARNING - Ve design ammeters and READ NOTES ON THIS AND INCLUDED ANTER REFERENCE PAGE ATH• 7777 Greenback Lane rtJ1J 9 P 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown- and is for an individual building component. Suite 109 Applicabilityof design aromenters and proper incorporation of component is res Citrus Heights, CA, 95610"NE g p p p p p responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTek -job--' -- - Truss Truss Type - -- - - j Qi7-- Ply Schleisman Reside ce -'- - - - ' ' --- — _.__.-1 5110-6Y H6 JACK 4 I 1 8198671441 Job Reference o _._ I_. _ _ _- -- Jul .. 0 --( p6onaQ_— Inc.Foxwonh Galbraith, Yuma, Arizona 85365 - 6.200 s Jul 13 2005 MiTek Industries, nc. Wed Jan 25 18:55:02 2006 Page 1 2x4 M1120 II 1-11-11 i Scale = 1:14.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.28 Vert(LL) -0.00 4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.09 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.02 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 3-4 >999 240 Weight: 7lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=84/0-5-8, 3=20/Mechanical, 2=63/Mechanical Max Horz4=85(load case 5) Max Uplift4=-8(load case 3), 3=-22(load case 5), 2=46(load case 5) Max Grav4=84(load case 1), 3=36(load case 2), 2=63(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-67/19,1-2=-21/16 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard oQ1,OFESS/p , ` S T Nc Fti af C 04eA33 S". TF January 26,2006 Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"Eff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrico lion. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. MiTek IJob - - Truss 5110-6Y I -H-GRDR t Foxworth Galbraith, Yuma, Arizona 85365 I I 41 I I 3.10.8 Truss Type .-Qty - :Ply - Schteisman Residence ! R19867145, HIP 11 1 1 Job Reference (optional) 1 6.200 a Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:03 2006 Page 1 3-7-0 4x8 M1120=- 4-0-0 4x7 M]120=- 4.00 1120=4.00 F12 3 4 3-10-4 4-1-12 ?0-- IN 13 12 11 10 9 8 7 1 3x4 MI120'i 4x6 M1120— 6x6 M1120= 7x8 M1120= 3x8 M1120= 3x4 M1120 II 3x8 M1120= Scale = 1:36.7 Iq . I 3-10-8 7-5-8 11-5-8 15-3-12 1 19-5-8 3-10-8 3-7-0 4-0-0 3-10-0 4.1-12 Plate Offsets (X,Y): [3:0-5-4,0-2-41,[8:0-3-8,0-1-81 fl2:0-3-8,0-1-81 LOADING(psf) SPACING 2-0-0 I CSI DEFL in (loc) Well Ud 1 PLATES GRIP TCLL 20.0 I Plates Increase 1.25 I TC 0.82 Vert(LL) -0.05 9-10 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.33 I Vert(TL) -0.13 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO ( WB 0.51 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.06 9-10 >999 240 I Weight: 103 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-11-1 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* 1-12 2 X 4 SPF 165OF 1.5E, 6-8 2 X 4 SPF 1650F 1.5E ' REACTIONS (Ib/size) 13=1927/Mechanical, 7=1879/0-5-8 Max Horz 13=-89(load case 3) Max Upliftl3=-288(load case 3), 7=-280(load case 4) ' FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2206/338, 2-3=-2877/465, 3-4=-2780/469, 4-5=-2950/474, 5-6=-2353/355, 1-13=-1853/297, 6-7=-1800/291 BOT CHORD 12-13=-68/100, 11-12=-316/2047, 10-11=-316/2047, 9-10=-397/2712, 8-9=-342/2184, 7-8=-51/126 WEBS 2-12=-990/202, 2-10=-111/925,3-10=0/412, 3-9=-18/184,4-9=0/488, 5-9=-86/818, 5-8=-882/188,1-12=-313/2196, 6-8=-318/2250 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane Gceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Girder carries hip end with 8-0-0 right side setback, 7-5-8 left side setback, and 8-0-0 end setback. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 797 Ib down and 103 Ib up at 11-5-8, and 743 Ib down and 96 Ib up at 7-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-72, 3-4=-172(F=-100), 4-6=-72, 10-13=-20, 9-10=-48(F=-28), 7-9=-20 I Continued on page 2 R ' © WARNING - Ver(fg design pammeters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individuol building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights. CA. 95610"NE is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. Om Job Truss Truss Type ly I Ply Schleisman Residence ------_-- R19867 45 5110-6Y H-GRDR HIP 1 1 ---- ---------- ---- — ----- ----- —I---- -- Job Reference iTeknal)--- -------Paget .1 ' Foxworth Galbraith, Yuma, Arizona 85365 6.200 s jut 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:03 2006 Page 2 LOAD CASE(S) Standard Concentrated Loads (Ib) ' Vert: 10=-743(F) 9=-797(F) ® WARNING - Verf/y design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design aramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights. CA, 95610 vff PP Y 9 P P P rpo P P ty 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component db Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison. WI 53719. MiTek J66— TniSs - '— -- Tr6ss7ype- -- ' _ — ----' RFy--] — — -- —' Qty SchleismResidence R79867146 _-1 15110-6Y - H -HIP-- - -- -- -MONO TRUSS an - ) I Job Reference o ttonal __ FoxwoM Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:03 2006 Page 1 3-10-3 3-7-11 3-9-2 2x4 M1120 It 4 5 2.83 12 _ 3x4 M1120 - 3 3x4 M1120 3x4 M1120= _ -'` V-. \ \ Y \ \ N \\ \ 9--- j 8 7 6 2x4 M1120 II 3x4 M1120= 30 M1120= 3x4 M1120= 3-10-3 7-5-14 11-3-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.01 6-7 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.03 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.01 7-8 >999 240 Weight: 54 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 9=463/0-5-8, 6=960/Mechanical Max Horz9=199(load case 5) Max Uplift9=-31(load case 3), 6=-226(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-447/34, 1-2=-602/31, 2-3=-630/32, 3-4=-76/44, 4-5=-8/0 BOT CHORD 8-9=-164/27,7-8=-170/577.6-7=-139/586 WEBS 1-8=-47/615, 2-8=-220/60, 2-7=0/45, 3-7=0/318, 3-6=-831/197, 4-6=-294/130 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Scale = 1:28.4 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36) -to -4=-199(F=-63, B=-63), 4=-159(F=-63, B= -63) -to -5=-162(F=-65, B=-65), 9=0(F=10, OQ OFESS/p , ` 8=10) -to -6=-56(F=-18, B=-18) S riN F2 C Q LU C 046 h33 X OF anuary 26,2006 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane 40 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite 109 go Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication- quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. MiTek Job Truss Truss -Type -- -- 1Qty 1Ply maResce Schleisniden- 4 l 5110-0Y 11 COMMON 4 I 1 87986711 47 Ii ---- - - — - - . . . _—J foxworth Galbrauh, Yuma, Anzona 85365 '- - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:03 2006_ Page_ 1 3-10-12 7-6-0 11-1-4 15-0-0 3-10-12 3-7-0 3-74 3-10-12 4x4 M1120= 4 Scale = 1:28.1 12011 2x4 M1120 11 3x4 M1120= 3x8 M1120= 3x4 M1120= 2x4 M1120 11 ' 2x4 M1120 11 2x4 M1120 11 0-9-4 3-10-12 l 7-6.0 11-1-0 14-2-12 15-" 0-94 3-1-8 3-7-4 1 3.7-0 3-1-8 0-9-4 ' LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) -0.01 11 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.03 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.01 9 n/a n/a SCOL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 11 >999 240 Weight: 61 lb ' LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std `Except` ' 1-14 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 13=677/0-5-8, 9=677/0-5-8 Max Horz 1 3=33(load case 4) Max Upliftl3=-125(load case 3), 9=-125(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-41/12,2-3=-747/118,3-4=-702/134.4-5=-702/134, 5-6=-747/118, 6-7=-40/12,1-14=-17/0,7-8=-16/0 BOT CHORD 13-14=-13/41, 12-13=-19/41, 11-12=-86/677, 10-11=-98/677, 9-10=-13/41, 8-9=-13/41 ' WEBS 3-12=-187/76, 3-11=-112/36,4-11=0/200, 5-11=-112/36, 5-10=-187/76, 2-13=-611/138,2-12=-91/678, 6-9=-612/138, 6-10=-91 /679 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED 11DTEK REFERENCE PAGE M7-7473 BEFORE USE. Design valid for use only with Mi connectors. This design 4 based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive. Madison, WI 53719. ry 26,2006 1771 Greenback Lane Suite 109 Citrus Heights, CA, 95610 vw rias MiTek® Job Truss Truss T e — ` -- yp Qty Ply ScmeismanResidence ' 5110-6Y 12 MONO TRUSS I 1 1 — R79867148 ' __ ___ --- _ ___ __ _ ___ __ _ _ ,_ ___ Job Reference (optional) __-- — __ Foxworth Galbraith, Yuma, Arizona 85365 __-_ - n 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:04 2006 Page 1 2x4 M1120 11 3x4 M1120= Scale = 1:20.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.48 Vert(LL) -0.06 4-5 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.16 4-5 >470 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.11 3 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.07 4-5 >999 240 Weight: 20 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* 1-6 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 3=205/Mechanical, 4=79/Mechanical, 5=373/0-5-8 ' Max Horz 5=1 12(load case 5) Max Uplift3=-89(load case 3), 5=-59(load case 3) Max Grav3=205(load case 1), 4=121(load case 2), 5=373(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-113/59, 2-3=-78/51, 1-6=-165/126 BOT CHORD 5-6=-10/15,4-5=0/0 WEBS 1-5=-0/137, 2-5=-435/185 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES ' 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,pFESS/pN S.UU TjNc F C 0 6433 ' * E -07 *j Fl/ FQFC January 26,2006 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MH 7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown Citrus Heights, CA, 95610 PP l 9 P P P P P P Y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component ®f Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. MiTek Job+' Truss Truss Type 51 10-6Y 13 ---- JACK Foxworlh- Galbraith, Yuma, Arizona 85365 j Qty i Ply • -Scmei§man Residence7 i4 - R19867149 1 Job Reference (optional) _ _! 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:04 2006 Page 1 "•"' V „ 3x4 M1120= Scale = 1:18.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/def] Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) -0.02 4-5 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.06 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.05 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 4-5 >999 240 Weight: 17 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=159/Mechanical, 4=60/Mechanical, 5=311/0-5-8 Max Horz5=96(load case 5) Max Uplift3=-71(load case 3), 5=-53(load case 3) Max Grav3=159(load case 1), 4=94(load case 2), 5=311 (load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-109/69,1-2=-84/41,2-3=-61/39 BOT CHORD 5-6=-10/15.4-5=0/0 WEBS 2-5=-325/127, 1-5=-0/115 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard O??,o ESS/pN l S 0: C 446433 S *\ ePka9'07 /*r, January 26,2006 WARNING - Ve design ammeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlt• 7777 Greenback Lane rt(y 9 P 7473 BEFORE USE. -® Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 0--W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dO Safety Information available from Truss Plate Institute, 583 D'Cnofrio Drive. Madison, wl 53719. ITek Jo- Truss-_._-..._--ype--- -- ---- .._..- b - Truss Qty Ply Schleisman Residence 5110-6Y 14 JACK 4 1 819867150 re n Foxworth Galbreitft, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:04 2006 Page 1 3-tt-tt 0-94 Ixf M1120= 3-11-11 l LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4-5 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.06 Vert(TL) 0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4-5 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 3=92/Mechanical, 4=31 /Mechanical, 5=224/0-5-8 Max Horz5=73(load case 5) Max Uplift3=44(load case 3), 5=44(load case 3) Max Grav3=92(load case 1), 4=53(load case 2), 5=224(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-54/14.1-2=-48/24, 2-3=-37/22 BOT CHORD 5-6=-10/15.4-5=0/0 WEBS 2-5=-193/64,1-5=0/82 PLATES GRIP M1120 197/144 Weight: 12 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:13.4 oQ tOFESSIS. CO pN I C 04 3 T * EX . 7 TFOF 1F anuary 26,2006 © WARNING - Ver(ry design parameters and READ NOTES ON THIS AND INCLUDED NUTER REFERENCE PAGE fM.7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicabilityof design aramenters and proper incorporation of component is res Citrus Heights, CA, 95610 g p p p po p responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibilily of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and tracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. MiTek '------' - - - - ]Trus67Typ y yRt 7t 1Job - Truss Qt PI Schleisman Residence 5110.6Y 15 JACK I4986 5 -----—'..- - (optional)... _ j Foxvronh Galbraith, Yuma, Arizona 85365 n 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 2518:55:05 2006 Page 1 1 -2-12n..4-M020- 1-11-11 1-2-12 0-8-15 Scale = 1:10.3 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.03 Vert(LL) 0.00 5 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 5 >999 240 Weight: 7lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=-7/Mechanical, 5=158/0-5-8, 3=17/Mechanical Max Horz5=51(load case 5) Max Uplift4=-7(load case 1), 5=-44(load case 3), 3=-22(load case 5) Max Grav4=5(load case 3), 5=158(load case 1), 3=17(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-21/0,1-2=-21/16, 2-3=-17/3 BOT CHORD 5-6=-10/15,4-5=0/0 WEBS 2-5=-104/30,1-5=0/51 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,pFESS/ONS` S. r N Fti 0 QQ - m UJ CX04 3 rn \* E-`7 */ OF anuary 26,2006 07777 Greenback Lane WARNING - Verify design parnmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. —110 Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 ww is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure a the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSS -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 5153 D'Onofrio Drive, Madison. WI 53719. MiTek Job — Truss Truss Type " -__ /Qty Ply Schteisman Residence — 5110-6Y I-GRDR COMMON 1 ! 1 I R7986715 Job Reference (optional) _ Foxworth Galbraith, Yuma, Arizona 85365 r - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:05 2006 Page 7 3-10.12 ' 7-6.0 1 11-14 15-0-0 3-10-12 3.7.4 3.7-4 3-10-12 Scale = 1:28.1 4x4 M1120 4 2011 2x4 M1120 it 4x9 M1120= 7x8 M1120= 4x9 M1120= 2x4 M1120 II ' 2x4 M1120 ;I 2x4 M1120 11 0-9-4 I 3-10-12 1 7-6-0 11-14 14.2-12 115-M 0-9-4 3-1-8 3-7.4 3-7-4 3-1-8 0.9-4 Plate Offsets (X,Y): [10:0-3-8,0-2-01,[12:0-3-8,0-2-01 LOADING (psf) r SPACING 2-0-0 CSI — DEFL in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) -0.03 11 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.08 11 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.03 11 >999 240 Weight: 61 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-9-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 'Except" 1-14 2 X 4 SPF 1650F 1.5E, 7-8 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 13=1367/0-5-8,9=1367/0-5-8 Max Horz 13=33(load case 4) Max Upliftl3=-214(load case 3), 9=-214(load case 4) ' FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-85/17, 2-3=-1763/248, 3-4=-2145/319,4-5=-2145/319.5-6=-1763/248, 6-7=-85/17,1-14=-33/0'7-8=-33/0 BOT CHORD 13-14=-18179,12-13=-24179,11-12=-210/1638, 10-11=-222/1638, 9-10=-17[79,8-9=-17179 WEBS 3-12=-545/122,3-11=-39/502, 4-11=-102/1043, 5-11=-39/502, 5-10=-545/122, 2-13=-1268/222,2-12=-217/1663, 6-9=-1268/222.6-10=-218/1663 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Girder carries hip end with 7-6-0 end setback. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1380 Ib down and 177 Ib up at 7-6-0 pFESS/ on bottom chord. The design/selection of such connection device(s) is the responsibility of others. QR yj7 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). S. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25CD Q m Uniform Loads (plo fuJ CA0433,ConcenVertdlLoads(1b) 72,8-14=-20*E7 January 26,2006 0 WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED 1fHTEK REFERENCE PAGE MI -7473 BEFORE USE. 7777 Greenback Lane ® Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure 4 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPI/ Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 O'Onofrio Drive. Madison. WI 53719. 