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11322 (SFD)414 Qubd r P.O. BOX 15041110. 11322 t. Buildif+lg' 79~030?r �r�� 78-105 CALLE ESTADO Address LA QUINTA, CALIFORNIA 92253 Owner Al Durrett Mailing BUILDING: TYPE CONST. OCC: GRP. Address p. 0. Box 3371 A.P. Number City Zip Tel. P.D. 92261 Legal Description Lot I Bajada Tract 25026 ContractorSFD Same Project Description Address. City Zip Tel.: State Lic. City & Classif. Lic. # Sq. Ft. 2201 No. No. Dw. Arch., Engr., Size Stories Units • Designer New ❑ Add ❑ Alter ❑ Repair ❑ -Demolition ❑ Address Tel' Permit dries not include block wales or City Zip State pool Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 70pp) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE _ DATE OWNER -BUILDER DECLARATION Estimated Valuation I hereby affirm that I am exempt from the Contractors License Law for the following 173,810.80 reason: (Sec. 7031.5,Business and Professions Code: Any city or county, which requires a permit to construct, after, Improve, demolish, or repair any structure, prior to its issuance also - requires the applicant for such permit to rile a signed statement that he is licensed pursuant to PERMIT AMOUNT the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis 250.00 . for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit Plan Chk. Dep. subjects the applicant to a civil penalty of not more than five hundred dollars ($500). Plan Chk. BBI.501.76 ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will . do the work, and the structure is not inte0ded or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who Const. 8 1.4 C. 5 5 builds or improves thereon and who does such work himself or through his own employees, .Mach. 9S . 00 provided that such improvements are not intended or offered for sale. If, however, the building •� t ui or improvement is sold within one year of completion, the owner -builder will have the burden Electrical 161 . �0 of proving that he did not build or improve for the purpose of sale.) n 6, tas owner of the property, am exclusively contracting with licensed contractors to con. Plumbing 180 • ©© . struct he project. (Sec. 7044, Business and Professions Code: The Contractor's License Law s /f 40 does not apply to an owner of property who builds or improves thereon, and who contracts for S.M.I. 17. . such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec. B. & P.C. for this, reason Grading 20.00 Driveway Enc. .00 Date ownera /_r ' {-. _<..- Infrastructure 3910-74 Ar ts in Publ.Lc 184.53 WORKERS' COMPENSATION DECLARATION`- -I hereby affirm that I have a certificate of consent to self -insure, or�rtificate of Worker's Compensation Insurance, ora certified copy thereof. (Sec. 3800, Labor Code.) Policy No. .Company 0 Copy is filed with the city. ❑ Certified copy is hereby furnished. TOTAL 6220.23 59 1 U. L3 CERTIFICATE OF EXEMPTION FROM REMARKS WORKERS' COMPENSATION INSURANCE (This section need not be completed d the permit is for one hundred dollars ($100) valuation or less.) - I certify that in the performance of thip 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 R� y II / Date Owner i'Y Z -11 -le ' - t -r,• / NOTICE TO APPLICANT If, after'making this Certificate of Exemptions ou should become ZONE: BY: subject to the Workers' Compensation provisions of the Labor Code, you must forthwith Minimum Setback Distances: comply with such provisions or this permit shall be deemed revoked. Front Setback from Center Line Rear Setback from Rear Prop. Line CONSTRUCTION LENDING AGENCY Side Street Setback from Center Line I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Side Setback from Property Line Lenders Name Lenders Address FINAL DATE INSPECTOR This is a building permit when properly filled out, signed and validated, and is subject to expiration it work thereunder is suspended for 180 days. ' I certify that I have read this application and state that the above information is correct. Issued by: Date Permit I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the -above-. mentioned property for inspection purposes. Validated by: Signature of applicant Date Mailing Address Validation: City, State, Zip CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES ' IST FL. SO. FT. ® $ UNITS A.C. UNIT COLL. AREA SLAB GRADE YARD SPKLR SYSTEM 2ND FL. SO. FT. BONDING HEATING (ROUGH) MOBILEHOME SVC. BAR SINK POR. SO. FT. ® ROUGH WIRING. GAR. SO. FT. ® POWER OUTLET ROOF DRAINS FOUND. REINF. —/q �2 ( GAS (ROUGH) DRAINAGE PIPING CAR P. I SO. FT. HEATING (FINAL) WALL SO. FT. REINF. STEEL DRINKING FOUNTAIN. SO FT a TEMP. POLE URINAL ESTIMATED CONSTRUCTION VALUATION $ WATER PIPING NOTE: Not to be used as property tax valuation FLOOR DRAIN MECHANICAL FEES FINAL INSP. WATER SOFTENER VENT SYSTEM FAN EVAP.COOL HOOD SIGN WASHER(AUTO)(DISH) APPLIANCE DRYER GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED LUMBER GR. LAUNDRYTRAY AIR HANDLING UNIT CFM FRAMING KITCHEN SINK ABSORPTION SYSTEM B.T.U. TEMP USE PERMIT SVC WATER CLOSET' COMPRESSOR HP POLE, TEM/PERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER. B.T.U. SO. FT. ®c I BATH TUB FIRE ZONE ROOFING SO. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SO. FT. RESID ® 1% c SEWAGE DISPOSAL SO.FT.GAR ® 3Yec HOUSE SEWER GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL. FEES MICRO FEE MECH.FEE PL.CK.FEE CONST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR BACK /(/l.(./� ! GROUND PLUMBI UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING. DUCT WORK ROCK STORAGE FOUND. REINF. —/q �2 ( GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APPJEOUIP. REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING cu. yd. $ plus x$ _$ LUMBER GR. FINAL INSP. FRAMING FINAL INSP. OFING REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH Wn ULATION/SOUND .� FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURESIINITIALS GARDEN WALL FINAL DESERT SANDS UNIFIED SCHOOL DISTRICT 82-879 Highway 111 NOTICE: Indio, CA 92201 Document Cannot Be Duplicated (619) 347-8631 Date 8/28/92 1 Type of Permit I La Quinta No. 111681 Permit # Owner Name Al Durrett Log # No. 79030 street Dry Creek City La Quinta Zip 92253 study Area 117 APN # I Tract # 126016 J Lot # Square Footage 1 Type of Development Single Family Residence No. of units Comments TTnriPr ncrrPPmPnf fnr .V;9.R/1init. SPRROM (Rrninra Rnnfncra 9. 110) At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures or replacement mobilehomes. It has been determined the above-named owner is exempt from paying school fees at this time due to the following reason: Under Mitigation Agreement EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Mitigation Agreement in the amount of628.00 X 0 or $ 628.00 have been paid to D.S.0 S.D. 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 Alfred E. and Vickie J. Durrett Name on the check By James E. Lively Assistant Superintendent, Business Services Telephone - -r Fee collected /exempted by Shelley D. Bennett Payment Received fi Signature `" Check No. 36-37' Collector: Attach a copy of county or city plan check application form to district cop'Iqr .a.':l ;:v"sivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting . November 3, 2004 Ou MONT ENGINEERING Consulting Engineers elz� Tom Hartung Building Official City of La Quinta Building Department P.O. Box 1504 La Quinta, CA 92253 Re: Site-Qbseryafion 4-950ulceideh 4Marr Dear Tom: F C'TY Or '-A OP ur%IT .A NOV 8 o RECD Per your request, Du Mont Engineering is providing you this letter as an official indication of my site observations of the structural framing for the project mentioned above. It appears that the structural framing complies with the approved construction documents except as noted. Du Mont Engineering has listed the unacceptable findings as follows: 1. No diaphragm blocking: Du Mont, Engineering, Inc: .7has reviewed the City approved calculations and finds item #1 acceptable. -LL If you have any questions or need further information regarding the contents of this letter, please contact this office. Sin r I y, Kevin Du Mont, P.E. Principal Cc.: -Bill.Bowennaster, Developer Mark Trudeau., Develont-r. 30386 Esp6ranza, Suite #100 Rancho Santa Margarita, CA 92688 Telephone (949) 709-5300 Facsimile (949) 709-5380 mmi-IJ-LVui rR! v•LL APA TfHS IS TO CERTIFY THAT INSULATION HAS BEEN INSTALLED IN COMFORMANCE WITH THE CURRENT ENERGY REGULATIONS, CALIFORNIA ADMINISTRATIVE CODE, TITLE 24, STATE OF CALIFORNIA, IN THE BUILDING LOCATED AT: SITE ADDRESS: 78-195 DULCE DEL MAR LA QUINT.A, CA. EXTERIOR WALLS - 2 X 4 MANUFACTURER - CERTAINTEED T HICKNF.SS/TYPE - 5,5" FIBERGLASS R/V"A.LUE - R21 CEILINGS BATT: MANUF.A,CTLT-M- CERTAINTEED TII.ICKNESSrME -12" FIBERGLASS PJVALUE -. R38 GENERAL CONTRACTOR: B -T. DEVEI,OE E , LICENSE # INSULATION CONTRACTOR: GATEWAY WSULATION. INC_ LICENSE;9 797001 BY• ,�- TITLE: PRODII III MGR. DATE: 5/12/05 T kRY L PRODUCTION MGR r• uuL •p� CERTIFICATE OF FIELD VERIVICA -10N AND D1AGNUJ'1'll: I-Eb'1INU (rage 1 of ur-4K USE o . 5 Project Title Date - _ e',Qis pU(trff _ I(Y�Y2-- Qu�.(A— Y'f`^Rv-- TYZ'J DCwi Project Address Builder Nagne Builder Contact Teleohone Plan Number 1 Certifying Signature O Date Firm: 2AIA-5 StreetAddress:. Copies to: Builder, HERS Provider L� Sample Group Number Sample House Number HERS Provider: C,4(1 tale Q City/State/Zip: ( A KE- HERS RATER COMPLIANCE STATEMENT The house was: � Tested ❑ Approved as part of sample testing, but was not tested As the HERS rater providing diagnostic testing and field verification, I certify that the houses identified on this form comply with the diagnostic tested compliance requirements as checked on this form. #The installer has provided a copy of CF -6R (Installation Certificate. Distribution system is fully ducted (i.e., does not use building cavities as plenums or platform returns in lieu of duds) E3 Where cloth backed, rubber adhesive duct tape is installed, mastic and drawbands are used in combination with cloth backed, rubber adhesive duct tape to seal leaks at duct connections. MINIMUM REQUIREMENTS FOR DUCT LEAKAGE REDUCTION COMPLIANCE CREDIT Duct Diagnostic Leakage Testing Results (Maximum 6% Duct Leakage)SV � l l-� p-•� S ia' 2 l Measured Dud Pressurization Test Results (CFM @ 25 Pa) values Test Leakage Flow in CFM j dam- E�C-:.� car" If fan flow is calculated as 400cfm/ton x number of tons enter calculated value here If fan flow is measured enter measured value here q JE) O Leakage Percentage (100 x Test Leakage/Fan Flow) _ Check Box for Pass or Fail (Pass=6% or less) 4 ❑ Fail ❑ THERMOSTATIC EXPANSION VALVE (TXV) ❑ Yes ❑ No Thermostatic Expansion Valve is installed and Access is ❑ 11provided for inspection Yes is a pass Pass Fail ❑ MINIMUM REQUIREMENTS FOR DUCT DESIGN COMPLIANCE CREDIT 1 • ❑ Yes ❑ No ACCA Manual D Design requirements have been met (rater has verified that actual installation matches values in CF -1R and design on plan. 2. ❑ Yes ❑ No TXV is installed or Fan flow has been verified. If no TXV, verified fan flow matches design from CF -1R. Measured Fan Flow = ❑ ❑ Yes for both 1 and 2 is a Pass Pass Fail Compliance Forms August 2001 A-16 -r TE'OF FIELD VERIFICATION AND TESTING (Page 2 of 7) CF -4R % Df -s-7 L AY2f�- Site Address Permit Number `REFRIGERANT CHARGE AND AIRFLOW MEASUREMENT Verification for Required Refrigerant Charge and Adequate Airflow for Split System Space Cooling Systems without Thermostatic Expansion Valves © ��� O 9, O Outdoor Unit Serial # ?] C��® I? Location crt`�/olL1� Outdoor Unit MakeCom.?-✓t► C'2-/ QK�!/ANT ------- Outdoor Unit Model Cooling Capacity Btu/hr Date of Verification —"'—� 1,6 ZSR �— Date of Refrigerant Gauge Calibration 9-11109- (must be checked monthly) Date of Thermocouple Calibration 3-6 l,oY (must be checked monthly) Standard Charge and Airflow Measurement (outdoor air dry-bulb 55 OF and above): Note: The system should be installed and charged in accordance with the manufacturer's specifications and installer verification shall be documented on CF -6R before starting this procedure. If outdoor air dry-bulb is below 55 OF rater shall return to verify charge and airflow at a time when temperature is 55 OF or greater. ❑ Yes ❑ No A copy of CF -6R (Installation Certificate) has beenprovid th refrigerant charge an airflow measurement documented. Measured Temperatures Supply (evaporator leaving) air dry-bulb temperature (Tsupply, db) OF Return (evaporator entering) air dry-bulb temperature (Treturn, db) °F Return (evaporator entering) air wet -bulb temperature (Tretum, wb)°F Evaporator saturation temperature (Tevaporator, sat) 6 d OF Suction line temperature (Tsuction, db) OF Condenser (entering) air dry-bulb temperature (Tcondenser, db) °F Superheat Charge Method Calculations for Refrigerant Charge Actual Superheat = Tsuction, db — Tevaporator, sat OF Target Superheat (from Table 1) OF Actual Superheat — Target Superheat OF (System passes if between -5 and +5°F) Temperature Split Method Calculations for Adequate Airflow Actual Temperature Split = T return; db - Tsupply, db 2 /_ OF Target Temperature Split (from Table 2) 20 OF Actual Temperature Split - Target Temperature Split OF (System passes if between -3°F and +3°F or, upon remeasurement, if between -3°F and -25°F) Standard Charge and Airflow Measurement Summary: System shall pass both refrigerant charge and adequate airflow calculation criteria from the same measurements. If corrective actions were taken, both criteria must be remeasured and recalculated System Passesyes or no r 71 Compliance Forms August 2001 A-17 Du MONT ENGINEERING Consulting Engineers Structural Design and Calculations for BT Development Company at Parcel 1 & 2 on Dulce del Mar La Quinta, CA 92253 September, 2003 Plan Check Submittal QRO ESS/pN rD 200 G. ON M �� PROJECT #: 03-054 C1w �nF� I Q (���� PROJECT: Parcel 1 & 2 on Dulce del a'BUILDI ,?�� ,KSS' `g� Dulce del Mar � pAF 5DU La Quinta, CA 92253 AP RO A FOR CONSTRU TION DATE`i S BY 30386 Esperanra. Suite #1100 Rancho Santa Margarita. CA 92688 Telephone (949) 709-5300 Facsimile (949) 709-5380 Company 46/ Du MONT ENGINEERING Consulting Engineers SCOPE for the Structural Calculations for Parcel 1 & 2 on Dulce del Mar La Quinta, CA 92253 Semptember, 2003 SCOPE OF PROJECT: Structural design, calculations and drawings for the residential design for the project mentioned above. PROJECT #: 03-054 PROJECT: Parcel 1 & 2 Dulce del Mar La Quinta, CA 92253 CLIENT: BT Development Company 29851 Aventura RSM, CA 92688 30386 Esperanza, Suite 100, Rancho Santa Margarita, CA 92688 Telephone (949) 709-5300 Facsimile (949) 709-5380 Du MONT ENGINEERING Consulting Engineers TABLE of CONTENTS for the Structural Design and Calculations for BT Development Company at Parcel 1 & 2 on Dulce del Mar La Quinta, CA 92253 September, 2003 Plan Check Submittal DESCRIPTION PAGE NO. SCOPE............................... ................................................... 1.01-1.01 VERTICALLOADS................................................................. 2.01-2.01 VERTICAL FRAMING LAYOUT ................................................ 3.01-3.01 VERTICAL FRAMING CALCULATIONS .................................... 4.01-4.02 LATERAL ANALYSIS............................................................. 5.01-5.06 LATERAL DIAPHRAGM DESIGN ............................................. 6.01-6.08 LATERAL SHEARWALL DESIGN .................................................. 7.01-7.13 FOUNDATION DESIGN CALCULATIONS .................................. 8.01-8.02 PROJECT #: 03-054 PROJECT: Parcel 1 & 2 on Dulce del Mar Dulce del Mar La Quinta, CA 92253 p CLIENT: BT Development Company 29851 Aventura RSM, CA 92688 30386 Esperanza, Suite 100, Rancho Santa Margarita, CA 92688 Telephone (949) 709-5300 Facsimile (949) 709-5380 ��_ � �, ��_:;.. � �.:.� ._� .� ..�:.•.�.f , r.:�., �� �,: �,�.. Via. ��. AlOw mwsrrurr=c �n'+�?ui P I • ovrwwr 1 Ag tioo n nn 1 -1 1/4 '•la 5•-4• 24' r•la .'-e 0 �Jgjj3pit W11W a oR � Na a a f t a DDDR Q� a R n STUDIOS, intm. 1}af e 2 ALVAIY62 OCtsION OTUOiOt! INC, 3YPw '1p,r 562111162 -03'U'. DOW 767 1162•1527 3 g a a zsz� ��g iE A .'-e 0 �Jgjj3pit W11W a oR � Na a a f t a DDDR Q� a R n STUDIOS, intm. 1}af e 2 ALVAIY62 OCtsION OTUOiOt! INC, 3YPw '1p,r 562111162 -03'U'. DOW 767 1162•1527 00 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 4:48PM, 11 DEC 03 '30386 Esperanza, Suite 100 Description: Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering �., your title block information. . 560000 Page .._1_.. User: KW -0603751. Ver 5.6.0, 2 Sep.2002 Timber Beam & Joist (c), 983-2002 ENERCALC Engineering Software\\dumontl\c\ec55\03.54.ecw:Calculations 14 t @ Left End DL lbs! 280.25 Member Information _ Calculations are designed to 1997 NDS 1997 UBC Requirements - lbs; [Timber and 1 Max. DL+LL RR -1 479.37 Timber Section ; 2x10 Ibsi Beam Width in! 1.500 LL Beam Depth ini 9.250 Le: Unbraced Length ftl 4.00 479.37 Tlmber Grade j ouglas Fir . Larch, Fb - Basic Allow psi 875.0 Deflections Fv - Basic Allow psi 95.0 Elastic Modulus ksi 1,600.0 -0.256 Load Duration Factor 1.250 - Member Type Sawn Center LL Defl Repetitive Status Repetitive Center Span Data r 974.4 Span Rt 14.75 I, Dead Load #/fti 38.00 Location Live Load 41ftl 27.00 Results Ratio = 0.8060 • Mmax @Center in -k; 2i�2 @ X = ft! 7.37 fb : Actual psi 991.7. Fb : Allowable psi; 1,230.3 ^ j Bending OK fv : Actual psi; 46.4 Fv : Allowable psi! 118.8 OK -----__-.•-._-__-- i Reactions -Shear — @ Left End DL lbs! 280.25 LL lbs; 199.12 1 Max. DL+LL lbs; 479.37 @ Right En DL Ibsi 280.25 LL lbs`• 199.12 Max. DL+LL lbs' 479.37 — Deflections Ratio OK Center DL Def in -0.256 UDefl Ratio I 692.3 Center LL Defl in -0.182 UDefl Ratio l 974.4 Center Total Defl in! -0.437 Location ftl 7.375 UDefl Ratio 404.7 y 0/ pu Mont Engineering, Inc. Title : Parcel 1 & 2 on Dulce del Mar Job # 03-054 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 10:34AM, 23 OCT 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope: : Structural Engineering Rev: 560000 User: KW -0603751, Ver 5.6.0, 2 -Sep -2002 Timber Beam & Joist Page 1 (c)1983.2002 ENERCALC Engineering Software\\dumontl\c\ec55\03.54.ecw:Calculalions Description Roof Beams Timber Member Information ft Calculations are designed to 1997 NOS and 1997 UBC Requirements 6.00 8.08 RB -1 RB -2~ RB -3 RB -4 RB -5 RB -6 11B-7 Timber Section 462.00 Microl-am: 4x8 4x12 4x6 Microt-am: Microl-am: 4x10 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in 9.250 7.250 11.250 5.500 11.250 9.250 9.250 Le: Unbraced Length fl 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Timber Grade 4.04 ss Joist - MacMil ouglas Fir - Larchpouglas Fir - Larch.Douglas Fir - Larch, runs Joist - MacMirruss Joist - MacMil Douglas Fir - Larch, Fb - Basic Allow psi . 2,600.0 875.0 875.0 875.0 2,600.0 2,600.0 875.0 Fv - Basic Allow psi 285.0 85.0 85.0 85.0 285.0 285.0 85.0 Elastic Modulus ksi 1,800.0 1,300.0 1,300.0 1,300.0 1,800.0 1,800.0 1,300.0 Load Duration Factor psi .1.250 1.250 1.250 1.250 1.250 - 1.250 1.250 Member Type psi Manuf/Pine Sawn Sawn Sawn Manuf/Pine Manuf/Pine Sawn Repetitive Status No No No No No No No Center Span Data Span ft 10.67 6.00 8.08 4.00 16.00 15.50. 8.67 Dead Load #/ft 434.00 252.00 462.00 462.00 168.00 140.00 154.00 Live Load #/ft 310.00 180.00 330.W 330.00 120.00 100.00 110.00 Results Ratio = 0.7881 0.5818 0.9660 0.9015 0.4645 0.5365 0.4978 Mmax @Center in -k ~" 23.33 - 77.64 19.01 110.59 86.49 29.77 @ X = ft 5.33 3.00 4.04 2.00 8.00 7.75 4.33 fb : Actual psi 2,545.6 760.8 1,051.6 1,077.2 1,498.0 1,732.9 596.4 Fb : Allowable psi 3,230.0 1,307.8 1,088.6 1,417.7 3,225.1 3,230.0 1,198.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK fv : Actual psi 157.4 61.3 94.6 95.8 77.9 77.9 43.7 Fv : Allowable psi 356.3 106.3 106.3 106.3 356.3 356.3 106.3 Shear OK' Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions @ Left End OL k lbs 2,315.39 756.00 924.00 1,344.00 1,085.00 667.59 LL lbs 1,653.85 540.00 1,333.86. 660,.00 960.00 775.00 476.85 Max. DL+LL lbs 3,969.24 1,296.00 3,201.26 1,584.00 2,304.00 1,860.00 1,144.44 @ Right En DL lbs 2,315.39 756.00 1,867.40 924.00 1,344.00 1,085.00 667.59 LL lbs 1,653.85 540.00 1,333.86 660.00 960.00 775.00 476.85 Max. DL+LL lbs 3,969.24 1,296.00 3,201.26 1,584.00 2,304.00 1,860.00 1,144.44 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center DL Def in -0.305 w -0.051 -0.082 -0.042 -0.331 -0.438 -0.065 L/Defl Ratio 420.4 1,415.8 1,179.7 1,137.9 579.4 425.1 1,594.7 Center LL Dell in -0.218 -0.036 -0.059 -0.030 -0.237 -0.313 -0.047 L/Defl Ratio 588.5 1,982.1 1,651.6 1,593.1 811.1 595.1 2,232.6 Center Total Defl in -0.522 -0.087 -0.141 -0.072 -0.568 -0.750 -0.112 Location ft 5.335 3.000 4.042 2.000 8.000 7.750 4.335 L/Defl Ratio 245.2 825.9 688.2 663.8 338.0 248.0 930.3 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 3:42PM, 12 DEC 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering your title block information. -- Rev: 560000 Timber Beam & Joist -- --e -' Page 1 i User: KW.0603751. Ver 5.6.0, 2-Sep-2002 (c)1983.2002 ENERCALC Engineering Software \\dumontl\c\ec55\03.54.ecw:Calculations I'• Description Roof Beams Member Information calculations designed to 1997 1997 UBC Requirements 1 Timber are NDS and i r- Timber Section RB-1 Microl-am: RB-2 4x8 RB-3 4x12 RB-4 4x10 RB-5 Microl-am: RB-6 Microl-am: RB-7 4x10 Beam Width in 3.500 3.500 3.500 3.500 3.500 3.500 3.500 Beam Depth in! 11.250 7.250 11.250 9.250 11.250 11.250 9.250 Le: Unbraced Length ft; 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Tlmber Grade ss Joist - MacMil ougtas Fir - Larchpouglas Fir - Larch,Douglas Fir - Larch, russ Joist - MacMiTruss Joist - MacMil Douglas Fir - Larch. Fb - Basic Allow psi 2,600.0 875.0 875.0 875.0 2,600.0 2,600.0 875.0 Fv - Basic Allow psi 285.0 85.0 85.0 85.0 285.0 285.0 85.0 Elastic Modulus ksi 1,800.0 1,300.0 1,300.0 1,300.0 1,800.0 1,800.0 1,300.0 ' Load Duration Factor Member Type ! 