'Tek Job Truss Truss Type - Qly Ply Schieis- n Residence - 5110-6Y --- - - - 1 -HIP ---- -- - - - —" - MONO TRUSS — -- - --- ---- -_2 1- (-_ 879867153 Job Reference (optional) _ , Foxwarth Galbraith, Yuma, Arizona 85365 - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:05 2006 Page 1 1-7-10 5-9-13 10-6-8 1-7-10 4-2-3 4-8.11 3x4 M1120 11 Scale = 1:22.2 4 5 2x4 M112011 3x4 M1120= o 3x4 M1120= 3x4 M1120= 1 1-0-5 11-7-10 i 5-9-13 10.6-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.03 6-7 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.07 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB .0.42 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 7 >999 240 Weight: 43 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 8=474/0-8-8,6=773/Mechanical Max Horz8=146(load case 5) Max Uplift8=-91(load case 3), 6=-179(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-23/0, 1-2=-32/0, 2-3=-747/59, 3-4=-80/51, 4-5=-7/0 BOT CHORD 8-9=-13/10,7-8=-103/3i,6-7=-170/714 WEBS 1-8=0/45, 2-8=448/64, 2-7=-75/711, 3-7=-48/160, 3-6=-793/189, 4-6=-338/147 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticats or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36)-toA=-186(F=-57, B=-57), 4=-146(F=-57, B= -57) -to -5=-150(F=-59, B=-59), 9=0(F=10, B=10) -to -6=-53(F=-16, B=-16) Q WARNING - Verjfy design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. OQRpFESS/pN l S T /NcF z Lu M C 0 64331,,- E 433E -01 OFC January 26,2006 7777 Greenback Lane ® Suite 109 Citrus Heights, CA, 95610"1 .r MiTek® Job ITnuss Truss Type Oly ' Ply _ Schleisman Residence1 - R 19867154 I 5110EY J7 COMMON --�— -- 2 I 1 _—__—__--._.__—_._.._ 1.___. Job Reference(optional)- Foxworlh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:06 2006 Page 1 . n_o_e . n-n_n Ir An 0-9.4 7-2-12 4x6 M1120= 3 8-" 2x4 M112011 ' 3xRA*0= 0.6.1 8,__I_ 0.6.8 7-2-12 LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.54 TCDL 16.0 Lumber Increase 1.25 BC 0.32 BCLL 0.0 Rep Stress Incr YES WB 0.42 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER 0.01 TOP CHORD 2 X 4 SPF 1650F 1.5E n/a BOT CHORD 2 X 4 SPF 1650F 1.5E Wind(LL) WEBS 2 X 4 SPF Stud/Std *Except* 7-8 5-6 2 X 4 SPF 1650F 1.5E, 1-10 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 6=693/0-5-8,9=753/0-5-8 4x8 M1120= 3x6 M1120= 8-M DEFL in (loc) Well Ud Vert(LL) -0.05 8-9 >999 360 Vert(TL) -0.11 8-9 >999 240 Horz(TL) 0.01 6 n/a AM Wind(LL) 0.02 7-8 >999 240 BRACING Scale = 1:29.4 0ZZ6 V 2x4 M1120 11 PLATES GRIP M1120 197/144 Weight: 63 Ib TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 9-10. Max Horz9=32(load case 4) Max Uplift6=-103(load case 4), 9=-132(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-237/8, 2-3=-967/158, 3-4=-911/165, 4-5=-1043/162, 5-6=-636/125, 1-10=-297/0 BOT CHORD 9-10=-14/14,8-9=-68/371,7-8=-141/941,6-7=-46/207 WEBS 2-9=-1047/374, 2-8=-29/470, 3-8=0/237, 5-7=-97/752, 1-9=-120/650, 4-7=-119/63, 4-8=-211/51 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard OQ?�pFESS/pN� S � C 04033 T. ,t E „ K-07 * , January 26,2006 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AHTEX REFERENCE PAGE MIT -7473 BEFORE USE. 7777Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicabili of des' n aromenlers and ro er incor oration of com onent is res onsibili of buildin desi ner - not truss desi ner. Bracin shown Citrus Heights, CA, 95610�"W N 5 P P P P P P H 9 9 9 9 r..� is for latero) support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regording fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dit Safety Information available from Truss Plate Institute, 583 D'Onoldo Drive, Madison, wl 53719. MiTek Job Truss TrusSType - Qly Ply' I Schleisman Residence R19867155I 5110.6Y _...J1A_--. COMMON Job Reference (optional) Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:06 2006 Page 1 0-9-4 8-M 13-2-12 0-94 7-2-12 5.2-12 4x6 101120= 3 0-- Scale = 1:27.3 2x4 M1128 9-0 4x8 M1120= 2x4 M1120 11 0 -jet MIl20= 8-0-0 13-2-12 0-6-8 7-2-12 5-2-12 0-2-12 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.60 Vert(LL) -0.04 6-7 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.29 Vert(TL) -0.10 6-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 6-7 >999 240 Weight: 53 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std `Except` 1-8 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 5=565/Mechanical, 7=625/0-5-8 Max Horz7=89(load case 4) Max Uplift5=-87(load case 4), 7=-114(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-225/7,2-3=-693/118.3-4=-655/126,4-5=-518/109,1-8=-283/0 BOT CHORD 7-8=-16/15,6-7=-119/364,5-6=-37/93 WEBS 2-7=-909/350, 2-6=0/236, 3-6=-86/103, 4-6=-71/536, 1-7=-117/641 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard nuary 26,2006 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED METER REFERENCE PAGE MH.7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 vff is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, WI 53719. MiTek Job _...... -.._- Truss ----—Truss Type .' ....... _..._ a.ly. Ply SchleiemanR'esfdence —.... _..._ ----- - -----• I R198671561 5110.6Y Jl-GRDR (COMMON Job Reference (optional)__ _- ___ ____ _J -Foxworlh Galbraith, Yuma, Arizona 85365 - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:06 2006 Page 1 0.9.4 , 4.1-7 0-94 3-4-3 3.10-9 4x5 M1120= 4 3-10-10 4-1-6 Scale = 1:29.4 2x4 M1120 II 3x6 M1120= 3x8 M1120= 2x4 M112011 7x10 M1120 11 AN1120 11 - ,0-6-8 4-1-7 8-0-0 11-10-10 16.0-0 0-6-8 3-4-3 3-10-9 3-10.10 4-1.6 0-2-12 LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) Well L/d TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.04 7-8 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.79 Vert(TL) 0.10 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.04 7-8 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except` 1-12 2 X 4 SPF 1650F 1.5E SLIDER Right 2 X 6 DF No.2 -G 2-2-6 PLATES GRIP M1120 197/144 Weight: 74 Ib BRACING TOP CHORD Sheathed or 3-11-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' REACTIONS (Ib/size) 7=1652/0-5-8, 11=969/0-5-8 Max Harz 11=-34(load case 3) Max Uplift7=-255(load case 4), 11=-166(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-176/27, 2-3=-1303/205, 3-4=-1377/243, 4-5=-1359/240, 5-6=-2339/386, 6-7=-2381/361, 1-12=-70/0 BOT CHORD 11-12=-33/164, 10-11=0/164, 9-10=-143/1198,8-9=-295/2153,8-13=-295/2153,7-13=-295/2153 WEBS 2-11=-808/176, 2-10=-150/1078, 3-10=-295/96, 3-9=0/178, 4-9=-42/492, 5-9=-1061/203, 5-8=-70/769 NOTES ' 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 ' 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1163 Ib down and 186 Ib up at 13-3-0 pFESSI on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) QR section, loads applied to the face of the truss are noted as front (F) or back (B). R S. ' LOAD CASE(S) Standard Q O CO 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Q m Uniform Loads (plo LU C 04 33 Vert: 1A=-72, 4-7=-72, 7-12=-20 ' Concentrated Loads (Ib) * E - 1-O% Vert: 13=-1163(F) s ' OF 1F January 26,2006 ' Q WARNING -Verify design Pammeters and READ NOTES ON THIS AND INCLUDED BITTER REFERENCE PAGE MIZ-7473 BEFORE USE. 7777 Greenback Lane ® Suite 109 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610--1 Applicability of design poramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labrico lion, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MOW -- Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. W1 53719. — —_-- ----- — — -- — — -- -- -]',kop_Rftftrik!c e.(gpyqna_1)__ -- -- ,c--- Job 7ntss Type I Qty Ply Scmeisman Residence I I 5110.6Y--_---- -__ ]Tnuss J1_HIP -_ ----` ---.-----IJACK - --- - ----__ - - -i2 1 819867157 i _ - l Foxvrorth Galbraith, Yuma, Arizona 65365 - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:07 2006 Page 1 3) 3x4 M112011 Scale = 1:17.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in. (loc) I/def! L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.54 Vert(LL) -0.06 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.33 Vert(TL) 0.15 3-4 >501 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.07 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 3-4 >999 240 Weight: 16 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-7-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 REACTIONS (Ib/size) 4=164/0-6-2, 2=243/Mechanical, 3=85/Mechanical Max Horz4=82(load case 5) ' Max Uplift4=-6(load case 3), 2=-108(load case 3) Max Grav4=164(load case 1), 2=243(load case 1), 3=141(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-142/42,1-2=-49/49 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of ' dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36) -to -2=-120(F=-24, B=-24), 4=0(F=10, B=10) -to -3=-33(F=-7, B=-7) OQ pFESS/pN ` S.LIJ j'jNc F2c CO C 0 433 X ' * -07 January 26,2006 Q WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane __40 Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. Suite 109 Applicability of design oromenters and proper incorporation of component is res Citrus Heights, CA, 95610 vff pp ty g p p p po p responsibility of building designer -not truss designer. Bracing shown is for lolerol support of individual web members orgy. Additional temporary bracing to insure stability during construction is the responsibillity of the 1 erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ' _ —Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison.Wl 53719. — MOW* _ 1JoTruss 5b110 -6Y J2-GRDR Foxworth Galbraith, Yuma, Arizona 85365 3-1-12 3-1-12 I Y c5 1 I 1 4x4 101120 15 14 4x12 M1120 ;l 2x4 M1120;1 2 4.00 r12 3x4 M1120 3 Truss Type HIP 2-10-4 4-0-0 Qty I Ply Schleisman Residence ' R19867158t 1 2 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:07 2006 Page 1 4x8 M1120 4x4 M1120 - 4 5 2-104 3-1-12 Scale = 1:29.0 3x4 M1120-- 6 3x4 M1120 SPACING 2x4 M1120 It ' I 7 8 I 13 12 11 9 3x4 M1120= 3x8 M1120_. 3x4 M1120= 2x4 M1120 II 2x4 M1120 I I 3-1-12 6-0-0 10-0.0 12-10-4 15-5-8 16.0.0, r , 3-1-12 2-10-4 4-0-0 2-10-0 2-7.4 rt_p_A -MU VIIJCW 1n, T I. I1VIIJCW T I1.U-V-o,CUVCI I`r.V-V 1,V-L-V IV-.7 1,V-L-VI LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.57 Vert(LL) -0.03 13 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.07 13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 10 n/a n/a BCDL 10.0 I Code UBC97/ANSI95 I (Matrix) Wind(LL) 0.03 13 >999 240 Weight: 151 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std SLIDER Left 2 X 6 DF No.2 -G 1-8-4 ' REACTIONS (Ib/size) 1=2206/0-5-8, 10=1564/0-5-8 Max Horz 1=37(load case 4) Max Upliftl=-337(load case 3), 10=-251(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3458/535, 2-3=-3435/548, 3-4=-3069/490, 4-5=-2548/418, 5-6=-2675/422, 6-7=-2009/305, 7-8=-268/43, 8-9=-168/15 BOT CHORD 1-15=-464/3094, 14-15=-464/3094, 13-14=-464/3094, 12-13=-420/2966, 11-12=-279/1873, 10-11=-42/227, 9-10=42/227 WEBS 3-14=-77/664,3-13=-220/67,4-13=-361729,4-12=-579/91, 5-12=0/487, 6-12=-102/806, 6-11=-730/139, 7-10=-1243/229, 7-11=-254/1765 ' NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ' dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) A plate rating reduction of 20% has been applied for the green lumber members. ' 8) Girder carries hip end with 6-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 414 Ib down and 53 Ib up at 10-0-0, and 414 Ib down and 53 Ib up at 6-0-0, and 1163 Ib down and 186 Ib up at 2-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 OQ? pFESS/S. pNgl C UJ C 446433 I lmtvUrl -§ Wo ry 26,2006 Ck WARNING - Ver{(y design parameters and READ NOTES ON THIS AND INCLUDED ffiTEX REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane --40Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite He Applicability of design aramenters and proper incorporation of component is res Citrus Heights, CA, 95610 pp Y Ig p p p p p responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labricolion, quality control, storage, delivery, erection and bracing. consult ANSI/1711 Quality Criteria, DSB-89 and BCSII Building Component M iTekm Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. Joti—, Truss Type Qty Ply y Schleisman Residence 819867158 5110-6Y]Triuis J2•GRDR------•—IHIP - -- -- ZI Job Reference(opfional) _.___ __ _ - _—_J ' Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wedd Jan 225 18:55:07 2006 Page 2 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ' Uniform Loads (plf) Vert: 1-4=-72, 4-5=-136(F=-64), 5-8=-72, 1-13=-20, 12-13=-38(F=-18), 9-12=-20 Concentrated Loads (Ib) Vert: 13=-414(F) 12=-414(F) 15=-1163(F) 1 Q WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE AID -7473 BEFORE USE. 7777 Greenback Lane —® Desi n valid for use only with MiTek connectors. This desi n is based only u Suite 109 g y g y pan parameters shown, and is for an individual building component. Citrus Heights, CA, 95610 Applicobility of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown i is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the AVW= erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding A A fabrication, quality control, storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ev' iTek® Safety Information available from Truss Plate Institute. 583 D'Onofdo Drive, Madison. WI 53719. -_ - Job Truss ' -- Truss Type - -- -- --- - — - - --, Qty - l Ply Schleisman Resitlence - - - - - ----- - - - -- _. - - j i R19867159' 5110-6Y J2 -HIP JACK 12 1 1._ Job Ref erence-(opbonal) Fo orlh Galbraith, Yuma, Arizona 85365 . - 6.200 s Jul 13 2005 MiTek Intlustries, Inc. Wed Jan 25 18:55:07 2006 Page 1 LOADING (psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code UBC97/ANSI95 ' LUMBER 3-4 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 165OF 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 2 CSI DEFL in (loc) I/def] Ud TC 0.31 Vert(LL) -0.01 3-4 >999 360 BC 0.16 Vert(TL) -0.03 3-4 >999 240 WB 0.00 Horz(TL) 0.02 2 n/a n/a (Matrix) Wind(LL) 0.01 3-4 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 11 Ib TOP CHORD Sheathed or 4-3-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=189/0-6 4, 2=138/Mechanical, 3=51/Mechanical Max Horz4=72(load case 5) Max Uplift4=-19(load case 3), 2=-62(load case 3) Max Grav4=189(load case 1), 2=138(load case 1), 3=81(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-158/56,1-2=-45/31 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:13.2 OQ?,OFESS/S. O,yq! C w C 09433 T January 26,2006 0 WARNING - VerVy design parameters and READ NOTES ON THIS AND INCLUDED ADTEH REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only wilh MiTek connectors. This design is based only upon parameters shown, and is for an individual building component.Suite 109 Applicobility of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610" is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison, WI 53719. MiTek--.- Job Truss Truss Type Qty Ply Schleisman Residence 819867160 5110-6Y J3 JACK 3 I 1 -- — .