1.250 Manuf/Pine 1.250 Sawn 1.250 Sawn 1.250 Sawn 1.250 Manuf/Pine 1.250 Manuf/Pine 1.250 Sawn Repetitive Status t No No No No No No No il Center Span Data Span ftj 10.67 5.00 8.08 4.00 16.00 15.50 8.67 Dead Load #/fti 434.00 252.00 462.00 168.00 140.00 154.00 Live Load #/fti 310.00 180.00 330.00 120.00 100.00 110.00 ' Dead Load Live Load #/ft #/ft 462.00 333.00 Start ft; End ft i 3.250 Point#1 DL lbs! 1,792.00 756.00 1,792.00 840.00 756.00 LL Ibsl 1,200.00 420.00 1,200.00 600.00 420.00 @ X fti 3.000 1.000 3.250 10.500 9.500 Point#2 DL Ibsi 1,378.00 LL lbs' 938.00 @ X ft 0.500 -- - Results Ratio = 0.8195 0.9801 0.9660 0.6474 0.6855 0.5626 0.4978 Mmax @ Center in-k 195.13 24.02 77.64 33.13 163.22 133.97 29.77 @ X = fti 4.05 1.96 4.04 2.64 9.73 9.49 4.33 fb : Actual psi! 2,643.1 783.5 1,051.6 663.7 2,210'8 1,814.6 596.4 Fb : Allowable psi! 3,225.1 '-l',307.8 1,088.6 1,198.0 3,225.1 3,225.1 1,198.0 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK tv : Actual psi; 203.6 104.1 94.6 68.8 113.9 89.8 43.7 Fv : Allowable psi: 356.3 106.3 106.3 106.3 356.3 356.3 106.3 Shear OK Shear OK Shear OK Shear OK Shear OK ----------------------- Shear OK Shear OK -i :Reactions --- --- -@ Left End DL lbs; 4,916.97 1,234.80 -1,6670 1,227.52 1,632.75 1,377.64 667.59 LL lbs:i 3,410.50 786.00 1,333.86 867.59 1,166.25 937.58 476.85 Max. DL+LL Ibsi 8,327.47 2,020.80 3,201.26 2,095.10 2,799.00 2,315.23 1,144.44 @ Right En DL lbs 2,883.81 781.20 1,867.40 2,065.98 1,895.25 1,548.35 667.59 LL lbs i 2,035.20 534.00 1,333.86 1,414.66 1,353.75 1,032.42 476.85 Max. DL+LL lbs 4,919.00 1,315.20 3,201.26 3,480.65 3,249.00 2,580.77 1,144.44 -Deflec&6ns Raiio OK Defleciion OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Center OL Def inj -0.260 - -0.038 -0.082 -0.016 -0.476 -0.369 -0.065 UDefl Ratio 492.1 1,579.5 1,179.7 3,083.2 403.6 503.4 1,594.7 Center LL Defl inl -0.182 -0.025 -0.059 -0.011 -0.340 -0.244 -0.047 UDefl Ratio 703.9 2,401.1 1.651.6 4,428.4 565.0 762.8 2,232.6 Center Total Defl in: -0.442 -0.063 -0.141 -0.026 -0.816 -0.613 -0.112 Location ft; 5.122 2.400 4.042 2.112 8.192 7.936 4.335 UDefl Ratio 289.6 952.8 688.2 1.817.7 235.4 303.3 930.3 Y,0 z Du Mont Engineering, Inc. Title : Parcel 1 & 2 on Dulce del Mar Job # 03-054 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 1:4613M, 22 OCT 03 Live Load Description : Residential Design 30386 Esperanza, Suite 100 Point #1 DL Rancho Santa Margarita, CA 92688 Scope : Structural Engineering Rev: 560000 User: KW 0603751. Ver 5.6.0, 2 -Sep -2002 Timber Beam & Joist Page 1 477.00 (0)1983-2002 ENERCALC Engineering Software \\dumontl\c\ec55\03.54.ecw:Calculations 4.000 Description ROOF BEAMS CONTINUED Ratio = Timber Member Information Calculations are designed to 1997 NDS and 1997 UBC Requirements in -k 13.87 R" ft Timber Section 4X8 psi Beam Width in 3.500 psi Beam Depth in 7.250 -0.032 Le: Unbraced Length h 2.00 psi Timber Grade ougfas Fir - Larch. psi Fb - Basic Allow psi 875.0 Fv - Basic Allow psi 85.0 Elastic Modulus ksi 1,300.0 Load Duration Factor 1.250 Member Type Sawn Repetitive Status No Center Span Data Span It 5.00 Dead Load #/h 70.00 Live Load #/ft 50.00 Point #1 DL lbs 668.00 LL lbs 477.00 @ X ft 4.000 Results Ratio = 0,6365 Mmax @ Center in -k 13.87 @ X = ft 4.00 fb : Actual psi 452.4 Fb : Allowable psi 1,307.8 in -0.032 Bending OK fv : Actual psi 67.6 Fv : Allowable psi 106.3 Shear OK Reactions LL lbs 220.40 Max. DL+LL lbs 529.00 @ Right En DL lbs 709.40 LL lbs 506.60 Max. DL+LL lbs 1,216.00 Deflections Ratio OK Center DL Def in -0.019 Y L/Defl Ratio 3,195.9 Center LL Defl in -0.013 UDefl Ratio 4,475.1 Center Total Defl in -0.032 Location ft 2.700 UDefl Ratio 1,864.4 Results Ratio = 0.6365 0.6527 0.8884 0.4803 0.7321 • Consulting Engineers Mmax @ Center Dsgnr: Kevin Du Mont, P.E. Date: 10:33AM, 5 JAN 04 ' 30386 Esperanza, Suite 100 Description :Residential Design in -k' �7 Rancho Santa Margarita, CA 92688 58.64 19.26 Scope : Structural Engineering 32.79 @ X = your title block information. 4.00 2.50 2.00 2.50 4.00 2.50 5.33 User: KW -0603751, Ver 5.6.0, 2 -Sep -2002 (01983.2002 ENERCALC Engineering Software Timber Beam & Joist Page---1-- \\dumontl\c\ec55\03.54.ecw:Calculations psi1 Description ROOF BEAMS CONTINUED 918.1 794.2 628.2 877.1 ' 1,069.4 2,875.20 1,346.80 Fb : Allowable psi 1,307.8 1,417.7 1,088.6 1,307.8 1,198.0 1,417.7 1,307.8 930.00 430.00 760.00 ' Bending OK Timber Member Information Bending OK Bending OK Calculations are designed to 1997 NDS and 1997 UBC Requirements Bending OK L ' fv : Actual psi 67.6 69.3 94.4 49.9 68.3 73.2 53.8 Deflection OK Deflection OK Fv : Allowable psi; -i 106.3 I Timber Section 106.3 RB -8 4x8 RB -9 4x6 RS -10 4x12 RB -11 RB -12 4x8 4x10 RS -13 4x6 RB -14 4x8 Shear OK Beam Width im: Shear OK 3.500 3.500 3.500 3.500 3.500 3.500 3.500 566.4 Beam Depth in Center LL Dell 7.250 5.500 11.250 7.250 9.250 5.500 7.250 -0.042 Le: Unbraced Length ft 2.00 2.00 2.00 2.00 2.00 2.00 2.00 1,645.3 Timber Grade ouglas Fir - Larch, ouglas Fir - Larchpouglas Fir - Larch,Douglas Fir - Larch Douglas Fir - Larch,Douglas Fir • Larch, Douglas Fir - Larch, ' Fb - Basic Allow psi -0.096 875.0 875.0 875.0 875.0 875.0 875.0 875.0 Location Fv - Basic Allow psi 2.700 85.0 85.0 85.0 85.0 85.0 85.0 85.0 Elastic Modulus ksi 1 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 1,300.0 330.4 Load Duration Factor Member Type 1.250 Sawn 1.250 Sawn 1.250 Sawn 1.250 1.250 Sawn Sawn 1.250 Sawn 1.250 Sawn Repetitive Status i No No No No No No No Center Span Data + Span ft! 5.00 5.00 5.00 5.00 8.00 5.00 10.67 Dead Load #Ift 70.00 252.00 252.00 182.00 266.00 266.00 112.00 Live Load #/ft 50.00 180.00 180.00 130.00 190.00 190.00 80.00 Point #1 OL lbs LL lbs 668.00 477.00 1,792.00 1,200.00 294.00 210.00 @ X ftl 4.000 2.000 2.500 Results Ratio = 0.6365 0.6527 0.8884 0.4803 0.7321 0.6889 0.8177 Mmax @ Center L in -k' �7 16.20 58.64 19.26 43.78 17.10 32.79 @ X = ft! 4.00 2.50 2.00 2.50 4.00 2.50 5.33 1,170.00 fb : Actual psi1 452.4 918.1 794.2 628.2 877.1 969.1 1,069.4 2,875.20 1,346.80 Fb : Allowable psi 1,307.8 1,417.7 1,088.6 1,307.8 1,198.0 1,417.7 1,307.8 930.00 430.00 760.00 475.00 Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK Bending OK 1,032.00 ' fv : Actual psi 67.6 69.3 94.4 49.9 68.3 73.2 53.8 Deflection OK Deflection OK Fv : Allowable psi; 106.3 106.3 106.3 106.3 106.3 106.3 106.3 -0.082 -0.059 -0.226 Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Shear OK Reactions L @ Left End DL lbs; 308.60 630.00 602.00 1,064.00 665.00 597.52 LL lbs' 220.40 450.00 1,170.00 430.00 760.00 475.00 426.80 Max. DL+LLlbs @ Right En DL lbs 529.00 709.40 1,080.00 630.00 2,875.20 1,346.80 1,032.00 602.00 1,824.00 1,064.00 1,140.00 665.00 1,024.32 597.52 LL lbs; 506.60 450.00 930.00 430.00 760.00 475.00 426.80 Max. DL+LL lbs; 1,216.00 1,080.00 2,276.80 1,032.00 1,824.00 1,140.00 1,024.32 Deflections Ratio OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK Deflection OK �! Center DL Def in ~-0.019 - -0.056 -0.021 -0.027 -0.082 -0.059 -0.226 L/Deft Ratio 3,195.9 1,068.1 2,897-3 2,233.1 1,175.2 1,011.9 566.4 Center LL Dell in -0.013 -0.040 -0.014 -0.019 -0.058 -0.042 -0.161 L/De0 Ratio 4,475.1 1,495.4 4,237.3 3,126.3 1,645.3 1,416.7 793.0 Center Total DO inl -0.032 -0.096 -0.035 -0.046 -0.140 -0.102 -0.388 Location ftl 2.700 2.500 2.400 2.500 4.000 2.500 5.335 LIDO Ratio 1 1,864.4 623.1 1,720.8 1,302.6 685.5 590.3 330.4 1 r I • PROJECT NEW RESIDENTIAL BT DEVELOPMENT COMPANY Parcel I & 2 onDakedel Mar Du MONT ENGINEERING Consulting Engineers 30386 BVmwza, Suite #100 Rancho Santa Margwita, CA 92688 A WMI C12 M 0 17- fCkAQt 709-5380 r, LA QUINTA, CA 92M V -IjENGWEM K G. DUMONT, P.E. ,_"--;6 T4__k'r ............. /Ok 'X J. T_ LAC - 3 L F fir.. _3.. � 1. h _A -2 T. - 5 S. 30 Z r-- -:-- __ - _-:_ _A SHEET NO. F I —c-ALej 03-W4 I DATE SEPTEMBER, 2003 I PROJECT NEW RESIDENTIAL 1 ST DEVELOPMENT COMPANY Pard -1. & 2 on Duke del Mar Du MONT ENGINEERING Consulting Engineers 30386 Espamiza, Suitt #100 Rancho Santa Margarita, CA 92688 (940) 70XL5300 oRna 1049S WMAIRn SHEET NO. JOB NO. 03-054 DATE SEPTEMBER, 2003 LA QUINTA, CA 92253 ENGMER K G. Du MONT, P.E. 17T 7L-_-- _ _ :7— h11W. 17 _AJ.- -1 9711-7 T T 4 f< ........... z C' r_ _.._ . _ - _ - _ - - - _C: . IF q 677 4FF C kj- A aL k*,m F( '35? Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 your title block information. �s3 Dsgnr: Kevin Du Mont, P.E.yV •Date: 4:29PM, V10 DEC 03' Description : Residential Design Scope : Structural Engineering Page 1 I'r. �w•C:a lr„Iafinnc I I -General Calculations Information are designed to 1997 NDS and 1997 UBC Requirements ; WoocTSec ;on X I otaT o uC 1 mn 116ig -�� ft '-fie fo�,4xial-` �f0-00 tt .. • Rectangular Column Load Duration Factor 1.25 Le YY for Axial 10.00 ft Column Depth 5.50 in Fc 700.00 psi Lu XX for Bending 10.00 ft Width 5.50 in Fb 750.00 psi Sawn E -Elastic Modulus Douglas Fir - Larch, No.2 1,300 ksi - Loads Dead Load Live Load Short Term Load Axial Load 2,303.00 lbs 1,645.00 lbs 0.00 lbs Eccentricity 1.000in ' Summary Column OK Using : 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 10.00ft OL+LL DL+LL+ST DL+ST fc : Compression 130.51 psi 130.51 psi 76.13 psi !, Fc: Allowable 519.69 psi 584.33 psi 584.33 psi fbx : Flexural 142.38 psi 142.38 psi 83.05 psi F'bx : Allowable 750.00 psi 937.50 psi 937.50 psi Interaction Value 0.2298 0.2305 0.1146 i Stress Details Fc : X -X 519.69 psi For Bending Stress Calcs... Fc: Y -Y 519.69 psi Max k'Lu / d 50.00 ' F'c : Allowable F'c:Allow ' Load Dur Factor 519.69 psi 584.33 psi Actual k'Lu/d Min. Allow k'Lu / d 25.86 11.00 F'bx 750.00 psi Cf:Bending 1.000 F'bx ' Load Duration Factor 937.50 psi Rb: (Led/ b^2) ^.5 6.336 For Axial Stress Calcs... Cf: Axial 1.000 Axial X -X k Lu / d 21.82 Axial Y -Y k Lu / d 21.82 1 Stress Details 297.03 psi Fc: X -X 297.03 psi Consulting Engineers Calculations are designed to 1997 NDS and 1997 UBC Requirements , 30386 Esperanza, Suite 100 oo ecclion -` Rectangular Column Rancho Santa Margarita, CA 92688 -- 10.. Ott- XX -for Axial f0-00`ff 1.25 Le YY for Axial 10.00 ft your title block information. ' 560000 . User: KW0603751, Ver 5.6.0. 2 -Sep -2002 700.00 psi Lu XX for Bending 10.00 ft -Rev: (c)1983.2002 ENERCALC Engineering Software ysy Dsgnr: Kevin Du Mont, P.E.Vy •Date: 10:41AM,�11 DEC 03 Description : Residential Design Scope : Structural Engineering Timber Column Design Page 1 \\dumontl\c\ec55\03-54.ecw:Calculations ' Stress Details 297.03 psi Fc: X -X 297.03 psi General InforRlation Calculations are designed to 1997 NDS and 1997 UBC Requirements , Using : 4x4, Width= 3.50in, Depth= 3.50in, oo ecclion -` Rectangular Column x4 0 al'Co um'i n Height Load Duration Factor -- 10.. Ott- XX -for Axial f0-00`ff 1.25 Le YY for Axial 10.00 ft DL + LL Column Depth 3.50 in Fc 700.00 psi Lu XX for Bending 10.00 ft Cf : Axial Width 3.50 in Fb 750.00 psi Axial Y -Y k Lu / d Sawn E - Elastic Modulus Douglas Fir - Larch, No.2 1,300 ksi Loads Dead Load Live Load Short Term Load ' Axial Load 1,792.00 lbs 1,200.00 lbs 0.00 lbs Eccentricity 0.250in Summary Column OK 11 297.03 psi Stress Details 297.03 psi Fc: X -X 297.03 psi Fc: Y -Y 305.20 psi Using : 4x4, Width= 3.50in, Depth= 3.50in, Total Column Ht= 10.00ft F'c:Allow' Load Dur Factor 1,406.25 psi DL + LL DL + LL + ST F'bx' Load Duration Factor Cf : Axial fc : Compression 244.24 psi 244.24 psi Axial Y -Y k Lu / d Fc: Allowable 297.03 psi 305.20'psi fbx : Flexural 104.68 psi 104.68 psi F'bx : Allowable 1,125.00 psi 1,406.25 psi Interaction Value 0.8099 0.9226 11 297.03 psi Stress Details 297.03 psi Fc: X -X 297.03 psi Fc: Y -Y 305.20 psi F'c : Allowable 1,125.00 psi F'c:Allow' Load Dur Factor 1,406.25 psi F'bx F'bx' Load Duration Factor Cf : Axial 11 297.03 psi For Bending Stress Calcs... 297.03 psi Max k'Lu / d 297.03 psi Actual k'Lu/d 305.20 psi Min. Allow k'Lu / d 1,125.00 psi Cf:Bending 1,406.25 psi Rb: (Led/ b^2) ^.5 For Axial Stress Calcs... Cf : Axial Axial X -X k Lu / d Axial Y -Y k Lu / d OL+ST 146.29 psi 305.20 psi 62.69 psi 1,406.25 psi 0.3095 50.00 25.86 11.00 1.500 7.943 1.150 34.29 34.29 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements j Rectangular Column Load Duration Factor 1.25 Le YY for Axial 10.00 ft Column Depth Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 3:48PM, 12 DEC 03 '30386 Esperanza, Suite 100 Description .:Residential Design 25.86 Sawn Rancho Santa Margarita, CA 92688 Scope: Structural Engineering 11.00 F'bx your title block information. Cf:Bending 1.000 Loads 937.50 psi Rev: 560000 - - i User: KW -0603751, Ver 5.6.0, 2 -Sep -2002 ---- Timber Column Design Page - - For Axial Stress Calcs... L(c)1983-2002 ENERCALC Engineering Software \\dumontl\c\ec55\03.54.ecw:Calculations Dead Load Live Load - rincrrin*inn r�_4 Axial Load 4,917.00 lbs General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements j Rectangular Column Load Duration Factor 1.25 Le YY for Axial 10.00 ft Column Depth 5.50 in Fc 700.00 psi Lu XX for Bending 10.00 ft Width 5.50 in Fb 750.00 psi 25.86 Sawn E - Elastic Modulus 1,300 ksi 11.00 F'bx Douglas Fir - Larch, No.2 Cf:Bending 1.000 Loads 937.50 psi Rb: (Le d / b^2) ^.5 6.336 For Axial Stress Calcs... Dead Load Live Load ShortTerm Load Axial Load 4,917.00 lbs 3,411.00 lbs 0.00 lbs Eccentricity 1.000in Axial Y -Y k Lu / d 21.82 Summary Column OK Using 6x6, Width= 5.50in, Depth= 5.50in, Total Column Ht= 10.00ft DL+LL DL+LL+ST DL+ST fc : Compression 275.31 psi 275.31 psi 162.55 psi Fc: Allowable 519.69 psi 584.33 psi 584.33 psi fbx : Flexural 300.33 psi 300.33 psi 177.32 psi F'bx: Allowable 750.00 psi 937.50 psi 937.50 psi Interaction Value 0.6819 0.7045 0.3133 Stress Details Fc: X -X 519.69 psi For Bending Stress Calcs... Fc: Y -Y 519.69 psi Max k'Lu / d 50.00 F'c : Allowable 519.69 psi Actual k'Lu/d 25.86 F'c:Allow " Load Dur Factor 584.33 psi Min. Allow k'Lu / d 11.00 F'bx 750.00 psi Cf:Bending 1.000 F'bx " Load Duration Factor 937.50 psi Rb: (Le d / b^2) ^.5 6.336 For Axial Stress Calcs... Cf: Axial 1.000 Axial X -X k Lu / d 21.82 Axial Y -Y k Lu / d 21.82 Nb ■u ■H ■n 11 now Du Mont Engineering, Inc. Title : Parcel 1 & 2 on Dulce del Mar Job # 03-054 7-o i (Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 9:21AM, 7 OCT 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope • Structural Engineering Rev: 560000 User: KW.0603751, Ver 5.6.0, 2 -Sep -2002 Plywood Shear Wall & Footing Page 1 (c)1983.2002 ENERCALC Engineering Software \\dumontl\c\ec55\03-54.ecw:Calculations a Description Shear Wall along 1 General Information at 0.00 ft Calculations,are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers w 1 Wall Length 4.500 It n ' os •�imension �j.btj in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 2.222 Stud Spacing 16.00 in Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #1ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 350.00 #/ft 4.500 ft 1,575.00 lbs Uniform Shear @ Top of Wall 0.00 Wft 4.500 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past left Edge of Watl 7.000 ft Concrete Weight 1 145.00 pd Wall Length 4.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 7.000 ft fc 3,000.00 psi Footing Length 18.506 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 368.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 16,161.8ft-#, Resisting Moment = 1,012.5ft-#, End Uplift = 3,366.50lbs Max. Soil Pressures: @ Left = 586.4psf, @ Right = 586.4psf Sill Bolting: 1/2" Bolts @ 27.52in, 5/8" Bolts @ 42.90in, 3/4" Bolts @ 48.00in Footing Summary... I Max. Footing Shear = 18.65psi, Allowable = 109.54psi -> OK `r °" f Bending Reinforcement Req'd. @ Left = 0.27in2, @ Right = 0.27in2 Minimum Overturning Stability Ratio = 1.626:1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... w/ PH V L //uL00'. PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs 1-1135, Capacity = 4075lbs HD5, Capacity = 4075lbs PHD5, Capacity = 46851bs PHD5, Capacity = 4685lbs 7.��,� Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 10:03AM, 16 DEC 03 30386 Esperanza, Suite 100 Description :Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering your title block information. Rew-560000 - — --- i User: KW-0603751, Ver 5.6.0. 2-Sep-2002 ------ Plywood Shear Wall & Footing Page -, r (c)1983.2002 ENERCALC Engineering Software \\dumont1\c\ec55\03.54.ecw:Ca1cuiations Description Shear Wall along 1 ' Calculations designed to 1997 NDS 1997 UBC Requirements ! General Information are and # Plywood Layers 1 Wall Length 4.500 ft Ud P6s Dimension 3310 in Plywood Grade Grade C-D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 2.222 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft ' Lateral Loads... Uniform Shear @ Top of Wall 350.00 #/ft 4.500 ft 1,575.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.500 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs ' Moment Applied @ Top of Wall 0.00 ft-# Footing — Past Left Edge of Wall 7.000 ft Concrete Weight 145.00 pcf — —�- ' i Wall Length 4.500 ft Rebar Cover 3.00 in Past Right Edge of Wall 7.000 ft fc 2,500.00 psi Footing Length 18.500 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 ' Footing Thickness 12.00 in —Summary Design OK ' Wall Summary... Using 3/8" Thick Grade C-D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 368.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 16,161.8ft-#, Resisting Moment = 1,012.5ft-#, End Uplift = 3,366.50lbs ' Max. Soil Pressures: @ Left = 586.4psf, @ Right = 586-4psf Sill Bolting: 1/2" Bolts @ 27.52in, 5/8" Bolts @ 42.90in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 18.65psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.27in2, @ Right = 0.27in2 (j j Minimum Overturning Stability Ratio = 1.626 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... - Choices for RIGHT Side of Wall to Footing..... PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs W1 /'H!)?- ' HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs HD5, Capacity = 4075lbs HD5, Capacity = 4075lbs PHD5, Capacity = 4685lbs PHD5, Capacity = 4685lbs Du Mont Engineering, Inc. 'Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 User: KW -0603751, Ver 5.6.0, 2 -Sep -2002 (01983-2002 ENERCALC Enizineerina Software 7.o?- Title: .o2 Title: Parcel 1 8 2 on Dulce del Mar Job # 03-054 Dsgnr: Kevin Du Mont, P.E. Date: 1:24PM, 7 OCT 03 Description: Residential Design Scope : Structural Engineering Plywood Shear Wall & Footing Page 1 \\dumont 1 \c\ec55\03-54.ecw:Calcu lalionc General Information at 0.00 ft Calculations are designed to 1997 NDS and 1997 UBC Requirements I'I Ir+ # Plywood Layeis 1 Wall Length x 4.000 ft n ost Imenswn 3, in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 2.500 Stud Spacing 16.00 in Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2. 0.00 #/ft 0.00 It to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 467.00 #/ft 4.000 ft 1,868.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.000 ft 0.00 lbs Start Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 8.000 ft Concrete Weight 145.00 pcf \ Wall Length 4.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 8.000 ft fc 3,000.00 psi Footing Length 20.006 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear = 485.3#/ft, Capacity = 490.000#/ft -> OK Wall Overturning = 19,046.0114, Resisting Moment = 800.Oft- #, End Uplift = 4,561.50lbs Max. Soil Pressures: @ Left = 604.4psf, @ Right = 604.4psf Sill Bolting: 1/2" Bolts @ 20.88in, 5/8" Bolts @ 32.56in, 3/4" Bolts @ 46.04in Footing Summary... Max. Footing Shear = 21.04psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.35in2, @ Right = 0.35in2 C Minimum Overturning Stability Ratio = 1.572 : 1 )ices for LEFT Side of Wall to Footing..... choices for RIGH I Side of Wall to Footing..... PHD5, Capacity = 4685lbs PHD5, Capacity = 4685lbs HD6A, Capacity = 5105lbs HD6A, Capacity = 5105lbs PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs HD6, Capacity = 6080lbs Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 10:06AM, 16 DEC 03 ' 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering your title block information. Rev: 5600�00 -- - Use - -- - - - - � r: KW.0603751, Ver 5.6.0. 2 -Sep -2002 Plywood Shear Wall & Footing Page 1 i L(c)1983-2002 ENERCALC Engineering Software\\dumontl\c\ec55\03.54,ecw:Calculations Description hear Wall along 2 ' General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements I., Plywood Grade Nail Size Thickness Stud Spacing Loads Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 3/8" Ht / Length 1.739 16.00 in Vertical Loads... Point Load # 1 0.00 lbs at ' Point Load # 2 0.00 lbs at Point Load # 3 0.00 lbs at 0.00 ft 0.00 ft ft 0.00 ft to 0.00 ft 0.00 ft to 0.00 ft 5.750 ft 2,616.25 lbs ' 5.750ft 0.00 lbs ' Footing ---------- Uniform Load # 1 0.00 #/ft -- ------ Uniform Load # 2 0.00 #/ft 9.000 ft ' Lateral Loads... Wall Length 5.750 ft Uniform Shear @ Top of Wall 455.00 #/ft Past Right Edge of Wall Uniform Shear @ Top of Wall 0.00 #/ft 2,500.00 psi Strut Force Applied @ Top of Wall 0.00 lbs Fy 60,000.00 psi Strut Force Applied @ Top of Wall 0.00 lbs Min. Steel As % ' Moment Applied @ Top of Wall 0.00 ft-# 0.00 ft 0.00 ft ft 0.00 ft to 0.00 ft 0.00 ft to 0.00 ft 5.750 ft 2,616.25 lbs ' 5.750ft 0.00 lbs ' Footing ---------- ------- -- ------ Past Left Edge of all 9.000 ft Concrete Weight 145.00 pcf - Wall Length 5.750 ft Rebar Cover 3.00 in Past Right Edge of Wall 9.000 ft fc 2,500.00 psi Footing Length 23.750 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 3 in @ Edges, 8d at 12 in @ Field Applied Shear = 473.3#/ft, Capacity = 490.000#/ft -> OK Wall Overturning = 26,688.6ft-#, Resisting Moment = 1,653.1 ft-#, End Uplift = 4,354.00lbs Max. Soil Pressures: @ Left = 588.0psf, @ Right = 588.Opsf Sill Bolting: 1/2" Bolts @ 21.41 in, 5/8" Bolts @ 33.38in, 3/4" Bolts @ 47.21 in Footing Summary... Max. Footing Shear = 24.49psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.36in2, @ Right = .0.36in2 i (. Minimum Overturning Stability Ratio = 1.623 : 1 Simpson Hold Down Options i Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... PHD5, Capacity = 4685lbs PHD5, Capacity= 4685lbs („i If -11-105' N �L.;7 JW 7✓ ' HD6A, Capacity = 5105lbs HD6A, Capacity = 5105lbs PHD6, Capacity = 5860lbs PHD6, Capacity = 5860lbs HD6, Capacity = 6080lbs HD6, Capacity = 6080lbs Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 198.3#/ft, 'Capacity = 260.000#/ft -> OK Wall Overturning = 8,038.9ft-#, Resisting Moment = 903.1ft-#, End Uplift = 1,679.00lbs Max. Soil Pressures: @ Left = 702.1 psf, @ Right = 702.1 psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... l� Max. Footing Shear = 12.68psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 f1 Minimum Overturning Stability Ratio = 1.518: 1 Simpson Hold Down Options )ices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... Lj/ /12A IZn OOW HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs 1711 r7V HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Du Mont Engineering, Inc. Title: Parcel 1 8 2 on Dulce del Mar Job # 03-054 'Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 1:37PM, 7 OCT 03 Description: Residential Design 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 Scope : Structural Engineering Rev: 560000 User: KW-0603751, Ver 5.6.0, 2-Sep-2002 Plywood Shear Wall & Footing Page 1 (c)1983.2002 ENERCALC Engineering Software \\dumantl\c\ec55\03.54.ec.:Calculations Description Shear Wall along 3 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 4.250 ft n os Imenslon 1._ In Plywood Grade Grade C-D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 2.353 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 180.00 #/ft 4.250 ft 765.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.250 It 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Will 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length Past Right Edge of Wall 4.250 ft 4.000 ft Rebar Cover 3.00 in fc 3,000.00 psi Footing Length 12.256 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in ummary Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 198.3#/ft, 'Capacity = 260.000#/ft -> OK Wall Overturning = 8,038.9ft-#, Resisting Moment = 903.1ft-#, End Uplift = 1,679.00lbs Max. Soil Pressures: @ Left = 702.1 psf, @ Right = 702.1 psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... l� Max. Footing Shear = 12.68psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 f1 Minimum Overturning Stability Ratio = 1.518: 1 Simpson Hold Down Options )ices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... Lj/ /12A IZn OOW HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs 1711 r7V HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs � I 1, II 11 Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 your title block information. Dsgnr: Kevin Du Mont, P.E. Date: 10:08AM, 16 DEC 03 Description : Residential Design Scope : Structural Engineering 2002 Plywood Shear Wall & Footing Software \\dumontl Page 1 j ,,General Information _ 0.00 It Calculations are designed to 1997 NDS and 1997 UBC Requirements I., # Plywood Layers 1 Wall Length 6.000 ftndPo�Dimension -3.50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 1.667 Stud Spacing 16.00 in 0.00 #/ft 6.000 ft 0.00 lbs Point Load # 1 0.00 lbs at 0.00 It Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft Rebar Cover 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 4.000 ft 0.00 ft to 0.00 ft Lateral Loads... Footing Length 14.000 ft Uniform Shear @ Top of Wall 215.00 #/ft 6.000 ft 1,290.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 6.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 6.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.000 ft fc 2,500.00 psi Footing Length 14.000 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in ..._...__.__......_----- -._.-..------ Summary Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 233.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 13,449.Oft-#, Resisting Moment = 1,800.Oft-#, End Uplift = 1,941.50lbs Max. Soil Pressures: @ Left = 1,294.9psf, @ Right = 1,294.9psf Sill Bolting: 1/2" Bolts @ 43.44in, 5/8" Bolts @ 48.00in-, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 22.38psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.20in2, @ Right = 0.20in2 Minimum Overturning Stability Ratio = 1.240 : 1 Less Than 1.5 - Warning ! `� `Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..,.. HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2. Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs ,Du Mont Engineering, Inc. Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 Rev: User: General Information Plywood Grade Nail Size Thickness Stud Spacing 2002 g Software it Wall along Grade C -D 8d 3/8" 16.00 in Title : Parcel 1 & 2 on Dulce del Mar Job # 03-054 7,O Dsgnr: Kevin Du Mont, P.E. Date: 1:53PM, 7 OCT 03 Description: Residential Design Scope : Structural Engineering Plywood Shear Wall & Footing Page 1 \\dumont]\c\ec55\0354.ecw:Calculations ' Calculations are designed to 1997 NDS and 1997 UBC Requirements Wall Length 11.830 ft End ._� os- iimension �tn Wall Height 10.000 ft Seismic Factor 0.183 Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Ht / Length 0.845 Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 231.00 #/ft 0.00 ft to 11.83 ft Lateral Loads... Uniform Shear @ Top of Wall 245.00 #/ft 11.830 ft 2,898.35 lbs Uniform Shear @ Top of Wall 0.00 #/ft 11.830 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Wall Length 11.830 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.000 ft fc 3,000.06 psi Footing Length 17.830 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in ummary Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 263.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 30,065.9ft-#, Resisting Moment = 23,161.5ft-#, End Uplift = 583.64lbs Max. Soil Pressures: @ Left = 1,137.2psf, @ Right = 1,137.2psf Sill Bolting: 1/2" Bolts @ 38.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in F t' S 0o mg ummary... �� Max. Footing Shear = 19.07psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 /� Minimum Overturning Stability Ratio = 1.747 -.1 )ices for LEFT Side of Wall to I HD2A, Capacity = 27751bs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs Y HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 36101bs HD5A, Capacity = 40101bs ..... w/11OZ4 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 10:10AM, 16 DEC 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering your title block information. j Rev:-s6000ii---------._.....--•-- L . User: KW -0603751, Ver 5.6.0, 2 -Sep -2002 Plywood Shear Wall & Footing Page _�_ (c)1983.2002 ENERCALC Engineering Sottware \\dumontl\c\ec55\03-54.ecw:Calculations General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements i - #Plywood Layers 1 Wall Length 3.000 ft 11.830 Ena P6st-Dlmenslori X50 In Plywood Grade Grade C -D Wall Height Rebar Cover 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 2,500.00 psi 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht Length Footing Width 0.845 Min. Steel As % Stud Spacing 16.00 in Footing Thickness 12.00 in i Loads -- - ---- ----- - ---- Vertical Loads... - --- ` Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 It to 0.00 It Uniform Load # 2 231.00 #/ft 0.00 ft to 11.83 ft Lateral Loads... Uniform Shear @ Top of Wall 245.00 #/ft 11.830ft 2,898.35 lbs Uniform Shear @ Top of Wall 0.00 #/ft 11.830 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 3.000 ft Concrete Weight 145.00 pcf Wall Length 11.830 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.000 ft fc 2,500.00 psi Footing Length 17.836 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Suiriii7ary - - Design OK Wall Summary.... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 263.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 30,065.9ft-#, Resisting Moment = 23,161.5ft-#, End Uplift = 583.64lbs Max. Soil Pressures: @ Left = 1,137.2psf, @ Right = 1,137.2psf Sill Bolting: 1/2" Bolts @ 38.49in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 19.07psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.747 : 1 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs , ✓ f /� 2 f7'()L U w !� HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2. Capacity = 3610lbs PHD2, Capacity = 3610lbs HDSA, Capacity = 4010lbs HDSA, Capacity = 4010lbs 7.os Du Mont Engineering, Inc. Title: Parcel 1 8 2 on Dulce del Mar Job # 03-054 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 2:08PM, 7 OCT 03 30386 Esperanza, Suite 100 Description: Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering Rev: 560000 User: KW -0603751, Ver 5.6.0, 2 -Sep -2002 Plywood Shear Wall & Footing Page 1 (01983-2002 ENERCALC Engineering Software\\dumontl\c\ec55\03.54.ecw:Calculations General Information at 0.00 ft Calculations are designed to 1997 Nos and 1997 UBC Requirements ­17PIM Layers 1 Wall Length 7.250 ft n os Imenslon - In Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht /Length 1.379 Stud Spacing 16.00 in Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform°Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 84.00 #/ft 0.00 ft to 7.25 ft Lateral Loads... Uniform Shear @ Top of Wall 143.00 #/ft 7.250 ft 1,036.75 lbs Uniform Shear @ Top of Wall 0.00 #/ft 7.250 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 3.000 ft Concrete Weight 145.00 pcf \ Wall Length 7.250 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.000 ft rc 3,000.00 psi Footing Length 13.250 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 161.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 11,030.9ft-#, Resisting Moment = 4,835.8ft-#, End Uplift = 854.50lbs Max. Soil Pressures: @ Left = 754.3psf, @ Right = 754.3psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 10.94psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.768 : 1 Simpson Hold Down Options Choices for LEFT Side of Wafl to Footing..... Choices for RIGHT Side of Wall to Footing..... U�� Q /,y,LO7 H02A C = 27751b HD2A Ca aci = 27751bs IWI!i rl r!" CFO LY s p ty H02, Capacity = 28151bs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PH132, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 40101bs ' r n Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 10:11AM, 16 DEC 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering your title block information. I fteV: 560000 User: 1 ---- -- User: KW 0603751. Ver 5.6.0. 2 -Sep -2002 Plywood Shear Wall & Footing (c)1983.2002 ENERCALC Engineering Software \\dumontI\c\ec55\03 54.ecw:CalcuIations Description Shear Wall along A 11 11 I - II General Information Past Right Edge of Wall 3.000 ft fc 2,500.00 psi Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length -�- 7.250 ft EnU'Post uimengiitiri 50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 1.379 Stud Spacing 16.00 in 143.00 #/ft 7.250 ft 1,036.75 lbs i Loads 0.00 #/ft 7.250 ft 0.00 lbs .-.__---------- ---. Vertical Loads... Past Right Edge of Wall 3.000 ft fc 2,500.00 psi Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft. Uniform Load # 1 0.00 #/ft Design OK 0.00 ft to 0.00 ft Uniform Load # 2 84.00 #/ft 0.00 ft to 7.25 ft Lateral Loads... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Uniform Shear @ Top of Wall 143.00 #/ft 7.250 ft 1,036.75 lbs Uniform Shear @ Top of Wall 0.00 #/ft 7.250 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in. Footing ----------------------.__}, Wall Length 7.250 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.000 ft fc 2,500.00 psi Footing Length 13.250 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 161.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 11,030.9ft-#, Resisting Moment = 4,835.8ft-#, End Uplift = 854.50lbs Max. Soil Pressures: @ Left = 754.3psf, @ Right = 754.3psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in. Footing Summary... Max. Footing Shear = 10.94psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.768: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing... tl. 0G✓ yV HD2A, Capacity = 2775lbs HD2A, Capacity= 2775lbs Hig?-,,I HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Point Load # 1 0.00 lbs at 0.00 ft ,Du Mont Engineering, Inc. at TiUe : Parcel 1 & 2 on Dulce del Mar Job # 03-054 Consulting Engineers at Dsgnr. Kevin Du Mont, P.E. Date: 2:32PM, 7 OCT 03 Uniforrn Load # 1 28.00 #/ft Fy Description : Residential Design 30386 Esperanza, Suite 100 1.00 ft� 0.00 ft to 0.00 ft Rancho Santa Margarita, CA 92688 Footing Thickness Scope : Structural Engineering Rev: 560000 User: KW -060375 1. Ver 5.6.0, 2 -Sep -2002 Plywood Shear Wall & Footing Page 11.670 ft 1,143.66 lbs (c)1983.2002 ENERCALC Engineering Software 0.00 #/ft \\dumont 1 \c\ec55\03 54.ecw:Calcuiations Strut Force Applied @ Top of Wall Description Shear Wall along B Strut Force Applied @ Top of Wall 0.00 lbs General Information Moment Applied @ Top of Wall Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers t Wall Length 11.670 ft.. ._ End Post imenston' " to Plywood Grade Grade C -D Wall.Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 0.857 Stud Spacing 16.00 in Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniforrn Load # 1 28.00 #/ft Fy 0.00 ft to 11.67 ft Uniform Load # 2 0.00 #/ft 1.00 ft� 0.00 ft to 0.00 ft Lateral Loads... Footing Thickness 12.00 in Uniform Shear @ Top of Wall 98.00 #/ft 11.670 ft 1,143.66 lbs Uniform Shear @ Top of Wall 0.00 #/ft 11.670 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Wall Length 11.670 ft Rebar Cover 3.00 in Past Right Edge of Wall 1.000 ft fc 3,000.00 psi Footing Length 13.676 ft Fy 60,000.00 psi Footing Width 1.00 ft� Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 318" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear= 116.3#/ft, Capacity= 260.000#/ft -OK Wall Overturning = 12,504.4ft-#, Resisting Moment = 8,716.1ft-#, End Uplift = 324.62lbs Max. Soil Pressures: @ Left = 813.9psf, @ Right = 813.9psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48:00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.714 : 1 son Hold Down Options hoices for LEFT Side of Wall to Footing..... Choices for RIGHT Stde of all to Footing..... �/ // DZ� KUB J�Q HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs / r7 HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 40101bs HD5A, Capacity = 4010lbs Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 your title block infortnation. Dsgnr: Kevin Du Mont, P.E. Date: 10:15AM, 16 DEC 03 Description : Residential Design Scope : Structural Engineering Nev: Seouuu- LUPage 1ser: KW.0603751. Ver 5.6.0, 2 -Sep -2002 Plywood Shear Wall & Footing f, (c)1983.2002 ENERCALC Engineering Software\ld6montl\clec55103.54.ecw:Calculations I I t Description Shear Wall along B — --~ -- -- — LGener— uirements Calculations are designed to 1997 NDS and 1997 UBC Re - rallnformation g q # Plywood Layers 1 Wall Length 11.670 ft End -Post Dimension —330 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf ' Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 0.857 Stud Spacing 16.00 in Loads - � j Vertical Loads... Point Load 111 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 28.00 #/ft 0.00 ft to 11.67 ft Uniform Load # 2 0.00 #!ft 0.00 ft to 0.00 ft Lateral Loads... . Uniform Shear @ Top of Wall �76ft 11.670 ft 2,053.92 lbs Uniform Shear @ Top of Wall ft 11.670 ft 0.00 lbs ' Strut Force Applied @ Top of Wall 0.00 Itis Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# FOOL --ting ------ Past Left Edge of Wall 3.000 ft Concrete Weight 145.00 pcf - Wall Length 11.670 ft Rebar Cover 3.00 in Past Right Edge of Wall 3.000 ft fc 2,500.00 psi Footing Length 17.670 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary -� - Design OK ' Wall' Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 194.3#/ft, Capacity = 260.000#/ft -> OK ' Wall Overturning = 21,607.Oft-#, Resisting Moment = 8,716.1ft-#, End Uplift = 1,104.62lbs Max. Soil Pressures: @ Left = 917.Opsf, @ Right = 917.Opsf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in ' Footing Summary... Max. Footing Shear = 13.78psi, Allowable = 100.00psi -> OK /\ Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.501: 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing ... Choices for RIGHT Side of Wall -to Footing.... — HD2A, Capacity = 2775lbs HD2A, Capacity= 2775lbs HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD-, Capacity = 361 Olbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs -, Qu Mont Engineering, Inc. Tide : Parcel 1 & 2 on Dulce def Mar Job # 03-054 7 / Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 4:31 PM, 7 OCT 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope: Structural Engineering Rev: 560000 Page 1 User: KW -0603751. Ver 5.6.0. 2 -Sep -2002 Plywood Shear Wall Sc Footing (c)1983.2002 ENERCALO Engineering Software\\dumontl\c\ec55\03.54.ecw:Calculations , Description Shear Wall alonq C I General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements h # Plywood Layers 1 Plywood Grade Grade C -D Nail Size 8d Thickness 3/8" Stud Spacing 16.00 in Wall Length Wall Height Wall Weight Ht / Length 4.250 1t 10.000 ft 10.000 psf 2.353 Unu rust ulmenston 3.5U Seismic Factor 0.183 Nominal Sill Thick. 2.00 Ids Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 It Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 269.00 #Ift 4.250 ft 1,143.25 lbs Uniform Shear @ Top of Wall 0.00 #/ft 4.250 It 0:00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Wall Length 4.250 ft Rebar Cover 3.00 in `) Past Right Edge of Wall 6.000 ft pc 3,000.00 psi Footing Length 16.256 It Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 287.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 11,821.4114, Resisting Moment = 903.1fta#, End Uplift = 2,569.00lbs Max. Soil Pressures: @ Left = 539.7psf, @ Right = 539.7psf Sill Bolting: 1/2" Bolts @ 35.28ifi, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 14.69psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.18in2, @ Right = 0.18in2 Minimum Overturning Stability Ratio = 1.733: 1 Simpson Hold Down Options )ices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing...../, /� �� �LOOwn HD2-A, Capacity = 2775fbs HD2A, Capacity = 2775lbs // HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PH132, Capacity = 36101bs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs '71 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 10:17AM, 16 DEC 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope: Structural Engineering your title block information. Rev: 560000 User: KW.0603751, Ver 5.6.0, 2 -Sep -2002 Plywood Shear Wall & Footing Page 1 (01983.2002 ENERCALC Engineering Software\\dumontl\c\ec55\03.54.ecw:Calculations Past eft Edge of Wall 6.000 ft Concrete Weight 145.00 pcf .t Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.000 ft fc 2,500.00 psi Footing Length 17.000 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in `Summaryw— _ Design OK ' Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 307.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 14,907.5114, Resisting Moment = 1,250.Oft-#, End Uplift = 2,731.50lbs Max. Soil Pressures: @ Left = 669.2psf, @ Right = 669.2psf Sill Bolting: 1/2" Bolts @ 32.98in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 18.73psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.24in2, @ Right = 0.24in2 O Minimum Overturning Stability Ratio = 1.533 : 1 Simpson Hold Down Options —Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs /�// f/ULOL✓%� HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Calculations designed i General Information are to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 5.000 ft nd-Post-Dimension S.50in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 2.000 Stud Spacing 16.00 in (Loads Vertical Loads... - - Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft ®e �,� ft to 0.00 ft Lateral Loads... n0.0_0 Uniform Shear @ Top of Wall,d 289'.001#/ft 5.000 ft 1,445.00 lbs Uniform Shear @ Top of Wall (,�r0.00`#/ft 5.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Past eft Edge of Wall 6.000 ft Concrete Weight 145.00 pcf .t Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.000 ft fc 2,500.00 psi Footing Length 17.000 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in `Summaryw— _ Design OK ' Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 307.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 14,907.5114, Resisting Moment = 1,250.Oft-#, End Uplift = 2,731.50lbs Max. Soil Pressures: @ Left = 669.2psf, @ Right = 669.2psf Sill Bolting: 1/2" Bolts @ 32.98in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 18.73psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.24in2, @ Right = 0.24in2 O Minimum Overturning Stability Ratio = 1.533 : 1 Simpson Hold Down Options —Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs /�// f/ULOL✓%� HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs 7 08 Du Mont Engineering, Inc. Title: Parcel 1 & 2 on Oulce del Mar Job # 03-054 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 4:36PM, 7 OCT 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering Rev: 560000 User. -KW -060375 1. Ver 5.6.0, 2 -Sep -2002 Plywood Shear Wall & Footing Page 1 (c)1983.2002 ENERCALC EnRineerinR Software\\dumontl\c\ec55\03.54.ecw:Calculations General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Plywood Grade Grade C -D Nail Size 8d Thickness 3/8" Stud Spacing 16.00 in Point Load # 1 0.00 lbs Point Load # 2 0.00 lbs Point Load # 3 0.00 lbs Uniform Load # 1 28.00 #/ft Uniform Load # 2 0.00 #/ft Lateral Loads... Uniform Shear @ Top of Wall Uniform Shear @ Top of Wall Strut Force Applied @ Top of Wall Strut Force Applied @ Top of Wall Moment Applied @ Top of Wall Wall Height Wall Weight Ht / Length at at at 260.00 #/ft 0.00 #/ft 0,00 lbs 0,00 lbs 0.00 ft-# • ra5k Len cage Or vvall 0.uUV R Wall Length 17.750 ft Past Right Edge of Wall 5.000 ft Footing Length 27.756 ft Footing Width 1.00 ft Footing Thickness 12.00 in 10.000 ft 10.000 psf 0.563 0.00 ft 0.00 ft ft, 0.00 ft to 17.75 ft 0.00 ft to 0.00 It 17.750 ft 17.750 ft Rebar Cover Pc Fy Min. Steel As % >=nc7 ,o�sT�Dimensu Seismic Factor Nominal Sill Thick. 4,615.00 lbs 0.00 lbs 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 278.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 47,774.1114, Resisting Moment = 20,164.Oft-#, End Uplift = 1,555.501bs Max. Soil Pressures: @ Left = 762.8psf, @ Right = 762.8psf Sill Bolting: 1/2" Bolts @ 36.42in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 23.03psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.24in2, @ Right = 0.24in2 Minimum Overturning Stability Ratio = 1.657: 1 0.183 2.00 Design OK 0 A )ices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... W/AD Z/I f/ VL,0 4 HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs !J `� HD2, Capacity = 2815lbs H02, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity .= 4010lbs HD5A, Capacity = 4010lbs ' ?c' J -I,, • Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 10:19AM, 16 DEC 03 30386 Esperanza, Suite 100 Description- Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering your title block information. Rev: 560000 — — —' User: KW0603751. Ver 5.6.0. 2•Sep 2002 Plywood Shear Wall & Footing Page 1 (01983-2002 ENERCALC Engineering Software\\dumontl\c\ec55\03.54.ecw:Calculalions Description Shear Wall along D Uniform Load # 1 28.00 #lft 0.00 ft to 17.75 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... v Uniform Shear @ Top of Wall 311.00 #/ft 17.750 ft 5,520.25 lbs Uniform Shear @ Top of Wall 0.00 #/ft 17.750 ft 0.00 lbs ' Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing ----.__..----..-- Past Left Edge of Wall 6.000 ft Concrete Weight 145.00 pcf Wall Length 17.750 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.000 ft fc 2,500.00 psi Footing Length 29.750 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary' Design OK ' Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 329.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 56,826.6ft-#, Resisting Moment = 20,164.Oft-#, End'Uplift = 2,065.50lbs Max. Soil Pressures: @ Left = 819.3psf, @ Right = 819.3psf Sill Bolting: 1/2" Bolts @ 30.78in, 5/8" Bolts @ 47.98in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 30.37psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.36in2, @ Right = 0.36in2 n Minimum Overturning Stability Ratio = 1.563 : 1 Simpson H01d Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... H132A, Capacity = 2775lbs HD2A, Capacity = 2775lbs ,0 01-1 iJ HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610ibs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements j-1 I. # Plywood Layers 1 Wall Length 17.750 ft End FostDimension 3-50 In Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 0.563 Stud Spacing 16.00 in rLoads -- -- — �' vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft . Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 28.00 #lft 0.00 ft to 17.75 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... v Uniform Shear @ Top of Wall 311.00 #/ft 17.750 ft 5,520.25 lbs Uniform Shear @ Top of Wall 0.00 #/ft 17.750 ft 0.00 lbs ' Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing ----.__..----..-- Past Left Edge of Wall 6.000 ft Concrete Weight 145.00 pcf Wall Length 17.750 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.000 ft fc 2,500.00 psi Footing Length 29.750 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary' Design OK ' Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 329.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 56,826.6ft-#, Resisting Moment = 20,164.Oft-#, End'Uplift = 2,065.50lbs Max. Soil Pressures: @ Left = 819.3psf, @ Right = 819.3psf Sill Bolting: 1/2" Bolts @ 30.78in, 5/8" Bolts @ 47.98in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 30.37psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.36in2, @ Right = 0.36in2 n Minimum Overturning Stability Ratio = 1.563 : 1 Simpson H01d Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... H132A, Capacity = 2775lbs HD2A, Capacity = 2775lbs ,0 01-1 iJ HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610ibs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Du Mont Engineering, Inc. Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 User: KWA603751. Ver 5.6.0, 2 -Sep -2002 (61983"2002 ENERCALC Enaineerina Software Title : Parcel 1 & 2 on Dulce del Mar Job # 03-054 7 O 1 Osgnr: Kevin Du Mont, P.E. Date: 10:11AM, 23 OCT 03 Description: Residential Design Scope : Structural Engineering , Plywood Shear Wall & Footing Page 1 \\dumont1\c\ec55\03"54.ecw:Calculations (,pnpral Information Calculations are designed to 1997 NDS and 1997 UBC Requirements Plywood Grade Grade C -D Wall Height 10.000 ft Nail Size 8d Wall Weight 10.000 psf Thickness 3/8" Ht / Length 0.444 Stud Spacing 16.00 in Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 84.00 #/ft 22.500 ft Uniform Shear @ Top of Wall 0.00 #/ft 22.500 ft Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight y Wall Length 22.500 ft Rebar Cover ' Past Right Edge of Wall 0.000 ft f'c Footing Length 22.500 ft Fy Footing Width 1.00 ft Min. Steel As % Footing Thickness 12.00 in Seismic Factor 0.183 Nominal Sill Thick. 