--- – - -- --- -- – . -- — Job Reference (optional)_ Foxworth Galbraith, Yuma, Arizona 85365 _ 6.200 s Jul 13 2005 MTek Industries, Inc. Wed Jan 25 18:55:08 2006 Pagel 3; 3x4 M112011 Scale = 1:17.6 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=266/0-5-8, 2=193/Mechanical, 3=73/Mechanical Max Horz4=96(load case 5) ' Max Uplift4=-21(load case 3), 2=-82(load case 3) Max Grav4=266(load case 1), 2=193(load case 1), 3=114(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-224/73,1-2=-71/48 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ' dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard OQRpFESS/pNgl S. TjNG' FZc CO LU C 045433 rn. *\ EV W-07 ' /* 93 January 26,2006 Q WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITek LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.05 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.12 3-4 >572 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.07 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.05 3-4 >999 240 Weight: 15 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=266/0-5-8, 2=193/Mechanical, 3=73/Mechanical Max Horz4=96(load case 5) ' Max Uplift4=-21(load case 3), 2=-82(load case 3) Max Grav4=266(load case 1), 2=193(load case 1), 3=114(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-224/73,1-2=-71/48 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of ' dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard OQRpFESS/pNgl S. TjNG' FZc CO LU C 045433 rn. *\ EV W-07 ' /* 93 January 26,2006 Q WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"W is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITek Job ..- Truss -- — . - - ..... - Truss Typl: '-- --fQty' Ply . — Schleisman Residence— - .... _- ------ _. i R19867161? 5110-6Y I J4 I JACK 13 1 Job Reference (optional)._ Foxwonh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:08 2006 Page 1 LOADING (psf) SPACING 2-0-0 ' TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANSI95 ' LUMBER 3-4 TOP CHORD 2 X 4 SPF 1650F 1.5E 240 BOT CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) WEBS 2 X 4 SPF Stud/Std 2 CSI DEFL in (loc) I/defl Ud TC 0.25 Vert(LL) -0.01 3-4 >999 360 BC 0.11 Vert(TL) -0.02 3-4 >999 240 WB 0.00 Horz(TL) 0.02 2 n/a n/a (Matrix) Wind(LL) 0.01 3-4 >999 240 PLATES GRIP M1120 197/144 Weight: 10 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=173/0-5-8, 2=127/Mechanical, 3=47/Mechanical Max Horz4=73(load case 5) Max Uplift4=-11(load case 3), 2=-56(load case 3) Max Grav4=173(load case 1), 2=127(load case 1), 3=74(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-145/45,1-2=-46/31 BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:13.4 nuary 26,2006 Q WARNING - Ver(fy design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 BEFORE USE. 7777 Greenback Lane —40 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design oromenters and proper incorporation of component is res Citrus Heights, CA, 95610 PP Y 9 P A P P p g to responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consul) ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. M ITek Job ss Truss Type 51 10-6Y .._ .. __-__. ]Tru' J4A-__.—_—.____IJACK ' Fcxv rlh Galbraith, Yuma, Arizona 85365 Qty Ply Schleisman Residence -- R198671621 1 1 Job Reference (optional) _ Inc._ ) 6.200 s Jul 13 2005 Mi7ek Industries, Wed Jan 25 18:55:08 2006 Page 1 'LOADING(psf) ' SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 16.0 Lumber Increase 1.25 BCLL BCDL 0.0 10 0 Rep Stress Incr rode I Mro2mnlcrar YES LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 0-6-8 3x4 MII20= 3-11-11 CSI DEFL in (loc) I/deli Ud TC 0.12 Vert(LL) -0.00 4-5 >999 360 BC 0.07 Vert(TL) -0.01 4-5 >999 240 WB 0.05 Horz(TL) -0.01 3 n/a n/a (Matrix) Wind(LL) 0.01 4-5 >999 240 REACTIONS (Ib/size) 3=102/Mechanical, 4=37/Mechanical, 5=208/0-5-8 Max HGrz5=73(load case 5) ' Max Uplift3=47(load case 3), 5=-34(load case 3) Max Grav3=102(load case 1), 4=59(load case 2), 5=208(load case 1) BRACING PLATES GRIP M1120 197/144 Weight: 12 Ib TOP CHORD Sheathed or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-78/34, 1-2=-51/25, 2-3=-39/25 BOT CHORD 5-6=-10/15,4-5=0/0 WEBS 2-5=-203/69,1-5=-0/99 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load ' and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. I LOAD CASE(S) Standard Scale = 1:13.4 January 26,2006 A WARNING - Ver(fy design pammetem and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design aromenters and proper incorporation of component is res nsibBi of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"of PP Y 9 P P P rpo P Po y 9 9 9 9 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction B the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DS8-89 and BCSII Building Component dD Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Modison, WI 53719. MiTek jobTruss ------ Truss Type 5110.6Y J5 JACK Foxwortn Galbraith, Yuma, Arizona 85365 - - - -- - - -- - ----------. -- - -- -- iQly Ply Schleisman Residence R191167163I i3 1 -.-------_—. --_.--L__•___ -Job Reference(optional)._._--.-.------- _ _.I 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:09 2006 Page 1 R'"._0,1 1-11-11 1 Scale = 1:10.3 LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) I/deB Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.10 Vert(LL) -0.00 4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 5lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=84/0-5-8, 3=21/Mechanical, 2=62/Mechanical Max Horz 4=51 (load case 5) Max Uplift4=-3(load case 3), 3=-1 (load case 5), 2=-29(load case 5) Max Grav4=84(load case 1), 3=36(load case 2), 2=62(load case 1) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-69/20,1-2=-22/16 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,pFESS/py l S T/ c Fac CO C 446433 T anuary 26,2006 WARNING - Verjjy design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE 11111.7473 BEFORE USE. 7777 Greenback Lane -41) Design valid for use only with MTek connectors. This design is based only u Suite 109 Appg y g y pan parameters shown, and is for on individual building component. Citrus Heights, CA, 95610 _ "__W is for lateral of design paraquat w s m proper incorporation al component is responsibility of building designer - not truss designer. Bracing shown is for latero) support of individual web members only. Additional temporary bracing to insure stability tluring construction a the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding tobricolion, quality control, storage, delivery, erection and bracing. consul[ ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek ------- - YP' - - -- 51D 0.6Y .._ ..... _ _I 5A55 J CK T _e ' Foxworth Galbraith, Yuma, Arizona 85365 _ QtyPI Schleisman Resitlence 819867164 - I_ '—I__- _ Job Reference (opfional)-_ _ 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:09 2006 Page 1 1 0-6-8 3314 M1120- 1-11-11 Scale = 1:10.3 LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) Well L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.02 Vert(LL) -0.00 5 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 5 >999 240 Weight: 7lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=6/Mechanical, 5=127/0-5-8, 3=34/Mechanical Max Horz 5=51 (load case 5) Max Uplift4=-6(load case 5), 5=-29(load case 3), 3=-25(load case 5) Max Grav4=17(load case 2), 5=127(load case 1), 3=34(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-31/0, 1-2=-21/13, 2-3=-16/8 BOT CHORD 5-6=-10/15,4-5=0/0 WEBS 2-5=-92/25,1-5=-0/60 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard January 26,2006 © WARNING - Verify design pammetem and READ NOTES ON TRIS AND INCLUDED DDTER REFERENCE PAGE M77.7473 BEFORE USE. 7777Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610l""W Applicability of design poramenters and proper incorporation of component is responsibility hof building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrfo Drive, Madison, WI 53719. Job - -Truss - 7rilss Type • - - Qty Ply -Schleisman Resilience 5110.6Y J6 JACK 2 1 R19867165 IL !: Reference o tonal J Foxvronh Galbrailh, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:09 2006 Page 1 3: 3x4 M1120 It ' LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.46 TCDL 16.0 Lumber Increase 1.25 BC 0.24 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code UBC97/ANSI95 (Matrix) ' LUMBER Wind(LL) 0.04 TOP CHORD 2 X 4 SPF 165OF 1.5E >999 240 BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 1 REACTIONS (Ib/size) 4=254/0-5-8, 2=184/Mechanical, 3=70/Mechanical Max Horz4=93(load case 5) Max Uplift4=-19(load case 3), 2=-79(load case 3) Max Grav4=254(load case 1), 2=184(load case 1), 3=109(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-214/69,1-2=-68/46 BOT CHORD 3-4=0/0 DEFL in (loc) I/dell L/d Vert(LL) -0.04 3-4 >999 360 Vert(TL) -0.10 3-4 >659 240 Horz(TL) 0.06 2 n/a n/a Wind(LL) 0.04 3-4 >999 240 BRACING TOP CHORD BOT CHORD PLATES GRIP M1120 197/144 Weight: 14 Ib Sheathed or 5-8-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:17.2 O9?,o ESS/S. p ,ql C IX C W433 January 26,2006 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane ® Design volid for use only with MiTek connectors. This design a based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610= 6 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul[ ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. wl 53719. -- JOb Tr6Ss Truss Type rOty -i Ply Schleisman Residence 8198671661 5110-6Y J7 JACK 2 I 1 —------ —. — - ---- — -- — -- ._ Job Reference (optional) — Foxwodh Galbraith, Yuma, Anions 65365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:10 2006 Page 1 2: 2x4 M1120 II Scale = 1:15.7 1 REACTIONS (Ib/size) 4=225/0-5-8, 2=164/Mechanical, 3=61/Mechanical Max Horz4=83(load case 5) Max Uplift4=-20(load case 3), 2=-72(load case 3) Max Grav4=225(load case 1), 2=164(load case 1), 3=96(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-189/64,1-2=-57/38 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard OQ pFESS/p ! S 2G) LU C 04033 * E "U07 Te January 26,2006 Q WARNING • Verjjy design pammetera and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 vf is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. 1 e LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.37 Vert(LL) -0.03 3-4 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.19 Vert(TL) -0.06 3-4 >949 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.04 2 n/a n/a BCDL 10.0 Code UBC97/ANS195 (Matrix) Wind(LL) 0.02 3-4 >999 240 Weight: 13 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-1 A oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std 1 REACTIONS (Ib/size) 4=225/0-5-8, 2=164/Mechanical, 3=61/Mechanical Max Horz4=83(load case 5) Max Uplift4=-20(load case 3), 2=-72(load case 3) Max Grav4=225(load case 1), 2=164(load case 1), 3=96(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-189/64,1-2=-57/38 ' BOT CHORD 3-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. ILOAD CASE(S) Standard OQ pFESS/p ! S 2G) LU C 04033 * E "U07 Te January 26,2006 Q WARNING • Verjjy design pammetera and READ NOTES ON THIS AND INCLUDED MUTER REFERENCE PAGE MH -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 vf is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure's the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria. DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, wl 53719. 1 e Job Truss Truss Type 15110-6Y— IJB' IJACK Foxworth Galbraith, Yuma, Arizona 65365 Qty Ply Schleisman Residence R19867167 2 1 Job Reference (optional) _ 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:10 2006 Page 1 2x4 M1120 11 4.7-2 1 Scale = 1:13.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dee Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.02 34 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.15 Vert(TL) -0.04 34 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 '2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.02 3-4 >999 240 Weight: 12 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=202/0-5-8, 2=147/Mechanical, 3=55/Mechanical Max Horz4=77(load case 5) Max Uplift4=-17(load case 3), 2=-65(load case 3) Max Grav4=202(load case 1), 2=147(load case 1), 3=86(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-169/57, 1-2=-51/35 BOT CHORD 3-4=0/0 BRACING TOP CHORD Sheathed or 4-7-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard OQ?,OFESS/pN S CID r Nc F2 LU 06433 AW -07 January 26,2006 A WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610§N is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component4 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, vyl 53719. 1 ek __1.__. __— J66- Truss (Qty ;Ply Schleisman Residence I -- . - _ 879867168 5110.6Y J9 JACK I2 1 _ _ ___ ___ _jTius`s'Tjjie __ _ _ Job Reference (optional) __ _j Foxworth Galbraith, Yuma, Arizona 85365 _ - 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:10 2006 Page 1 2x4 M1120 1' 1-8-13 I LOADING (psf) SPACING 2-0-0CSI DEFL in (loc) Udell L/d TCLL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) -0.00 4 >999 360 TCDL 16.0 Lumber Increase 1.25 BC 0.03 Vert(TL) 0.00 4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.00 4 >999 240 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 4=72/0-5-8, 3=18/Mechanical, 2=54/Mechanical Max Horz4=48(load case 5) Max Uplift4=-3(load case 3), 3=-2(load case 5), 2=-27(load case 5) Max Grav4=72(load case 1), 3=31 (load case 2), 2=54(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-59/17,1-2=-15/14 BOT CHORD 3-4=0/0 PLATES GRIP M1120 197/144 Weight: 5 Ib BRACING TOP CHORD Sheathed or 1-8-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceantine, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard Scale = 1:10.0 January 26,2006 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M7TEX REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610"1001 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the AIMS erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job _I Truss 5110-6Y JA -HIP Foxworth Galbraith, Yuma, Arizona 85365 3x4 M1120 2x4 M1120 11 2 1 -I Truss Type 'Qty Ply Schleisman Residence MONO TRUSS 819867169: 1 1 Job Reference (optional) 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55:11 2006 Page 1 4-2-12 4-2.5 2.8312 3x4 M1120 3 3x4 M1120 11 Scale = 1:20.6 4 5 9 7 6 ' 2x4 M1120 II 3x4 MI120 3x5 M1120 - 2x4 MII20 11 1 0-7-8 1 4-2-12 I 8-5-1 I 0-7-8 3-74 4-2-5 LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 I TC 0.23 TCDL 16.0 Lumber Increase 1.25 BC 0.18 BCLL 0.0 Rep Stress Incr NO WB 0.24 BCDL 10.0 Code UBC97/ANSI95 (Matrix) LUMBER >999 240 TOP CHORD 2 X 4 SPF 165OF 1.5E Horz(TL) 0.00 BOT CHORD 2 X 4 SPF 1650F 1.5E n/a n/a WEBS 2 X 4 SPF Stud/Std "Except' Wind(LL) 0.01 4-6 2 X 4 SPF 165OF 1.5E >999 240 REACTIONS (Ib/size) 6=512/Mechanical, 8=276/0-5-8 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 6-7 >999 360 M1120 197/144 Vert(TL) -0.02 6-7 >999 240 Horz(TL) 0.00 6 n/a n/a Wind(LL) 0.01 7 >999 240 Weight: 34 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Max Horz 8=1 58(load case 4) Max Uplift6=-110(load case 4), 8=-54(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-12/3, 1-2=-32/10, 2-3=-461/59, 3-4=-112/34, 4-5=-5/0, 4-6=-258/107 BOT CHORD 8-9=-11/30,7-8=-136/30,6-7=-126/442 WEBS 2-7=-61/428, 3-7=-51176,3-6=-413/91, 2-8=-244/44 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 It above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=0(F=36, B=36}to4=-148(F=-38, B=-38), 4=-108(F=-38, B= -38) -to -5=-112(F=-40, B=40), 9=0(F=10, B=10) -to -6=-42(F=-11, B=-11) OQ? OFESS/pvq S. r tic F2 CCO LU C 446433 anuary 26,2006 0 WARNING - Verfi design pammetem and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane _m Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual bvilding component. Suite 109 Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610-N is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component t0 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison. wl 53719. MiTek JobTruss - Truss Type -- ;Qty - Ply Schteisman Residence - 879867170 1 5110-6Y J-GROR SPECIAL 1 1 v - — -" ' -- -- -- - - Job Reference (optional) FoxwrthGalbraith_ - o , uma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 Page 1 4-0-0 7-0-0 9-" 12-0-0 16.0-0 4-0-0 3-0-0 2-0-0 3-" 4-0-0 Scale = 1:29.5 2.67 12 4x12 M1120- 4x6 M1120 - 4x10 M1120 4 5 ,--- dvIn )zz 14 2x4 M1120 11 3x8 M1120 3x4 M1120 3x8 M1120= 3x9 M1120 -- 3x4 M1120 II 2x4 M1120 11 10.6-8, 4-0-0 7-0-0 } 9-0-0 12-0-0 16-0-0 0-6-8 3-5-8 3-M 2-M 3-M 4-0-0 DEFL in LOADING(psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.95 TCDL 16.0 Lumber Increase 1.25 BC 0.56 BCLL 0.0 Rep Stress Incr NO WB 0.40 BCDL 10.0 I Code UBC97/ANSI95 (Matrix) LUMBER >999 TOP CHORD 2 X 4 SPF 1650F 1.5E Horz(TL) BOT CHORD 2 X 4 SPF 165OF 1.5E 8 WEBS 2 X 4 SPF Stud/Std *Except` n/a 7-9 2 X 4 SPF 1650F 1.5E, 2-12 2 X 4 SPF 1650F 1.5E DEFL in (loc) I/defl Ud Vert(LL) -0.06 10 >999 360 Vert(TL) -0.14 9-10 >999 240 Horz(TL) 0.03 8 nla n/a Wind(LL) 0.06 10 >999 240 BRACING PLATES GRIP M1120 197/144 Weight: 69 Ib TOP CHORD Sheathed or 3-10-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 8=1770/0-5-8,13=1706/0-5-8 Max Horz 13=-62(load case 5) Max Uplift8=-272(load case 4), 13=-289(load case 3) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1-2=-5/14, 2-3=-2481/406, 3-4=-2932/505, 4-5=-2886/518, 5-6=-3005/510, 6-7=-3121/489, 7-8=-1691/286 ' BOT CHORD 13-14=0/0, 12-13=-0/62,11-12=-311/2295, 10-11=-399/2842, 9-10=-445/2911, 8-9=-58/301 WEBS 3-12=-5031142, 3-11=-107/706, 4-11=0/314, 4-10=-36/149, 5-10=01256, 6-10=-80/51, 6-9=-16/140, 2-13=-1658/312, 7-9=-403/2669,1-14=-1910, 2-12=-369/2441 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Girder carries hip end with 4-0-0 end setback. QEE$$/ 6) Girder carries hip end with 4-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 7) Hanger(s) Q or other connection device(s) shall be provided sufficient to support concentrated load(s) 491 Ib down and 63 Ib up at 12-0-0, R S. ' and 153 Ib down and 20 Ib up at 4-0-0, and 590 Ib down and 76 Ib up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. CO 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q m C 04 3 r,,n LOAD CASE(S) Standard 1 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 EX 7 . - 1 rFOF Continued on page 2 F anuary 26,2006 ' 0 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MD -7473 BEFORE USE. 7777 Greenback Lane Suite 109 Design valid for use only with MiTek connectors. This design 4 based only upon parameters shown, and is for an individual building component. Citrus Heights, CA, 95610MI --W Applicability of design poromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component ' Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison. WI 53719. MiTek" Job - -- - Truss--TiuSs Type _— i -'-- Qly - Pq —_E]Aq . eference_(qp chleisman Residen '— 15110-6Y—._—._-- .IJ-GRDR '--'------SPECIAL—'_____1 ___T - _ 1—licnal)_____R79867170! ' Foxwonh Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 18:55112006 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) ' Vert: 1-3=-72, 3-4=-100(F=-28), 4-5=-182(F=-109), 5-6=-182(F=-109), 6-7=-72, 12-14=-20, 11-12=-28(F=-8), 9-11=-50(F=-30), 8-9=-20 Concentrated Loads (Ib) Vert: 12=-153(F) 11=-590(F) 9=-491(F) ® WARNING - Ver(fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 Citrus Heights, CA, 95610"v Applicabilityof design poromenters and proper incorporation of component is responsibility ry of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSII Building Component dD Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. MiTek - --- JobTrussTruss Type - `Qty 'Ply SchteianReide snce Ri98671711 -- 1 5110-6Y J -HIP MONO TRUSS — ---- (1 _ 1 Ism obReference(optional)___ _ FoxwoAll Gallimilh Yuma, Ariiona 85365 6.200 s Jul 13202005 MiTek Industries, Inc. Wed Jan 25 18:55:11 2006 Page 1 4-2-12 4-2-5 2x4 M1120 11 3 4 2x4 M112011 3x4 M1120= Scale = 1:19.4 REACTIONS (Ib/size) 7=255/0-5-8,5=534/Mechanical Max Horz 7=1 58(load case 4) Max Uplift7=-31(load case 3), 5=-109(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-247/33, 1-2=-536/71, 2-3=-72/36, 3-4=-5/0, 3-5=-236/101 BOT CHORD 6-7=-147/9,5-6=-129/518 WEBS 1-6=-74/529, 2-6=-8/122, 2-5=-568/117 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Q?,pFESSIpN Vert: 1=0(F=36, B=36) -to -3=-148(F=-38, B=-38), 3=-108(F=-38, B= -38) -to -4=-112(F=-40, 8=40), 7=0(F=10, Q Q 8=10) -to -5=-42(F=-11, B=-11) CO m 0 Lu 111 cc CO 4303 January 26,2006 WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED METER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibBity, of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. W153719. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.31 Vert(LL) -0.02 5-6 >999 360 M1120 197/144 TCDL 16.0 Lumber Increase 1.25 BC 0.24 Vert(TL) -0.04 5-6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.00 5 n/an/a BCDL 10.0 Code UBC97/ANSI95 (Matrix) Wind(LL) 0.01 6 >999 240 Weight: 34 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF Stud/Std 'Except` 3-5 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 7=255/0-5-8,5=534/Mechanical Max Horz 7=1 58(load case 4) Max Uplift7=-31(load case 3), 5=-109(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-7=-247/33, 1-2=-536/71, 2-3=-72/36, 3-4=-5/0, 3-5=-236/101 BOT CHORD 6-7=-147/9,5-6=-129/518 WEBS 1-6=-74/529, 2-6=-8/122, 2-5=-568/117 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 It by 24 It with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) Refer to girder(s) for truss to truss connections. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Q?,pFESSIpN Vert: 1=0(F=36, B=36) -to -3=-148(F=-38, B=-38), 3=-108(F=-38, B= -38) -to -4=-112(F=-40, 8=40), 7=0(F=10, Q Q 8=10) -to -5=-42(F=-11, B=-11) CO m 0 Lu 111 cc CO 4303 January 26,2006 WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED METER REFERENCE PAGE MN -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Suite 109 Applicability of design paramenters and proper incorporation of component is responsibBity, of building designer - not truss designer. Bracing shown Citrus Heights, CA, 95610 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the S erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI I Quality Criteria, DSB-89 and BCSII Building Component MiTek® Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive. Madison. W153719. Truss----- ----Truss Type ------ -' -- -. -- - iQty IPIy Schteisman Residence -----_—_^— - R1986717 5110-6Y JJ-GRDR SPECIAL 1 2 11.b Reference o I ----- - - ,A 2- - - —c efilarial) -- ---- -- - Foxworth Galbraith, Yuma, Arizona 85365 6.200 s Jul 13 2005 MiTek Industries, Inc. Wed Jan 25 16:55:12 2006 Page 1 3.3-0 3-3-0 2x4 M1120 II 3x4 M1120= Scale = 1:14.3 1 3x4 M1120-= 2 3 6 5 4 3x8 M1120 - 2x4 M1120 11 2x4 M1120 II ' LOADING(psf) TCLL 20.0 TCDL 16.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.08 BC 0.11 WB 0.40 (Matrix) DEFL in (loc) I/dell L/dPLATES Vert(LL) -0.01 5 >999 360 Vert(TL) -0.02 5 >999 240 Horz(TL) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 GRIP M1120 197/144 Weight: 60 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (Ib/size) 6=1163/Mechanical, 4=1163/Mechanical Max Horz6=-78(load case 3) Max Uplift6=-161(load case 4), 4=-181(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-746/114,1-2=-1284/190, 2-3=-1284/190,3A=-746/134 BOT CHORD 5-6=-57/60,4-5=-18/27 WEBS 1-5=-190/1438,2-5=-248/84, 3-5=-234/1438 ' NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 6.0 psf top chord dead load and 6.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder's) for truss to truss connections. OQ pFESS/ONS LOAD CASE'S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) 0 Vert: 1-3=-72, 4-6=-303(F=-282) Lij C 04 433 T * EXI OF January 26,2006 Q WARNING - Verjfy design parameters and READ NOTES ON THIS AND INCLUDED TUTEE REFERENCE PAGE MU -7473 BEFORE USE. 7777 Greenback Lane Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Suite 109 9 Y 9 Y P P n pang shown Citrus Heights, CA, 95610 1 Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the resporuibillify of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, wl 53719. MiTek Symbols PLATE LOCATION AND ORIENTATION ♦' '♦ 3/4' `Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and securely seat. 0-1/16" I I For 4 x 2 orientation, locate plates 0-'h6' from outside edge of truss. `This symbol indicates the required direction of slots in connector plates. `Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the width 4 x 4 perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator brocinc if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft -in -sixteenths JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. CONNECTOR PLATE CODE APPROVALS 96-31, 95-43, 96-20-1, 96-67, 84-32 4922, 5243, 5363, 3907 9667, 9730, 9604B, 951 1, 9432A MiTek Engineering Reference Sheet: MII-7473 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X -bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. i 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber j shall not exceed 19% at time of fabrication. i 8. Unless expressly noted, this design is not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. i 12. Top chords must be sheathed or purlins provided at spacing shown on design. i 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. j i 15. Do not cut or alter truss member or plate without prior i approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. j i i © 2004 MiTek® i 1 Truss Technology In ► tLM Always Diagonally Brace for Safety What NOT to do - The leading cause of truss collapse is improperly installed or inadequate temporary bracing. Protect yourself, your crew and your project by using temporary diagonal bracing, that braces the bracing. Alw (Actual photos of projects.) @fl9�G�WOG9�? Setting trusses is extremely dangerous: ; if there "lis, not ro complete and proper. .; ' p p p 9 ' 9 Always Nagonally Brace! I Triangles make bracing strong. I WARM! � W f r WWA83E� I W 9arta PROPERLY I = W AC¢o. 6EE WfGA I W B WARN= 5v'E' FF ; g BRACEUGMFORMATIONq Triangles make trusses strong. 1 Copyright © 2002 Wood Truss Council of America, Inc. TTBTemp-020218 ' DO leave construction materials on lifting equipment until installation, if possible. DO stack materials along outside supports or directly over inside supports of properly braced structures. DON'T stack materials at locations that will produce instability, such as on cantilevers or near truss -to -girder connections. DON'T drop loads on trusses. The impact can damage the trusses even if the load is small. I J I z = Trusses have 'NO'"CAPACITY to carry load UNLESS, they're PROPERLY BRACED 'or SHEATHED. Make sure that the truss assembly is properly braced according to the -guidelines in WTCA's TTB—Always Diagonally Brace for Safety and the Job,Site Warning Poster. One WTCA Center 6300 Enterprise Lane • Madison,, 608/274-4849 • 608/274332 Technology IN BUILDING tmational series designed to 9 - the issues and questions .d by" professionals in the I Irl www.woodtruss.com • wtca@woodtruss.coin # }building -construction process. Copyright 0 2002' Wood iTruss Council of America, Inc. Reproduction of this document, in any form, is prohibited, witho6t written permission from WTCA. This document should appear in more than one color. L --Front photo courtesy of Chambers Truss! :— Option1: • Spans. 46- so' Use spacing no greaterth n.6" Continuous Temporary 'Spans between 30'- 45': Use 8' spacing Lateral Bracing and Diagonal Bracing • Spans up to 30': use 10' spacing y s° Temporary Continuous Temporary p See WTCA's DiagonalLateral Bracing , "s ;'a or Lateral e,a o� iii ( !.. Bracing Warning Poster _ for more detailed Information. 8' 20' (where possible place at each top chord joint) 8' Spans over 60' require complex temporary bracing. Consult a professional engineer. 20' Temporary Diagonal �� 2 x 4" x 10' Length Bracing every 20' lapped over two trusses Supplementalt information that Applies. to each. of the five (5) options provided: Do ;NOT use temporary continuous ateral, 6racling/spacers alone... AlWays.include diagonal bracing. 'For all­'bracing'and spacing members: Always use 2-1.0d,12d or 16d nails into each-t'russ for both lateral and diagonal members. Drive nails flush, or use.double headed nails for easiest brace removal'. It is very important to use this TTB document with WTCKs. Warning Poster. Please see "BEGINNING THE ERECTION PROCESS" (sample.A.)_ and "BRACING REQUIREMENTS - FOR 3 PLANES OF ROOF" (sample B.) The WTCA Warning Poster provides additional information needed to properly and safely install and temporarily brace trusses. B. Another source of similar information is TPI's HIB -91. 1 Copyright ® 2002 Wood Truss Council of America, Inc. 2d e�eN ea`e� PeQ Note: Locate ground braces for first truss directly in line with all rows of top Chord continuous lateral bracing (either temporary or permanent). Web members Brace the bracing Bottom chords FE Option 2A:-. Short Piece Temporary Continuous Spacers and Diagonal Cross Bracing ' S` 45''='60' Uses 8ci no seater than 6' DO NOT set more than 5 trusses before you diagonally brace as shown. This approach will NOT work without diagonal bracing applied early and often! pans p ng. g ., ' Spans between 30' — 45': Use 8' spacing • Spans up to 30': Use 10' spacing Temporary 6" Continuous Temporary g Dia onal or -- 10fi' - 8' or ---- p Lateral Spacers :• 6', 8' ' , 10' Bracing s: •, (where possible place o, at each top chord joint) !o: If nails split spacer piece, I k' _ " do NOT use it. Spans over 60' require complex, temporary bracing. Consult a professional engineer. Temporary Diagonal Bracing repeated entire length of building I 8' 2" x 4." x minimum of 26" Lateral Spacers (use of longer spacers willz• reduce splitting potential) F 2V OR LONGER r " f py Trut_See,WTCXs Warning Poster for more detailed information. Used as shown. 'Option `2B: Short Piece Temporary Continuous Spacers and Diagonal Bracing .Spans 45' - 60' Use spacing no greater than- 6' DO NOT set more than 5 trusses before you diagonally brace as shown. This approach will NOT work without diagonal bracing applied early and often! Temporary Diagonal Bracing • Spansbetween 30' - 45': Use 8' spacing •Spans up to 30': Use 10' spacing 6° Continuous Temporary 6', a' or,o' 1W,8or-4 Lateral Spacers s e, (where possible place o- at each top chord joint) Zoo- Spans over 60' require complex temporary bracing. Consult a professional engineer. II ` If nails split 2" x 4" x 221/2" spacer piece, do NOT use it. Temporary Diagonal 8' Lateral Spacers T rzx Bracing repeated 1C ,, entire length of building - " See WTCXs Warning Poster for more detailed information. Used as shown. Copyright C 2002 Wood Truss Council of America, Inc. LOVELACE ENGINEERING ' Structural Engineering Services STRUCTURAL CALCULATIONS 1 DATE: FEBRUARY 21, 2006 PROJECT:- SCHLEISMAN RESIDENCE ' STRUCTURAL REVISIONS LOT 88, MASTER CIRCL LA QUINTA, CA CITY OF LA QUINTA tBUILDING & SAFETY DEPT. APPROVE OWNER: THOMAS JAKWAY. FOR CONSTRUCTION ' 2372 S. SKYVIEW DRIVE PALM r ��f=��i SPRINGS, CA 922.(6 :. ARCHITECT: THOMAS JAKWAY 2372 S. SKYVIEW DRIVE PALM SPRINGS, CA 92264 JOB: J05192a ' NOTE: THESE CALCULATIONS ARE INVALID UNLESS BEARING A WET STAMP & SIGNATURE phone 858:535.9111 fox 858.535.1989 • web www.lovelaceeng.com 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 + x. LOVELACE 9s•= ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com JOB .l I 12 -5 /e l LEI 5I IAN SHEET NO. I OF qJ CALCULATED BY o DATE CHECKED BY DATE SCALE SUBJECT SHEET DESIGNCRITERIA....................................................................................................................... Z LOADS.......................................................................................................................................... VERTICALANALYSIS/DESIGN............................................................................................:....... LATERALANALYSIS/DESIGN..................................................................................................... [J I FOUNDATIONS / RETAINING WALLS........................................................................................... — STRUCTURAL NOTES, SCHEDULES, DETAILS (WHERE ADPL.) ............................................. 