2.00 1,890.00 lbs 0.00 lbs 3.00 in 3,000.00 psi 60,000.00 psi 0.00140 Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 102.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 20,958.8ft-#, Resisting Moment = 25,312.5ft-#, End Uplift = 0.00lbs Max. Soil Pressures: @ Left = 522.7psf, @ Right = 522.7psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 109.54psi -> OK 44 Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 2.666: 1 � I 11 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 10:20AM, 16 DEC 03 30386 Esperanza, Suite 100' Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering your title block information. General Information Uniform Load # 2 0.00 #Jft Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 22.500 ft n-Post`Dimension 3.50F1 Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 0.444 Stud Spacing 16.00 in Min. Steel As % 0.00140 `Loads Point Load # 1 0.00 lbs at Point Load # 2 0.00 lbs at Point Load # 3 0.00 lbs at Uniform Load # 1 0.00 #/ft Uniform Load # 2 0.00 #Jft Lateral Loads... 0.000 ft Uniform Shear @ Top of Wall 84.00 #/ft Uniform Shear @ Top of Wall 0.00 #/ft Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# 0.00 ft 0.00 ft ft 0.00 ft to 0.00 ft 0.00 ft to 0.00 ft 22.500 ft 1,890.00 lbs ' 22.500 ft 0.00 lbs Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pcf Wall Length 22.500 ft Rebar Cover 3.00 in Past 'Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 22.506 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in "Summary" Design OK .� Wall Summary... Using 3/8" Thick Grade C -D. on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 102.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 20,958.8ft-#, Resisting Moment = 25,312.5ft-#, End Uplift = 0.00lbs Max. Soil Pressures: @ Left = 522.7psf, @ Right = 522.7psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in ' Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 2.666 : 1 Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 196.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 19,968.9ft- #, Resisting Moment = 5,692.4ft-#, End Uplift = 1,338.00lbs Max. Soil Pressures: @ Left = 721.1 psf, @ Right = 721.1 psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 15.14psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.597: 1 noes Tor t_tt-1 slae of watt to rooting..... cnolces Tor KKA1 I sloe of wau to rooting..... W / ff19 p 1 HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs 1-1132, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs 7,10 Pu Mont Engineering, Inc. Title: Parcel 1 & 2 on Dulce del Mar Job # 03-054 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 10:12AM, 23 OCT 03 Description : Residential Design 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 Scope : Structural Engineering Rev: 560000 User: KW0603751. Ver 5.6.0, 2 -Sep 2002 Plywood Shear Wall & Footing Page 1 (c)1983.2002 ENERCALC Engineering Software \\dumontl\c\ec55\03.54.ecw:Calculati.ons Description Shear Wall along C.8 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements . # Plywood Layers 1 Wall Length 10.670 ft n os Imenston In Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness •3/8" Ht / Length 0.937 Stud Spacing 16.00 in Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 178.00 #/ft 10.670ft 1,899.26 lbs Uniform Shear @ Top of Wall 0.00 #/ft 10.670 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall ---14 4.000 ft Concrete Weight 145.00 pd Wall Length 10.670 It Rebar Cover 3.00 in Past Right Edge of Wall 4.000 ft fc 3,000.00 psi Footing Length 18.670 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 196.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 19,968.9ft- #, Resisting Moment = 5,692.4ft-#, End Uplift = 1,338.00lbs Max. Soil Pressures: @ Left = 721.1 psf, @ Right = 721.1 psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 15.14psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.597: 1 noes Tor t_tt-1 slae of watt to rooting..... cnolces Tor KKA1 I sloe of wau to rooting..... W / ff19 p 1 HD2A, Capacity = 2775lbs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs 1-1132, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs 4 " Cpnsulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 your title block information. Rev: bbuuOU User: KW0603751. Ver 5.6.0. (01983.2002 ENERCALC Engi Description 7.1r"� Dsgnr: Kevin Du Mont, P.E. Date: 10:23AM, 16 DEC 03 Description : Residential Design Scope : Structural Engineering Plywood Shear Wall & Footing Page 1 \\dumontl\c\ec55\03.54.ecw:Calculations (: I General Information I -Loads Calculations are designed to 1997 NDS and 1997 UBC Requirements f # Plywood Layers 1 Wall Length 10.670 ft Lnd PostImenslon 350 In Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 0.937 Stud Spacing 16.00 in Lateral Loads... Simpson Hold Down Options Choices for LE Side of Wall to Footing... Choices for RIGHT Side of Wall to Footing.. - HD2A. Capacity = 2775lbs HD2A, Capacity = 2775lbs W /h/�? f��C aa�✓�!/ HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs I -Loads Vertical Loads... --� --- - Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft ' Point Load # 3 0.00 lbs at, ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft ' Lateral Loads... Uniform Shear @ Top of Wall 178.00 #/ft 10.670 ft 1,899.26 lbs Uniform Shear @ Top of Wall 0.00 #/ft 10.670 ft - 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# - Footing --- -------_-' r: _ Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf 'Past �- Wall Length 10.670 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.000 ft fc 2,500.00 psi Footing Length 18.670 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in Summary Design OK ' Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing Is 8d at 6 In @ Edges, 8d at 12 In @ Field Applied Shear = 196.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 19,968.9ft-#, Resisting Moment = 5,692.04, End Uplift = 1,338.00lbs Max. Soil Pressures: @ Left = 721.1 psf, @ Right = 721.1psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... ' Max. Footing Shear = 15.14psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.597 : 1 Simpson Hold Down Options Choices for LE Side of Wall to Footing... Choices for RIGHT Side of Wall to Footing.. - HD2A. Capacity = 2775lbs HD2A, Capacity = 2775lbs W /h/�? f��C aa�✓�!/ HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Du Mont Engineering, Inc. Title : Parcel 1 & 2 on Dulce del Mar Job # 03-054 711 Consulting Engineers Dsgnr. Kevin Du Mont, P.E. Date: 10:16AM, 23 OCT 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering User:Rev:5600M KW -0603751• Ver 5.6.0. 2 -Sep -2002 Plywood Shear Wall & Footing . Page 1 (01983.2002 ENERCALC Eneineerinzz Software\\dumontl\c\ec55\03.54.ecw:Calculations ' feral Information at 0.00 ft Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers ^ 1 Wall Length 5.000 ft n os Imenslon In Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 2.000 Stud Spacing 16.00 in Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 Itis at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 70.00 #/ft 0.00A to 5.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 5.00 ft Lateral Loads... Uniform Shear @ Top of Wall 194.00 #/ft 5.000 ft 970.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.000 ft fc 3,000.00 psi Footing Length 13.000 It Fy 60,000.00 psi Footing Width 1.00 It Min. Steel As % 0.00140 Footing Thickness 12.00 in Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 212.3#/ft, Capacity = 260.000#/ft -> OK Wall Overtuming = 10,157.5ft-#, Resisting Moment = 2,125.Oft-#, End Uplift = 1,606.50lbs Max. Soil Pressures: @ Left = 760.4psf, @ Right = 760.4psf Sill Bolting: 1/2" Bolts @ 47.74in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 15.05psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.585: 1 on Hold Down Options )Ices Tor Ltr t sloe or Wan to r-oc HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 40101bs HD2A, Capacity = 2775lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs Design OK Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 your title block information. 7t(% Dsgnr: Kevin Du Mont, P.E. Date: 10:26AM, 16 DEC 03 Description : Residential Design Scope : Structural Engineering Plywood Shear Wall & Footing Page 1 \\dumont 1 \c\ec55\03.54.ecw:Ca1cuIation Uniform Load # 1 70.00 #/ft 0.00 ft to 5.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 5.00 ft Lateral Loads... Uniform Shear @ Top of Wall 194.00 #/ft 5.000 ft 970.00 lbs Uniform Shear @ Top of Wall 0.00 #/it 5.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs ' Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing ' Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.000 ft fc 2,500.00 psi Footing Length 13.000 ft Fy 60,000.00 psi ' Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in mm`ary — Design OK ' Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 212.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 10,157.5ft-#, Resisting Moment = 2,125.Oft-#, End Uplift = 1,606.50lbs Max. Soil Pressures: @ Left = 760.4psf, @ Right = 760.4psf Sill Bolting: 1/2" Bolts @ 47.74in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... ' Max. Footing Shear = 15.05psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.585 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity= 2775lbs G✓ �N���� yUL [lac/ %✓ ' HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Description Shear Wall along 5 ' Calculations designed to NDS 1997 UBC General Information are 1997 and Requirements # Plywood Layers 1 Wall Length 5.000 tziiti HostImension In Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 ' Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 2.000 Stud Spacing 16.00 in ' Loads — -------- ------------_.---- Vertical Loads... Point Load # 1 0.00 Itis at 0.00 ft Point Load # 2 0.00 lbs at 0.00 It Point Load # 3 0.00 lbs at ft . Uniform Load # 1 70.00 #/ft 0.00 ft to 5.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 5.00 ft Lateral Loads... Uniform Shear @ Top of Wall 194.00 #/ft 5.000 ft 970.00 lbs Uniform Shear @ Top of Wall 0.00 #/it 5.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs ' Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing ' Past Left Edge of Wall 4.000 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 4.000 ft fc 2,500.00 psi Footing Length 13.000 ft Fy 60,000.00 psi ' Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in mm`ary — Design OK ' Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 212.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 10,157.5ft-#, Resisting Moment = 2,125.Oft-#, End Uplift = 1,606.50lbs Max. Soil Pressures: @ Left = 760.4psf, @ Right = 760.4psf Sill Bolting: 1/2" Bolts @ 47.74in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... ' Max. Footing Shear = 15.05psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.585 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity= 2775lbs G✓ �N���� yUL [lac/ %✓ ' HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 4010lbs HD5A, Capacity = 4010lbs Du Mont Engineering, Inc. Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 KW0603751, Ver 5.6.0, 2 -Sep -2002 832002 ENERCALC Engineering Software ;cription Shear Wall along E feral Information #P!Plywood Layers y 1 Plywood Grade Grade C -D Nail Size 8d Thickness 3/8" Stud Spacing 16.00 in Title: Parcel 1 & 2 on Dulce del Mar Job # 03-054 70, Dsgnr. Kevin Du Mont, P.E. Date: 10:21AM, 23 OCT 03 Description : Residential Design Scope : Structural Engineering Plywood Shear Wall & Footingns \\dumontl\c\ec55\03.54.ecw:Pacgu alio1 r� Calculations are designed to 1997 NDS and 1997 UBC Requ Wall Length 5.000 ft tril PostY imension Wall Height 10.000 ft Seismic Factor 0.183 Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Ht/Length 2.000 y Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00#1ft 0.00 It to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 259.00 #/ft 5.000 It 1,295.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 5.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ftat Footing Past Left Edge of Wall 6.000 ft Concrete Weight 145.00 pcf Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.000 ft fc 3,000.00 psi Footing Length 17.006 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in ummary Design OK Wall Summary... Using 3/8" Thick Grade .0-D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at,12 in @ Field Applied Shear = 277.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 13,407.5ft-#, Resisting Moment = 1,250.Oft- #, End Uplift = 2,431.50lbs Max. Soil Pressures: @ Left = 563.1 psf, @ Right = 563.1 psf Sill Bolting: 1/2" Bolts @ 36.55in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 15.82psi, Allowable = 109.54psi -> OK Bending Reinforcement Req'd @ Left = 0.20in2, @ Right = 0.20in2 O Minimum Overturning Stability Ratio = 1.704 : 1 Simpson Hold Down Options Ch f LEFT Smd f W II t F t Choices for RIGHT Side of Wall to F tin 01 or i e 0 a o 0o mg..... oo g..... HD2A, Capacity = 2775lbs HD2A, Capacity = 27751bs 41119-m 1101-oot4 HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2, Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 40101bs HD5A, Capacity = 40101bs Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 your title block information. Dsgnr: Kevin Du Mont, P.E. Date: 10:28AM, 16 DEC 03 Description : Residential Design Scope: Structural Engineering General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements #Plywood Layers 1 Wall Length 5.000 ft End P6si _ imension —3.-50 in Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht / Length 2.000 Stud Spacing 16.00 in ;Loads------ -- — ------------------ �� Vertical Loads... - Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 0.00 #/ft 0.00 ft to 0.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 259.00 #/ft 5.000 ft 1,295.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft ' 5.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Wall Length 5.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 6.000 ft fc 2,500.00 psi Footing Length 17.006 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in `Summary ;j Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 4 in @ Edges, 8d at 12 in @ Field Applied Shear = 277.3#/ft, Capacity = 380.000#/ft -> OK Wall Overturning = 13,407.5ft-#, Resisting Moment = 1,250.Oft-#, End Uplift = 2,431.50lbs Max. Soil Pressures: @ Left = 563.1 psf, @ Right = 563.1 psf Sill Bolting: 1/2" Bolts @ 36.55in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... , Max. Footing Shear = 15.82psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.20in2, . @ Right = 020in2 O Minimum Overturning Stability Ratio = 1.704 : 1 Simpson Hold Down Options Choices for LEFT Side of Wall to Footing..... Choices for RIGHT Side of Wall to Footing..... HD2A, Capacity = 2775lbs HD2A, Capacity= 2775lbs L / /, #0L vo ril HD2, Capacity = 2815lbs HD2, Capacity = 2815lbs PHD2. Capacity = 3610lbs PHD2, Capacity = 3610lbs HD5A, Capacity = 40101bs HD5A, Capacity = 4010lbs 11 f PROJECT 1 . I NEW RESIDENTIAL r --'BT DEVELOPMENT COMPANY I I I Parcel I & 2 on Duke del Mar LA QUINTA, CA 92253 wz Z'W �617* Du MONT ENGINEERING Consulting Engineers 30386 Espmvuk Suite #100 Rmbo Santa Mmpwitk CA 92688 709-5300 0 V.- fQAQ'% 709 5380 SHEET W. JOB NO. 03-054 DATE SEPTEMBER, 2003 LN I Im- 3" ANIMM L! VAR" 'Arli INS I I III I K. r2! 1! ml 1 - FA ?.13.3 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 11:02AM, 16 DEC 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering your title block information. } Rev: 560000 I User: KI 0603751, Ver 5.6.0. 2 -Sep -2002 Plywood Shear Wall & Footing Page 1 L(c)1983.2002 ENERCALC Engineering Software\\dumontI\c\ec55\03.54.ecw:Calculalions Description - Shear Wall from Roof to Ground along A.2 General Intormation # Plywood Layers 1 Wall Length Plywood Grade Grade C -D Wall Height Nail Size 8d Wall Weight Thickness 3/8" Ht / Length Stud Spacing 16.00 in calculations are designed to 1997 NDS and 10.000 ft Seismic Factor 10.000 psf Nominal Sill Thick. 0.833 UBC Requirements 0.183 2.00 -I 1 - Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 210.00 #/ft 0.00 ft to 12.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 155.00 #/ft 12.000ft 1,860.00 lbs Uniform Shear @ Top of Wall 0.00 #/it 12.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Footing Past Left Edge of Wall 0.000 ft Concrete Weight 145.00 pct Wall Length 12.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length - 12.000 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in umary ; `I Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 173.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 19,698.Oft-#, Resisting Moment = 22,320.0ft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,809.7psf, @ Right = 1,809.7psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = 0.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.504 ° 1 Design OK 0 u 7./3-y CSonsulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 11:02AM, 16 DEC 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering your title block information. Rev: 560000 User: KW -0603751, Ver 5.6.0. 2 -Sep -2002 Plywood Shear Wall & Footing Page 1 (c)1983.2002 ENERCALC Engineering Software _ _\\dumont1\c\ec55\03.54.ecw:Calcul at ions f Descriotion Shear Wall from Roof to Ground alonq C.5 General Information Calculations are designed to 1997 NDS and 1997 UBC Requirements # Plywood Layers 1 Wall Length 12.000 ft LMP69MM669ion Tbu In Plywood Grade Grade C -D Wall Height 10.000 ft Seismic Factor 0.183 Nail Size 8d Wall Weight 10.000 psf Nominal Sill Thick. 2.00 Thickness 3/8" Ht/Length 0.833 Stud Spacing 16.00 in 155.00 #/ft 12.000 ft 1,860.00 lbs Loads Vertical Loads... Point Load # 1 0.00 lbs at 0.00 ft Point Load # 2 0.00 lbs at 0.00 ft Point Load # 3 0.00 lbs at ft Uniform Load # 1 210.00 #/ft 0.00 ft to 12.00 ft Uniform Load # 2 0.00 #/ft 0.00 ft to 0.00 ft Lateral Loads... Uniform Shear @ Top of Wall 155.00 #/ft 12.000 ft 1,860.00 lbs Uniform Shear @ Top of Wall 0.00 #/ft 12.000 ft 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Strut Force Applied @ Top of Wall 0.00 lbs Moment Applied @ Top of Wall 0.00 ft-# Wall Length 12.000 ft Rebar Cover 3.00 in Past Right Edge of Wall 0.000 ft fc 2,500.00 psi Footing Length 12.006 ft Fy 60,000.00 psi Footing Width 1.00 ft Min. Steel As % 0.00140 Footing Thickness 12.00 in imimafy Design OK Wall Summary... Using 3/8" Thick Grade C -D on 1 side/s, Nailing is 8d at 6 in @ Edges, 8d at 12 in @ Field Applied Shear = 173.3#/ft, Capacity = 260.000#/ft -> OK Wall Overturning = 19,698.Oft-#, Resisting Moment = 22,320.Oft-#, End Uplift = O.00Ibs Max. Soil Pressures: @ Left = 1,809.7psf, @ Right = 1,809.7psf Sill Bolting: 1/2" Bolts @ 48.00in, 5/8" Bolts @ 48.00in, 3/4" Bolts @ 48.00in Footing Summary... Max. Footing Shear = O.00psi, Allowable = 100.00psi -> OK Bending Reinforcement Req'd @ Left = 0.15in2, @ Right = 0.15in2 Minimum Overturning Stability Ratio = 1.504 : 1 Du Mont Engineering, Inc. Title : Parcel 1 & 2 on Dulce del Mar Job # 03-054 Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 2:20PM, 22 OCT 03 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering Rev: 560000 Use Kw.0603751, ver 5.6.0, 2•Sep-2002 Square Footing Design Page 1 (c)1983.2002 ENERCALC Engineering Software\\dumontl\c\ec55\03.54.ecw:Calculations nAccrintinn F_1 General Information • Calculations are designed to ACI 318-95 and 1997 UBC Requirements Live Load 0.960 k Thickness 12.00 in Short Tenn Load 0.000 k # of Bars 4 Seismic Zone 4 Bar Size 4 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 2,500.0 psi LL & ST Loads Combine F y 60,000.0 psi Load Duration Factor 1.330 Column Dimension 3.25 in Allowable Soil Bearing 1,000.00 psf Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.500 in As to USE per foot of Width 0.143 in2 200/Fy 0.0033 Total As Req'd 0.428 in2 As Req'd by Analysis 0.0001 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014% Summary Footing OK 3.00ft square x 12.Oin thick with 4- #4 bars Max. Static Soil Pressure 405.56 psf Vu: Actual One -Way 3.86 psi ` Allow Static Soil Pressure 1,000.00 psf Vn'Phi : Allow One -Way 85.00 psi /1 Max. Short Term Soil Pressure 405.56 psf Vu: Actual Two -Way 12.07 psi Allow Short Tenn Soil Pressure 1,330.00 psf Vn'Phi : Allow Two -Way 170.00 psi Alternate Rebar Selections... Mu : Actual 0.56 k -ft / ft 3 # 4's 2 # 5's 1 # 6's Mn ' Phi: Capacity 9.82 k -ft / ft 1 # Ts 1 # 8's 1 # 9's 1 # 10's Du Mont Engineering, Inc. Consulting Engineers 30386 Esperanza, Suite 100 Rancho Santa Margarita, CA 92688 KW -0603751. Ver 5.6.0, 2 -Sep -2002 ' 332002 ENERCALC Engineering Software cripition7Cont. Footini -- Title: Parcel 1 & 2 on Dulce del Mar Job.# 03-054 g -U 2 Dsgnr. Kevin Du Mont, P.E. Date: 1:2213M, 23 OCT 03 Description: Residential Design Scope : Structural Engineering General Footing Analysis & Design Page 1 \\dumonll\c\ec55\03-54.ecw:calculations General Inform4tion Calculations are designed to ACI 318-95 and 1997 UBC Requirements owa a of eanng 13 psf rmensrons... Short Tenn Increase 1.330 Width along X -X Axis 1.000 ft Seismic Zone 4 Length along Y -Y Axis 1.000 ft Footing Thickness 12.00 in Live & Short Term Combined Col Dim. Along X -X Axis 3.50 in fc 3,000.0 psi Col Dim. Along Y -Y Axis 3.50 in' Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 150.00 pcf Min Steel % 0.0014 Overburden Weight 0.00 psf, Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 0.168 k ...ecc along X -X Axis 0.000 in Live Load 0.120 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Shears... (pressures @ left & right) (pressures @ top & bot) Dead Load k k Live Load k k Short Tenn k k ummary Footing Design OK 1.00ft x 1.00ft Footing,. 12.Oin Thick, w/ Column Support 3.50 x 3.50in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 438.0 438.0 psf Max Mu 0.028 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.143 int per ft "X' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn ' Phi 'Y Ecc, of Resultant 0.000 in 0.000 in 1 Wa - Y 0.000 93.113 psi X -X Min. Stability Ratio No Overturning 1.500:1 2Way 0.000 186.226 psi Y -Y Min. Stability Ratio No Overturning Footing Design Shear Forces ACI 9-1 ACI 9-2. 3 Vn ' Phi Two -Way Shear 0.00 psi 0.00 psi 0.00 psi 186.23 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 0.03 k -ft 0.03 k -ft 0.01 k -ft 0.4 psi 0.14 in2 per ft Mu @ Right 0.03 k -ft 0.03 k -ft 0.01 k -ft 0.4 psi 0.14 in2 per ft Mu @ Top 0.03 k -ft 0.03 k -ft 0.01 k -ft 0.4 psi 0.14 in2 per ft Mu @ Bottom 0.03 k -ft 0.03 k -ft -0.01 k -ft 0.4 psi 0.14 in2 per ft Consulting Engineers Dsgnr: Kevin Du Mont, P.E. Date: 9:59AM, 16 DEC 03 i 30386 Esperanza, Suite 100 Description : Residential Design Rancho Santa Margarita, CA 92688 Scope : Structural Engineering �+- your title block information. f Rev: 560000 User: KW -06037.51. Ver 5.6.0, 2 -Sep -2002 General Footing Analysis - 1 & Design Page f ' L(c)1983.2002 ENERCALC Engineering Software \\dumontl\c\ec55\03.54.ecw:Calculations ; Description Cont. Footing ' General Information Calculations are designed to ACI 318-95 and 1997 UBC Requirements 1 , r `-SCI owa aof eanng U ps rmensrons... Short Term Increase 1.330 Width along X -X Axis 1.000 ft ' Seismic Zone 4 Length along Y -Y Axis 1.000 ft Footing Thickness 12.00 in Live &Short Term Combined Col Dim. Along X -X Axis 3.50 in ' fc 2,500.0 psi Col Dim. Along Y -Y Axis 3.50 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 150.00 pcf ' Overburden Weight 0.00 psf Min Steel % 0.0014 Rebar Center To Edge Distance 3.50 in iLoads f Applied Vertical Load... -- Dead Load 0.168 k ...ecc along X -X Axis 0.000 in ' Live Load 0.120 k ...ecc along Y -Y Axis 0.000 in Short Term Load k Creates Rotation about Y -Y Axis Creates Rotation about X -X Axis Applied Moments... (pressures @ left & right) (pressures @ top & bot) t Dead Load k -ft k -ft Live Load k -ft k -ft Short Term k -ft k -ft ' Creates Rotation about Y -Y Axis Applied Shears... (pressures @ left & right) Creates Rotation about X -X Axis (pressures @ top & bot) Dead Load k k Live Load k k ' Short Term k k Footing Design OK 1.00ft x 1.00ft Footing, -12.0in Thick, w/ Column Support 3.50 x 3.50in x O.Oin high DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 438.0 438.0 psf Max Mu 0.028 k -ft per ft Allowable 1,500.0 1,995.0 psf Required Steel Area 0.143 in2 per ft "X' Ecc, of Resultant 0.000 in 0.000 in "Y' Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn "Phi 1 Wa Y 0.000 85.000 psi X -X Min. Stability Ratio No Overturning 1.500 :1 2 -Way 0.000 170.000 psi Y -Y Min. Stability Ratio No Overturning Footing Design -- Shear Forces ACI 9-1 ACI 9-2 ACP9 3 - Vn `Phi Two -Way Shear 0.00 psi 0.00 psi 0.00 psi 170.00 psi ' One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 85.00 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 85.00 psi ' Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 85.00 psi Moments ACI 9-1 ACI 9-2 ACI 9-3 Ru / Phi As Req'd Mu @ Left 0.03 k -ft 0.03 k -ft 0.01 k -ft 0.4 psi 0.14 in2 per ft Mu @ Right 0.03 k -ft 0.03 k -ft 0.01 k -ft 0.4 psi 0.14 in2 per ft ' Mu @ Top 0.03 k -ft 0.03 k -ft 0.01 k -ft 0.4 psi 0.14 in2 per ft Mu @ Bottom 0.03 k -ft 0.03 k -ft 0.01 k -ft 0.4 psi 0.14 in2 per ft I ! 'A.0 HOUST OF LA QUINT A LUMBER CoMpA DING& SAFM DEPT. A T PPROVED "Lumbermen Since 1884' FOR CONSTRU TION .2912 La Madre Way DATEAL,5�j BY North Las Vegas, NV 89031 (702) 633-5000 Fax: (702) 633-4826 ............. . DU MONT ENGINEERING A Consulting Engineers 30386 Esperanza, Suite #100 Ra ho Santa Margarita, CA 92688 ) 709-6300 Fax (949) 709-5380 IdIREVIEWED U REVISE AND RESUBMIT OMAKE CORRECTIONS NOTEO UREjECTED q for general conformance with the des n O W E N TRENT concept and the information OntaVed In the contract documents. a d Contractor: does not constitute a design eck of dimensions, quantities. material r conformance contract documents. with dimensions, q an um s' u tilles. the ides r en a d material s drawing is not a contract document h Preconstitute ocesses. Thii s re LA QUINTA# 1 ftf8fore does not constitute n authorization to deviate from the ter Job Name: and 00110110118 Of Ift mf act. This review shall not relieve the contract 04106/04— Sub -contractor or vendo'r"frorn nformance with, all aspects Of the cont, Date: CbcWwft and neither the E Inset nor Owner shall be jhefd resppoon efta; mmmm P of this review - KIP I —a. Date The A.C. Houston Lumber Company `Lumbermen Since 1884" To: Building department, building designer, and contractor Re: Truss design(s) for the following project(s): Customer: Owen Trent Job Name: LaQuinta #1 Tag: IT03-0088 The 73 attached pages contain the truss designs for the project referenced above. These truss designs were developed based on information provided to A.C. Houston Lumber Company. These truss designs have been prepared at A.C. Houston Lumber Company using Mitek connector plates (code approvals: ICBO 1591, 1329, 4922) and must be fabricated by A.C. Houston Lumber Company. ' Refer to UBC 97, IBC 2000, ANSI/TPI 1-1995, WTCA 1-1995, HIB -91, commentaries and summaries available from WTCA, ICBO, ANSI, and TPI for important information about trusses, including scope of responsibilities of various parties. 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 1-1995 §§ 2. DO NOT CUT, DRILL, NOTCH, MODIFY, OR OTHERWISE DAMAGE ANY TRUSS WITHOUT PRIOR WRITTEN PERMISSION BY TRUSS DESIGNER. REFER TO HIB -91 PRIOR TO INSTALLING FOR GENERAL INFORMATION ABOUT HANDLING, INSTALLATION, AND BRACING. DO NOT OVERLOAD TRUSSES WITH LARGE QUANTITIES OF CONSTRUCTION MATERIALS. THESE CONDITIONS MAY RESULT IN INJURY OR LOSS OF LIFE. ANY PARTY WHO DOES SO TAKES FULL RESPONSIBILITY FOR ALL COSTS INCLUDING INVESTIGATION AND ENGINEERING DESIGN. ALL BEAMS, HEADERS, AND THEIR CONNECTIONS ARE BY OTHERS. If you have any questions contact A.C. Houston Lumber Company at (760) 347-3692. Cordially, William T. Bolduc, P.E. ' O PgOFEssl pMT.@0Lu �9l � ����n AZO C7 C 34229 m * EXP 6/3o/07 9� CIVIL OF CALIF�� Apr. 5, 2004 2912 East La Madre Way, North Las Vegas, NV 89031-2628 Telephone: (702) 633-5000 P.O. Box 337410, North Las Vegas, NV 89033-0041 Fax: (702) 633-5005 www.achoustonlumber.com do m es m' iii m so m 0 C Z JOB NWIE: LA OUINTA#1 OPTIONS: PL4N#: ELEV., JOB#: IT03-0088 SCA L E.- DDn mD 1 mn 3A m o� CoA mm X aOm z y -z r0 r me D D D 3 m iI N Q m m A r wm xx i z 7-1 mg n m 2b m N m c� �o wA .m N PN s N y — — — — — — — — — 0 v Ezo o mom m � orno �d foo 'yd m SH 3 oy8p O 80 V ->y f 9� m, A ^R= Fns' Pno ;m o �yg c cy Gi °z0�� o 'Elo m b =s z rtm _ z P Ho P Ra o z SHEET 7t 15 \\, AG' HOUSTON LUMBER COMPANY OF 'LumoaEman Since 1884'` m 84391 Cabazon Road, Indio, CA (760) 347-8320 Fax: (760) 347-8515 w .achoustonlumber.com CUSTOA4£R: OWEN TRENT JOB NWIE: LA OUINTA#1 OPTIONS: PL4N#: ELEV., JOB#: IT03-0088 SCA L E.- DINIMBY.- DD WALL--LYP_E_LEGEND- D. 4 TE.- DAT£: 12/22/03 EXTERIOR -LOAD -SEARING.-- ------ — in•ocumca.xEU EaoouE to wmo REVISIONS' 610R NON -I OAD BEARIPIG.,,.„ NOTES: on.cnWe EoncEa.a rEwalnuemwEa. ..................._.._._..,. D BEA swo-oeuoresov. oowxEowa---------- IN7ERIOR.LOAD_BEARING.......-.�! - ----..�_ T T 1.00HOT Cutpanl ox—,. ra om.Enao',EOFuc 1 Job i Truss Truss Type Qty I Ply i LA OUINTA #1 IT03-0088 1A01 ROOF TRUSS 25-1-0 28-6-11 33-1-0 4-6-5 3-5-11 Job Reference (optional) _ A.C. Houston LLumber Company, Indio, CA 1 3-5-0 5.200 s Oct 21 2003 MiTek Industries, Ir 4-6-5 8-0-0 12-3-4 16-6-8 1 20-9-12 25-1-0 28-6-11 4-6-5 3-5-11 4-3-4 4-3-4 4-3-4 4-3-4 3-5-11 WIM 44 = 4x6 = 46 = 504 = 4-6-5 cameo.., b14 11 6x6= 4x6= exlo= 6x,0= 4x6= 46= 6x6= W11 4-6-5 8-0-0 11-5-0 14-10-0 18-3-0 21-8-0 , 25-1-0 28-6-11 33-1-0 4-6-5 3-5-11 3-5-0 3-5-0 3-5-0 3-5-0 3-5-0 3-5-11 4-6-5 '_Plate Offs—(X,y): [1:0-3 11,0-0 6j [9:03-13 0-0-6 [11:0-3-0,0-4-4L[17:0-3-0,0-4-4] LOADING(psf) , SPACING 2-0-0 CSI I DEFIL in (loc) I/def! L/d I PLATES GRIP TCLL 20.0 Plates Increase 1.25 I TC 0.45I Vert(LL)' 0.06 17 >999 240 MII20 185/144 FCOL 14.0 I Lumber Increase 1.25 1 BC 0.31 Vert(TL) -0.12 17 >999 180 i BCLL 0.0 i Rep Stress Incr NO WB 0.79 Hort TL) 0.03 9 n/a n/a BCDL 14.0 I Code UBC97/ANSI95 (Matrix) j _—_ �Weight: 1501b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E / TOP CHORD Sheathed or 4-5-7 oc purlins, except 80T CHORD 2 X 6 SPF 1650F 1.5E i 2-0-0 oc pudins (6-0-0 max.): 3-7. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 6-0-0 oc bracing: 14-15,12-14. I ` I REACTIONS (Ib/size) 1=1138/0-7-4, 9=692/0-7-4, 14=4239/0-7-4 Max Horz1=-61(load case 6) j Max Upliftl=-252(load case 5), 9=-177(load case 6), 14=-995(load case 3) Max Gravl=1154(load case 7), 9=715(load case 8), 14=4239(load case 1)' FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=-2439/523,2-3=-20781501, 3-4=-1380/368, 4-5=-44/52, 5-6=-411/1991, 6-7=-33/261, 7-8=-945/269, 8-9=-1377/342 BOT CHORD 1-18=-492/2183, 17-18=-492/2183, 16-17=-398/1939, 15-16=-210/1080, 14-15=-965/285, 13-14=-647/193, 12-13=-647/193, 11-12=-141/886, 10-11=-266/1210, 9-10=-266/1210 WEBS 2-18=0/170,.2-17=-332/137,3-17=-274/1102,3-16=-794/214,4-16=-282/1164,4-15=-1666/397,5-15=-449/1962,5-14=-2158/525,6-14=-2133/506,6-12=-347/1549,7-12=-1476/329, 7-11=-280/1135,8-11=-426/154,8-10=0/194 i NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 252 Ib uplift at joint 1, 177 Ib uplift at joint 9 and 995 Ib uplift at joint 14. 6) Girder carries hip end with 8-0-0 end setback 7) Design assumes 4x2 (flat orientation) purlins'at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 658.71b down and 180.61b up at 25-1-0, and 658.71b •. down and 180.61b up at 8-0-0 on bottom'chord. The design/selection of such special 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).O 9 OFEssl LOAD CASE(S) Standard � QPM T. e0 1) Regular: Lumber Increase=1.25: Plate Increase=1.25 Uniform Loads r-0 I Vert: 1-33=-=- 68, 3-7=-38(F=30), 7-9=-68, 1-17=-28, 11-17=-156(F=-128), 9-11=-28 0 n� ConcentrateVerta17=a659(F)i11=-659(F) � C 34229 Z M I i i EXP, 6/30/07 Z V C/VIL 1P OF CAUI Apr. 5, 2004 11 6xt4c 4x6 = 4x6 = 4.6 = Seale • 1:56.2 Camber • 1116 in 214 II 64 = 1.6 = 8x10 = 8.10 = 4x6 = 4x6 = 6.6 = 214 II 4-6-5 8-0-0 11-3-8 14-7-0 18-6-0 21-9-8 25-1-0 i 28-6-11 33-1-0 4-6-5 3-5-11 3-3-8 3-3-8 3-11-0 3-3-8 3-3-8 3-5-11 4-6-5 LOADING(psf) I SPACING 2-0-0 i TCLL 20.0 Plates Increase 1.25 i TCDL 14.0 ( Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO ,j BCDL 14.0 Code UBC97/ANSI95 (LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E I WEBS 2 X 4 HF Stud CSIDEFL in (loc) TussTYpe --- Qty Ply71,1 QUINTA#1— -- ---`—1 19 I �IT03-0088 1_-- I AOtA �OOFTRUSS -0.12 19 I I i J Hori(TL) 0.03 10 n/a (Matrix) i Reference (optional) f A.C. Houston i Lumber Company, Indio, CA _ _ _ 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:41:23 20-04. 'Page 1� i1 -0-Q 4-6-5 8-0-0 i 12-3-4 1 16-6-8 20-9-12 25-1-0 28-6-11 33-1-0 34-1-Q 1-0-0 4-6-5 3-5-11 4-3-4 4-3-4 4-3-4 4-3-4 3-5-11 4-6-5 1-0-0 i 11 6xt4c 4x6 = 4x6 = 4.6 = Seale • 1:56.2 Camber • 1116 in 214 II 64 = 1.6 = 8x10 = 8.10 = 4x6 = 4x6 = 6.6 = 214 II 4-6-5 8-0-0 11-3-8 14-7-0 18-6-0 21-9-8 25-1-0 i 28-6-11 33-1-0 4-6-5 3-5-11 3-3-8 3-3-8 3-11-0 3-3-8 3-3-8 3-5-11 4-6-5 LOADING(psf) I SPACING 2-0-0 i TCLL 20.0 Plates Increase 1.25 i TCDL 14.0 ( Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO ,j BCDL 14.0 Code UBC97/ANSI95 (LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E I WEBS 2 X 4 HF Stud CSIDEFL in (loc) I/dell L/d PLATES GRIP TC 0.44 Vert(LL)' 0.06 19 >999 240 M1120 185/144 BC 0.30 Vert(TL) -0.12 19 >999 180 WB 0.71 Hori(TL) 0.03 10 n/a n/a (Matrix) i Weight: 153 lb BRACING TOP CHORD Sheathed or 4-5-4 oc purlins, except 2-0-0 oc purlins (5-10-6 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17,14-16. REACTIONS (Ib/size) 2=1260/0-7-4,16=4245/0-7-4, 10=748/0-7-4 Max Horz2=-82(load case 6) Max Uplift2=-33 I (load case 5), 16=-991 (load case 3), 10=-247(load case 6) Max Grav2= I 276(load case 7), 16=4245(load case 1), 10=771(load;6ase 8) iFORCES (lb) - Maximum Compression/Maximum Tension �TOPCHORD 1-2=0/31, 2-3=-2465/508, 3-4=-2132/514, 4-5=-1486/396, 5-6=281/119, 6-7=-407/2013, 7-8=-42/357, 8-9=-8301253, 9-10=-12461307, 10-11=0131 i BOT CHORD 2-20=-468/2206,19-20=-468/2206,18-19=-399/1989,17-18 =-223/1165, 16-17=-848/279,15-16=-803/236,14-15=-803/236, 13-14=-1011778, 12-13=-20211089,10-12=-202/1089 WEBS 3-20=0/162, 3-19=-301/113, 4-19=-266/1087, 4-18=-728/196,5-18=-266/1100, 5-17=-1515/358, 6-17=-456/2010, 6-16=-2211/534.7-16=-2049/481 , 7-14=-341/1561, 8-14=-1489/325, 8-13=-272/1121,9-13=-410/132,9-12=0/191 i I NOTES 1) Unbalanced roof live loads have been considered for this desigri 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. Ifporches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip j 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 per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 Ib uplift at joint 2, 991 Ib uplift at joint 16 and 247 Ib uplift at joint 10. 6) Girder carries hip end with 8-0-0 end setback,- 1 7) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. i 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 658.71b down and 180.61b up at 25-1-0, and 658.71b j down and 180.61b up at 8-0-0 on bottom chord. The design/selection of such special 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). ?gOFESs/O� LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25; Plate Increase=1.25 j Uniform Loads (plf) riJ G Z Vert: 1-4=-68, 4-8=-38(F=30), 8-11=-68, 2-19=-28, 13-19=-156(F=-128), 10-13=-28 n O I Concentrated Loads (lb) LU C Z Vert: 19= -659(F),13= -659(F) 34229 IT EXF.6/30/07 Z 9 CIVIL CAUF Apr. 5, 2004 i �i Job- -- -----------iTruss----------- Truss Type -- Qty Ply ILAQUINTA#1 j IT03-0088 IA02 ROOF TRUSS 1 1 ( I I I Job Reference (o lional i A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon_ Apr 05 14:41:24 2004, Page I, I I 5-3-14 10-0-0 16-6-8 23-1-0 27-9-2 33-1-0 5-3-14 4-8-2 6-6-8 6-6-8 4-8-2 5-3-14 50= 5x8 = srai4 • ,:53.r L-4m�41 • Sn01n I 3.4 = 3x4 = 3x4 = 3.4 = 3x4 = �ILUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ! BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud r CSI TC 0.53 BC 0.64 WB 0.97 (Matrix) DEFL in (loc) I/deft Vert(LL)' -0.20 1-12 >999 Vert(TL) -0.51 1-12 >424 HorzM) 0.03 7 n/a Ud PLATES GRIP 240 M1120 185/144 180 n/a Weight: 122 Ib 6BRACING TOP CHORD Sheathed or 6.0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly.applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. i REACTIONS (Ib/size) 1=671/0-7-4,7=463/0-7-4,10=1984/0-4-7 Max Horz 1=-78(load case 6) Max Uplifll=-141(load case 5), 7=-126(load case 6), 10=-390(load case 3) Max Grav 1 =700(load case 7), 7=500(load case 8), 10=1984(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension ! TOP CHORD 1-2=-1162/275, 2-3=-739/141, 3-4=-3/102, 4-5=-95/835, 5-6 235/84, 6-7=-679/238 BOT CHORD 1-12=-271/1032, 11-12=-46/643, 10-11=-368/169, 9-10=0/.176, 8-9=0/176, 7-8=-160/592 WEBS 2-12=-444/247, 3-12=-20/530. 3-11=-892/165, 4-11=-85/694, 4-10=-1204/319, 5-10=-1214/196, 5-8=-20/534. 6-8=-475/250 j NOTES 1) Unbalanced roof live loads have been considered for this design:' 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf tap chord dead load and 4.8 psf bottom j chord dead load, in the gable end roof zone on an occupancy'category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end I 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 per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss tb bearing plate capable of withstanding 141 Ib uplift at joint 1, 126 Ib uplift at joint 7 and 390 Ib uplift at joint 10. 6) Design assumes 4x2 (flat orientation) purlins at.oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard O pROFESsI� yPM T U Of m C 34229 Z EXP. 6/30/07 I CIVIL OF CALIF Apr. 5, 2004 10-0-0 , 14-10-0 18-3-0 , 23-1-0 33-1-0 10-0-0 4-10-0 3-5-0 4-10-0 10-0-0 �ILUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ! BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud r CSI TC 0.53 BC 0.64 WB 0.97 (Matrix) DEFL in (loc) I/deft Vert(LL)' -0.20 1-12 >999 Vert(TL) -0.51 1-12 >424 HorzM) 0.03 7 n/a Ud PLATES GRIP 240 M1120 185/144 180 n/a Weight: 122 Ib 6BRACING TOP CHORD Sheathed or 6.0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly.applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. i REACTIONS (Ib/size) 1=671/0-7-4,7=463/0-7-4,10=1984/0-4-7 Max Horz 1=-78(load case 6) Max Uplifll=-141(load case 5), 7=-126(load case 6), 10=-390(load case 3) Max Grav 1 =700(load case 7), 7=500(load case 8), 10=1984(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension ! TOP CHORD 1-2=-1162/275, 2-3=-739/141, 3-4=-3/102, 4-5=-95/835, 5-6 235/84, 6-7=-679/238 BOT CHORD 1-12=-271/1032, 11-12=-46/643, 10-11=-368/169, 9-10=0/.176, 8-9=0/176, 7-8=-160/592 WEBS 2-12=-444/247, 3-12=-20/530. 3-11=-892/165, 4-11=-85/694, 4-10=-1204/319, 5-10=-1214/196, 5-8=-20/534. 6-8=-475/250 j NOTES 1) Unbalanced roof live loads have been considered for this design:' 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf tap chord dead load and 4.8 psf bottom j chord dead load, in the gable end roof zone on an occupancy'category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end I 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 per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss tb bearing plate capable of withstanding 141 Ib uplift at joint 1, 126 Ib uplift at joint 7 and 390 Ib uplift at joint 10. 6) Design assumes 4x2 (flat orientation) purlins at.oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard O pROFESsI� yPM T U Of m C 34229 Z EXP. 6/30/07 I CIVIL OF CALIF Apr. 5, 2004 Plate Offsets _[1:0-3-0,0-1- 8],3:0-2-0 0-34U, -.0-2 !— i LOADING(psf) SPACING 2-0-0 TCLL 20.0I Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 SCOL 14.0 Rep Stress Incr YES Code UBC97/ANSI95 �ILUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E ! BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud r CSI TC 0.53 BC 0.64 WB 0.97 (Matrix) DEFL in (loc) I/deft Vert(LL)' -0.20 1-12 >999 Vert(TL) -0.51 1-12 >424 HorzM) 0.03 7 n/a Ud PLATES GRIP 240 M1120 185/144 180 n/a Weight: 122 Ib 6BRACING TOP CHORD Sheathed or 6.0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly.applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-11. i REACTIONS (Ib/size) 1=671/0-7-4,7=463/0-7-4,10=1984/0-4-7 Max Horz 1=-78(load case 6) Max Uplifll=-141(load case 5), 7=-126(load case 6), 10=-390(load case 3) Max Grav 1 =700(load case 7), 7=500(load case 8), 10=1984(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension ! TOP CHORD 1-2=-1162/275, 2-3=-739/141, 3-4=-3/102, 4-5=-95/835, 5-6 235/84, 6-7=-679/238 BOT CHORD 1-12=-271/1032, 11-12=-46/643, 10-11=-368/169, 9-10=0/.176, 8-9=0/176, 7-8=-160/592 WEBS 2-12=-444/247, 3-12=-20/530. 3-11=-892/165, 4-11=-85/694, 4-10=-1204/319, 5-10=-1214/196, 5-8=-20/534. 6-8=-475/250 j NOTES 1) Unbalanced roof live loads have been considered for this design:' 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf tap chord dead load and 4.8 psf bottom j chord dead load, in the gable end roof zone on an occupancy'category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end I 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 per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss tb bearing plate capable of withstanding 141 Ib uplift at joint 1, 126 Ib uplift at joint 7 and 390 Ib uplift at joint 10. 6) Design assumes 4x2 (flat orientation) purlins at.oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard O pROFESsI� yPM T U Of m C 34229 Z EXP. 6/30/07 I CIVIL OF CALIF Apr. 5, 2004 ,Job 'Truss Truss Type �1T03-0088 iA02A IROOFTRUSS --------'----`t----- A.C. Houston Lumber Company, Indio, CA - i 110 t�l 11-0-0 5-3-14 10-0-0 1 16-6-8 23-1-0 27-9-2 33-1-0 1-0-0 5-3-14 4-8-2 6-6-8 6-6-8 478-2 5-3-14 Seal* • Cember.5n81r� 5.8 = 3.4 = 3.4 = 3.4 = 314 = 314 = 10-0-0 14-7-0 18-6-0 23-1-0• 33-1-0 10-0-0 4-7-0 3-11-0 4-7-0 10-0-0 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 I Rep Stress Incr YES BCDL 14.0 ; Code UBC97/ANSI95 CSI DEFL in (loc) I/def L/d TC 0.53 Vert(LL) -0.20 2-13 >999 240 BC 0.63 Vert(TL) -0.50 2-13 >435 180 WB 0.91 Horz(TL) 0.02 8 n/a n/a (Matrix) PLATES GRIP M1120 185/144 Weight: 123 lb LUMBER BRACING ! TOP CHORD 2 X 4 SPF165OF 1.5E TOP CHORD Sheathed or 6.0-0 oc purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E 2-0.0 oc purlins (6-0-0 max.): 4-6. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. i , REACTIONS (Ib/size) 8=443/0.7-4, 2=779/0-7-4, 11=1988/0-7-4 Max Horz2=103(load case 5) i Max Uplift8=-124(load case 6), 2=-216(load case 5). 11=-388(load case 4) Max Grav8=481(load case 8), 2=807(load case 7), 11=1988(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension : TOP CHORD 1-2=0/27, 2-3=-1171/264, 3-4=-759/144. 4-5=-78/68. 5-6=-98/853, 6-7=-187!79, 7.8=-633/233 I BOT CHORD -2-13=-258/1036.12-13=-45/662, 11-12=-324/164, 10-11=-29/131, 9-10=-29/131, 8-9=-155/550 r WEBS 3-13=427/233, 4-13=-11/521, 4-12=-836/151, 5-12=-83/695. 5-11=-1217/321, 6-11=-1205/197,.6-9=-21/531, 7-9=-478/250 , NOTES i 1) Unbalanced roof live loads have been considered for this design, 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancylcategory II, condition I enclosed building, with exposure C ASCE 7-95 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 nonconcurrenl with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 Ib uplift at joint 8, 216 Ib uplift at joint 2 and 388 Ib uplift at joint 11, t6) Design assumes 4x2 (fat orientation) purlins at,oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Q PFtOFESs�O \p'm�JT. SO �9C co LU C 34229 m EXP 6/30/07 CIVIL OF CAL 1F Apr. 5, 2004 Job 1 Truss i 1 11703-0088 IA03 A.(f Houston Lumber Company, Inc ' 5-3-14 10-0-0 16-6-8 23-1-0 27-9-2 33-1-0 5-3-14 4-8-2 6-6-8 6-6-8 4-8-2 5-3-14 34 II 4 4 3x4= 3x4= Sia= 3x4= 3x4= 10-0-0 14-10-0 18-3-0 23-1-0 33-1-0 i 10-0-0 4-10-0 3-5-0 4-10-0 10-0-0 ;Plate Offsets (X_Y)_(1_D 3-0,0 1-81,j12:0-3-0,01-81=_- LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 I Lumber Increase 1.25 JBCLL 0.0 Rep Stress Incr YES IBCDL 14.0 I Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E CSI --F—DEFL in (loc) I/dell L/d PLATES GRIP TC 0.43 Vert(LL)' -0.20 1-17 >999 240 M1120 185/144 BC 0.63 Vert(TL) -0.51 1-17 >425 180 WB 0.98 Horz(TL) 0.02 12 n/a n/a --- (Matrix) Weight: ; - I Weight: 140 Ib ; BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6.0-0 max.): 3-10, 5-8. Except: j I WEBS 2 X 4 HF Stud 1 Row at midpt 3-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 1=664/0-7-4,12=454/0-7-4,15=2000/0-7-4 ' Max Horz 1=-94(load case 6) Max Uplihl=-149(load case 5), 12=-133(load case 6), 15=-333(load case 3) i - Max Gravl=704(load case 7), 12=506(load case 8), 15=2000(load case 1) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1178/293, 2-3=-735/143, 3-5=-135/109, 3-4=-37/218, 4-6=-40/228, 6-9=-165/936, 9-10=-160/919, 8-10=-102/105, 10.11=-236/101, 11-12=-703/254, 5-7=-119/115, 7-8=-119/115 BOT CHORD 1 -17= -304/1048,16 -17= -77/615,15 -16=-421/187,14-15=-6$/153,13-14=-661153,12-13=-174/616 WEBS 2-17=-475/247, 3-17=-20/536, 3-16=-902/206, 6-16=-119/'121, 6-15=-1182/269, 10-15=-1228/233, 10-13=-20/541, 11-13=-511/251, 4-5=-139/45, 8-9=-179/51, 6-7=-379/179 NOTES 1) Unbalanced roof live loads have been considered for this design, 1 i 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy/category 11, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss,tb bearing plate capable of withstanding 149 Ib uplift at joint 1, 133 lb uplift at joint 12 and 333 lb uplift at joint '15. ; 6) Design assumes 4x2 (Flat orientation) purlins at;oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard • OPROFESs,O 1 � C 34229 m EXP.6/30/07 Z 9�OF CA 1F Apr. 5, 2004 1 11, Job Truss Truss Type Oty Ply LA OUINTA #1 IT03-0088 A03A ROOF TRUSS 1 I Job Reference rootionall s 11-0-9 5-3-14 10-0-0 16-6-8 23-1-0 27-9-2 33-1-0 1-0-0 . 5-3-14 4-8-2 6-6-8 6-6-8 4-8-25-3-14 1 $mle • 1:55 4` C.•sista t� 3.4 = 314 = 3x4 = 3.4 = 3x4 = Plate Offsets J&,Y): [2:0-3.0,0_1-8]_[13:0-3-0,0-1-8j_ 10-0-0 14-7-0 18-6-0 23-1-0 33-1-0 Lumber Increase 1.25 10-0-0 4-7-0 3-11-0 4-7-0 10-0-0 Plate Offsets J&,Y): [2:0-3.0,0_1-8]_[13:0-3-0,0-1-8j_ LOADING(psf) SPACING 2-0.0 I TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 I BCLL 0.0 Rep Stress Incr YES BCDL 14.0 Code UBC97/ANSI95 CSI DEFL / in (loc) Udefl L/d PLATES GRIP TC 0.43 Vert(LL)' -0.20 2-18 >999 240 M1120 185/144 BC 0.6-2 Vert(TL) -0.50 2-18 >436 180 WS 0.92 HortjTL) 0.02 13 n/a n/a (Matrix) i 1 Weight: 141 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD _ Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 4-11, 6-9. Except: I WEBS 2 X 4 HF Stud 1 Row at midpl 4-11 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 13=437/0-7-4,2=774/0-7-4,16=1999/0-7-4 Max Horz 2=1 19(load case 5) Max Upliftl3=-130(load case 6), 2=-225(load case 5), 16=-329(load case 4) 1� Max Gravl3=490(load case 8), 2=813(load case 7), 16=1999(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-1190/284, 3-4=-759/143,4-6=-150/111, 4-5 27/167, 5-7=-30/177, 7-10=-167/959, 10-11=-162/942, 9-11=-113/107, 11-12=-195/126, 12-13=-663/248, 6-8=-132/117, I 8-9=-131/117 BOT CHORD ' 2-18=-292/1055,17-18=-78/639,16-17=-372/182,15-16,=-96/127. 