36 S 1] 4 . LOVELACE ENGINEERING 54X= Structural Engineering Services ' 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com GOVERNING CODE: CBG 2001 JOB IJV J I 177— SHEET NO. r OF 45, 5,. CALCULATED BY, DATE CHECKED BY SCALE IDD7MSIG► CRIITERI _ , DATE CONCRETE: F'c=2500 psi, NO SPECIAL INSPECTION REQ'D. (U.N.O.) MASONRY: ASTM C90, F'm= 1500 psi, NO SPECIAL INSPECTION REQ'D (U.N.O.) MORTAR: ASTM C210, F'c =1800 psi, TYPE S GROUT: ASTM C416, F'c=2000 psi REINFORCING STEEL: ASTM A615, Fy= 40ksi FOR $4 AND SMALLER ASTM A615, Fy= 60k5i FOR 05 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A36, Fy= 36ksi (STRUCTURAL SHAPES # PLATES) ASTM A500, GRADE B, Fy= 46ksi (STRUCTURAL TUBING) ASTM A53, GRADE B, Fy= 35ksi (STRUCTURAL PIPE) WELDING: E10 SERIES-TYP., E90 SERIES FOR A615 GRADE 60 REINFORCING BARS SHOP WELDING TO BE DONE IN AN APPROVED FABRICATOR'S SHOP FIELD WELDING TO HAVE CONTINUOUS SPECIAL INSPECT. SAWN LUMBER: DOUGLAS FIR LARCH, ALLOWABLE UNIT STRESSES AS PER UBC, CHAPTER 23 GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/NEM 24F -V4 FOR SIMPLE SPAN CONDITIONS 24F -VS FOR CANTILEVER CONDITION SOIL: ALLOWABLE BEARING PRESSURE _ ISr,70p5r ACTIVE SOIL PRESSURE = pcF ACTIVE SOIL PRESSURE(RESTRAINED) = pcF PASSIVE SOIL PRESSURE = per SOIL DENSITY = pcF COEFFICIENT OF FRICTION = ❑ EXISTING NATURAL SOIL PER UBC TABLE 18-1-A SOILS REPORT BY: `j•D lj( PROJECT NUMBER: DATED: Z,11.Ob SOIL CLASSIFICATION: 14 LOVELACE ENGINEERING Structural Engineering Services ' 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • (ox 858.535.1989 • www.lovelaceeng.com 1 1 JOB SHEET NO. OF DEAD LOAD: F -VT j VF CALCULATED BY " - DATE CHECKED BY 1.5 DATE SCALE 3.5 RDOF DEAD LOAD: F -VT j VF ROOFING( (,LbY MW-) ......................................................... Z9.Opsr 6 O 5HEATHING................................................................................... 1.5 RAFTER/CEILING JOISTS OR TRU55ES..................................... 3.5 INSULATION................................................................................... 1.5 DRYWALL..................................................................................... 2.5 OTHER (ELEC., MEGH., MISG.).................................................... I.G - V TOTAL DEAD LOAD: -3t psf 6.0 LIVE LOAD: 1b.0 sf 70.0 TOTAL LOAD: q&.0 psf 36.0 FLOOR DECK/OTHER DEAD LOAD: FLOORING .......................................... 3.0 psf .0 psf LT. WEIGHT CONCRETE................................................................ .0 .0 5HEATHING................................................................................... .2.0 2.0 JOISTS........................................................................................... 3.5 3.5 DRYWALL..................................................................................... 2.5 .0 OTHER (ELEG., MEGH., M15C.).................................................... 3.0 .5 TOTAL DEAD LOAD: -.0 psf .0 psf LIVE LOAD: (RESIDENTIAL U5E PER U5G CHAPTER 16) 40.0 psf .0 psf TOTAL LOAD. - .0 psf 0 psf EXTERIOR WALL STUDS............................................................................................. 1.0 psf DRYWALL..................................................................................... 2.5 INSULATION................................................................................... 1.5 EXTERIOR FIN15H ( ST aO)..................................................... 10.0 OTHER(1-115G.)............................................................................. 1.0 TOTAL LOAD: Ib .0 psr INTERIOR WALL ......................................................... 1.0 psf ......................................................... 5.0 ......................................................... 1.0 1.0 psr LOVELACE r.. ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121=3772 phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com LEVEL: ,OB -7 S 112— SHEET 12—SHEET NO. _ . q OF L CALCULATED BY OG DATE CHECKED BY SCALE VHF=3-1-ICl L Ni ,LYSIS DDESIGN MEMBERS: D I MARK: SWAN = _►S FT. W1= + y 1!(UNIFORM LOAD = 3M PLF 1.42 = = PLF PI= _ - LBS P2= _ - LBS RI= _ - LBS Rr= _ - LBS vmax= LBS Mmax= _ `TFT -LBS Ireq = = 332 IN USE: 4 A 12- GRADE: D -F - CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: DATE MARK: Z SPAN= 13 FT. [UNIFORM LOAD W1= SD /L 1 = PLF 1^12= r = PLF PI= _ — LBS P2 _ -- LBS RI = _ ^" LBS Rr LBS vmax=_ LBS Mmax= FT -LBS Ireq IN USE: Ix V, GRADE: p.F. l CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: MARK: SPAN= I_ FT. 2T'UNIFORM LOAD W1= 2,1 = 3yZ PLF V42 = = PLF PI= _ -- LBS P2 = _ -- LBS RI= _ - LBS Rr= _ LBS vmax= = LBS Mmax= _ ° FT -LBS Ireq = = Z IN USE: GRADE: D, Ir. It I . CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: 1 LOVELACE - - 11Z ENGINEERING 'Oe Structural Engineering Services SHEET NO. 5930 Cornerstone Court W. Suite 100 CALCULATED BY 041 DATE San Diego, CA 92121-3772 CHECKED BY DATE phone 858.535.9111 • (ox 858.535.1989 • www.lovelaceeng.com SCALE OF LEVEL: POE-, MEMBERS: NAt j MARK: SPAN= lg FT_ [UNIFORM LOAD W1= Or!y5 . = PLF W2= - PLF P1= SO 7 i 2 = Z oD LBS P2 = _ — LBS RI= LBS Rr= _ h2>0 LBS Vmax= _ — LBS Mmax= D -- g31 O FT -LBS = I IN USE: 3 z GRADE:- CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: MARK:SPAN= IS FT. W1=M (Ib.r ❑ UNIFORM LOAD _ IZ PLF W2= _ — PLF Vmax= - LBS P2 1BS RI= = 1°`1-55 Rr= =BSO LBS Vmax= = LBS Mmax= = 6 ° FT -LBS Ireq = _ IN JP WI I USE: 4X I2_ GRADE: D. CAMBER: HARDWARE: OR GRADE: GAMBER: HARDWARE: MARK: 5PAN=_ FT. ❑ UNIFORM LOAD W1= S Slv =2,7 PLF W2= y - PLF Pi= SD z z - LBs' P2= _ — LBS Ha= &0(V?,) = Zoe R1= = ( Ib] LBS 't- Rr= = LBS I - Vmax= - LBS Mmax== 1BS '*_II a100FT-L'0' irecj = = 4 v IN : I USE: S ° GRADE: Z F- CAMBER: 3 HARDWARE: OR ' GRADE: GAMBER: HARDWARE: Title : Schleisman Residence Job # J05192 ' Trapezoidal Loads Dsgnr: OC Date: 7:35PM, 22 DEC 05 Description ' 'Scope: = 5.125in x Depth = 19.5in, Ends are Pin -Pin 1 CUSTOM RESIDENCE Max Stress Ratio -STORY #1 DL @ Left 85.00 #/ft Rev: 560100 User. KW -0601024, Ver 5.6.1, 25 -opt -2002 General Timber Beam Page 1 ' (c)1983-2002 ENERCALC Engineering Software DL @ Right z:\datalacadwin\drawings\OS\j05192 schleisman LL @ Right 40.00 #/ft End Loc 4.000 ft 62.0 k -ft Description (rb-6) ROOF BEAM (living room) LL @ Left 152.00 #/ft Start Loc 8.000 ft ' ' 323.00 #/ft Calculations designed to 1997 NDS 1997 UBC Requirements End Loc General Information are and #3 DL @ Left Section Name 5.125x19.5 Center Span 24.00 ft .....Lu 24.00 ft Start Loc Beam Width 5.125 in Left Cantilever ft .....Lu 0.00 ft ' Beam Depth 19.500 in Right Cantilever ft ...Lu 0.00 ft 24.000 ft Member Type GluLam Douglas Fir, 24F - V8 136.00 #/ft LL @ Left Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi 4.000 ft ' Load Dur. Factor 1.250 Beam End Fixity Pin -Pin Fv Allow 190.0 psi Fc Allow 560.0 psi LL @ Right 64.00 #/ft Wood Density 34.000 pcf E 1,800.0 ksi 121.32 psi ' Trapezoidal Loads Beam Design OK ' Span= 24.00ft, Beam Width = 5.125in x Depth = 19.5in, Ends are Pin -Pin __ T Max Stress Ratio 0802 : 1 #1 DL @ Left 85.00 #/ft LL @ Left 40.00 #/ft Start Loc 0.000 ft 49.7 k -ft DL @ Right 85.00 #/ft LL @ Right 40.00 #/ft End Loc 4.000 ft 62.0 k -ft #2 DL @ Left 323.00 #/ft LL @ Left 152.00 #/ft Start Loc 8.000 ft ' DL @ Right 323.00 #/ft LL @ Right 152.00 #/ft End Loc 24.000 ft at 24.000 #3 DL @ Left 85.00 #/ft LL @ Left 40.00 #/ft Start Loc 20.000 ft DL @ Right 85.00 #/ft LL @ Right 40.00 #/ft End Loc 24.000 ft #4 DL @ Left 136.00 #/ft LL @ Left 64.00 #/ft Start Loc 4.000 ft DL @ Right 136.00 #/ft LL @ Right 64.00 #/ft End Loc 20.000 ft 121.32 psi Point Loads Max 6.18k ' Fb 2,290.65 psi Fv ' Dead Load 1,292.0 lbs T lbs lbs lbs w lbs lbs lbs Live Load 608.0 lbs lbs lbs lbs lbs lbs lbs Total Load ...distance 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft ' Summary Beam Design OK Span= 24.00ft, Beam Width = 5.125in x Depth = 19.5in, Ends are Pin -Pin Max Stress Ratio 0802 : 1 Maximum Moment 49.7 k -ft Maximum Shear * 1.5 12.1 k ' Allowable 62.0 k -ft Allowable 23.7 k Max. Positive Moment 49.70 k -ft at 12.000 ft Shear: @ Left 6.18 k Max. Negative Moment -0.00 k -ft at 24.000 ft @ Right 8.08 k Max @ Left Support 0.00 k -ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k -ft @ Center 0.922 in Max. M allow 62.00Reactions... @ Right 0.000in fb 1,836.16 psi fv 121.32 psi Left DL 4.30 k Max 6.18k ' Fb 2,290.65 psi Fv 237.50 psi Right DL 5.59 k Max 8.08 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load ' Deflection -0.615 in -0.890 in Deflection 0.000 in 0.000 in ...Location 12.096 ft 12.096 ft ...Length/Deft 0.0 0.0 ...Length/Deft 468.4 323.69 Right Cantilever... Camber ( using 1.5 * D.L. Defl ) ... Deflection 0.000 in 0.000 in @ Center 0.922 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in ' User KW -0801024, Ver 5.6.1, 25 -Oct -2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description (rb-6) ROOF BEAM (living room) Page 2 Title: Schleisman Residence Job #J05192 Dsgnr: OC Date: 7:35PM, 22 DEC 05 Description : 7 ' Scope: 1 -STORY CUSTOM RESIDENCE ' User KW -0801024, Ver 5.6.1, 25 -Oct -2002 General Timber Beam (c)1983-2002 ENERCALC Engineering Software Description (rb-6) ROOF BEAM (living room) Page 2 1 11 1 Stress calcs Bending Analysis Ck 19.865 Le 44.142 ft Sxx 324.797 in3 Area 99.938 in2 Cv 0.940 Rb 19.835 CI 0.812 Max Moment Sxx Req'd Allowable fb @ Center 49.70 k -ft 260.35 in3 2,290.65 psi @ Left Support 0.00 k -ft 0.00 in3 2,819.92 psi @ Right Support 0.00 k -ft 0.00 in3 2,819.92 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.27 k 12.12 k Area Required 39.052 in2 51.051 in2 Fv: Allowable 237.50 psi 237.50 psi Bearing @ Supports Max. Left Reaction 6.18 k Bearing Length Req'd 2.154 in Max. Right Reaction 8.08 k Bearing Length Req'd 2.816 in ' Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k -ft 6.18 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k -ft 0.00 k 0.0000 in 1 11 1 I; IJ 1 L LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB 7as-1 U SHEET NO.y CALCULATED BY ov/ CHECKED BY phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com SCALE LEVEL: ,wff- MEMBERS: MAH OF DATE DATE MARK: SPAN= 47 FT. ❑ UNIFORM LOAD W1= rj(% 1 L' = 30D PLF H2= _ — PLF WI PI= - — LBS P2 = _ — LBS Rk = LBS Rr = _ % LBS Vmax= _ — LBS Mmax= FT -LBS Irecl = = ZZ IN" USE: 2X 12 GRADE: D• Z CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: MAW: F§ -h PAN= 1 _ FT. ffrUNIFORM LOAD W1= PLF W2= _ — PLF P1= _ LBS P2= _ — LBS RI = _ — LBS Rr= _ ^— LBS Vmax= LBS Mmax= FT -LBS Ireq = IN USE: 2 GRADE: CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: MARK: E5'1 SPAN= 12— FT. ❑ UNIFORM LOAD Wl= 2 = 3 PLF W2= _ — PLF WI Pl= = LBS P2= _ — LBS RI = _ I n O LBS -- — Rr= = 135 LBS f Vmax= _ — LBS Mmax= FT -LBS Irec1= IN USE: X 12, GRADE: D.F.CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: LOVELACE ._ ENGINEERING Structural Engineering Services ' 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 1 1 FME ,OB SHEET NO. OF CALCULATED BY DATE CHECKED BY phone 858.535.9111 • (ox 858.535.1989 • www.lovelaceeng.com SCALE LEVEL: MEMBERS: MARK: -B - APAN FT. [UNIFORM LOAD W1= io r, "A = 10i PLF W2= _ — PLF PI= - — LBS P2 = - — LBS RI = _ '— LBS Rr'= _ —' LBS Vmax= LBS Mmax= FT -LBS Ireq = _ IN IUSE: 3 GRADE: CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: DATE i MARK: P SPAN= FT. ❑ UNIFORM LOAD W1= 36 zN z+ = 72 PLF PI PZ PZ Pi W2= = PLF PI= (o _ y z Z LBSCz I I P2 LBS 11 al _ 5 -- RI= _ — LBS Rr = _ — L.BS .. Vmax= _ [013, LBS Mmax=_ /,, `Q FT -LBS Ireq = = K IN4 USE: GRADE: CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: MARiC:LaaPAN= FT. [UNIFORM LOAD Wl= U -V PLF W2= _ — PLF PI= = LBS P2 = - — LBS RI= _ LBS -- - -Rr Vmax= Mmax= SBS - LBS _FT -LBS req = = W IN ASE: GRADE: CAMBER: HARDWARE: DR GRADE. CAMBER: HARDWARE: ' LOVELACE ENGINEERING 'DB SHEET NO. ' OF ' ® Structural Engineering Services CALCULATED BY DATE 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 CHECKED BY DATE ' phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com SCALE 1 1 = LB5 LBS LBS FT -L55 it, 14 ireg = = 111 USE: GRADE: CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: ❑ UNIFORM LOAD PLF PLF LBS LB5 LBS LB5 LBS FT -L55 4 Ireq _ IN USE: GRADE: CAMBER: HARDWARE: OR GRADE: CAMBER- HARDWARE: 1 LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • (ox 858.535.1989 • www.lovelaceeng.com LEVEL: N- F MEMBERS: R EF PFP- ,OB 7Q7112- SHEET Q5112SHEET NO. l61 OF CALCULATED BY DATE CHECKED BY SCALE MARK: SPAN= FT. 2r64IFORM LOAD SD N1= I y I = 490 PLF W2= _ — PLF PI= _ — LBS P2 = _ — LBS RI = _ — LBS Rr= _ — LBS Vmax= = ihed LBS Mmax= FT -LBS Ireq = _ — IN USE: G_ GRADE: D.F* 2 CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: MARK:— _419[ N=_ FT. Wl= LOLZg1Z) UNIFORM LOAD _ PLF N2= _ — PLF Pl= _ — LBS P2= _ — LBS RI= _ — LBS Rr= _ LBS Vmax= _ a/ LBS Mmax= 1b USE: 12A 122 GRADE: P.r Z CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: MARK: " -3 SPAN= 1-0 FT. [UNIFORM LOAD W1= SO = ZS' PLF W2= - — PLF P1= - — LBS P2 = = LBS R1= - — LBS Rr= = LBS Vmax= LBS Mmax= FT -LBS .d irec{= = I!i' IN USE: 0 GRADE: Z CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: DATE 1 1 1 1 1 1 1 1 i 1 1 1 1 HARDWARE: HARDWARE: ireg = = IN USE: GRADE: CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: A LOVELACE 7OS 112 ENGINEERING JOe SHEET NO. of C _ Structural Engineering Services 5930 Cornerstone Court W. Suite 100 ` ` CALCULATED BY DATE San Diego, CA 92121-3772 CHECKED BY DATE phone 858.535.9111 • (ax 858.535.1989 • www.lovelaceeng.com SCALE 1 1 1 1 1 1 1 1 i 1 1 1 1 HARDWARE: HARDWARE: ireg = = IN USE: GRADE: CAMBER: HARDWARE: OR GRADE: CAMBER: HARDWARE: 1 12 -56901b Loads: LC 1, DL+rLL Results for LC 1, DL+rLL Lovelace Engineering OC J05192 Schleisman Residence A FRAME (master bedroom) December 23, 2005 8:08 AM J05192_a frameAd 1 1 1 Company Lovelace Engineering December 23, 2005 Designer OC 8:12 AM Job Number: J05192 Schleisman Residence Checked By: Global ` Steel Code ASD: AISC 9th AISI 99 Allowable Stress Increase Factor. ASIF 1.333. Include Shear Deformation Yes lnclUde.Warping Yes No. of Sections for Member Calcs 5 Redesi n Sections Yes P -Delta Analysis Tolerance 0.50% Vertical Axis Y Materials (General) Material Label Young's Modulus Shear Modulus Poisson's Thermal Coef. Weight Density Yield Stress ksi ksi Ratio(per 10^5 F k/ft^3(psi) STL 29000 11154 1 .3 1 .65 .49 36000 Sections Section Database Material Area SA(yy) SA(zz) I y -y I z -z J (Torsion) T/C Label Shape Label in ^2(in ^4 (in ^4 (in A4) Onl TU10X6X1/2 I TU10X6X8 I STL 14.4 1.2 1.2 1 80.8 181 187 1 DL DL Dead Load Joint Coordinates 1 1 Joint Label X Coordinate Y Coordinate Z Coordinate Joint Temperature Detach from N2 1 9 1 3 1 0 1 .0 1 ., No N3 1 18 1 0 1 0 1 0 1 No Boundary Conditions Joint Label X Translation Y Translation Z Translation MX Rotation MY Rotation MZ Rotation Ib/in Ib/in Ib/in(k-ft/rad) (k-ft/rad) (k-ft/rad) N1 Reaction Reaction Fixed N2 Fixed N3 Reaction I Fixed Member Data X -Axis Shape / Material Phy§.O.M. End Releases End Offsets Inactiv&llember Member Label I Joint J Joint K Joint Rotate Section Set Memb I -End J -End I -End J -End Code Length Steel Design / NDS Parameters Member Section Length Lb y -y Lb z -z L comp Cm y -y Cb Sway Label Set le2 lel le—bend K y -y K z -z CH Cm z -z B y z R M1 TU10X6X1/2 1 9.487 1 11. 1. 0. ::: M2 I TU10X6X1/2:: 9.487 1 1 1 1 1. 1 1. 