14-15=-96/127,13-14=-169/579 WEBS 3-18=-457/233,4-18=-11/527, 4-17=-845/190,7-17=- 1,1!722, 7-16=-1189/270, 11-16=-1218/231, 11-14=-22/538, 12-14=-514/252, 5-6=-133/44, 9-10=-178/51, 7-8=-377/179 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by'85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom j chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end I 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 1 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 per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 Ib uplift at joint 13, 225 Ib uplift at joint 2 and 329 Ib uplift at joint 16. 1 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard O PROFESS/ \NM 80 C 34229 m EXP.6/30/07 z 9�OF CALIF���\P Apr. 5, 2004 i C 34229 m EXP.6/30/07 z 9�OF CALIF���\P Apr. 5, 2004 Job Truss IT03-0088 iA04 L --- i A.C. Houston Lumber Company, Inc 5-3-14 5-3-14 5.zuu s uct zi zuu3 MI I ek Indi i 10-0-0 16-6-8 23-1-0 27-9 4-8-2 6-6-8 6-6-8 4-8-2 4.4 = 5 a �I Apr 05 14:41:26 2004, Page 1 i 5-3-14 Scale • S/16 1. GemOer • in 7x4= ].4= 7.4= 3.4= ].4= 10-0-0 14-10-0 18-3-0 23-1-0 33-1-0 ` 10-0-0 4-10-0 3-5-0 4-10-0 10-0-0 Plate Offsets (X,Y)_[1:0-3-0,0-1-8 _[L1'.0-3-0,0-1-8]__ j LOADING(psf) I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL " 0.0 BCDL Rep Stress Incr UBC97/ANSI95 YES 14.0 ----Code CSI TC 0.44 BC 0.68 WB 0.81 (Matrix) DEFLin (loc) I/defl Vert(LL)'/ -0.20 1-16 >999 Vert(7L) -0.51 1-16 >424 Horz(TL) 0.03 11 n/a L/d PLATES GRIP 240 i M1120 185/144 180 n/a Weight: 141 Ib LUMBER ;' BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E r TOP CHORD Sheathed or 5-9-13 oc purlins, except i BOT CHORD 2 X 4 SPF 1650F 1.5E - 2-0-0 oc purlins (6-0-0 max.): 3-9, 5.7. Except: ] WEBS 2 X 4 HF Stud 1 Row at midpt 3-9 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. WEBS 1 Row at midpt 9-14 REACTIONS (Ib/size) 1=703/0-7-4, 11=502/0-7-4, 14=1913/0-7-4 Max Horz1=-110(load case 6) i Max Upliftl=-164(load case 5), l l=-147(load case 6), 14=-257(load case 5) Max Gravl=739(load case 7), 11=554(load case 8), 14=1913(load case 1) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1262/328, 2-3=-826/183, 3-5=-393/216. 3-4=-131/456. 4-6=-134/468, 6-8=-229/1171, 8-9=-225/1158, 7-9=-389/214, 9-10=-361/141, 10-11=-814/288, 5-7=-337/223 BOT CHORD 1-16=-351/1124, 15-16=-131!701; 14-15=-440/204, 13;14=0/270, 12-13=0/270, 11-12=-205!716 ! WEBS 2-16=-469/240, 3-16=-17/535,3-15=-1008/261, 6.15- I 159/800, 6-14=-1017/204, 9-14=-13241290,9-12=-17/538, 10-12=-498/243, 4-5=-178/54,7.8=-196/56 NOTES 1) Unbalanced roof live loads have been considered for this desibn. 2) This truss has been designed for the wind loads generated.by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom j chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end I 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 i j 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 per Table No. 16-B, UBC -97. ( 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 1, 147 Ib uplift at joint 11 and 257 Ib uplift at joint 14. 6) Design assumes 4x2 (flat orientation) purlinsat oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard PR0FESS7p QPM T @ O n G1 �r If C 34229rn m EXP• 6/30/07 0 \��r� /VIL _a"Z/ Apr. 5, 2004 rJOb Truss — TTruss Type Qty 7-1 OUINTAfitIT03-0088 jA04A---iROOFTRUSS 1 I _ _ i j Job Reference(optional) `A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:41:26 2004, Paae 1: 11-0-p 5-3-14 10-0-0 16-6-8 23-1-0 27-9-2 33-1-0 I 1-0-0 5-3-14 4-8-2 6-6-8 6-6-8 4-8-2 5-3-14 Slab . 1:55. —bm , 511611 31 64 = 6x6 = 8 3.8 = 5.6 = 3.8 = 10-0-0 16-6-8 23-1-0 33-1-0 10-0-0 6-6-8 6-6-8 10-0-0 Plate Offsets X: (2 0-2-4,Ed a ,[12:0-2-4,Edge 14:1 �_-- T-- LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 14.0 _ Code UBC97/ANSI95 jLUMBER I TOP CHORD 2 X 4 SPF 1650F 1.5E I BOT CHORD 2 X 4 SPF 1650F 1.5E : WEBS 2 X 4 HF Stud CSI I DEFL j in (loc) I/deo L/d PLATES GRIP TC 0.43 Vert(LL)' -0.1912-13 >999 240 M1120 185/144 BC 0.59 I Vert(TL) -0.50 12-13 >389 180 WB 0.60 HorL(TL) 0.02 12 n/a n/a (Matrix) Weight: 140 lb BRACING TOP CHORD Sheathed or 5-11-14 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-10, 5-8. Except: 2 Rows at 1/3 pts 4-10 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 12=683/0-7-4, 2=779/0-7-4, 14=1748/0-7-4 Max Horz2=134(load case 5) I Max Upliffl2=-183(load case 6), 2=-238(load case 5), 14=-225(load case 5) Max Gravl 2=71 1(load case 8), 2=808(load case 7), 14=1748(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-1175/312, 3-4=-751/179, 4-5=-520/234, 4-6=-259/116, 6-1=-265/110,7-11=-26111157, 9-10=-262/154, 8-10=-520/233, 10-11=-757/230, 11-12=-1193/371, 5-8=-427/233 BOT CHORD 2-15=-333/1041.14-15=-527/173,13-14=- 5271173, 12.13=81/1061 WEBS 3-15=454/221"4-15=-252/160.7-15=-299/1279, 7-14=-1612/268, 7-13=-277/1287, 10-13=-2461140,11-13=-470/233, 5.6=-149/51, 8-9=-149/50 I NOTES 1) Unbalanced roof live loads have been considered for this design,' 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy'category 11, condition I enclosed building, with exposure C ASCE 7-95 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. 14) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97- 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 12, 238 Ib uplift at joint 2 and 225 Ib uplift at joint 14. 6) Design assumes 4x2 (Flat orientation) purlins at;oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard I PFtOFEss/O O M T. B0 tiy� co c C3 29 m EXP.6/30/U7 � s� lir 9� C/VIL °F CAL 'J Apr. 5, 2004 � I li Job !Truss IT03-0088 IA05 j 5 ...J..._ _ i* A.C. Houston Lumber Comp an_y, -I Truss type ROOFTRUSS i I ( in Apr 05 14:41:27 2'004 age 1. i , 5-7-13 , 10-7-14 1 - 15-7-14 , 17-5-2 , 22-5-2 , 27-5-3 33-1-0 5-7-13 5-0-0 5-0-0 1-9-4 5-0-0 5-0-0 5-7-13 6X70 = 6x10 = sWm-1:52.% I 'I Z,4 II 3.4 = 8x10 = 4.6=5.8= 3.4 = 214 II 5-7-13 10-7-14 15-7-14 17-5-2 , 22-5-2 — _ _, — 27-5-3 33-1-0 5-7-13 5-0-0 5-0-0 1-9-4 5-0-0 5-0-0 5-7-13 ■j LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 j BCLL 0.0 I Rep Stress Incr NO BCDL 14.0 i Code UBC97/ANSI95 ;LUMBER TOP CHORD 2 X 6 SPF 1650E 1.5E BOT CHORD 2 X 6 SPF 1650F 1.5E WEBS 2 X 4 HF Stud CSI DEFL in (loc) I/deft Ud PLATES GRIP TC 0.39 Vert([ -L)' -0.05 9 >999 240 M1120 185/144 BC 0.44 I Vert(TL) -0.11 9-10 >999 180 WB 0.79 ; Horz'TL) 0.03 8 n/a n/a (Matrix) I Weight: 364 Ib BRACING i TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc pudins (10-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 13-14,11-13. WEBS 1 Row at midpt 4-13 REACTIONS (Ib/size) 1=2104/0-7-4, 8=2552/0-5-8, 13=9406/0-7-6 (input: 0-7-4) , Max Horz 1=119(load case 5) ; Max Upliftl=-529(load case 5), 8=-664(load case 6), 13=-2174(load,6se 5) Max Gravl=2156(load case 7), 8=2610(load case 8), 13=9406(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3341!788, 2-3=-256/553, 3-4=-680/3215, 4-5=-409/2030, 5-6=-497/2401, 6-7=-1509/431, 7-8=-4459/1125 BOT CHORD 1 -15=758/2822,14 -15= -758/2822,13 -14= -271/212,12;13= -2838(791,11 -12=-2838/791,10-11=-214/1133,9-10=-951/3859,8-9=-951/3859 I WEBS 2-15=-1191810.2-i4=-3128/838,3-14=-351/1645. 3-13--'-3338/903,4-13=-5598/1304, 4-11=-816/3262, 5-11=-1434/358,6-11=-3896/1035,6-10=-448/2050. 7-10=-2983/806, 7-9=-90/686 j NOTES 11 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at b-9-0 oc. ' Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. I 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 (8) 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 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 1 5) Provide adequate drainage to prevent water ponding. • 16) This truss has been designed for a 10.0,psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 71 WARNING: Required bearing size at joint's) 13 greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 Ib uplift at joint 1, 664 Ib uplift at joint 8 and 2174 Ib uplift at joint 13. 9) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25, Uniform Loads (plf) Vert: 1-4=-306(F=-238), 4 -5= -306(F= -23B), 5-8=-306(F=-238), 1-8=-126(F=-98) O PROFEssio T. g ti9! X C 34229 m EXP.6/30/07 Z cf1j, 9� C/VIL �P OF CAUtP Apr. 5, 2004 34 II 344 = 3.4 = 7 10 9 Swb•1:55.6 CemOc •5118 in II 3.8= Safi= 3.8= 10-0-0 16-6-8 23-1-0 33-1-0 10-0-0 6-6-8 6-6-8 10-0-0 I Plate Offsets (X,Y): [2:0-2-4,Edge[_[I LOADING(psf) i SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 I TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 14.0 I _ Code UBC97/ANSI95 (LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF -1650F 1.5E i WEBS 2 X 4 HF Stud CSI DEFL in (loc) I/defl L/d I PLATES GRIP TC 0.43 Vert(LL)' -0.1915-16 >999 240 I M1120 185/144 BC 0.57 Vert(TE) -0.50 15.16 >391 180 WB 0.71 Hori(TL) 0.01 15 n/a n/a (Matrix) j Weight: 1431b BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins(10-0-0 max.): 4-13,7-10. Except: 2 Rows at 1/3 pts 4-13 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 15=583/0-7-4, 2=679/0-7-4, 17=1949/0.7-4 ' Max Horz2=149(load case 5) Max Upliftl5=-169(load case 6), 2=-220(load case 5), 17=-297(load case 5) Max Gravl5=624(load case 8), 2=719(load case 7), 17=1949(load case 1) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-957/265, 3-4=-536/137, 4-5=-9/245, 5-7=0/275, 4-6=-609/202, 6-8=-610/203, 8-11=-614/239, 11-13=-613/238, 10-12=0/275,12-13=0/245, 13-14=-545/199, 14-15=-978/335, 7-9=0/211, 9-10=0/211 BOT CHORD 2-18=-304/841,17-18=-545/187,16-17=-545/187,15-16=-248/864 WEBS 3-18=-453/214, 4-18=-123/153, 8-18=-281/1041, 8-17-'1814/341, 8-16=-261/1049.13-16=-1171134, 14-16=469/226,8-9=-524/93, 5-6=-118/67, 11-12=-118/65 I NOTES 21) Unbalanced roof live loads have been considered far this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 j 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 per Table No. 16-B, UBC -97. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 15, 220 Ib uplift at joint 2 and 297 Ib uplift al joint 17. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OPVOFEss/ &0 O LIJ C 34229 m EXP, 6/30/07 Z C / 1/I L Apr. 5, 2004 i ;Job Truss Truss Type Qty Ply LAQUINTA#1 -------' IT03-0088 IA06A (ROOF TRUSS I1 I 1 Job Reference (optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:41:28 2004 Page �1-0-Q 5-3-14 10-0-0 , 16-6-8 23-1-0 27-9-2 33-1-0 1-0-0 5-3-14 4-8-2 6-6-8 6-6-8 478-2 5-3-14 i 34 II 344 = 3.4 = 7 10 9 Swb•1:55.6 CemOc •5118 in II 3.8= Safi= 3.8= 10-0-0 16-6-8 23-1-0 33-1-0 10-0-0 6-6-8 6-6-8 10-0-0 I Plate Offsets (X,Y): [2:0-2-4,Edge[_[I LOADING(psf) i SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 I TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 14.0 I _ Code UBC97/ANSI95 (LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF -1650F 1.5E i WEBS 2 X 4 HF Stud CSI DEFL in (loc) I/defl L/d I PLATES GRIP TC 0.43 Vert(LL)' -0.1915-16 >999 240 I M1120 185/144 BC 0.57 Vert(TE) -0.50 15.16 >391 180 WB 0.71 Hori(TL) 0.01 15 n/a n/a (Matrix) j Weight: 1431b BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins(10-0-0 max.): 4-13,7-10. Except: 2 Rows at 1/3 pts 4-13 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (Ib/size) 15=583/0-7-4, 2=679/0-7-4, 17=1949/0.7-4 ' Max Horz2=149(load case 5) Max Upliftl5=-169(load case 6), 2=-220(load case 5), 17=-297(load case 5) Max Gravl5=624(load case 8), 2=719(load case 7), 17=1949(load case 1) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-957/265, 3-4=-536/137, 4-5=-9/245, 5-7=0/275, 4-6=-609/202, 6-8=-610/203, 8-11=-614/239, 11-13=-613/238, 10-12=0/275,12-13=0/245, 13-14=-545/199, 14-15=-978/335, 7-9=0/211, 9-10=0/211 BOT CHORD 2-18=-304/841,17-18=-545/187,16-17=-545/187,15-16=-248/864 WEBS 3-18=-453/214, 4-18=-123/153, 8-18=-281/1041, 8-17-'1814/341, 8-16=-261/1049.13-16=-1171134, 14-16=469/226,8-9=-524/93, 5-6=-118/67, 11-12=-118/65 I NOTES 21) Unbalanced roof live loads have been considered far this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 j 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 per Table No. 16-B, UBC -97. i 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 15, 220 Ib uplift at joint 2 and 297 Ib uplift al joint 17. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard OPVOFEss/ &0 O LIJ C 34229 m EXP, 6/30/07 Z C / 1/I L Apr. 5, 2004 i For access to HVAC equipment only. The truss space is dangerous and should be entered only with caution by trained professionals having appropriate insurance. No storage allowed. 3 5.00 12 13 6.10 = o.zuu s VCt zi zuu j MI I ex and 22-1-0 27-3-2 5-6-8 5-2-2 5.6 = 5 W5 6 6x6 = wr wz 10 6.8 = 3x8 = N 9 3411 5-9-14 )4 Page 1 � score . 1:53.4 Ca'W .1m in i [Job-*-, lfiuss I Truss Type 1 ir�-4 IT03-0088 1A07AFAU rOOF TRUSS 22-1-0 27-3-2 33-1-0 5-9-14 A.C. Houston Lumber Company, Indio, CA 0-3-4 �1 11-0-9 5-9-14 11-0-0 , 16-6-8 5-2-2 1 0-0 5-9-14 5-2-2 5-6-8 For access to HVAC equipment only. The truss space is dangerous and should be entered only with caution by trained professionals having appropriate insurance. No storage allowed. 3 5.00 12 13 6.10 = o.zuu s VCt zi zuu j MI I ex and 22-1-0 27-3-2 5-6-8 5-2-2 5.6 = 5 W5 6 6x6 = wr wz 10 6.8 = 3x8 = N 9 3411 5-9-14 )4 Page 1 � score . 1:53.4 Ca'W .1m in i Plate offsets (X,Y):2( .0-0-0,1)-0=0)_(3:0-0-0.0-0-01_[4:0-0-0.0-0-01_[5:0-0-0,0-0-01_(6:0-0-0.0-0-0]_[7:0-0-0,0-0-o]J8:0'-0-0 0 -0 -01.(15:0 -2 -E,0 -2-8j - E_= - j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL)' 0.09 13-14 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.40 I Vert(TL) -0.20 13-14 >973 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.03 8 n/a n/a BCDL 14.0 Code U8C97/ANSI95 (Matrix) Weight: 145 lb i LUMBER _: BRACING - TOP CHORD 2 X 4 SPF 1650F 1.5E i TOP CHORD Sheathed or 6-0-0 oc purlins. 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 HF Stud 'Except' WEBS 1 Row at midpt 6-15,4-15 W4 2 X 6 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s): 15 i I REACTIONS (Ib/size) l=60310,7-4,2=134/0-1,4,,12=2071/2-4,6 i Max Horz 2=1 56(load case 5) i Max Uplift8=-160(load case 6), 2=-199(load case 5), 12=-115(load case 6) Max Grav8=620(load case 8), 2=788(load case 7), 12=2073(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension ) TOP CHORD 1-2=0/26, 2-3=-1222/178, 3-4=-528/71, 4-5=-231/1773, 5-6=-210/1757, 6-7=-381/164, 7-8=-1058/278 BOT CHORD 2-14=-230/1052, 13-14=-230/1052, 12-13=-32/421, 11-12=31/415, 10-11=-31/415, 9-10=-192/904. 8.9=-192/904 WEBS 3-14=0/305, 3-13=-711/219, 4-13=0/537, 12-15=-1742/269. 5-15=-1712/303, 6-15=-1793/283,6-10=-33/554,7-10=-692/228, 7-9=0/288, 4-15=-1888/357. 10-15=-417/291 NOTES 1) Unbalanced roof live loads have been considered for this design 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom l chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. Ifporches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 200.01b AC unit load placed on the bottom chord, 13-9-4 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated.,' , 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 Ib uplift at joint 8, 199 Ib uplift at joint 2 and 115 Ib uplift at joint I 12. i7) Special hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 100.O1b down at 11-3-4, and 1OO.01b down at 16-34 on bottom chord. The design/selection of,such special connection device(s) is the responsibility of others. • i LOAD CASE'S) Standard O PROFESS/O QPM T. go tiq� E?- G �Z w C 34229 m EXP 6/30/07 m Apr. 5, 2004 5-9-14 11-0-0 1 ir�-4 16-3-4 16r6-8 22-1-0 27-3-2 33-1-0 5-9-14 5-2-2 0-3-4 5-0-0 0-3-4 5-6-8 5-2-2 5-9-14 Plate offsets (X,Y):2( .0-0-0,1)-0=0)_(3:0-0-0.0-0-01_[4:0-0-0.0-0-01_[5:0-0-0,0-0-01_(6:0-0-0.0-0-0]_[7:0-0-0,0-0-o]J8:0'-0-0 0 -0 -01.(15:0 -2 -E,0 -2-8j - E_= - j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.59 Vert(LL)' 0.09 13-14 >999 240 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.40 I Vert(TL) -0.20 13-14 >973 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.03 8 n/a n/a BCDL 14.0 Code U8C97/ANSI95 (Matrix) Weight: 145 lb i LUMBER _: BRACING - TOP CHORD 2 X 4 SPF 1650F 1.5E i TOP CHORD Sheathed or 6-0-0 oc purlins. 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 HF Stud 'Except' WEBS 1 Row at midpt 6-15,4-15 W4 2 X 6 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s): 15 i I REACTIONS (Ib/size) l=60310,7-4,2=134/0-1,4,,12=2071/2-4,6 i Max Horz 2=1 56(load case 5) i Max Uplift8=-160(load case 6), 2=-199(load case 5), 12=-115(load case 6) Max Grav8=620(load case 8), 2=788(load case 7), 12=2073(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension ) TOP CHORD 1-2=0/26, 2-3=-1222/178, 3-4=-528/71, 4-5=-231/1773, 5-6=-210/1757, 6-7=-381/164, 7-8=-1058/278 BOT CHORD 2-14=-230/1052, 13-14=-230/1052, 12-13=-32/421, 11-12=31/415, 10-11=-31/415, 9-10=-192/904. 8.9=-192/904 WEBS 3-14=0/305, 3-13=-711/219, 4-13=0/537, 12-15=-1742/269. 5-15=-1712/303, 6-15=-1793/283,6-10=-33/554,7-10=-692/228, 7-9=0/288, 4-15=-1888/357. 10-15=-417/291 NOTES 1) Unbalanced roof live loads have been considered for this design 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom l chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. Ifporches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3) 200.01b AC unit load placed on the bottom chord, 13-9-4 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated.,' , 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 Ib uplift at joint 8, 199 Ib uplift at joint 2 and 115 Ib uplift at joint I 12. i7) Special hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 100.O1b down at 11-3-4, and 1OO.01b down at 16-34 on bottom chord. The design/selection of,such special connection device(s) is the responsibility of others. • i LOAD CASE'S) Standard O PROFESS/O QPM T. go tiq� E?- G �Z w C 34229 m EXP 6/30/07 m Apr. 5, 2004 IJob J iIT03-0088 jA.C. Hoy � 1, A07BFAU IROOF TRUSS 11-0-Q 5-9-14 11-0-0 1-0-0 5-9-14 5-2-2 For access to HVAC equipment only. The truss space is dangerous and should be entered only with caution by trained professionals having appropriate insurance. No storage allowed. F3 FI 5.0011 15 14 214 II 6x10= I I —_ Job Reference (optional) ' 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:4129 2004,Page T, i 16-6-8 22-1-0 27-3-2 33-1-0 5-6-8 5-6-8 5-2-2 5-9-14 Seale • 1:53.4 C..w • 118 in I i 5.6 = I I 5 i VJS WS . a ' 6 1 6.8 7 13 "12 11 10 9 6.8 = 4.4 = 214 II 18-6-0 TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or,-.-. 3 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: I I WEBS 2 X 4 HF Stud 'Except' 6-0-0 oc bracing: 10-12. W4 2 X 6 SPF 1650F 1.5E WEBS 1 Row at midpt 4-16, 12-16 I JOINTS 1 Brace at Jt(s): 16 i / I REACTIONS (Ib/size) 8=439/0-7-4, 2=828/0-7-4,.12=2144/0-7-4 Max Horz 2=1 56(load case 5) Max UpliftB=-131(load case 6), 2=-200(load case 5), 12=-155(load case 6) Max Grav8=472(load case 8), 2=876(load case 7), 12=2144(load case 1) !FORCES (lb) - Maximum Compression/Maximum Tension i TOP CHORD 1-2=0/26, 2-3=-1435/181, 34=-752/73, 4-5=-213/1564, 5-6=-191/1547, 6-7=-10/211, 7-8=-696/207 j BOT CHORD 2-15=-232/1246, 14-15=-232/1246, 13-14=-34/628, 12-13'--33/622, 11-12=-170/82, 10-11=-170/82, 9-10=-128/574, 8-9=-128/574 I WEBS 3-15=0/300,3-14=-693/219,4-14=0/553,13-16=0/353;5-16=-1544/288,6-16=-1139/256,6-10=-50/453,7-10=-705/231,7-9=0/289,4-16=-1904/343,12-16=-2070/211,6-12=-496/278 I NOTES 1) Unbalanced roof live loads have been considered for this design.' j 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II. condition I enclosed building, with exposure C ASCE 7-95 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) 200.01b AC unit load placed on the bottom chord, 13-9=4 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated, i i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97., It6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 8, 200 Ib uplift at joint 2 and 155 Ib uplift at joint 12. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100.01b down at 11-3-4, and 100.0Ib down at 16-3-4 on bottom chord. The design/selection of,such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard PROFESS/ V \PM T. Q otiy� i c� C3 m EXP 130/07 Z Apr. 5, 2004 5-9-14 11-0-0 - 11r�-4 16-3-4 164-8 22-1-0 i , 27-3-2 33-1-0 5-9-14 5-2-2 0-3-4 5-0-0 0-3-4 3-7-0 5-2-2 5-9-14 i 1-11-8 i Plate Offsets: 16:0-2-8,0.3-0 — / ------- _(X LOADING(psf) SPACING 2-0-0 I CSI I DEFL in (loc) I/deg Ud PLATES GRIP v TCLL 20.0 Plates Increase 1.25 TC 0.54I Vert(LL) 0.09 14.15 >999 240 i MII20 185/144 TCDL 14.0 j Lumber Increase 1.25 BC 0.34 Verl(TQ -0.20 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Hori(TL) 0.03 8 n/a n/a j BCDL 14.0 j Code UBC97/ANSI95 — (Matrix) --- -- Weight: 149 lb i LUMBER ----�-- -------- 'BRACING -- --------j TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or,-.-. 3 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: I I WEBS 2 X 4 HF Stud 'Except' 6-0-0 oc bracing: 10-12. W4 2 X 6 SPF 1650F 1.5E WEBS 1 Row at midpt 4-16, 12-16 I JOINTS 1 Brace at Jt(s): 16 i / I REACTIONS (Ib/size) 8=439/0-7-4, 2=828/0-7-4,.12=2144/0-7-4 Max Horz 2=1 56(load case 5) Max UpliftB=-131(load case 6), 2=-200(load case 5), 12=-155(load case 6) Max Grav8=472(load case 8), 2=876(load case 7), 12=2144(load case 1) !FORCES (lb) - Maximum Compression/Maximum Tension i TOP CHORD 1-2=0/26, 2-3=-1435/181, 34=-752/73, 4-5=-213/1564, 5-6=-191/1547, 6-7=-10/211, 7-8=-696/207 j BOT CHORD 2-15=-232/1246, 14-15=-232/1246, 13-14=-34/628, 12-13'--33/622, 11-12=-170/82, 10-11=-170/82, 9-10=-128/574, 8-9=-128/574 I WEBS 3-15=0/300,3-14=-693/219,4-14=0/553,13-16=0/353;5-16=-1544/288,6-16=-1139/256,6-10=-50/453,7-10=-705/231,7-9=0/289,4-16=-1904/343,12-16=-2070/211,6-12=-496/278 I NOTES 1) Unbalanced roof live loads have been considered for this design.' j 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II. condition I enclosed building, with exposure C ASCE 7-95 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) 200.01b AC unit load placed on the bottom chord, 13-9=4 from left end, supported at two points, 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated, i i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97., It6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 8, 200 Ib uplift at joint 2 and 155 Ib uplift at joint 12. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100.01b down at 11-3-4, and 100.0Ib down at 16-3-4 on bottom chord. The design/selection of,such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard PROFESS/ V \PM T. Q otiy� i c� C3 m EXP 130/07 Z Apr. 5, 2004 (Job Trusb 1703-0088 ;A07CFAU "A.C.—Roust—on— Lumber Company, Indio, Truss Type 7ty ROOF TRUSS I 1 I I I Job Reference 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:41-29 2004. Page 1, 11-0-Q 5-9-14 1 11-0-0 16-6-8 22-1-0 27-3-2 33-1-0 1 1-0-0 5-9-14 5-2-2 5-6-8 5-6-8 5-2-2 5-9-14 1 S®% - 1:53,41 For access to HVAC equipment only. `'m°'-'rB" The truss space is dangerous and should be entered ' only with caution by trained professionals having i appropriate insurance. No storage allowed. 