0 . Basic Load Case Data RISA -3D Version 4.5 [Z:\data\ACADWIN\Drawings\05\J05192_schleisman\calcs\J05192_a frame.r3d] Page 1 Load Type Totals BLC No. Basic Load Case Category Category Gravity Direct Description Code Description X Y Z Joint Point Dist. Area Surf. 1 DL DL Dead Load -1 1 1 1 2 2,...1 'rLL `LL . . I Live Load 1 : 2- ,IT RISA -3D Version 4.5 [Z:\data\ACADWIN\Drawings\05\J05192_schleisman\calcs\J05192_a frame.r3d] Page 1 Company Lovelace Engineering Designer OC Job Number: J05192 Schleisman Residence December 23, 2005 8:12 AM Checked By: Joint Loads/Enforced Displacements, Cate -gory: L. BLC 1 : DL S/ ' Joint Label [L]oad,[M]ass,or Direction Magnitude Start Location ft or % Joint Loads/Enforced Displacements, Category: LL, BLC 2: rLL Joint Label [L]oad,[M]ass,or Direction Magnitude D is lacement Ib k -ft in rad lb's^2/ft N2 I L i Y 1 -1820 Member Direct Distributed Loads, Category: DL, BLC 1 : DL LL, BLC 2 : rLL Member Label Direction Start Magnitude Ib/ft F End Magnitude Ib/ft F Start Location ft or % End Location ft or Start Location ft or % Mi Y -68 -68 0 0 0 0 M2 Y -68 -68 0 0 0 0 0 0 Load Combinations -25167 5 899.668 2699.004 Joint Displacements, By Combination LC Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation in Member Direct Distributed Loads, Cate -gory: LL, BLC 2 : rLL radians radians Member Label Direction Start Magnitude Ib/ft F End Magnitude Ib/ft F Start Location ft or % End Location ft or % 0 M 1 Y -32 -32 0 0 0 .0 M2 Y .-32 -32 0 0 0 0 Load Combinations -25167 5 899.668 2699.004 Num Description Env WS PD SRSS CD BLC Factor BLC Factor BLC Factor BLC Factor -31.966 1 DL+rLL y 1 11.2511 899.668 1 1 1 2 0 1 1 -31.966 2 1011.418 -3034.254 0 0 0 -25.167 - 3.. 1123.168 -3369.504 0 0 0 '17.573 Joint Displacements, By Combination LC Joint Label X Translation Y Translation Z Translation X Rotation Y Rotation Z Rotation in in in radians radians radians 1 N1 0 0 0 0 0 -4.436e-3 1 N2 .106 -.318 0 0 0 .0 1 N3 .212 0 0 0 0 4.436e-3 Reactions, By Combination LC Joint Label X Force Y Force Z Force X Moment Y Moment Z Moment Member Section Forces, By Combination LC Member Label Section Axial Shear y -y Shear z -z Torque Moment y -y Moment z -z tIhl llhl flhl !k-ffl (k -ft) (k-ftl 1 Mi 1 1346.668 4040.004 0 0 0 0 2.. 1234.918- . 3704.754 0 0 0=9:184 3 1123.168 3369.504 0 0 0 -17.573 4 1011.418 3034.254 0 0 0 -25167 5 899.668 2699.004 0 0 0 -31.966 1 M2 1 899.668 -2699.004 0 0 0 -31.966 2 1011.418 -3034.254 0 0 0 -25.167 - 3.. 1123.168 -3369.504 0 0 0 '17.573 4 1234.918 -3704.754 0 0 0 -9.184 5 1346.668 1 -4040.004 0 0 0 0 RISA -3D Version 4.5 [Z:\data\ACADWIN\Drawings\05\J05192_schleisman\calcs\J05192_a frame.r3d] Page 2 Company Lovelace Engineering December 23, 2005 Designer OC 8:12 AM Job Number: J05192 Schleisman Residence Checked By: Member A/SC ASD 9th Code Checks, By Combination ' LC Member Label Code Chk Loc Shear Chk Loc Dir ASD Eqn. Message ft ft 1 Mi .4499.487 .034 0 y H1-2 1 M2.: ::. .. .449 0 .034.:.. :9.487 1 y I H1-2. L I-0 VN O• Ir— 1 r 1 K 1 i 1 1 i T 1 i 1 RISA -3D Version 4.5 [Z:\data\ACADWIN\Drawings\05\J05192_schleisman\calcs\J05192_a frame.r3d] Page 3 11 1 L JOB1vt G SHEET NO. 1, OF .l SJ CALCULATED BY ter/ DATE CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE nTFF A ANALYSIS DDCSIGN AREA: SEISMIC LOAD: SEISMIC ZONE: 4 SEISMIC SOURCE TYPE: _Z _z 12M SOIL TYPE. yD Na= 1 0 Ca= (Na) = t Nv= — Cv= - (Nv) = — 1= 1.0, STANDARD OCCUPANCY R=_tZ* 1.4 =fa.: ' Ct= 0.020 hn= T= (C0(hn)"= - W= TOTAL SEISMIC DEAD LOAD ROOF WEIGHT: DATE WIND LOAD: EXPOSURE: G BASIC WIND SPEED= O mph Ce= 1 -06, TABLE 16 -G Cq= 1.3, TABLE 16-H qg= 16.9 p5f 1= 1.0, NON-ESSENTIAL FACILITY P= (CeXCgXg'XI)= 7,2.b psf DIAPHRAGM= 3 'f 200f (DI ' I I9 - 0t ?090 qZ7 LBS EXTERIOR WALL NGT. (TRIB. TO DIAPHRAGM)= Ito PSF i" L2 1i Z41+ 1s = SO Z LBS 0 3 INTERIOR WALL WGT. (TRIB. TO DIAPHRAGM)= 7P!F L 0' "1z uI + IS 30.E Obi LBS TOTAL WEIGHT TRIB. TO DIAPHRAGM= 77,05711 LBS SUMMARY: BASE SHEAR, V= -1 (W)= — (W)= RT — BUT NEED NOT EXCEED: ENGINEERING -( LLLOVELACE Structural Engineering Services BUT NOT LESS THAN: 5930 Cornerstone Court W. Suite 100 BASE SHEAR, V=O.IICaI(W)= (W)= San Diego, CA 92121-3772 11 1 L JOB1vt G SHEET NO. 1, OF .l SJ CALCULATED BY ter/ DATE CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE nTFF A ANALYSIS DDCSIGN AREA: SEISMIC LOAD: SEISMIC ZONE: 4 SEISMIC SOURCE TYPE: _Z _z 12M SOIL TYPE. yD Na= 1 0 Ca= (Na) = t Nv= — Cv= - (Nv) = — 1= 1.0, STANDARD OCCUPANCY R=_tZ* 1.4 =fa.: ' Ct= 0.020 hn= T= (C0(hn)"= - W= TOTAL SEISMIC DEAD LOAD ROOF WEIGHT: DATE WIND LOAD: EXPOSURE: G BASIC WIND SPEED= O mph Ce= 1 -06, TABLE 16 -G Cq= 1.3, TABLE 16-H qg= 16.9 p5f 1= 1.0, NON-ESSENTIAL FACILITY P= (CeXCgXg'XI)= 7,2.b psf DIAPHRAGM= 3 'f 200f (DI ' I I9 - 0t ?090 qZ7 LBS EXTERIOR WALL NGT. (TRIB. TO DIAPHRAGM)= Ito PSF i" L2 1i Z41+ 1s = SO Z LBS 0 3 INTERIOR WALL WGT. (TRIB. TO DIAPHRAGM)= 7P!F L 0' "1z uI + IS 30.E Obi LBS TOTAL WEIGHT TRIB. TO DIAPHRAGM= 77,05711 LBS SUMMARY: BASE SHEAR, V= -1 (W)= — (W)= RT LBS BUT NEED NOT EXCEED: BASE SHEAR, V= 2. Rat (W)= L (W)= -( LBS BUT NOT LESS THAN: BASE SHEAR, V=O.IICaI(W)= (W)= LBS BUT NOT LESS THAN (SEISMIC ZONE 4 ONLY): BASE SHEAR, v= 0.8RZN„I (W)= _ (W)= LBS //— l6SO = V,, = (F), /A) = b PSF SHEARWALL DESIGN: WIND TRIBUTARY AREA, TA=\ - ftZ (N-5) TA= i}6 i' v) _tel% ftp (E -W) SEISMIC (v,) WIND, vX = (PxTA)/A N -S: psf , p SEISt' GOVERNS E -W: 11 psf p• '1' Ps &/Vg2 11 GOVERNS ' L®VELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com 11 fl 1 u FLOOR SHEARNALLS DIRECTION LATERAL LOAD, v,, PSF LINE )OB SHEET NO. 0 OF CALCULATED BY Oe-- DATE CHECKED BY SCALE DATE TRIG. AREA, TA= = I4r FT' LOAD a THIS LEVEL= (NX x TA)= LBS LOAD, LEVEL= - - LBS TOTAL LOAD= 1.4 x 2 x LBS (R = •S/ R =7.2) / 2 COLUMNS =ZjeZ LBS STORY DRIFT (.025*h*(12)/.1R) =Ile IN PH'I QQ, 4 re9'd = 3Eo - = 2b. IN USE: T. 5. & Xb X aa' FLAG=POLE FOOTING (TABLE 18-1-A) CONSTRAINED HEIGHT= 10FT P= (LATERAL LOAD) ` 4 %a•z l I Z (,oL , = I00g LBS 53= (EMB. X LAT.BRGJ 1 33 C lSo1 1 B= (DIAGONAL DIM. SQ. PAD) : 0/12, Z= = 1°li PSF = 3.Sy FT D= F4.12 r, = 3• FT ' USE: 30 " SQUARE X -p " DEEP WITH LINE_ TRIG. AREA, TA= = JOS FT' LOAD a THIS LEVEL= (VX x TA)= LBS LOAD, LEVEL= _ — LBS TOTAL LOAD= 1.4 x 2 x ]Iq LBS (R ='} s/ R GOLUMNS =2L s LBS STORY DRIFT (.025*h*(12)/.71R) ` =--Z. S -q IN PHI Ire9'd - 3Eo - _ • X6 X Ri = iN4 USE: TS- 6 FLAG=POLE FOOTING (TABLE 18-1-A) CONSTRAINED HEIGHT= 13, FT P= (LATERAL LOAD) • 7 Z L• = 3% LBS 53 = (EMB. X LAT.BRG.) 33 S -D = ° PSF B= (.DIAGONAL DIM. SQ. PAD) = 3. FT D=41g PHe = 3• FT USE: "SQUARE X - " DEEP NITH 1 1 LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com I - FLOOR SHEARWALLS PH DIRECTION LATERAL LOAD, v,, _ -• * SF LINE G )OB SHEET NO. _ I I OF CALCULATED BY D DATE CHECKED BY SCALE TRIG. AREA, TA= = I12- FT' LOAD a THIS LEVEL= (VX x TA)= = 13A LBS LOAD, LEVEL= _ - LBS TOTAL LOAD = 1.4 x 2 x 130(7 LBS (R = i5-/ R =7•Z) / Z COLUMNS LBS STORY DRIFT (.025*h*(12)/.1R) = 2•12 IN Irec1'd- w - = 3•P IN USE: 1.5. 6 K6 x i11 1= SD• s 1N"> DATE FLAGPOLE FOOTING (TABLE 18-1-A) CONSTRAINED HE IGHT = 1S FT P= (LATERAL LOAD) 1.30` 5 2•a Z4pL, = LBS 5,= (EMB. X LAT.BRG,) 33 5 = ° PSF B= (DIAGONAL DIM. SQ. PAD) 36 It,r2-- _ 4.2 - FT D= 4ss "—e = i• FT USE: "SQUARE X 5 _O" DEEP WITH I`f - PEP - bbl I. l Iv* M LINE [2 uv* TRIG. AREA, TA= = 3SO FT2 LOAD a THIS LEVEL= (vX x TA)= = ?-,ALBS LOAD, LEVEL= = - LBS REDUNDANCY: ❑ (p) = 1.0 BY INSPECTION TOTAL LOAD = - LBS rmax. = (LOADXI,a/L)/V = _ (P) = 2-20/(rmax B) _ = x I O ADJUSTED LOAD= = LBS` 16D# SHEAR WALL LENGTH L= 21F 10 Z, = FT v= (TL/L)= ssTB2v = PLF USE: NP PER SHEAR WALL SCHEDULE 141 I7_11 DffF 44rjt• M OVERTURNING: SHEAR PANEL LENGTH= FT, ❑ O.K. BY INSPECTION OT MOMENT= _ RES. MOMENT= NET MOMENT= UPLIFT= USE: FT -LBS FT -LBS FT -LBS LBS F r 1 LOVELACE r ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB -567s1 11?2=n SHEET NO. OF CALCULATED OF CALCULATED BY w DATE CHECKED BY phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com SCALE DATE — FLOOR SHEARWALLS FH DIRECTION o LATERAL LOAD, vx j 1TGftEi LINED TRIG. AREA, TA= = SDZ FT2 LOAD Q THIS LEVEL= (vx x TA)= _ M13 LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION TOTAL LOAD = LBS rmax. = (LOADXIm/L)/V = _ (ib) = 2-20/(rmax AB) _ = x ADJUSTED LOAD= = LBS SHEAR WALL LENGTH, L= = S FT v= (TL/L)= = (p PLF USE: PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= OT MOMENT= 3q131 RES. MOMENT= NET MOMENT= UPLII USE: FT, ❑ O.K. BY INSPECTION -- 3Tl3OFT-L55 _ 1300 FT -LBS = 323 T-LBS LBS LINE_ TRIG. AREA, TA= _ 37-j9 FT2 LOAD a THIS LEVEL= (vx x TA)= = ZI LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION TOTAL LOAD = _ LBS rmax. = (LOADXI(D/L)/V = _ (ib) = 2-20/(rmax AB) _ = x 1.0 ADJUSTED LOAD= = LBS SHEAR WALL LENGTH L = = FT V= (TL/L)= _°_PLF USE: Q PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= FT, 11rO.K. BY INSPECTION OT MOMENT= - FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= = FT -LBS UPLIFT= = LBS USE: ; LOLOVELACE ' p.. ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 f JOB 709 l l2— SHEET NO. 2_y1 OF CALCULATED BY W//DATE CHECKED BY phone 858.535.9111 •fox 858.535.1989 • www.lovelaceeng.com SCALE — FLOOR SHEARWALLS LH DIRECTION LATERAL LOAD, vx LINE TRIG. AREA, TA= LOAD 9 THIS LEVEL= (v, x TA)= LOAD, LEVEL= REDUNDANCY: ❑ (p) = 1.0 BY INSPECTION rmax. = (LOADXIO/L)/V = (ib) = 2-20/(rm6x B) _ ADJUSTED LOAD= SHEAR WALL LENGTH, L= v= (TL/L)= DATE TOTAL LOAD= = x l' o FT2 LBS LBS LBS = G -TS'D LBS FT PLF USE:(3 PER SHEAR WALL SCHEDULE DV fH'• (pW 6j G 1 b0 OVERTURNING: W,-- 7-4 (*J) = 40SO e'WTCIb (8l-411 [J") SHEAR PANEL LENGTH= FT, ❑ O.K. BY INSPECTION OT MOMENT= 32 S + v # ID D(I I _ 11 RES. MOMENT= - NET MOMENT= UPLIFT= _ l USE: 4-4Pa r wi MAb +sm?b 50 MIH. FMe. LINE_ FT -LBS FT -LBS FT -LBS LBS TRIG. AREA, TA= = 184 FT2 LOAD @ THIS LEVEL= (vx x TA)= LBS LOAD, LEVEL= = LBS REDUNDANCY: ❑ (,b) = 1.0 BY INSPECTION TOTAL LOAD = -' LBS rmax. = (LOADXIO/L)/V = _ (,b) = 2-20/(rmax AB) _ = x 1 D ADJUSTED LOAD= = S I n LBS SHEAR WALL LENGTH, L= _ [ 0 FT v= (TL/L)= = 513 PLF USE: Q PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= 10 ❑ O.K. BY INSPECTION OT MOMENT= S Z = S Z FT -LBS RES. MOMENT= V 'f" 9 7 o - SFT -LBS NET MOMENT= = p SFT-LBS UPLIFT=- - LBS USE: lin 4S(7SlbIzl 11g Lt z. _, . LOVELACE JOB_7OSl Z ENGINEERING ®_ _ _ Structural Engineering Services SHEET NO. zZ of CALCULATED BY DATE 5930 Cornerstone Court W. Suite I0O O ' San Diego, CA 92121-3772 CHECKED BY DATE 1 s 1 phone 858.535.9111 • (ox 858.535.1989 • www.lovelaceeng.com SCALE — FLOOR SHEARWALLS EH IARECTION LATERAL LOAD, vx = &uJ PSF LINEN TRIG. AREA, TA= _ FT2 LOAD a THIS LEVEL= (vx x TA)= _ ° LBS LOAD, LEVEL = _ — LBS REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION TOTAL LOAD = LBS rmax.= (LOADXIOIL)/V = _ (/J) = 2-20/(rmax ' 'B) _ = x ADJUSTED LOAD= SHEAR WALL LENGTH, L= ° 1/0= FT v= (TL/L)= S = PLF USE: e PER SHEAR WALL SCHEDULE NJ 12-" OVERTURNING: SHEAR PANEL LENGTH= FT, ❑ O.K. BY INSPECTION OT MOMENT= = FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= = FT -LBS UPLIFT= _ l jb0- LBS USE: LINE,_ u TRIG. AREA, TA= FT2 LOAD a THIS LEVEL= (vx x TA)= LOAD, LEVEL= REDUNDANCY: ❑ (,b) = 1.0 BY INSPECTION TOTAL LOAD = LBS rmax.= (LOADXIOIL)/V = _ (,b) = 2-20/(rmax. B) _ =X1.0 ADJUSTED LOAD= =32`15 LBS SHEAR WALL LENGTH, L= = IV FT V= (TL/U= _ = 330 PLF USE-,® PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= [0 FT, ❑' O.K. B INSPECTION OT MOMENT= 2 3 = FT -LBS RES. MOMENT= I O+ = m,35 FT -LBS NET MOMENT= =L 6 FT -LBS UPLIFT= _ LBS USE: .5intpueM1N 11 1� 1 A7LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 1oa SHEET NO. Z3 OF CALCULATED BY O� DATE CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE — FLOOR SHEARWALLS 54 DIRECTION LATERAL LOAD, vx = k -b PSF LINE DATE TRIG. AREA, TA= = SG°?l% FT2 LOAD Q THIS LEVEL= (vx x TA)= = ISO LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (b) = 1.0 BY INSPECTION TOTAL LOAD= .� LBS rmax.= (LOADXIO/L)/V = _ LBS (b) = 2-20/(rmax AB) _ = x I.0 ADJUSTED LOAD= _ .3 LBS SHEAR WALL LENGTH L= = I FT v= (TL/L)= = Z PLF USE: 4) PER SHEAR WALL SCHEDULE `'S = PLF OVERTURNING: SHEAR PANEL LENGTH= FT, 2�O.K. BY INSPECTION OT MOMENT= D - CiFT-LBS RES. MOMENT= I(7 O =2b D FT -LBS NET MOMENT= = I33-33 FT -LBS UPLIFT= _ LBS USE. LBS USE: LINE_ TRIG. AREA, TA= = ISO FT2 LOAD Q THIS LEVEL= (vx x TA)= =IO -I LBS LOAD, LEVEL= = — LBS REDUNDANCY: ❑ (b) = 1.0 BY INSPECTION TOTAL LOAD = LBS rmax. = (LOADXIO/L)/V = _ (b) = 2-20/(rmax B) _ = x 1.0 u ADJUSTED LOAD= _ LBS � 110 SHEAR WALL LENGTH, L= F 3X ° '° = FT v= (TL/L)= `'S = PLF USE: lb PER SHEAR WALL SCHEDULE OVERTURNING - SHEAR PANEL LENGTH= FT, ❑ O.K. BY INSPECTION OT MOMENT= - FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= = FT -LBS UPLIFT= LBS USE: 11 JOB 10,r 1. 12 - SHEET NO. / OF CALCULATED BY DATE CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE Ge FLOOR SHEARWALLS L Yl DIRECTION LATERAL LOAD, vx = —& ? PSF LINE DATE TRIG. AREA, TA= _ 119 FT2 LOAD a THIS LEVEL= (v), x TA)= = Z i LBS LOAD, — LEVEL= _ — LBS REDUNDANCY: ❑ (h) = 1.0 BY INSPECTION TOTAL LOAD = LBS rmax. = (LOADXIO/L)/V = _ (/J) = 2-20/(rmax AB) _ = x O ADJUSTED LOAD= SHEAR WALL LENGTH, L= _ S FT v= (TL/U= - -__ Z PLF USE. r PER SHEAR WALL SCHEDULE G Nf7 OVERTURNING=: SHEAR PANEL LENGTH= OT MOMENT= Z RES. MOMENT= NET MOMENT= UPLIFT= USE: 6X ❑ O.K. BY INSPECTION -LBS -LBS -LBS 35 LINE LOVELACE . ENGINEERING = Ij Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 11 JOB 10,r 1. 12 - SHEET NO. / OF CALCULATED BY DATE CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE Ge FLOOR SHEARWALLS L Yl DIRECTION LATERAL LOAD, vx = —& ? PSF LINE DATE TRIG. AREA, TA= _ 119 FT2 LOAD a THIS LEVEL= (v), x TA)= = Z i LBS LOAD, — LEVEL= _ — LBS REDUNDANCY: ❑ (h) = 1.0 BY INSPECTION TOTAL LOAD = LBS rmax. = (LOADXIO/L)/V = _ (/J) = 2-20/(rmax AB) _ = x O ADJUSTED LOAD= SHEAR WALL LENGTH, L= _ S FT v= (TL/U= - -__ Z PLF USE. r PER SHEAR WALL SCHEDULE G Nf7 OVERTURNING=: SHEAR PANEL LENGTH= OT MOMENT= Z RES. MOMENT= NET MOMENT= UPLIFT= USE: 6X ❑ O.K. BY INSPECTION -LBS -LBS -LBS 35 LINE TRIG. AREA, TA= = Ij FT2 LOAD Q THIS LEVEL= (vx x TA)= _ _LB5 LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (p) = 1.0 BY INSPECTION TOTAL LOAD = LBS rmax. = (LOADXIO/L)/V = _ (b) = 2-20/(rmax AB) ° = x 1.0 ADJUSTED LOAD= = D LBS` - SHEAR WALL LENGTH, L= FI3X 71 FT v= v= (TL/L)= PLF USE: © PER SHEAR WALL SCHEDULE OVERTURNING - SHEAR PANEL LENGTH=_FT, ❑ O.K. BY INSPECTION OT MOMENT= - FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= - FT -1-55 UPLIFT= =,350 LBS USE: t r I -- ALOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 •fox 858.535.1989 • www.lovelaceeng.com CC—II'' II FLOOR SHEARWALLS JF_DIRECTION LATERAL LOAD, vx = . SF LINE _0 ,OB 705 JZ. SHEET NO. OF CALCULATED BY Civ DATE CHECKED BY SCALE DATE TRIG. AREA, TA= ' -IGT t 10, 1( QIi1" IUJ(T FT2 LOAD a THIS LEVEL= (vx x TA)= _ q2W LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION TOTAL LOAD= — LBS rmax. = (LOADXIm/L)/V =. _ (P) = 2-2(d/(rmaxAB) _ = x 1.0 ADJUSTED LOAD= = .;W LBS SHEAR WALL LENGTH, L= Z S•0 = 10 FT V= (TL/L)= _ " PLF USE:0 PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= S' FT, ❑ O.K. BY INSPECTION OT MOMENT= S ZS O =Z SFT -LBS RES. MOMENT=. 6 D 3 = 333,9 FT -LBS NET MOMENT= -I 12 -OFT -LBS UPLIFT= = LBS USE: 4X POST KPNDS 57M20 16711 WIN. W85, LINE TRIG. AREA, TA= _ LOAD 9 THIS LEVEL= (vx x TA)= _ LOAD, LEVEL= _ REDUNDANCY: ❑ (p) = 1.0 BY INSPECTION TOTAL LOAD =_ rmax. = (LOADXIm/L)/V = _ (/b) = 2-20/(rmax AB) ° = x ADJUSTED LOAD= _ SHEAR WALL LENGTH, L= _ V= (TL/L)= _ USE: O PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= 6 FT, ❑ O.K. BY INSPECTION OT MOMENT= 3 0 - RES. MOMENT= _ NET MOMENT= - C, UPLIFT= - USE:L. _FT2 . LBS LBS -b LBS FT D PLF FT -LBS FT -LBS FT -LBS LBS i 1 n LOVELACE y4 ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 k San Diego, CA 92121-3772 phone 858.535.9111 • (ax 858.535.1989 • www.lovelaceeng.com - FLOOR SHEARWALLS _t S-- D IREGTION LATERAL LOAD, vx = - -PSF ,OB 70S SHEET NO. lid OF_ CALCULATED BY DATE CHECKED BY SCALE DATE LINEIGVS'7 TRIG. AREA, TA= = ZJE-FT2 LOAD Q THIS LEVEL= (vx x TA)= LBS LOAD, LEVEL= _ - LBS REDUNDANCY: ❑ (p) = 1.0 BY INSPECTION TOTAL LOAD = - LBS rmax.= (LOADXIO/L)/V = (,b) = 2-20/(rmax B) ' _ = X 1'0 ADJUSTED LOAD= = MO LBS SHEAR WALL LENGTH, L= = IZ FT V= (TL/L)= = jS,h PLF USE: Q PER SHEAR WALL SGHEDULE OVERTURNING: SHEAR PANEL LENGTH= _12 FT, e0 K. BY INSPECTION OT MOMENT= = FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= = FT -LBS UPLIFT= = LBS USE. LINE DZ TRIG. AREA, TA= = Zas FT2 LOAD Q THIS LEVEL= (vx x TA)= LBS LOAD, LEVEL= _ - LBS REDUNDANCY: ❑ (/p) = 1.0 BY INSPECTION TOTAL LOAD= LBS rmax. = (LOADXIO/L)/V = _ (p) = 2-20/(rmax AB) _ ° X1.0 ADJUSTED LOAD= _ ( 32--) LBS SHEAR WALL LENGTH, L= = I.Z FT v= (TL/L)= = I6Z PLF USE: Q PER SHEAR WALL SCHEDULE OVERTURNING - SHEAR PANEL LENGTH= 12- FT, O.K. BY INSPECTION OT MOMENT= - FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= - FT -LBS UPLIFT= = LBS USE: I I J C 1 t L LLOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • (ax 858.535.1989 • www.lovelaceeng.com ,— FLOOR SHEARWALLS HS DIRECTION LATERAL LOAD, v,, LINE Z TRIG. AREA, TA= LOAD a THIS LEVEL= (vx x TA)= LOAD, LEVEL= REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION rmax. _ (LOADXI(d/L)/V = (/J) = 2-20/(rmax 'QB) _ ADJUSTED LOAD= SHEAR WALL LENGTH, L= v= (TL/L)= JOB. 4 '99112— SHEET NO. /j,_ OF CALCULATED BY DATE CHECKED BY SCALE USE: Q PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= FT, [eO .K. BY INSPECTION OT MOMENT= RES. MOMENT= NET MOMENT= DATE - FT2 LBS _ LBS TOTAL LOAD = LBS = Y Ln FT _ dS PLF UPLIFT= _ USE: LINE 3 FT -LBS FT -LBS FT -LBS LBS TRIG. AREA, TA= FT2 LOAD Q THIS LEVEL= (v,, x TA)= _ ° LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (p) = 1.0 BY INSPECTION TOTAL LOAD = `` LBS rmax. = (LOADXIm/L)/V = _ (P) = 2-20/(rmax B) - = X I.0 ADJUSTED LOAD= =L BS SHEAR WALL LENGTH, L= = IZ FT v= (TL/L)= = 3 J-T PLF USE: Q PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= IZ FT, ❑ O.K. BY INSPECTION OT MOMENT= D = OFT -LBS RES. MOMENT= 0 = Sr%FT-LBS NET MOMENT=_ j°3 OFT-LBS UPLIFT= LBS USE: 1 fl LOVELACE ENGINEERING l Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com — FLOOR SHEARWALLS _NS DIRECTION LATERAL LOAD, vx = 42 PSF JOB -TOS [12- %0 . SHEET NO. G!l OF CALCULATED BY Dl DATE CHECKED BY SCALE DATE LINE_ = 7h2- FT2 TRIG. AREA, TA= = 2-36 F T 2 LOAD a THIS LEVEL= (vx x TA)= _ — LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION TOTAL LOAD = — LBS rmax.= (LOADXIO/L)/V = _ (P) = 2-20/(rmax B) _ = X 1-0 LBS ADJUSTED LOAD= = LBS SHEAR WALL LENG=TH, L= = I) FT v= (TL/L)= = PLF USE: E PER SHEAR WALL SCHEDULE OVERTURNING - SHEAR PANEL LENGTH=_FT, [ J`O.K. BY INSPECTION = FT -LBS OT MOMENT= - FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= - FT -LBS UPLIFT= = LBS USE: LINE TRIG. AREA, TA= = 7h2- FT2 LOAD a THIS LEVEL= (vx x TA)= _ LBS LOAD, LEVEL= LOAD, _ — LBS REDUNDANCY: ❑ (p) = 1.0 BY INSPECTION TOTAL LOAD = LBS rmax.= (LOADXIO/L)/V = _ (b) = 2-20/(rmax AB) _ = x ( D ADJUSTED LOAD= _ °p LBS SHEAR WALL LENG=TH, L = = IZ. ' FT v= (TL/L)= PLF USE: Q PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENG=TH= Ii FT, .K. BY INSPECTION OT MOMENT= = FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= - FT -LBS UPLIFT= - LBS USE: it 1 1 1 LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 )OB OSj°lz SHEET NO. L OF CALCULATED BY DATE CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www. lovelaceeng.com SCALE FLOOR SHEARWALLS I`s DIRECTION LATERAL LOAD, vx = G -• * SF LINE DATE TRIG. AREA, TA= = Z8 FT2 LOAD Q THIS LEVEL= (vx x TA)= LOAD, LEVEL= REDUNDANCY: ❑ (%) = 1.0 BY INSPECTION TOTAL LOAD = — LBS rmax. _ (LOADXIO/L)/V = _ (P) = 2-20/(rmax 5) _ = X 0 ADJUSTED LOAD= = L LBS SHEAR WALL LENGTH, L= _ 10 FT V= (TL/L)= _ PLF USE: (D PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= OT MOMENT= 3° . RES. MOMENT= NET MOMENT= UPLII USE: FT, ❑ .O.K. BY INSPECTION BZW FT -LBS = Z ° FT -LBS LBS LINE TRIG. AREA, TA= FT2 LOAD a THIS LEVEL= (vx x TA)= =? 20 LBS LOAD, LEVEL= REDUNDANCY: ❑ (h) = 1.0 BY INSPECTION TOTAL LOAD = - LBS rmax. = (LOADXIO/L)/V = _ (/b) = 2-20/(rmax e) _ = X 1.0 ADJUSTED LOAD= = LBS SHEAR WALL LENGTH, L= = FT v= (TL/L)= - 30Z PLF USE: ® PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH=_ FT, ❑ O.K. BY INSPECTION OT MOMENT= Z =Z T -LBS RES. MOMENT= v - Qjq FT -LBS NET MOMENT= = 1S k°12 FT -LBS UPLIFT= 2022 ,LB5 USE: '!:;TW P4P% t 4 S5t?. 6 ' LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 ' phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com 1 w FLOOR SHEARWALLS HS DIRECTION LATERAL LOAD, vx LINE_ ,OB TOS n2l SHEET NO. OF CALCULATED BY W DATE CHECKED BY DATE SCALE TRIES. AREA, TA= FT2 LOAD a THIS LEVEL= (vx x TA)= LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION TOTAL LOAD= LBS rmax. = (LOADXIm/L)/V = _ (b) = 2-20/(rmax B) - - x ADJUSTED LOAD= _ -3 LBS SHEAR WALL LENGTH, L= Ej3X lb IIiz f FI3XZl{ I = FT v= (TL/L)= # b'14'1Ikq f ob = PLF USE: 0 PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= FT, ❑ O.K. BY INSPECTION OT MOMENT= RES. MOMENT= NET MOMENT= UPLIFT= USE-- LINE SE:LINE TRIG. AREA, TA= LOAD a THIS LEVEL= (vx x TA)= LOAD, LEVEL= REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION rmax. = (LOADXIm/L)/V = (/J) = 2-20/(rmax AB) _ ADJUSTED LOAD= SHEAR WALL LENGTH, L= v= (TL/L)= USE: Q PER SHEAR WALL SCHEDULE OVERTURNING - SHEAR PANEL LENGTH= jO FT, eO.K. BY INSPECTION OT MOMENT= RES. MOMENT= NET MOMENT= UPLIFT= USE: FT -LBS = FT -LBS = FT -LBS = l'i SSS LBS = Lbz F T 2 TOTAL LOAD= - LBS = x I• J,°7,LBS 0 FT PLF = FT -LBS = FT -LBS FT -LBS LBS t P LLOVELACE ENGINEERING - Aji-, Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 JOB SHEET NO. ///1 OF CALCULATED BY Oy DATE CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE - FLOOR SHEARWALLS `IS DIRECTION LATERAL LOAD, v,,= kg>PSF LINE 19 DATE TRIG. AREA, TA= = W FT2 LOAD a THIS LEVEL= (v), x TA)= _DLBS LOAD, LEVEL= _ - LBS REDUNDANCY: 0 (p) = 1.0 BY INSPECTION TOTAL LOAD = - LBS rmax. = (LOADXIm/L)/V = _ (P) = 2-20Krmax AB) _ = x I.0 ADJUSTED LOAD= = LBS SHEAR WALL LENGTH, L= FT v= (TL/L)= = ZSS PLF USE: T PER SHEAR WALL SCHEDULE OVERTURNING. SHEAR PANEL LENGTH=FT, eO.K. BY INSPECTION OT MOMENT= _ RES. MOMENT= NET MOMENT= UPLIFT= USE. FT -LBS FT -LBS FT -LBS LBS LINE_ TRIB. AREA, TA= = oSZ FT2 LOAD 0 THIS LEVEL= (vx x TA)== -I`I LBS LOAD, LEVEL= _ LBS REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION TOTAL LOAD = — LBS rmax. _ (LOADXIm/L)/V = _ (p) = 2 -2m/(rmax AB) ° = XI -0 ADJUSTED LOAD= = G✓ -71 H LBS SHEAR WALL LENGTH, L = = I FT V= (TL/L)= _ I _ PLF USE: PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= OT MOMENT= 236 RES. MOMENT= c NET UPLII USE - F -1 O.K. BY INSPECTION FT -LBS FT -LBS FT -LBS LBS 1 I 'I r LOVELACE g ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 ,OB ]osi 12 - SHEET ZSHEET NO. 32- OF CALCULATED BY ale- DATE CHECKED BY phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com SCALE -- FLOOR SHEARWALLS JAS- DIRECTION LATERAL LOAD, vx = 0 SF LINEZ DATE TRIG. AREA, TA= =FT2 LOAD Q THIS LEVEL= (vx x TA)= = S`1 LBS LOAD, LEVEL= = — LBS REDUNDANCY: ❑ (,b) = 1.0 BY INSPECTION TOTAL LOAD = — LBS rmax. = (LOADXIm/U/V = _ (,b) = 2-20/(rmax B) - = x I ' ADJUSTED LOAD= _ ° LBS S 1W SHEAR WALL LENGTH L= F13 -A i = FT v= (TL/L)= $2$ = PLF USE, lb PER SHEAR WALL SCHEDULE OVERTURNING. SHEAR PANEL LENGTH= FT, ❑ O.K. BY INSPECTION OT MOMENT= = FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= = FT -LBS UPLIFT= = S6O3 LBS USE: LINE TRIG. AREA, TA= = 5-I FT2 LOAD a THIS LEVEL= (vx x TA)= LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (p) = 1.0 BY INSPECTION TOTAL LOAD = LBS rmax. = (LOADXIm/L)/v = _ (ib) = 2-20/(rmax A'B) ° = x , ADJUSTED LOAD= _ Oa LBS -`Sim SHEAR WALL LENGTH L= tl lOX 7 7 = FT v= (TL/L)= $2°v - PLF USE: k PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= FT, ❑ O.K. BY INSPECTION OT MOMENT= - FT -LBS RES. MOMENT= - FT -LBS NET MOMENT= - FT -LBS UPLIFT= LBS USE- 1 L 1 ri 11 1 F71 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com — FLOOR SHEAR -WALLS HS DIRECTION LATERAL LOAD, vx = •O SF SOB ,JOS 112— SHEET 11ZSHEET NO. -33 OF CALCULATED BY al DATE CHECKED BY SCALE DATE LINE TRIG. AREA, TA= _ 412— FT2 ENGINEERING LOAD a THIS LEVEL= (vx x TA)= LLOVELACE Structural Engineering Services _ LBS S930 Cornerstone Court W. Suite 100 TOTAL LOAD= `— LBS San Diego, CA 92121-3772 1 L 1 ri 11 1 F71 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com — FLOOR SHEAR -WALLS HS DIRECTION LATERAL LOAD, vx = •O SF SOB ,JOS 112— SHEET 11ZSHEET NO. -33 OF CALCULATED BY al DATE CHECKED BY SCALE DATE LINE TRIG. AREA, TA= _ 412— FT2 LOAD a THIS LEVEL= (vx x TA)= _ LBS LOAD, LEVEL= _ LBS REDUNDANCY: ❑ (p) = 1.0 BY INSPECTION TOTAL LOAD= `— LBS rmax. = (LOADXIm/L)/V = _ (P) = 2-20/(rmax AB) _ = x (- ADJUSTED LOAD= LBS SHEAR WALL LENGTH, L= Z HF D X g = FT v= (TL/L)= PLF USE= NF PER SHEAR WALL SCHEDULE OVERTURNING. SHEAR PANEL LENGTH= FT, ❑ O.K. BY INSPECTION OT MOMENT= = FT -LBS. RES. MOMENT= = FT -LBS NET MOMENT= = FT -LBS UPLIFT= = 8-I O LBS USE: SFP-►'IGE LINE TRIG. AREA, TA= _ FT2 LOAD a THIS LEVEL= (vx x TA)= = D` ij LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (h) = Lo BY INSPECTION TOTAL LOAD = i LBS rmax.= (LOADXIm/L)/V = _ (b) = 2-20/(rmax AB) ° = x 1.0 ADJUSTED LOAD= _ pji 2- LBS `llibO SHEAR WALL LENGTH, L= FT v= (TL/U= STgB = PLF USE- HP PER SHEAR WALL SCHEDULE OVERTURNING: SHEAR PANEL LENGTH= FT, ❑ O.K. BY INSPECTION OT MOMENT= = FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= = FT -LBS UPLIFT= = &0 37; LBS USE: 1 1 LOVELACE ENGINEERING m Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com — FLOOR SHEARWALLS tDIRECTION LATERAL LOAD, vK = i0 •,aPSF JOB_ a212 - SHEET NO. i H OF CALCULATED BY CHECKED BY SCALE DATE DATE LINES r TRIG. AREA, TA= = 5DZ FT2 LOAD a THIS LEVEL= (v,, x TA)= LOAD, LEVEL= _ —ALBS REDUNDANCY: ❑ (P) = 1.0 BY INSPECTION TOTAL LOAD = — LBS rmax. = (LOADXIO/L)/V = _ (p) = 2-20/(rmax AB) _ = x I 0 ADJUSTED LOAD= = 3 LBS SHEAR WALL LENGTH, L= _ ' FT v= (TL/L)= _ h PLF USE: a PER SHEAR WALL SCHEDULE OVERTURNING - SHEAR PANEL LENGTH= S OT MOMENT = jj q RES. MOMENT= _. 1" NET MOMENT= UPLII USE: FT, ❑ O.K. BY INSPECTION FT -LBS FT -LBS FT -LBS LBS LINE_ TRIG. AREA, TA= = 3 -I FT2 LOAD Q THIS LEVEL= (v,, x TA)= LBS LOAD, LEVEL= _ — LBS REDUNDANCY: ❑ (%) = 1.0 BY INSPECTION TOTAL LOAD= — LBS rmax. = (LOADXIO/L)/V = (P) = 2-20/(rmax B) _ _ = X ADJUSTED LOAD= LBS SHEAR WALL LENGTH, L= = IZ FT V= (TL/L)= PLF USE: Q PER SHEAR WALL SCHEDULE OVERTURNING - SHEAR PANEL LENGTH= 1 Z FT, Z'O.K. BY INSPECTION OT MOMENT= = FT -LBS RES. MOMENT= = FT -LBS NET MOMENT= = FT -LBS UPLIFT= = LBS USE: LOVELACE r ENGINEERING Structural Engineering Services ' 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 11 1 phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com JOB 2 SHEET NO. OF _ CALCULATED BY DATE CHECKED BY SCALE 1=GUNDD/ TIOONS I SIGN ALLOWABLE BEARING PRESSURE, q=_L (r(Lt''SF (PER DESIGN CRITERIA) CONTINUOUS PERIMETER 4 BEARING WALL FOOTINGS: LOCATION: 'MNb I ®I NJ= WIDTH REQ'D= (WI/q x 12) _ PLF IN USE: 2" WIDE X 12--" DEEP WITH Z # 4zz TOP 4 BOTTOM LOCATION: b WI = ' 3 _ PLF WIDTH REQ'D= (WI/q x 12) _ __IN USE: Z" WIDE X" DEEP WITH TOP 4 BOTTOM LOCATION - W, = OCATION:W.= WIDTH REQ'D= (Wi/q x 12) _ PLF IN USE: " WIDE X " DEEP WITH TOP 4 BOTTOM ISOLATED SPREAD FOOTINGS: MARK:FFA P= LBS A,eq•a = P/q x 144 -SQ IN DATE J USE: 3b " SQUARE X L" DEEP WITH 3 # S EA WAY (3" CLEAR FROM SOIL) MARK: F- Z P=-r E _ Z6oLB5 sprt . A,eq.d = P/q x 144 50 IN USE: " SQUARE X " DEEP WITH Z # S EA WAY (3" CLEAR FROM SOIL) ii LOVELACE ENGINEERING Structural Engineering Services ' 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 1 1 1 i 1 1 1 1 1 1 1 1 1 phone 858.535.9111 • fax 858.535.1989 • vvww.Iovelaceeng.com 1O8 766 112- SHEET 1ZSHEET NO. OF 1 CALCULATED BY DATE CHECKED BY SCALE i005—N-Tn ii c NOTE TO DESIGNER/DRAFTSPERSON: THIS IS A COVERSHEET. DO NOT INCLUDE THIS SHEET ON THE PLANS DATE NOTE TO PLANCHECKER-- THIS SECTION CONTAINS THE FOLLONING INFORMATION (IF APPLICABLE TO THIS PROJECT) FOR YOUR USE IN CHECKING THE PLANS: FOUNDATION AND FRAMING STRUCTURAL NOTES NAILING SCHEDULE (TABLE 23 -II -5-1) SHEARNALL SCHEDULE FOUNDATION PLAN: PAD FOOTING SCHEDULES FOUNDATION PLAN: HOLDONN SCHEDULES SPECIAL INSPECTION SUMMARY LIST STRUCTURAL DETAIL DRANING5 FOUNDATION PLAN: FOOTING d HOLDONN CALLOUTS FRAMING PLANS: RAFTER, HEADER, BEAM, POST 8 HARDNARE CALLOUTS SHEARNALL LINE LOCATIONS SHEARNALL CALLOUTS L LOVELACE ENGINEERING M Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 ,OB Tos192 SHEET NO. ✓)l OF CALCULATED BY CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE FOUNDATION NOTES DATE DATE I. ALL PAD FOOTINGS WITH 4x POSTS ON SILL PLATES SHALL HAVE SIMPSON 'A23' EA. SIDE @ BASE. 4x POSTS ON INDIVIDUAL SPREAD FOOTINGS SHALL HAVE 5IMP50N 'CB' a BASE. (U.N.O.) 2. EXCEPT AT SHEAR PANEL LOCATIONS, ANCHOR BOLTS SHALL BE 5/8" DIAMETER WITH 1" MIN. EMBEDMENT Q 12" o.c. (U.N.O.) 3. REFER TO SHEAR WALL SCHEDULE FOR ANCHOR BOLT CALL -OUTS AND SPACING AT SHEAR PANEL LOCATIONS. 4. THERE SHALL BE A MINIMUM OF TWO ANCHOR BOLTS PER SILL PLATE PIECE WITH ONE ANCHOR BOLT LOCATED A MINIMUM OF 4" AND A MAXIMUM OF 12" WITHIN EACH END OF EACH SILL PLATE PIECE. 5. PLATE WASHERS A MINIMUM OF 2" X 2" X 3/16" THICK SHALL BE USED ON EACH BOLT. 6, ALL ANCHOR BOLTS, HOLDOWN ANCHORS 4 DOWELS MUST BE IN PLACE PRIOR TO CALLING FOR FOUNDATION INSPECTION. 1- ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 2500 PSI, 8- CONTINUOUS EXTERIOR PERIMETER AND CONTINUOUS INTERIOR BEARING WALL FOOTINGS SHALL BE AS FOLLOWS (U.N.O.): 12" WIDE X 12" DEEP INTO NATIVE SOIL OR 9099- COMPACTED FILL WITH (2) # 4 REINFORCING BAR 3" FROM THE TOP 4 BOTTOM OF THE FOOTING. I CONCRETE SLAB SHALL BE A MINIMUM OF 4" THICK WITH # 3 REBAR a 18"o.c. EACH WAY IN THE CENTER. UNDERLAY WITH 2" CLEAN SAND OVERLYING 10 MIL. VISQUEEN MOISTURE BARRIER OVERLYING ADDITIONAL 2" CLEAN SAND. 10. THE MOISTURE BARRIER SHOULD BE PROPERLY LAPPED AND SEALED AT JOINTS AND AROUND ANY BREAKS SUCH AS OPENINGS FOR UTILITY CONDUITS. 11, ALL NON-BRG. WALLS SHALL USE 2x P.T. SILL W/ # 1524 RAMSET SILL FASTENERS 6 36"O.C. (ICBO 01141). PROVIDE A SHOVEL FTG. FOR RAMSET EMBEDMENT. - 12, ALL DIMENSIONS SHALL BE VERIFIED WITH ARCHITECTURAL DRAWINGS. ANY DISCREPANCIES SHALL BE RESOLVED WITH ARCHITECT. 13_ BOTTOM OF ALL FOOTINGS SHALL MAINTAIN MIN. 1'-0" TO DAYLIGHT WHERE SLOPES OCCUR PER SOILS REPORT. HORIZONTAL DISTANCE SHALL BE MEASURED FROM THE BOTTOM LEADING EDGE OF FOOTING TO DAYLIGHT. NOTE: THE ABOVE SPECIFICATIONS SHALL APPLY UNLE55 NOTES OTHERWISE ON THE DRAWINGS. LOVELACE ' ENGINEERING Structural Engineering Services ' 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com JOB 'Ell 2 2a SHEET NO. ✓G7 OF CALCULATED BY DATE CHECKED BY SCALE ERAMNG (NOTES 1. ROOF SHEATHING SHALL BE: 1/2" PLYWOOD EXPOSURE I INDEX 24/0 8d COMMON NAILS 6 6" o.c. B.N. ad COMMON NAILS 1@ 12" o.c. F.N. B.N. APPLIES TO ALL SUPPORTED PLYWOOD EDGES AT: PLYWOOD EDGES, PERIMETER WALLS, 4 SHEARWALLS DATE 2. ALL RAFTERS, JOISTS 4 HEADERS SHALL BE DOUGLAS FIR LARCH 0 2 GRADE. 3. ALL BEAMS SHALL BE DOUGLAS FIR LARCH I GRADE. 4, ALL POSTS SHALL BE DOUGLAS FIR LARCH I, U.N.O. 5, ALL HANGERS SHALL BE 5IMP50N "U" HANGERS, U.N.O. 6, ALL ROOF HEADERS SHALL BE 4x4, U.N.O. 1. -PROVIDE DOUBLE JOISTS a SIDES 4 ENDS OF ALL OPENINGS. (U.N.O.) SISTER TOGETHER WITH 16d a 12" O.C. (TYP.) 8. ALL POSTS TO TOP PLATE AND SILL PLATE CONNECTIONS SHALL BE SIMPSON 'A34' U.N.O. 9, ALL BEAM TO TOP PLATE CONNECTIONS SHALL BE 5IMP50N 'A34' EA. SIDE U.N.O. 10, USE 2x4 D.F. " 2 STUDS 9 16"o.c. FOR ALL BEARING WALLS 10'-0" OR LESS IN HEIGHT. (14'-0" MAX. FOR NON-BEARING). FOR BEARING STUD WALL HEIGHTS IN EXCESS OF 10'-0", USE 2X6 D.F. #2 STUDS Q 16" O.C. (16'-0" MAX. HEIGHT) (20'-0" MAX. FOR NON-BEARING). ALL BEARING SLOPING RAKE WALLS SHALL BE CONTINUOUS BETWEEN FLOOR / FOUNDATION AND ROOF FRAMING. IL TJI JOISTS (IC50 04354, NER "200), MICROLLAMS, TIMBERSTRANDS, AND PARALLAMS (IC50 04919, NER #481) MANUFACTURER SHALL BE 'TRUSS JOIST MACMILLAN' OR EQUIVALENT. 12, A CERTIFICATE OF CONFORMANCE IS REQUIRED PRIOR TO FRAMING INSPECTION FOR ALL PARALLEL STRANDED LUMBER. 13. PROVIDE '576224' STRAP ACROSS ALL DISCONTINUOUS DBL. TOP PLATES. 77 L n t 1 LOVELACE ENGINEERING I Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 ,OB -joy 19 2 - SHEET NO. OF CALCULATED BY OG DATE CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE ERAWNGi (NOTES cont. DATE 14. EACH TRUSS SHALL BE LEGIBLY BRANDED, MARKED OR OTHERWISE HAVE PERMAMENTLY AFFIXED THERTO THE FOLLOWING INFORMATION LOCATED WITHIN 2 FEET OF THE CENTER OF THE SPAN ON THE FACE OF THE BOTTOM CHORD. A) IDENTITY OF THE COMPANY MANUFACTURING THE TRUSS. .B) THE DESIGN LOADS C) THE SPACING OF THE TRUSSES. 15. FRAMING MEMBERS OR BLOCKING SHALL BE PROVIDED AT THE EDGES OF ALL SHEETS IN PLYWOOD SHEARWALLS. 16, BEAMS BEARING ON TOP PLATE SHALL BE SUPPORTED BY DBL 2x STUDS (U.N.O.). SISTER TOGETHER W/ 16d a 16" O.G. 17, ALL SHEAR WALLS SHALL EXTEND TO THE ROOF SHEATHING. 18, ALL SHEAR PANEL SHALL BE APPLIED DIRECTLY TO STUDS PRIOR TO INSTALLATION OF DECORATIVE POP -OUTS AND TRIM. 19, ALL ROOF SHEATHING SHALL EXTEND UNDER CALIFORNIA FILL AREAS. 20. DO NOT CUT, NOTCH, DRILL, BORE, SHAVE, TAPER OR FOR ANY REASONS MODIFY PRE-ENGINEERED / MANUFACTURED STRUCTURAL ELEMENTS SUCH AS GLUED -LAMINATED MEMBERS, PARALLAMS, MICROLLAMS, I -JOISTS, LIGHT GAUGE METAL MEMBERS AND OTHER SIMILAR TIMBER OR STEEL PRODUCTS UNLESS SUCH MODIFICATIONS ARE WITHIN THE WRITTEN PARAMETERS SET FORTH BY THE MANU- FACTURER OF THAT PRODUCT OR A LETTER OF CERTIFICATION FROM THE MANUFACTURER'S ENGINEER WITH DETAIL SIGNED AND STAMPED IS ISSUED AND AUTHORIZED BY THE PROJECT ENGINEER OF RECORD AND APPROVED BY THE CITY OF GOVERNING BUILDING OFFICIAL. 21, ALL PANEL EDGES OF DIAPHRAGMS ARE BACKED BY 2x OR WIDER FRAMING ELEMENTS. NOTE: THE ABOVE SPECIFICATIONS SHALL APPLY UNLESS NOTED OTHERWISE ON THE DRAWINGS. j K111 rZ LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone CourtW. Suite 100 San Diego, CA 92121-3772 ,OB SHEET NO. O OF CALCULATED BY CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE TABLE 23 -11 -B -1 -NAILING SCHEDULE DATE DATE CONNECTION NAILING[ 1. Joist to sill or girder, toenail 3-8d 2. Bridging to joist, toenail each end 2-8d 3. 1" x 6" (25 mm x 152 ram) subfloor or less to each joist, face nail 2-8d 4. Wider than 1" x 6" (25 mm x 152 mm) subfloor to each joist, face nail 3-8d 5. 2" (51 mm) subfloor to joist or girder, blind and face nail 2-16d 6. Sole plate to joist or blocking, typical face Dail 16d at 16" (406 mm) o.c. Sole plate to joist or blocking, at braced wall panels 3-16d per 16" (406 mm) 7. Top plate to stud, end nail 2-16d S. Stud to sole plate 4-8d, toenail or 2-16d, end nail ' 9. Double studs, face nail 16d at 24" (610 mm) o.c. 10. Doubled top plates, typical face nail 16d at 16" (406 mm) o.c. Double top plates, lap splice 8-16d 11. Blocking between joists or rafters to top plate, toenail 3-8d 12. Rim joist to top plate, toenail 8d at 6" (152 mm) o.c. 13. Top plates, laps and intersections, face nail 2-16d 14. Continuous header, two pieces 16d at 16" (406 mm) o.c. along each edge 15. Ceiling joists to plate, toenail 3-8d 16. Continuous header to stud, toenail 4-8d 17. Ceiling joists, laps over partitions, face nail 3-16d 18. Ceiling joists to parallel rafters, face nail 3-16d 19. Rafter to plate, toenail 3-8d 20. 1" (25 mm) brace to each stud and plate, face nail 2-8d 21. 1" x 8" (25 mm x 203 mm) sheathing or less to each bearing, face nail 2-8d 22. Wider than 1" x 8" (25 mm x 203 mm) sheathing to each bearing, face nail 3-8d 23. Built-up corner studs 16d at 24" (610 mm) o.c. 24. Built-up girder and beams 20d at 32" (813 mm) o.c. at top and bottom and staggered 2-20d at ends and at each splice 25. 2" (51 mm) planks 2-16d at each bearing 26. Wood structural panels and particleboard:'- Subfloor and wall sheathing (to framing): 1/2" (12.7 mm) and less 19/32" 3/4" 6d3 (15 mm -19 mm) 7/8"-1" (22 mm -25 mm) _ 8d4 or 6d5 8d3 11/s"-11/4" (29 mm -32 mm) 10d4 or 8d5 Combination subfloor-underlaymeat (to framing): 3/4" (19 mm) and less 6d5 7/8"-1" (22 mm -25 mm) 8d5 11/8°-11/4" (29 mm -32 mm) 10d4 or 8d5 27. Panel siding (to framing)2: 1/2" (12.7 mm) or less MIS 5/3" (16 mm) 8d6 28. Fiberboard sheathing:? 1/2' (12.7 mm) No. 11 ga.8 6d4 No. 16 ga.9 '/32" (20 mm) No. 11 ga.8 8d4 No. 16 ga 9 29. Interior paneling 1/4" (6.4 mm) 4d10 3/8" (9.5 mm) 6d11 -I,ommonor Dox naus may oe useo except wnere omerwtse statea. 2Nads spaced at 6 inches (152 mm) on center at edges, 12 inches (305 mm) at intermediate supports except 6 inches (152 mm) at all supports where spans are 48 inches (1219 mm) or more. For nailing of wood structural panel and particleboard diaphragms and shear walls, refer to Sections 2315.3.3 and 2315.4. Nails for wall sheathing may be common, box or casing. 3Common or deformed shank. 4Cammon. 5Deformed shank. 6Corrosion-resistant siding or casing nails conforming to the requirements of Section 2304.3. ?Fasteners spaced 3 inches (76 mm) on center at exterior edges and 6 inches (152 mm) on center at intermediate supports. 8Corrosion-resistant roofing nails with 7/16 -inch -diameter (11 mm) head and 11/2 -inch (38 mm) length for 1/2 -inch (12.7 mm) sheathing and 13/4 -inch (44 mm ) length for 25/32 -inch (20 mm) sheathinglconforming to the requirements of Section 2304.3. 9Corrosion-resistant staples with nominal /16 -inch (11 mm) crown and 11/8 -inch (29 mm) length for 1/2 -inch (12.7 mm) sheathing and 11/2 -inch (38 mm) length for 25137 -inch (20 mm) sheathing conforming to the requirements of Section 2304.3. lopanel supports at 16 inches (406 mm) [20 inches (508 mm) if strength axis in the long direction of the panel, unless otherwise marked). 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Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • (ax 858.535.1989 • www.lovelaceeng.com 1Os '305112— SHEET 051 L2— SHEET NO. 47-- OF CALCULATED BY DATE CHECKED BY DATE SCALE di w LU W U =r- L w p ~O W W W z w z NF W Z W LU z z Z 3 O 4 Lu Z -j i w 4 N c r\ 3 ?° o Lu IL Q V in Z; Z Z3 V w z N 4 Q z 8 O "-13 —1 z in N o w n 0- z 0 i'nL O N Q3 z O U U _ `-u_4 F '- N I Q w -j Q ww U z 4 U ZW LL J ON W O W Lu LU Lu rp= q ,4Q 4 w Q cp U? Z z 3'3ca-Z W N p Q ul F-- 49. 10m4aO w Q w Qp-1wz4Q[0 i F- O (z a off, bu Qu- o N- zs z ° z`n C O Q w Qn oX Q o 4Q F- 06 Z LL N 0 W LL Q U: (a p U w Z z 4 ow r-4 to U w 0 0 0 cW LU U z c0 > a04 Qw0 _ W lUi O LU 0) z —jW p -, W N w 0z4 O W ?3 W 3 ? W =Q z u- mm Lu z z F z F z F z z F -i 5 1 - - z C — `9 0 N UJ N 0 N co ct — 0 .m m m m m m m Q z 4 N _ Q 8 cn 3 0 o ry o X mID 4 XX v Q) v i oao®000 NOLL`If MICA 01 IWd 1Os '305112— SHEET 051 L2— SHEET NO. 47-- OF CALCULATED BY DATE CHECKED BY DATE SCALE di w LU U =r- L w p QLLz Oz ? z w z NF ~ Lu cA W4 3 z Q m 0- 4 N O 4 Lu -j i w 4 N c r\ 3 ?° o Lu IL Q V in Z 0 QULu w0 Z3 _w p n M ~ w O -J w z N 0 Ci Q z 8 O "-13 —1 z O O N W 7z,-zz= w n 0- z 0 i'nL O N Q3 z O U U _ `-u_4 F '- N I Q w -j Q ww U z 4 U ZW LL J ON W O W Lu LU Lu rp= q ,4Q 4 w Q cp U? Z z 3'3ca-Z W N p Q u- Q C) U- 7 F-- -A w 10m4aO w Q w Qp-1wz4Q[0 n O (z a off, bu Qu- o N- zs z ° z`n C O Q w Qn oX Q o 4Q F- 06 Z LL N 0 W LL Q U: (a p U w Z z 4 ow r-4 to U w 0 0 0 cW LU U z c0 > a04 Qw0 _ W lUi O LU 0) z q_ w O N w 0z4 O W ?3 W 3 ? -q =Q z u- Lu z Q m u 0 U! ►i \7 i. -i t r LOVELACE ENGINEERING Structural Engineering Services 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 ,OB 705192 SHEET NO. OF CALCULATED BY CHECKED BY phone 858.535.9111 • fax 858.535.1989 • www.lovelaceeng.com SCALE DATE DATE HARDYFRAME SCHEDULE ICBO i PFC-5342 MODEL ANCHOR BOLT 2 SCREWS 3'4 SCREWS 3'4 5 SHEAR TRANSFER NUMBER QTY B DIA, QTY AT TOP QTY AT BOTTOM RIM JOIST/BLOCKING NF9x18 11/8 N/A 8 - 1/4" x 3" HFS 8 - X1/4" x 41/2" HFS (4) LTP4 I-IFImx24 1/8 1 - 3/4" 9 - 1i4" x 3" HFS 8 - 1i4" x 41i2" HFS (5) LTP4 HF13x18 T% N/A 5 - 11/4" x 3" HFS 5 - 1/4" x 41%" HFS (3) LTP4 NFI3x24 71/8 I - 3/4" 8 - 11/4" x 3" HFS 8 - 1/a" x 41/2" HFS (4) LTP4 I-IFI3xt8 I1/8 N/A l - 1/4" x 3" HFS l - iia" x 41/z" HFS (4) LTP4 I-IF13x24 I1/8 I - 3/4" 12 - 1i4" x 3" NFS 10 - 1i4." x 41/2" HFS (eo) LTP4 NOTES: 1, INSTALL 1/8" 0 ALL THREAD RODS HOLD DOWN BOLTS (U.N.O.) WITH 1%"x3"x3" PLATE WASHERS DOUBLE NUTTED AT EMBEDDED END OF THE ROD. BOTH THE ROD AND PLATE WASHERS MUST COMPLY WITH ASTM A 36. 2- ANCHOR BOLTS MUST COMPLY WITH ASTM A 301. 3. SCREWS ARE 1/4" DIAMETER WOOD SCREWS WITH A MINIMUM ALLOWABLE DESIGN VALUE OF 311 LBS. (Cd=1.0) BASED ON CONNECTING 12 GA. METAL TO WOOD WITH A SPECIFIC GRAVITY OF .50 OR GREATER. COMPLYING SCREWS ARE HARDY FRAME HFS-SERIES, OR EQUAL. 4. MINIMUM WOOD SCREW LENGTH IS 3" FOR THE TOP AND 411/2" FOR THE BOTTOM CONNECTION. WHEN INSTALLING A 2x FILLER (D.F.) AT THE TOP, THE MINIMUM SCREW LENGTH IS 41/2". 5. SCREWS AT BOTTOM CONNECTION APPLY TO INSTALLATIONS ON FLOOR SYSTEMS OR ,BEAMS AND. REPLACE ANCHOR BOLTS AS A MEANS FO SHEAR TRANSFER. SCREWS ARE INSTALLED IN THE PANEL BASE AND/OR A HARDY FRAME BEARING PLATE. Is LOVELACE ' ENGINEERING Structural Engineering Services Li ' 5930 Cornerstone Court W. Suite 100 San Diego, CA 92121-3772 phone 858.535.9111 • fox 858.535.1989 • www.lovelaceeng.com 1 1 1 NOTES - JOB_ J05; I l q2 SHEET NO. _ OF CALCULATED BY DATE CHECKED BY SCALE hnl� goo-rlNu �cI-I��u�� n 24" SQR. X 12" DEEP W/ (2) #5 EA. WAY F-51 21" SQR. X 12" DEEP W/ (2) 05 EA. WAY FC-]: 30" SQR. X 12" DEEP W/ (3) #5 EA. WAY 5133" SQR. X 12" DEEP W/ (3) #5 EA. WAY El 36" SQR. X 12" DEEP W/ (3) #5 EA. WAY IF 124" SQR. X IS" DEEP W/ (2) 05 EA. WAY RG 2l" SQR. X 18" DEEP W/ (3) 05 EA. WAY RW 30" SQR, X 18" DEEP W/ (3) 05 EA. WAY J 33" SQR, X 18" DEEP W/ (4) 05 EA. WAY FK -1 36" SQR. X 18" DEEP W/ (4) 05 EA. WAY A. REINFORCEMENT SHALL BE 3" CLEAR FROM SOIL B. 4X POSTS ON INDIVIDUAL SPREAD FOOTINGS SHALL HAVE A SIMPSON 'CB' a BASE. (U.N.O.) C. 4X POSTS BEARING ON SILL PLATES SHALL HAVE A 5IMP50N 'BCO' a BASE. (U.N.O.) DATE 3 hoof Span Table Trus Joist ° TJI® Joist Specifier's Guide 2025 • September 2003/ Horizontal Clear Spans—Roof Faximum _ __ Design Live Load (LL) and Dead Load (DL) in ____ PSF__ __ - _---_ - 0. C.npnth Non -Snow (125%)_ -_ -i Snow Load Area (115%) spacing + 15DL 20LL + 20DL 25LL + 15DL 30LL + 15DL 40LL + 150L 50LL + 15DL I Low _ Higher Low High Low High Low High Low _High Low_ High 110 19'-3" 17'-2" 18'-4" 16' 3" 18' S" 16'-6" 17'-9" 15'-11" _ 16'-7" 15'- 0" 15_6" 14'_3". 91/2.' 210_ 20'-5" 18'-2"-` 19' S"- 17'_3-___19'-6" _17'-6'_ -18-99"_ 16'_11=_ _ 17'-7" 15'-11 16=7° . 15'-1 " 230 21'-0" 18'-9" 20'-0"- 17'-9'-0` 20'-2-2° 18'-01 19'-4°- 17'-5°1" 18'-l' i 6'-4° - 17'-1"---- 15'-6" I 1_10_ _ 23'-0° 20'-6" 21'-11" 19'-5" 22' _19'-9" _- 20'-11° _19'- 19'- 0" 17'-11" 17'-6" 16'-11" 210 24'-4° 21'-9° 23^3° 20'-7° 23'-4° 20'-11" 22'-5° 20'-2" 20'-10° 19'- 0" 19'-2° - 18'-0° 111/8" 230 _ 25'-1"_ 22'-5° _23'-11" 21_3' I 24'-1" 21'-7" 23'-1° 20'_10"_ 21_7_ -19'-7°_ 18'-7"_ I 360 560 _ 27'-9" 31'-11° 24'-9" 28'-6" 26'-5" 30'-5_-27-- 23'-5" 0" 26'-7" 30'-7" 23'-10" 27'-5° 25'-6" 23'- 0" 26'-5" 23'-11" 27'-6" 21' 7° 24'-10° -20'_3° 22'-7" 26'- 0" 20'-6° 23'-7" 16" 110 26'-3" 23'-5" 25'- 0" 22'-2" 24'-1" 22'-6" _29'-5" 22'-9" 21'-9" 20'-8" 19'-11" _ 19'-1" 18'-5" - 210.----27-9- 24,_9, ..._;. 26'-5' . --23- 5"-j 26,_5„ 23'-9" _ 25'- 0" 22'-11_22-B" 11''20'-3° 1 14" _ 230 28'-7"- 25 6 27'_2"_ 24'-2 27'-4'' 24'_6" _ . 26'-4" 23'-8'23'-11_ -21'-7" -- 22 3" _20_ 22_0 . 21'-l" I _ 360 - 91'!6° _ 28'-2' 30'-O"_.__16 -P 30=2" 27'-1° 26'-l' 27_2° _ 24'-7° 8- _ 23'-4" 560 36'-3° 32'-4° 34'-6° 30' 7° 34'-8° __29'-0" 31'-1° 33'-4° 30'-0" _ 31'-2° _-2_5 28'-3" 29'-6° _ 26'-9° 210 - 30'-9' -_ 27'-5" 29_4'' _ 26':0° 2A--3-- 26' 5" , 26'_9° 25'-6' i 24'-3" 23=4" 22.4" 8° 230 3V-8" 28 3 30'-2" 26'=9 29'-10" - 27'-2 28=2 26'-3. 25'-7' _ -_21_ 23'_7'_ 22'-10" 16„ I - _360 560 X-1 1 40'-1" 31.2 _ 35'-9" 33 _3'... 38'-2" _ 29'_6 _' 33'-1138'-4" 33'-5" - 30=00"_ 34'-5" -32' _2" _ 36'-11" 28--1 3T-2" 30--1- 34'-6" -24'-7_' _ -27'--2 31'-3' 26'_0" 31'-8" -25 10" . 29'-8" 110 18' 1" 16' 1" 17'-3" 15'15'-6" 16'-8° 15'- 0" 15'-5" 14'-1° 14'-2" 13'-4" 91h" _210 ---19'-9" 19'-2" 17'-1" --17'-7° 18'-3° 16'-2" 18'-4° _ _16'-5" _ _17'-8° 15'-10°_ 16'-6" 15'-7° 14'-2" I 230 18'-10"---16'-8° 18'-11" 16'-11" 18'-2" 16'-4" 17'- 0" _14'-11° 15'-4" --- 16'-1°- -14'-7"- _ 110---- 21'-7"--- 19'-3' 20'-7" _ 18'-3" - 20'-3" -.-18'_6"_ .. 19'-l" -1T_11°.._:_._17'-4"---16'-8"- -5"._ 210 22'-11" 20;_5" 21'-10" -- 19'_4=4" - 2V-1 19'_8"- 20':11"--18'-11" 19'-0"- 17'_10" -16'-0" 17'_6" --15 11'/8" 230 23'-7".._.._21' 1° 22'-6" 19'-11" 22'-7" 20'-3° 21'-8° 19'-6" N-0" 18'-4" 18'-5" -16_11"_ 17'-5" 360 26'-1" 23'-3° 24'-10" 22'-0" 24'-11" 22'-4" 24'- 0" 21'-7" 22'-5" 20'-3° 21'-2" 19'-3" 560 30'- 0" 26'-9" 28' 7" 25'-4" 28 8" 25'-9" 27'-7" 24'-10" 25'-9" 23'-4" 24'-4" 22'-2" 19.2" 110 24_6" 22'=0" 22_9". _.-.LQ' 10`' _ 22'-0" - 20'-11'._ 20'-9"_ 19'1018'-10" 16=10" 26'-0° 23'-3" 24 10 22_ 0" 24 2 22 4 22 10 21'-7° 20 8" _18'-2" 19 -11" _17'_0" 18'-10"_ = 25'-5- - - 23--0- 24'-0' - _22'-3" 21'-10" 20'-11° -_20'-1" _185" 19_-5" I =210_= " 23'-11° -25 7 22 8" 14" 230 26'-10== 360_ -297"" 26'-5'-28' 2_ 25'-0_ 28' 4° 25'-5" 27'-3° 24' 6_ 25'-6" - 23'-1" 21_-7° 21=8" ( 32'-7" 29'-2" 31'-4" 28'-2" _ 29'-3" 26'-6" 26'-5° 25'-2" 560 34'-0" 30'-4° 32'-5° 28'-9° _ 210_ _ 28'--8° _ _25''-9" 26'.9" _ 24'-5" _25'-10"'- 24'-6" 24'-5"- 23'_4" , 22'_1_ 21'-4" _18_-10" 19'-8" I 230 26'-7" 26'.-2_ 3 25'-6 ....._ 25'-9"- 23'-4" 2""..._..20'-9_.. _ 18 - -29'_9"-- _28'-2 ..27 --. --24'-7".._.,_- --22'-6" -21- _360 _ 32'-10* 29`-3" 31'-3" _ 27'_9" 31'-5° 28'-2" 30'-2° 27'-2__25'-7"_ 21'-7" 21'-8°__ 560 37'-8" 33'-7° 35'-10" 31'-10" _ 36'-0° 32'-4" 34'-8" 31'-2" 31'-3" _25'-3" 29'-4" 26'-5_ 25'-5° 14'-11" ,_15'-11' -14'-2 16'-0" 15'-2" 13'-10`; 13'-9" 13'-0" 12'-8° -3 91h" -110 210 -16'-9" 17'-9" 15'-10" 16' -11° 15'-0" 17'- 0" _-.15'-3" 16'-4° _ 14'-8° 15'-1" -- 13'-10" 13'-11° 13'-1" 230 18'-3° 16'-4" 17'-5" 15'-5° 17'-6° -14'-4" 15'-8" 16'-10° 15'-2" - 15'-8" 14'-3" ---12 14'-8" - 13'-6" 110 _- 20'-_O - 17' 10" 18=9"- 16' 11 _ 18' 1 "- 17' 2°_ 17' 1- 16'-4"-_ 15'-6" 14'-11" 13_7" 13'_10° f 210 _ 21'-2" 18'_11" 20'-2" 17'-11" _19'-10" 18._2' 18'-9' _.._.17'_7" 17'=0_- 16_4" 15'-0' 15'-2° 111/8" 230 21'-10' 19'-6" 20'-10' 18'-Y 20 11 18'-9" 19-9" 1 17 11' 17' 0 16'-6" 16'- 0" -360 --24 1" _ 21'-6' _23 0 20'-Y 1 23'-l" 20'-8' 22'-2_ -18 _ 20_00 20--5- 17'-3' 17'-4"_ 26'-7" 23'-10" 25'-6" 23'-0" 23'-10° _18'-9 _ 21'-7" 21'-1° 20'-3" 560 27'-9" 24'-9" 26'-5" 23'-6" 24" _110 21'-10" - 20'-4"` _20-4 19'-1" 19"-8=_ _18'-8_ _ 18'-7' 17'-9" i 16'-0° 16'-3 _ 13'.7" 14'-2" 210 24'- 0° 21'-6" i 22'-4" _ 20'-5° 21'-7° 20'-6" 20'-4° 19'-6" 17'-10° 17'-9" 15'-0° _ 15'-8° _- 14" 230 24'-10° 22'-2"_, 23_71.- 21'-_0" 22'-9" 21'-4" 21__6- _20'-6" _ 19=6" 16'_11" 16'-7_ 360_ 27'-5"_ 24'-6° _ 26'-1° 23-2" 26=3" 23_6" 25'-0" 22'-8° _ _-18'-9"_ 20_5- 20'-2"-; _ 17'-3° 4"_ 560 31'-6° 28'-1" i 30'- 0" _ 26'-8" 30'-2° 27'-0" 29'- 0" 26'-1" 24'-11° 23'-7" ; 21'-1" -17' 20'-3" _ 210 _25'-8'' _23'-11" 23-11" 22'-4" 23'-1_ 21'-11" s 21'_9" _ 17'-10° 15'-8° - 230 27'-1"_- 24'-7" 25'-2" 23'-3- 24'-4" 23_-1" 23'- 0° _20'-10" 22'- 0" 20'-0° _18'_3"___15'-0" 19'-4" 16'-11" 16'-7"_ 16" . _-- 360 _ - - 30'-4"-_27'-1"..__ - ---- 28'-11" _ _ 25'-8"-- - -- ___28;-2°_ - 26'-1" i ----- 25'-0= 24'-1" 20'-5° - - 20'-2" .! -- 17'-3° _ --- .. _ 17'-4" 560 34'-10° 31'-2° 33'-2° 29'-6" 33'-4° 29'-11" 30'-6" 28'-3" 24'-11° 23'-7" 21'-1" 20'-3° See page 17 for General Notes and information on how to use this table IL