5x6= 5.00 22 E is 14 214 II 6x10 = a v 8 13 1-7f— 11 10 9 618= 4x4= 2x411 I III �6 `I 1 17-10-12 r 5-9-14 11-0-0 11r�-4 16-3-4 164-8 1 22-1-0 1 27-3-2 33-1-0 1 5-9-14 5-2-2 0-3-4 5-0-0 0-3-4 4-2-4 5-2-2 5-9-14 1-4-4 Plate Offsets (X,Yi1[ 6:0-6-0,0-3-12 __ j LOADING (psf) SPACING 2-0-0 - TCLL 20.0 Plates Increase 1.25 TCDL 14.0 i BCLL 0.0 Lumber Increase Rep Stress Incr 1.25 YES BCDL 14.0 --i -- 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 HF Stud 'Except' W4 2 X 6 SPF 1650F 1.5E i I � CSI DEFL in (loc) I/deg L/d j PLATES GRIP J TC 0.56 Vert(LL)` 0.09 14-15 >999 240 I M1120 185/144 BC 0.37 Verl(TL) -0.21 14-15 >999 180 W8 0.97 Horz(TL) 0.03 8 n/a n/a (Matrix) i 1 Weight 149 Ib I TOP CHORD 1-2=0/26, 2-3=-1372/178, 3-4=-685/70. 4-5=-212/1638, 5-6=190/1620, 6-7=-111/112, 7-8=-794/218 BRACING BOT CHORD 2-15=-229/1189, 14-15=-229/1189, 13-14=-31/566, 12-13=-30/559, 11-12=-85!72, 10-11=-85/72, 9-10=-137/663, 8-9=-137/663 TOP CHORD Sheathed or 5-10-6 oc pudins. WEBS 3-15=0/301, 3-14=-700/220, 4=14=0/551, 13-16=0/349/ 5-16=-1602/287, 6-16=-1335/272. 6-10=-48/458. 7-10=-700/231, 7-9=0/287, 4-16=-1893/339, 12-16=-2065/223, 6.12=441/287 " BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 10-12. I WEBS 1 Row atmidpt 4-16 JOINTS 1 Brace at Jt(s): 16 i I � i REACTIONS (Ib/size) 8=487/0-7-4, 2=795/0-7-4,.12=2129/0-11-12 Max Horz2=156(load case 5) Max Uplift8=-135(load case 6), 2=-199(load case 5), 12=-153(load case 6) Max Grav8=512(load case 8), 2=850(load case 7), 12=2129(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-1372/178, 3-4=-685/70. 4-5=-212/1638, 5-6=190/1620, 6-7=-111/112, 7-8=-794/218 BOT CHORD 2-15=-229/1189, 14-15=-229/1189, 13-14=-31/566, 12-13=-30/559, 11-12=-85!72, 10-11=-85/72, 9-10=-137/663, 8-9=-137/663 WEBS 3-15=0/301, 3-14=-700/220, 4=14=0/551, 13-16=0/349/ 5-16=-1602/287, 6-16=-1335/272. 6-10=-48/458. 7-10=-700/231, 7-9=0/287, 4-16=-1893/339, 12-16=-2065/223, 6.12=441/287 " NOTES ; 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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) 200.01b AC unit load placed on the bottom chord. 13-9-4 from left end• supported at two points, 5-0-0 apart. 4) All plates are 3x4 M1120 unless otherwise indicated./ 5) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads per Table No. 16-0, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift at joint 8, 199 Ib uplift at joint 2 and 153 Ib uplift at joint 12. 7) Special hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 100.01b down at 11-3-4, and 100.01b down at 16-3-4 on bottom chord. The design/selection of,such special connection device(s) is the responsibility of others. • LOAD CASE(S) Standard PROFESS/0 \NMMST. eO C 34229 m * EXP 6/30/07 Z I \� C/VIL ) Apr. 5, 2004 Job iTruss--�russ Type j Oty Ply �LAQUINTAOI-- ---j i IT03-0088 A07DFAU 1 - ROOF TRUSS 1 1 Job Reference (o tional A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:41:30 2004: Page 1 5-9-14 11-0-0 16-6-8 22-1-0 27-3-2 33-1-0 I 1-0-0 5-9-14 5-2-2 5-6-8 5-6-8 5-2-2 5-9-14 swlo•1:53.4 • Cambs . v9 For access to HVAC equipment only. 49: u The truss space is dangerous and should be entered only with caution by trained professionals having 5 s= appropriate insurance. No storage allowed. 5.00 F12 I a �1 Iqi 14 13 Z 11 10 9 v b4 II 6x10 = 6x8 = 3.8 = 2.4 II j i 16-6-8 I 5-9-14 11-0-0 11 15-10-12 22-1-0 27-3-2 33-1-04 f3 5-9-14 5-2-2 0-3-4 4-7-8 0-4-8 5-6-8- 5-2-2 5-9-14 0-3-4 Plate Offsets (X_Y)_[1]0-2 ( DEFL j in I (loc) I/deb L/d 'I LOADING(psf) I SPACING 2-0-0 e 1 TCLL 20.0 ( Plates Increase 1.25 ' TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 I Rep Stress Incr YES I BCDL 14.0 Code UBC97/ANSI95 ' BRACING 1._ TOP CHORD 2 X 4 SPF 1650F 1.5E j BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 HF Stud 'Except* CSI ( DEFL j in I (loc) I/deb L/d PLATES GRIP TC 0.59 Vert(LL)' 0.09 13-14 >999 240 M1120 185/144. BC 0.40 Vert(TL) -0.20 13-14 >973 180 WB 0.85 (Matrix) -_�- Horz(TL) 0.03 _ 8 n/a n/a _ _ Weight: 145 lb ' BRACING TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS' 1 Row at midpt 6-15,4-15 ' I W4 2 X 6 SPF 1650F 1.5E JOINTS 1 Brace at Jt(s). 15 : REACTIONS (Ib/size) 8=603/0-7-4. 2=73410-7-4,.12=2073/0-11-12 j Max Horz2=156(load case 5) Max Uplift8=-160(load case 6), 2=-199(load case 5), 12=-115(load case 6) Max Grav8=620(load case 8), 2=788(load case 7), 12=2073(load case 1) iFORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-1222/178, 3-4=-528/71, 4-5=-231/1773, 5-6=-210/1757, 6-7=-381/164, 7-8=-1058/278 BOT CHORD 2-14=-230/1052, 13-14=-230/1052, 12-13=-32/421, 11-12=-31/415, 10-11=-31/415, 9-10=-192/904, 8-9=-1921904 I WEBS 3-14=0/305. 3-13=-711/219. 4-13=0/537, 12-15=-1742/269, 5-15=-1712/303. 6-15=-1793/283, 6-10=-33/554, 7-10=-692/228. 7-9=0/288. 4-15=-1888/357, 10-15=-417/291 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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) 200.01b AC unit load placed on the bottom chord, 13-9-4 from left. end, supported at two points, 5-0-0 apart. 14) All plates are 3x4 M1120 unless otherwise indicated, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 Ib uplift at joint 8, 199 Ib uplift at joint 2 and 115 Ib uplift at joint 12. q 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100.01b down at 11-3-4, and 100.01b down at 16-3-4 • I on bottom chord. The design/selection of,such special connection device(s) is the responsibility of others. LOAD CASE'S) StandardO � PROFESS O G) i LU C 3 229 m EXp 6/30/07 Z 9 C / VIt_/ �Q °F CAUFo�r� Apr. 5, 2004 1703-0088 IA07FAU jROOF TRUSS — r �_ I 1 Job A (' Houston l ,I umher C.mmnanv. Indio. CA 5.200 5 O( 11-0-Q 5-9-14 11-0-0 16-6-8 22-1-0 27-3-2 33-1-0 1-0-0 5-9-14 5-2-2 5-6-8 5-6-8 5-2-2 5-9-14 j ,,I63.4; como4, . re mI For access to HVAC equipment only. The truss space is dangerous and should be entered only with caution by trained professionals having i appropriate insurance. No storage allowed. j s , 5.8 = e I z 1Iy�1 14 13 11 10 9 aw It 6x10 = &B = 3.11 = 2,4 II I 1 I I , 5-9-14 11-0-0 1 4 4 16-34 16.6-8 22-1-0 1 27-3-2 33-1-0 5-9-14 5-2-2 0-3-4 5-0-0 0-3-4 5-6-8 5-2-2 5-9-14 ` Plate Offsets (X.Y): (2:0 0-0,0-0-0],[3:0.0-0,0-0-0]_[4:0-0,0 0.0-0],[5:0-0 0,0-0-0],[6:0-0-0,0-0-0]_[7:0-0-0,0-0-0],(8:0-0-0 0-0-0]_(15:0-2-8,0-2-81 LOADING(psf) -i- SPACING 2-0-0 CSI DEFIL / in (loc) Well L/d PLATES GRIP { TCLL 20.0 I Plates Increase 1.25 TC 0.59 Vert(LL)' 0.09 13-14 >999 240 M1120 185/144 i TCDL 14.0 Lumber Increase 1.25 I BC 0.40 Vert(TL) -0.20 13-14 >973 180 BCLL 0.0 Rep Stress Incr YES WB 0.85 I Horz(TL) 0.03 8 n/a n/a i BCDL 14.0 I Code UBC97/ANSI95 (Matrix) i i. Weight: 145 lb j LUMBER -----�------ ------------- 'BRACING ----------i { TOP CHORD 2 X 4 SPF 1650F 1.5E . TOP CHORD Sheathed or 6-0-0 oc purlins. ] 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 HF Stud 'Except' WEBS1 Row at midpt 6-15.4-15 W4 2 X 6 SPF 165OF 1.5E JOINTS 1 Brace at Jt(s): 15 i j REACTIONS (Ib/size) 8=603/0-7-4, 2=734/0-7-4, 12=2073/0-7.4 Max Horz2=156(load case 5) Max Uplift8=-160(load case 6), 2=-199(load case 5), 12=-115(load case 6) i Max Grav8=620(load case 8), 2=788(load case 7), 12=2073(load case 1) I FORCES (Ib) - Maximum Compression/Maximum Tension X, 1 TOP CHORD 1-2=0/26, 2-3=-1222/178, 3-4=-528/71, 4-5=-231/1773, 5-6 -210/1757, 6-7=-381/164, 7-8=-1058/278 BOT CHORD 2-14=•230/1052, 13-14=-230/1052, 12-13=-32/421, 11-12=-31/415, 10-11=-31/415, 9-10=-192/904, 8-9=-192/904 I I WEBS 3-14=0/305, 3-13=-711/219, 4-13=0/537, 12-15=-1742/269, 5.15=-1712/303, 6-15=-1793/283, 6-10=-33/554, 7-10=-692/228, 7-9=0/288, 4-15=-1888/357, 10-15=-417/291 i NOTES / 'I j 1) Unbalanced roof live loads have been considered for this design. j 2) This truss has been designed for the wind loads generated by'85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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) 200.01b AC unit load placed on the bottom chord. 13-9-4 from left end, supported at two points, 5-0-0 apart. i 41 All plates are 3x4 M1120 unless otherwise indicated.' - i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 Ib uplift at joint 8, 199 Ib uplift at joint 2 and 115 Ib uplift at joint 12. y 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 100.01b down at 11-3-4, and 100.01b down at 16-3-4 on bottom chord. The design/selection of/such special connection device(s) is the responsibility of others. • 'LOAD CASE(S)Standard oPROFEss/ \,\,P�M%T• QOM I - n G) X C 34229 m EXP 6/30/07 --0 C./VIL OF CALIF Apr. 5, 2004 � I r—' --.—...---'------r------ ------ ;Job Truss ITrussType Tafy---7ply AOUINTA#1IT03-0088 A08 ROOF TRUSS 2 Job Reference (optional) A.C. Houston Lumber Company, Indio, CA 5.200 s Oct 21 2003 MiTek Industries, Inc. Mon Apr 05 14:41:31 2004, Page 1; 6-2-14 11-0-0 1 16-6-8 22-1-0 26-10-2 1 33-1-0 6-2-14 4-9-2 5-6-8 5-6-8 4-9-2 6-2-14 GemC4smm • 1:51.n r • I118 i 6.8 — --I,- 10.12 10.12 = 10.12 = 4.6 = 3,4 = aw II r 6-2-14 11-0-0 _ 14-7-14 18-5-2 22-1-0_ 26-10-2 33-1-0 6-2-14 4-9-2 3-7-14 3-9-4 3-7-14 4-9-2 6-2-14 LOADING (psf) I TCLL 20.0 TCDL 14.0 BCLL 0.0 i SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP Plates Increase 1.25 TC 0.46 Vert(LL)BC 0.06 7-8 >999 240 i M1120 185/144 Lumber Increase 1.25 BC 0.44 Vert(TL)i -0.13 7-8 >999 180 Rep Stress Incr NO W8 0.k0 I Horz(TL) 0.03 7 n/a n/a 1 BCDL 14,0 I Code UBC97/ANSI95 (Matrix) I Weight: 351 Ib j LUMBER BRACING TOP CHORD 2 X 6 SPF 1650F 1.5E ,TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 HF Stud 6-0-0 oc bracing: 12-13,11-12. WEBS. 1 Row at midpt 4-12 REACTIONS (Ib/size) 1=1820/0 -5 -8,7=2883/0 -7 -4.12=9359/0 -IG -4 Max Horz 1=127(load case 6) Max Upliftl=-460(load case 5), 7=-740(load case 6). 12=-2184(load case,5) Max Gravl=1879(load case 7), 7='2926(load case 8), 12=9359(load case 1) i ? FORCES (lb) - Maximum Compression/Maximum Tension . ` TOP CHORD 1-2=-2372/542, 2-3=-261/1456, 3-4=-768/3651, 4-5=-171/997,,5-6=-2075/575, 6-7=-5044/1260 BOT CHORD 1 -14= -528/1897,13 -14= -528/1897,12 -13= -1123/414,11 -12=, -1366/445,10 -11=-336/1650,9-10=-336/1650,8-9=-1063/4361,7-8=-1063/4361 i WEBS 2-14=-1371900,2-13=-3179/846, 3-13=-387/1717, 3-12=-358/870, 4-12=-6298/1490, 4-11=-727/2894, 5-11=-3375/922, 5-9=-451/1990, 6-9=-3059/818, 6-8=-115/801 ' NOTES 1) 2 -ply truss to be connected together with 0.131"x3" Nails as follows:" Top chords connected as follows: 2 X 6 - 2 rows 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. 12) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) 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. 1 4) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf lop chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 6) Provide mechanical connection (by others) of'truss to bearing plate capable of withstanding 460 Ib uplift at joint 1, 740 Ib uplift at joint 7 and 2184 Ib uplift at joint 12. I LOAD CASE(S) Standard � 1) Regular: Lumber Increase= 1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1 -4= -306(F= -238),4=7=-306(F=-238), 1-7=-126(F=-98) i• O P Ft0 F Essio T B� �9! n �G) C 34229 m EXP- 6/30/07 Z i CIVIL v Apr. 5, 2004 Job IT03-0088 A.C. Houston Lumber Compo - - . --- •- Cl_0=0_t__-____-4-3-14 8-0-0 ]_- 12-10-0 16-6-2 20-10-0 _21-10-0 1-0-0 4-3-14 3-8-2 4-10-0 3-8-2 *. 4-3-14 1-0-0 Scale = 1:37.7 Camber = 1/8 in! 4x8 = 4x4 = ii 4 , 5.00112 =�--� T-2--f�" m i /' T 3x4 I V \ 3x4 3 �W3 W4 W3 -.1- 6. W1 , W2 i _W2 � `T1� 'M 2 ----- ---811►-- ------ 1- ------ 1�-B2 �' I I 3x8 12 11 10 9 3x8 2x4 II 8x10 = 8x10 =_ 2x4 II 1 4-3-14 8-0-0 , 12-10-0 16-6-2 I I 20-10-0 4-3-14 3-8-2 4-10-0 3-8-2 4-3-14 Offsets(X'Y) [2:x31,0 -1 -8]. -5 -4,0 -2 -0].[7:0 -3 -1,0 -1 -81_j11:0 -5-Q0-4-8 _--------------- _- -- _ ----- ------I _Plate i LOADING(psf) SPACING 2-0-0 CSI I DEFL in (loc) I/deb L/d PLATES GRIP i TCLL 20.0 I Plates Increase 1.25 TC 0.29 Vert(LL) 0.13 10-11 >999 240 I M1120 185/144 TCDL 14.0 Lumber Increase 1.25 I BC 0.49 Vert(TL) 70.26 10-11 >949 180 BCLL 0.0 Rep Stress Incr NO I WB 0.43 Horz(TL) 0.07 7 n/a n/a i BCDL 14.0 I Cade UBC97/ANSI95 (Matrix) Ji Weight: 97 Ib LUMBER - - BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 3-5-15 oc pudins, except BOT CHORD 2 X 6 DF 1650F 1.6E 2-0.0 oc purlins (3-10-2 max.): 4-5. ' WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 I oc bracing. 1 REACTIONS (Ib/size) 2=1940/0-7-4.7=1940/0-7-4 Max Horz 2=-83(load case 6) i Max Uplift2=468(load case 5), 7=-468(load case 6) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-4052/840, 3-4=-3835/882, 4-5=-3554/843, 5-6=-3838/882, 6-7=-4051/840, 7-8=0/31 BOT CHORD 2 -12= -773/3661,11 -12=-773/3661,10-11=-737/3552,9-10=-723/3660,7-9=-723/3660 i WEBS 3-12=-35/82, 3-11=-187/91, 4-11=-300/1236, 4-10=-104/110, 5-10=-290/1237, 6-10=-184/93, 6-9=-38/81 NOTES 1) Unbalanced roof live loads have been considered for this design. This designed for loads by 85 25 ft level, 5.0 top dead load 4.8 bottom I 2) truss has been the wind generated mph winds at above ground using psf chord and psf chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed. building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 468 Ib uplift at joint 2 and 468 Ib uplift at joint 7. i 6) Girder carries hip end with 8-0-0 end setback 7) Design assumes 4x2 (Bat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 8) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 658.71b down and 180.61b up at 12-10-0, and 658.71b down and 180.61b up at 8-0-0 on bottom chord. The design/selection of such special 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). oeC, LOAD CASE(S) Standard i 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 2 4 Uniform Loas al-4PI 2 003 Vert 68. 4-5=-38(F=30), 5-8=-68, 2-11=-28, 10-11=-156(F=-128), 7-10=-28 QWp�ESSIpNq< I T. Bpi Concentrated Loads (lb) Vert: 11=-659(F) 10=-659(F) �� M 2G �GG� ! c rn l C 34229 m i I j UX EXP. 6/30/07 � 1 �. C I V I \- 9 I OF CAO i l i Job'--------- -------•iTruss 1703-0088 i B02 A.C. Houston Lumber Company, Indiy, CA, ' -1-0-0, 5-6-6 r------- ---- 1-0-0 5-6-6 11, 01 tL — �H 4x4 10-5-0 4-10-10 4x8 = 4 5.00;12 , 2x4 3 W2' . W2 T1 - W1 15-3-10 4-10-10 2x4 5 T1 - W1 .•' i I Inc. Tue Dec 33 13:5113 2003 Pig. 1 I I ?0-10-0— 21-10-0 5-6-6 1-0-0 Scale = 1:37.7i Camber = 1/8 in' 6 - - - — -- -B 4��'- ------ --- ---- --_rte r 62- --- 7 i 9 8 4x4 = i 3x4 = 5x6 = 7-1-15 13-8-1 20-10-0 7-1-15 6-6-2 7-1-15 Plate offs_X,YYLL:0-0-0,0-0-0j_[8_0-3-0,0-3-0j__ _ — --- -- -----' — I � LOADING(pso i SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 I Plates Increase 1.25 TC 0.24 Verl(LL) -0.06 6-8 -999 240 M1120 185/144 TCDL 14.0 I Lumber Increase 1.25 SC 0.44 ( Verl(TL) -0.16 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.04 6 n/a n/a BCDL 14.0 Code UBC97/ANSI95 (Matrix) -- j — —�— Weight: 70 Ib ------- LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 5-2-5 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ! WEBS 2 X 4 HF Stud i REACTIONS (Ib/size) 2=1063/0-7-4, 6=1063/0-7-4 Max Horz2=-100(load case 6) Max Uplift2=-259(load case 5), 6=-259(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0126,2-3=-1857/342,3-4=-1645/315, 4-5=-1645/316, 5-6=-1857/342, 6-7=0/26 ' BOT CHORD 2-9=-327/1637.8-9=-141/1130,6-8=-227/1637 WEBS 3-9=-320/196, 4-9=-115/569, 4-8=-11(3/569, 5-8=-320/196 NOTES 1) Unbalanced roof live loads have been considered for this design. i 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 259 Ib uplift at joint 2 and 259 Ib uplift at joint 6. LOAD CASE(S) Standard ! 'Dec 2 Q�OFESSION�4 2003 T. 6 C � C, O� 0 C 34229 rn I W D'. FXp.S>439�/.l7 �i � Sl. C IV1L ��\P Job --'-------- r 1703-0088 Ila', f A.0 Houston lumfier 1-0-0, 1-0-0 N Co v 2 1 /rJ 4x4 == 0-0-0 -IU-0-U 10 -3 --IU ZU-IU-U Z1-10-0 5-6-6 4-10-10 4-10-10 5-6-6 1-0-0 - Scale = 1:37.03 Camber = 1/8 in 4x4 = 4 5.00 2x4 ' 2x4 3 W2' W2 5 T1– T1. ,! '.,W1 W1 ' 9 8 3x4 = 5x6 7-1-15 13-8-1 20-10-0 7-1-15 6-6-2 7-1-15 PLATES GRIP M1120 185/144 Weight: 71 Ib TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 5-2-4 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=1063/0-7-4, 6=1063/0-74 Max Horz 2=100(load case 5) . Max Uplift2=-259(load case 5), 6=-259(load case 6) 1 FORCES (Ib) - Maximum Compression/Maximum Tension i TOP CHORD 1-2=0/27,2-3=-1858/342, 3A=-1646/316,4-5=-1646/316, 5-6=-18581342, 6-7=0/27 BOT CHORD 2-9=-327/1638,8-9=-141/1130,6-8=-228/1638 [ WEBS 3,9=,320/196,4-9=-I 1,11569, 4-8=-116/569, 5-8=-3201196 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 1 enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B; UBC -97. i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 Ib uplift at joint 2 and 259 Ib uplift at joint 6. i LOAD CASE(S) Standard • [ r 0 4x4 ) [ I 'Dec 2 Q�,'pFESSIO/V 12003 ; qe � m 1JC 34229 EXP. 6/30/07 \S'T C I VI1- � OF CAO Plate OffsetsM-L :0-3-0,0-3-01—_ _—__—_ -- _— -- — ----- ! LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d TCLL 20.0 Plates Increase 1.25 i TC 0.24 Vert(LL) -0.06 6-8 >999 240 TCDL 14.0 Lumber Increase 1.25 BC0.44 Vert(TL) -0.16 6-8 >999 180 BCLL 0.0 I Rep Stress Incr YES I WB 0.20 Horz(TL) 0.04 6 n/a n/a BCDL 14.0 Code UBC97/ANSI95 (Matrix) I LUMBER BRACING PLATES GRIP M1120 185/144 Weight: 71 Ib TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 5-2-4 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=1063/0-7-4, 6=1063/0-74 Max Horz 2=100(load case 5) . Max Uplift2=-259(load case 5), 6=-259(load case 6) 1 FORCES (Ib) - Maximum Compression/Maximum Tension i TOP CHORD 1-2=0/27,2-3=-1858/342, 3A=-1646/316,4-5=-1646/316, 5-6=-18581342, 6-7=0/27 BOT CHORD 2-9=-327/1638,8-9=-141/1130,6-8=-228/1638 [ WEBS 3,9=,320/196,4-9=-I 1,11569, 4-8=-116/569, 5-8=-3201196 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 1 enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B; UBC -97. i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 Ib uplift at joint 2 and 259 Ib uplift at joint 6. i LOAD CASE(S) Standard • [ r 0 4x4 ) [ I 'Dec 2 Q�,'pFESSIO/V 12003 ; qe � m 1JC 34229 EXP. 6/30/07 \S'T C I VI1- � OF CAO �I IT03-0088 C01 I ROOF TRUSS 1 1 i -I LOADING(psf) SPACING I--_ _—,Job A.C. Houston--Lumb—er Company, Indio. CA, MiTek Industries, Inc. CSI I Reference (optional 5.200 s Oct 21 2003 Mil ek Industries. Inc. Tue Dec 23 13:51:14 2003 Page 1 ' 1.25 1.25 6-6-6 + TC 0.40 i BC 0.69 9-0-10 11-10-10 j M1120 185/144 I BCLL 0.0 Rep Stress Incr 3-8-6 WB 0.36 j Horz(TL) 0.06 6 n/a n/a 15-7-0 BCDL 14.0 Code USC97/ANS195 3-8-6 2-10-1 2-6-3 . 2-10-1 3-8-6 —� Scale = 1:25.61 BRACING TOP CHORD 2 X 4 SPF 165OF 1.6E Camber = 1/8 in I Sheathed or 3-1-4 oc purlins, except BOT CHORD 2 X 6 DF 1650F 1.6E 4x8 — y 4x6 —' I WEBS 2 X 4 HF Stud 3.57 j 2 3 Rigid ceiling directly applied or 8-5-9 oc bracing. 4 3x4 3x4. � 5 i: 2 W3 W4 W3 - _ `?- '` WW2 I I W�2 � Li B1 L 10 9 8 7 L - 3x10 = 2x4 11 ' 6x6 = 6x8 == 2x4 II 3x10 = ' I i 3-8-6 6-6-6 6-15-6 9-0-10 11-10-10 15-7_0 i 3-8-6 2-10-0 0-0-1 2-6-3 2-10-1 3-8-6 Plate Offsets_— i 1 i REACTIONS (Ib/size) 1=1840/0-10-4.6=1840/0-10-4 Max Horz 1=36(load case 5) ( Max Upliftl=-489(load case 3), 6=-489(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD . 1-2=-4731/1240. 2-3=-4200/1103, 3-4=-4094/1091, 4-5=-4204/1103. 5-6=-4729/1241 1 BOT CHORD' 1-10=-1182/4475, 9-10=-1182/4475, 8-9=-1037/4089, 7-8=-1155/4473, 6-7=-1155/4473 WEBS 2-10=-26/261, 2-9=511/189, 3-9=-268/1028, 3-8=-88/100, 4-8=-261/1030. 5-8=-505/191, 5-7=-25/257 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom 1 chord dead load, in the gable end roof zone an an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift atjoint 1 and 489 Ib uplift at joint 6. 1 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 1 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 416.21b down and 114.11b up at 9-0-10, and 416.21b down and 114.11b up at 6-6-6 on bottom chord. The design/selection of such special 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). I LOAD CASE(S) Standard 11) Regular: Lumber Increase= 1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-68, 3-4=-38(F=30), 4.6=-68, 1.9=-128(F=-100), 8-9=-128(F=-100), 6-8=-128(F=-100) Concentrated Loads (lb) Vert: 9=-416(F) 8=-416(F) i C 1?1�-pFESS/0,V ' 2003 1 8040 In I C 34229 I i K EXp. �430J.s17 , C I VIS- ��\P OF CA��FO • I i i -I LOADING(psf) SPACING 2-0-0 CSI I DEFL in (loc) I/defl L/d I PLATES GRIP 7CLL 20.0 Plates Increase } I TCDL 14.0 Lumber Increase 1.25 1.25 + TC 0.40 i BC 0.69 I! Vert(LL) 0.14 Vert(TL) -0.26 9 >999 240 9 >678 180 j M1120 185/144 I BCLL 0.0 Rep Stress Incr NO WB 0.36 j Horz(TL) 0.06 6 n/a n/a BCDL 14.0 Code USC97/ANS195 (Matrix) Weight: 66 lb —� I LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 3-1-4 oc purlins, except BOT CHORD 2 X 6 DF 1650F 1.6E 2-0-0 oc purlins (3-7-4 max.): 3-4. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 8-5-9 oc bracing. i 1 i REACTIONS (Ib/size) 1=1840/0-10-4.6=1840/0-10-4 Max Horz 1=36(load case 5) ( Max Upliftl=-489(load case 3), 6=-489(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD . 1-2=-4731/1240. 2-3=-4200/1103, 3-4=-4094/1091, 4-5=-4204/1103. 5-6=-4729/1241 1 BOT CHORD' 1-10=-1182/4475, 9-10=-1182/4475, 8-9=-1037/4089, 7-8=-1155/4473, 6-7=-1155/4473 WEBS 2-10=-26/261, 2-9=511/189, 3-9=-268/1028, 3-8=-88/100, 4-8=-261/1030. 5-8=-505/191, 5-7=-25/257 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom 1 chord dead load, in the gable end roof zone an an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. 1 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 489 lb uplift atjoint 1 and 489 Ib uplift at joint 6. 1 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 1 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 416.21b down and 114.11b up at 9-0-10, and 416.21b down and 114.11b up at 6-6-6 on bottom chord. The design/selection of such special 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). I LOAD CASE(S) Standard 11) Regular: Lumber Increase= 1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-68, 3-4=-38(F=30), 4.6=-68, 1.9=-128(F=-100), 8-9=-128(F=-100), 6-8=-128(F=-100) Concentrated Loads (lb) Vert: 9=-416(F) 8=-416(F) i C 1?1�-pFESS/0,V ' 2003 1 8040 In I C 34229 I i K EXp. �430J.s17 , C I VIS- ��\P OF CA��FO • I i Joti I IT03-0088 A.C. Hou 1 � I 4-014-- 1-0-0 0-0,1-0-0 2 t1 CO2 ROOF TRUSS I 1 iv. Indio. CA. MiTek Industries, Inc. 4-11-15 7-4-1 8-2-15, 10-7-1 4-11-15 �— 2-4-2 0-10-14 2-4-2 3.57 112 4x4 5.001 12 3-T2'�- W 3x4 = 4x4 = 4x4 = 4 5. 11 10 3x4 = 3x4 1 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:15 2003 Page 1: 15-7-0 16-7-0 4-11-15 1-0-0 Scale = 1:30.3; 4x4 [5:0-0-0,0-0-0] T2-.... 6 W2 W1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud TCLL 20.0 7 1.25 TC 0.17 8 --1— >999 240 9 3x4 = 3x4 = 1.25 • h . 4-11-15 7-4-1 10-7-1 15-7-0 ——� 4-11-15 2-4-2 3-3-0 4-11-15 ;_Elate Offsets (X,Y): [5:0-0-0,0-0-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud TCLL 20.0 Plates Increase 1.25 TC 0.17 Vert(LL) 0.02 11 >999 240 TCOL 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) -0.06 2-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.02 7 n/a n/a I BCDL 14.0 Code UBC97/ANS195 (Matrix) —-- --_—_ PLATES GRIP M1120 185/144 Weight: 58 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF "I65OF 1.6E 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 I REACTIONS (Ib/size) 2=811/0-7-4,7=811/0-7-4 i Max HorUpli 2=71 -208(1(load case 5) Max Uplift2=-208(load case 5), 7=-208(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension 'rOP CHORD 1-2=0/27, 2-3=-1296/206, 3-4=-1199/250, 4-5=-932/189, 5-6=-1199/250, 6-7=-1296/207, 7-8=0/27 BOT CHORD 2-11=-177/1123, 10-11=-102/927, 9-10=-95/929,7-9=-121/1124 WEBS 3-11=-136/127, 4-11=-110/338, 5-10=-42n8,5-9=-110/336, 6-9=-134/126, 4-10=-33/87 I NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category It, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 Ib uplift at joint 2 and 208 Ib uplift at joint 7. 6) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. ' LOAD CASE(S) Standard i I pFESSIpNq�' 203 �CiQ W C 34229 In EXP. 6/30/07 > sTq C 1VIL OF CA\YF . Joe ----------- IT03-0088 ,/ A.C. Houston Lumber Comp. ' -1-0-0 , 1-0-0 r Truss jTruss Type Qty Ply I LA QUINTA #1 -� CO3 ROOF TRUSS ---- 8--� 1 _ I Job Reference o tional -- iy Indio,, CA, MiTek Industries, Inc. 5.200 s 061121 2003 MiTek Industries, Inc. Tue Dec 23 13:51:15 2003 Page 1 j -- ---- --- 7-9-8 — 15-7-0 --T , 7-9-8 7-9-8 1-0-0 Scale = 1:28.6, Camber= 1/8 in 4x6 =-= 3 5.00 12 W1 �. I i I I o 4x4 -. s 2x4 11 1515=7--0 7-9-8 PLATES GRIP M1120 185/14 TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud i REACTIONS (Ib/size) 2=811/0-7-4, 4=811/0-7-4 Max Horz 2=-79(load case 6) Max Uplift2=-211(load case 5), 4=-211(load case 6) i I FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=1168/197, 3-4=-1168/196, 4-5=0/27 BOT CHORD 2-6=-123/989,4-6=-123/989 WEBS 3-6=0/424 NOTES 1 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom ' chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 I 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 per Table No. 16-13, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 Ib uplift at joint 2 and 211 Ib uplift at joint 4. LOAD CASE(S) Standard i i 1 i I - 4 4 Weight: 43 Ib 4x4 = i I 1 I /pFESS1o,v, '200,3 T. 8040 <<. G� 2G1 LU C 34229 rn cC Vpj/ 7 sTq� IVI OF CAL\F���\� LOADING(psf) I TCLL 20.0 I SPACING I Plates Increase 2-0-0 1.25 CSI I TC 0.57 DEFL in Vert(LL) -0.07 (loc) 2-6 I/deb >999 L/d 1 240 TCDL 14.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.04 1 >456 180 BCLL 0.0 j BCDL 14.0 Rep Stress Incr YES I Code UBC97/ANSI95 WB 0.15 (Matrix) Horz(TL) 0.02 4 n/a n/a I LUMBER BRACING PLATES GRIP M1120 185/14 TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud i REACTIONS (Ib/size) 2=811/0-7-4, 4=811/0-7-4 Max Horz 2=-79(load case 6) Max Uplift2=-211(load case 5), 4=-211(load case 6) i I FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=1168/197, 3-4=-1168/196, 4-5=0/27 BOT CHORD 2-6=-123/989,4-6=-123/989 WEBS 3-6=0/424 NOTES 1 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom ' chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 I 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 per Table No. 16-13, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 Ib uplift at joint 2 and 211 Ib uplift at joint 4. LOAD CASE(S) Standard i i 1 i I - 4 4 Weight: 43 Ib 4x4 = i I 1 I /pFESS1o,v, '200,3 T. 8040 <<. G� 2G1 LU C 34229 rn cC Vpj/ 7 sTq� IVI OF CAL\F���\� i Job --- i IIT0343088 iCGo1 iR00FTRUSS i A.C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc � I i -1-5-0 2-9-8 —� 4-2-10 5-7=77-6-11 8-5-6 11-2-4 I 1-5-0 2-9-8 1-5-2 1-4-13 — 1-114 0-10-11 2-8-14 Scale = 1:20.811 2x4 :1 5 6 3x4 % 12 3.54 (12 11 i" 3x4: �% i i i 3 T1' Iw31 W4 ! 10 W2 I 13 9 14 8 15 7 1 3x4 = 2x4 11 3x4 = 4x6 I _ 2=9-8 _—�_-4-2-1— 0 5-7-7 — 7-6-11 8-5-6 , 1 11-24 --� 2-9-8 1-5-2 1-4-13 1-11-4 0-10-11 2-8-14 '! Plate OffsetsX( Y): f2:0-0-12,0-1-81 _ LOADING(pso SPACING 2-0-0 TCLL 20.0 ! Plates Increase 1.25 ! TCDL 14.0 i Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 14.0 I Code UBC97/ANSI95 (LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 6 DF 1650F 1.6E WEBS 2 X 4 HF Stud I REACTIONS (Ib/size) 7=747/Mechanical, 2=700/0-5-8 Max Horz2=161(load case 4) Max Uplift7=-282(load case 3), 2=-252(load case 3) CSI DEFL in (loc) I/dell L/d PLATES GRIP TC 0.28 Vert(LL) 0.02 9 >999 240 ! M1120 185/144 8C 0.T9 I Vert(TL) -0.05 8-9 >999 180 WB 0.33 ; Horz(TL) 0.01 7 n/a n/a (Matrix) I Weight: 53 lb I 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 1-2=0/31, 2-10=-1339/361, 3-10=-1302/363, 3-11=-908/308, 4-11=-833/296. 4-12=-114/76. 5-12=-38/31, 5-6=-5/0, 5-7=-155/92 BOT CHORD 2-13=-417/1247, 9-13=-417/1247, 9-14=-417/1247, 8-14=-417/1247, 8-15=-324/839, 7-15=-324/839 WEBS 3-9=0/160, 3-8=-434/99, 4-8=-6/457, 4-7=-958/368 ' NOTES � 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 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 i increase is 1.33 i 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 Ib uplift at joint 7 and 252 Ib uplift at joint 2. 15) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 13.31b down and 23.31b up at 2-9-8, 13.31b down and 23.31b up at 2-9-8, 30.11b down and 46.21b up at 5-7-7, 30.1lb down and 46.21b up at 5-7-7, and 95.81b down and 92.81b up at 8-5-6, and 95.81b down and 92.81b up at 8-5-6 on top chord, and 1.71b up at 2-9-8, 1.71b up at 2-9-8, 29.51b down at 5-7-7, 29.51b down at 5-7-7, and 65.51b down at 8-5-6, and 65.51b 'I down at 8-5.6 on bottom chord. The design/selection of such special 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 i1) Regular: Lumber Increase= 1.25, Plate Increase=1.25 Uniform Loads (plo ' Vert: 1-5=-68, 5-6=-68, 2-7=-28 Concentrated Loads (lb) Vert: 10=47(F=23, B=23) 11=-60(F=-30, B=-30) 12=-192(F=-96, B=-96) 13=1(F=1, B=1) 14=-26(F=-13, B=-13) 15=-58(F=-29, B=-29) ! QRpFESS/0PV 2003 80 O � �. 2CcoLO 2 C 34229 X cc EXP. 6/30/07 zt \� OFC Job Truss IT03-0088 I C G02 A.C. Houston Lumber Company, Indio, CA, f 1 ---1-5-0 - ---- --- 1-5-0 4-5-11 4-5-11 2 s 3-10-10 3.54 (-12 - 3x4: 3 ,W11 - _W2 $ 2 _ `------------------ I I----- - ----- 2x4 11 3x4 =- T — LOADING(psf) SPACING 2-0-0. TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 13CLL 0.0 1 Rep Stress Incr NO BCDL 14.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E I BOT CHORD 2 X 6 DF 1650F 1.6E `. WEBS 2 X 4 HF Stud i REACTIONS (Ib/size) 6=485/Mechanical, 2=415/0-10-4 Max Horz 2=-216(load case 6) Max Uplift6=-68(load case 3), 2=-163(load case 3) 4-5-11 8-4-5 3-10-10 CSIDEFL in (loc) Well Ud PLATES GRIP TC 0.20 Vert(LL) 0.01 6-7 >999 240 M1120 185/144 BC 0.20 Vert(TL) 0.05 1 >393 180 WB 0.2.1 Horz(TL) 0.00 6 n/a n/a (Matrix) Weight: 37 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. I FORCES (lb) - Maximum Compression/Maximum Tension i TOP CHORD 1-8=0/25,2-8=0/26.2-3=-662/181,3-4=-1/97,4-5=-1/0,4-6=-64/0 BOT CHORD 2-7=0/619,6-7=0/619 WEBS 3-7=-112/420, 3-6=-656/82 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 1 21 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97, 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 Ib uplift at joint 6 and 163 Ib uplift at joint 2. ( 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). j LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 ' 1 Uniform Loads (plf) � Vert: 1-8=68, 4-8=-8(F=60), 4-5=-8(F=60) Trapezoidal Loads (plf) Vert: 2=-19(F=5. B=5) -to -6=-171(F=-71, B=-71) i 4 I Scale: 3/4"=V! 2x4 ; 5 , W3, 6 4x6 = ESS10/v. -'0 03 T. Bp4O���.2C m LU C 34229 M oC F p_6( 0 7 � jl/-/ \S'T C IVIL � OF CA��FO JJob rTruss Truss Type C —(Ply LA OUINTA #1 --� --'----'—'— i I . , IT03-0088 C603 MONO TRUSS 2 I 1 i _ ____ Job Reference o tional) J "'A.C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc + 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:17 2003 Page 11 4-11-12 2x4 11 -- 1 0 15 4-11-12 � I l I I 3 Srr 1:10.4 j 4.64 i I � - %' j W1 N i N T1 i 2 1 ql I� B1 5 Imo - r j LOADING (psf) i TCLL 20.0 TCDL 14.0 BCLL 0.0 BCOL 14.0 -- 4-11-12 SPACING 2-0-0, CSI Plates Increase 1.25 TC 0.28 Lumber Increase 1.25 i BC 0.24 Rep Stress Incr NO WB 0. CLO Code UBC97/ANSI95 (Matrix) 1LUMBER i TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 2 X 4 HF Stud 4-11-12 DEFL in floc) I/dell L/d PLATES GRIP Vert(LL) -0.02 2-5 >999 240 M1120 185/144 Vert(TL) -0.02 1 >732 180 HOrz(TL) 0.00 5 n/a n/a Weight: 15 Ib BRACING TOP CHORD Sheathed or 4-11-12 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. iREACTIONS (Ib/size) 2=317/0-3-8, 5=226/0-3-8 Max Hoa 2=100(load case 4) Max Uplift2=-120(load case 5), 5=-70(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26.2-3=-63/42.3-4=-7/0,3-5=-162/91 BOT CHORD 2-5=-17/21 i :NOTES 11) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 1 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint 2 and 70 Ib uplift at joint 5. LOAD CASE(S) Standard i �pFEsslpNq�' ?003 LU C 34229 X °C EXP.6/30/07 �r \S'T C IVO- � OF CAS SFO Job (Trust IT03-0088 CG04 —AC. Houston Lumber Company, Iridin, ( �r 114 1-1-4 2 MONO TRUSS 14 1 1 ,Job Reference (optional) 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:17 2003 Page 1 2x4 i 1 3-9-10 4 _ 1 3-9-10 3 e 1:8A 4.53(12 j W1 ' l HT1 �! B1 5 1-2-x4 = 3-9-10 ---- — 2-x4—FI— —I 'LOADING(psf) SPACING 2-0-0, TCLL 20.0 Plates Increase 1.25 TCDL 14.0 j Lumber Increase 1.25 j BCLL 0.0 I Rep Stress Incr NO Ii BCDL 14.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 165OF 1.6E WEBS 2 X 4 HF Stud I I REACTIONS (Ib/size) 2=267/0-3-8, 5=165/0-3-8 Max Horz2=77(load case 4) iMax Uplift2=-113(load case 5), 5=749(load case 5) 1 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26,2-3=-49/28,3-4=-7/0,3-5=-117/66 ; BOT CHORD 2-5=-12/16 CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.13 i Vert(LL) -0.01 2-5 >999 240 I M1120 185/144 BC 0.13 Vert(TL) -0.02 2-5 >999 180 WB 0.Q0 Horz(TL) 0.00 5 n/a n/a (Matrix) Weight: 12 Ib BRACING -TOP CHORD Sheathed or 3-9-10 oc pudins, 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 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. 3) Provide mechanical connection (by others) of truss'to bearing plate capable of withstanding 113 Ib uplift at joint 2 and 49 Ib uplift at joint 5. LOAD CASE(S) Standard i i i i Q�pFESS/o/v 2003 i M w C 34229 A P. s� C IV - OF V -OF CA���� [j rJob i Truss i 1703-0088 I CG05 — I-- A.C. Houston Lumber Company, Inc MONO TRUSS —I2 I 1 I I Job Reference (optional 413 51 —_-- a, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue De�-h 13:51:17 2003 Page 1-1 12 --- I----- -- 2-7-4 — --- --- 4 1-1-12 2-7-4 3 1 ,-'-'ale = 1:6.7! i REACTIONS (Ib/size) 2=223/0-3-8, 5=97/0-3-8 Max Horz2=55(load case 4) iMax Uplift2=-111(load case 3), 5=.24(load case 3) 1 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26,2-3=-38/12.3-4=-6/0,3-5=-66135 BOT CHORD 2-5=-8/10 4.36 12 i 2 — ~T1 �— ----� B 1 (-- —I int ---J 2x4 = 5 i I %J -- 2-7-4 2-7-4 CSI I DEFL in (loc) Udell L/d I PLATES GRIP TC 0.12 LOADING(psf) I SPACING 2-0-0, BC 0.05 TCLL 20.0 Plates Increase 1.25 WB 0.Q0 TCDL 14.0 ( Lumber Increase 1.25 BCLL 0.0 ( Rep Stress Incr NO 14.0 Code UBC97/ANSI95 !BCDL LUMBER —BRACING— TOP CHORD 2 X 4 SPF 1650F 1.6E i BOT CHORD 2 X 4 SPF 165OF 1.6E Sheathed or 2-7-4 oc pudins, except end verticals. I WEBS 2 X 4 HF Stud BOT CHORD i REACTIONS (Ib/size) 2=223/0-3-8, 5=97/0-3-8 Max Horz2=55(load case 4) iMax Uplift2=-111(load case 3), 5=.24(load case 3) 1 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26,2-3=-38/12.3-4=-6/0,3-5=-66135 BOT CHORD 2-5=-8/10 4.36 12 i 2 — ~T1 �— ----� B 1 (-- —I int ---J 2x4 = 5 i I %J -- 2-7-4 2-7-4 CSI I DEFL in (loc) Udell L/d I PLATES GRIP TC 0.12 Vert(LL) -0.00 2-5 >999 240 I M1120 185/144 BC 0.05 Vert(TL) 0.01 1 >999 180 WB 0.Q0 I Horz(TL) 0.00 5 n/a n/a (Matrix) I Weight: 8lb ---- —BRACING— - -- TOP CHORD Sheathed or 2-7-4 oc pudins, 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 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. i 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 2 and 24 Ib uplift at joint 5. LOAD CASE(S) Standard I 1 'Dec 2 ; 4, Q�pFESSio 2003 1 i Bp�O� FZ I 79 w C 34229 r EXP. 6/30/0 �r I S'T C IVI\- q� OF CA\ \�O Job I Truss i IT03-0088 i CJ2 F A.C. Houston lumber Company, Indio, �t -1-0-0 1-0-0 5.00112 D.zuu s uct Zl zuus MI I eK Inausines, inc. I L 1-11-11 1-11-11 1-11-11 2 / t LOADING(psf) I SPACING 2-0-0, CSI T1 in (loc) I/deft Ud Ell Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 TCDL 14.0 I Lumber Increase 1.25 I BC 0.04 Vert(TL) 0.01 177 - >999 180 BCLL 0.0 BCDL— Rep Stress Incr Code—U8C97/ANSI95 YES I WB O.QO (Matrix) I Horz(TL) ; -0.00 3 n/a n/a 1-11-11 1-11-11 Scale = 1:6.3 I PLATES GRIP M1120 197/144 I Weight: 6 Ib TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 1-11-11 oc pudins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i 'REACTIONS (Ib/size) 3=42/Mechanical, 2=189/0-7-4, 4=27/Mechanical Max Horz2=62(load case 5) Max Uplift3=-20(load case 5), 2=-91(load case 5) Max Grav3=42(load case 1), 2=189(load case 1), 4=46(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD i-2=0/26,2-3=-35/12 BOT CHORD 2-4=0/0 j NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom I chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. 13) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 3 and 91 Ib uplift at joint 2. I LOAD CASE(S) Standard Dec Q�oFESSIpN24 2003 I T. B04OF2 I LU C 34229 X EXP. 6/30/07 S �C I VIS Tq�OF CALF ; ; I t LOADING(psf) I SPACING 2-0-0, CSI DEFL in (loc) I/deft Ud TCLL 20.0 Plates Increase 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 TCDL 14.0 I Lumber Increase 1.25 I BC 0.04 Vert(TL) 0.01 1 >999 180 BCLL 0.0 BCDL— Rep Stress Incr Code—U8C97/ANSI95 YES I WB O.QO (Matrix) I Horz(TL) ; -0.00 3 n/a n/a —14_0 -- --- I LUMBER — BRACING —_--�— Scale = 1:6.3 I PLATES GRIP M1120 197/144 I Weight: 6 Ib TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 1-11-11 oc pudins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i 'REACTIONS (Ib/size) 3=42/Mechanical, 2=189/0-7-4, 4=27/Mechanical Max Horz2=62(load case 5) Max Uplift3=-20(load case 5), 2=-91(load case 5) Max Grav3=42(load case 1), 2=189(load case 1), 4=46(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD i-2=0/26,2-3=-35/12 BOT CHORD 2-4=0/0 j NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom I chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. 13) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 3 and 91 Ib uplift at joint 2. I LOAD CASE(S) Standard Dec Q�oFESSIpN24 2003 I T. B04OF2 I LU C 34229 X EXP. 6/30/07 S �C I VIS Tq�OF CALF ; ; I IJob -- Truss IIT03-0088 1CJ2A r A.0 Houston Lumber Company, Inc � I t i S 2 i �I i of 1 LOADING(psf) SPACING 2-0-0, CSI TCLL 20.0 I Plates Increase 1.25 TC 0.05 TCDL 14.0 Lumber Increase 1.25 BC 0.04 i BCLL 0.0 i Rep Stress Incr YES I WB 0.00 BCDL 14.0 Code UBC97/ANSI95 (Matrix) !LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF 165OF 1.6E I 3 DEFL in floc) I/dell L/d PLATES GRIP Vert(LL) -0.00 1 >999 240 I M1120 197/144 Verl(TL) -0.00 1-3 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 5 Ib BRACING TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. I i REACTIONS (Ib/size) 1=92/0-3-8, 2=65/Mechanical, 3=27/Mechanical Max Hoa 1=37(load case 5) Max Upliftl=-15(load case 5), 2=40(load case 5) Max Gravl=92(load case 1), 2=65(load case 1), 3=47(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-23/21 BOT CHORD 1-3=0/0 i NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psi top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 j 21 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 3) Refer to girder(s) for truss to truss connections. i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 1 and 40 Ib uplift at joint 2. ' LOAD CASE(S) Standard Scale= 1:6.3' /�pFESS10/VJ ?003 T. 8040 F2 C) CZ LU C 34229 M EXP. 6130107 \C IV1\- ��\P �OF CAL�FO LOADING(psf) SPACING 2-0-0, CSI TCLL 20.0 I Plates Increase 1.25 TC 0.05 TCDL 14.0 Lumber Increase 1.25 BC 0.04 i BCLL 0.0 i Rep Stress Incr YES I WB 0.00 BCDL 14.0 Code UBC97/ANSI95 (Matrix) !LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF 165OF 1.6E I 3 DEFL in floc) I/dell L/d PLATES GRIP Vert(LL) -0.00 1 >999 240 I M1120 197/144 Verl(TL) -0.00 1-3 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 5 Ib BRACING TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. I i REACTIONS (Ib/size) 1=92/0-3-8, 2=65/Mechanical, 3=27/Mechanical Max Hoa 1=37(load case 5) Max Upliftl=-15(load case 5), 2=40(load case 5) Max Gravl=92(load case 1), 2=65(load case 1), 3=47(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-23/21 BOT CHORD 1-3=0/0 i NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psi top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 j 21 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 3) Refer to girder(s) for truss to truss connections. i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 1 and 40 Ib uplift at joint 2. ' LOAD CASE(S) Standard Scale= 1:6.3' /�pFESS10/VJ ?003 T. 8040 F2 C) CZ LU C 34229 M EXP. 6130107 \C IV1\- ��\P �OF CAL�FO I 3 DEFL in floc) I/dell L/d PLATES GRIP Vert(LL) -0.00 1 >999 240 I M1120 197/144 Verl(TL) -0.00 1-3 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 5 Ib BRACING TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. I i REACTIONS (Ib/size) 1=92/0-3-8, 2=65/Mechanical, 3=27/Mechanical Max Hoa 1=37(load case 5) Max Upliftl=-15(load case 5), 2=40(load case 5) Max Gravl=92(load case 1), 2=65(load case 1), 3=47(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-23/21 BOT CHORD 1-3=0/0 i NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psi top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 j 21 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 3) Refer to girder(s) for truss to truss connections. i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 Ib uplift at joint 1 and 40 Ib uplift at joint 2. ' LOAD CASE(S) Standard Scale= 1:6.3' /�pFESS10/VJ ?003 T. 8040 F2 C) CZ LU C 34229 M EXP. 6130107 \C IV1\- ��\P �OF CAL�FO (Job IT03-0088 A.C. Hou 1 � I i CJ4 ROOF TRUSS 18 1 i Reference (optional)_ i Lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 33 13:51:18 2003 Page 1 1-0-0 3-11-11 1-0-0 3-11-11 1. Scale = 1:9.41 I j 5.00112 71 T1 2 i --- I 2-x4— -- 3-11-11 ----- — I 3-11-11 ILUMBER ! TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E CSI LOADING(psf) SPACING 2-0-0, I/deb TCLL 20.0 Plates Increase 1.25 -0.01 TCDL 14.0 j Lumber Increase 1.25 BC 0.13 BCLL 0.0 1 Rep Stress Incr YES >999 BCDL 14.0 Code UBC97/ANSI95 Horz(TL) ILUMBER ! TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E CSI DEFL in (loc) I/deb L/d I PLATES GRIP TC 0.13 I Vert(LL) -0.01 2-4 >999 240 M1120 197/144 BC 0.13 Vert(TL) -0.02 2-4 >999 180 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) i i Weight: 11 lb BRACING TOP CHORD Sheathed or 3-11-11 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=102/Mechanical, 2=281/0-7-4, 4=51/Mechanical i Max Horz 2=96(load case 5) Max Uplift3=-61(load case 5), 2=-110(load case 5) Max Grav3=102(load case 1), 2=281(load case 1), 4=87(load case 2) i FORCES (lb) - Maximum Compression/Maximum Tension i TOP CHORD 1-2=0/27,2-3=-58/33 BOT CHORD 2-4=0/0 NOTES i 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 3 and 110 Ib uplift at joint 2. LOAD CASE(S) Standard /pFESSIp� �' 203 T. Bpi G��2G1� � m LU C 34229 Z C. �,CP72 107 -��ii I �sT C IV1L?� �OFCA��FO ' lJab ,Truss I i i1T03-0088 ICJ4A I A.C. Houston Lumber Company, Indio, CA, MiT ROOF TRUSS 6 1 5.200s 3-11-11 I � i ui !' T1 '71 , i Bi i LOADING(psf) I SPACING 2-0.0, I TCLL 20.0 I Plates Increase 1.25 TCDL 14.0 I Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES iBCDL 14.0 I Code UBC97/ANSI95 LUMBER I/deo TOP CHORD 2 X 4 SPF 1650F 1.6E Vert(LL) BOT CHORD 2 X 4 SPF 165OF 1.6E >999 CSI TC 0.19 BC 0.14 WB 0.00 (Matrix) 3-11-11 --_- 3-11-11 DEFL in (loc) I/deo L/d Vert(LL) -0.01 1-3 >999 240 Vert(TL) -0.03 1-3 >999 180 Horz(TL) :0.00 2 n/a n/a 3 PLATES GRIP M1120 197/144 Weight: 10 Ib BRACING TOP CHORD Sheathed or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=178/0.3-8. 2=125/Mechanical, 3=53/Mechanical Max Horz 1=71(load case 5) Max Upliftl=-28(load case 5), 2=-78(load case 5) . Max Gravl=178(load case 1),.2=125(load case 1), 3=91(load case 2) FORCES {Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-45/41 BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 i 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 1 and 78 Ib uplift at joint 2. LOAD CASE(S) Standard i I I r i Scale = 1:9.4ii I I i oec Q�OFESSI0N24 2003 I T. 804 <� i �G� 2GZ i L C 34229 m L CX EXP. 6/30/07 C IVIN- OF CA��F s 'Job IT03-0088 A.C. Hous—ton Lur CJ6 I ROOF TRUSS 114 1-0-0 5-11-11 1-0-0 5-11-11 3 i� Scale = 1:13.5 i amber = 1/16 in, 5.00 FIT I � I B1 2x4 = CSI j DEFL in (loc) I/deft L/d ! PLATES GRIP TC 0.38 ! Vert(LL) -0.05 2-4 >999 240 i M1120 197/144 BC 0.32 I Vert(TL) -0.06 1 >294 180 WB 0.0,0 Horz(TL) -0.00 3 n/a n/a (Matrix) I Weight: 16 lb BRACING TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ! REACTIONS (Ib/size) 3=177/Mechanical, 2=371/0-7-4, 4=79/Mechanical Max Horz2=132(load case 5) Max Uplift3=108(load case 5), 2=-121(load case 5) ! Max Grav3=177(load case 1), 2=371(load case 1), 4=135(load case 2) 1 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27,2-3=-81/57 BOT CHORD 2-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end i 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 21 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at joint 3 and 121 Ib uplift at joint 2. LOAD CASE(S) Standard FES 003 2QQ3 O C 34229 A PVI/07C 1W- \� OF CAL�FO� i LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 14.0 Code UBC97/ANSI95 'LUMBER i TOP CHORD 2 X 4 SPF 1650F 1.6E I BOT CHORD 2 X 4 SPF 165OF 1.6E CSI j DEFL in (loc) I/deft L/d ! PLATES GRIP TC 0.38 ! Vert(LL) -0.05 2-4 >999 240 i M1120 197/144 BC 0.32 I Vert(TL) -0.06 1 >294 180 WB 0.0,0 Horz(TL) -0.00 3 n/a n/a (Matrix) I Weight: 16 lb BRACING TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ! REACTIONS (Ib/size) 3=177/Mechanical, 2=371/0-7-4, 4=79/Mechanical Max Horz2=132(load case 5) Max Uplift3=108(load case 5), 2=-121(load case 5) ! Max Grav3=177(load case 1), 2=371(load case 1), 4=135(load case 2) 1 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27,2-3=-81/57 BOT CHORD 2-4=0/0 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end i 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 21 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads per Table No. 16-B, UBC -97. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at joint 3 and 121 Ib uplift at joint 2. LOAD CASE(S) Standard FES 003 2QQ3 O C 34229 A PVI/07C 1W- \� OF CAL�FO� Job IT03-0088 i t t i ROOFTRUSS 16 1 1 s 5-11-11 2 i I 5.00 F12 T ' of ' N r B1 iof I . L=---�--------•------------------------------�-- 2x4 = 3 I 51:19200-3P ilie- -1 ; I Scale = 1:13.4! Camber= 1/16 in I I I i PLATES GRIP M1120 197/144 I Weight: 14 Ib 'TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS (Ib/size) 1=274/0-3-8, 2=193/Mechanical, 3=81/Mechanical a Max Ho1=108(load case 5) Max Upliftl=-45(load case 5), 2=-119(load case 5) Max Gravl=274(load case 1), 2=193(load case 1), 3=139(load case 2) i FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-68/61 j BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end i 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 per Table No. 16-B, UBC -97. 1 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 1 and 119 Ib uplift at joint 2. LOAD CASE(S) Standard Oen 24 I Q�pFESSIONq 2003 T P/ O�C m LC 34229 i EXP. 6/30/07 \S'T� C IVIS- ��\P ��OF CAL�FO LOADING(psf) I TCLL 20.0 �. SPACING Plates Increase 2-0-0 1.25 CSI TC 0.45 ; DEFL in Vert(LL) 0.06 (loc) 1-3 I/den >999 L/d 240 TCDL 14.0 Lumber Increase 1.25 BC 0.33 ± Vert(TL) -0.14 1-3 >489 180 BCLL 0.0 Rep Stress Incr YES WB O.QO Horz(TL) -0.00 2 n/a n/a BCDL 14.0 i Code UBC97/ANSI95 (Matrix) LUMBER BRACING 3 I 51:19200-3P ilie- -1 ; I Scale = 1:13.4! Camber= 1/16 in I I I i PLATES GRIP M1120 197/144 I Weight: 14 Ib 'TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS (Ib/size) 1=274/0-3-8, 2=193/Mechanical, 3=81/Mechanical a Max Ho1=108(load case 5) Max Upliftl=-45(load case 5), 2=-119(load case 5) Max Gravl=274(load case 1), 2=193(load case 1), 3=139(load case 2) i FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-68/61 j BOT CHORD 1-3=0/0 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end i 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 per Table No. 16-B, UBC -97. 1 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 1 and 119 Ib uplift at joint 2. LOAD CASE(S) Standard Oen 24 I Q�pFESSIONq 2003 T P/ O�C m LC 34229 i EXP. 6/30/07 \S'T� C IVIS- ��\P ��OF CAL�FO :Job IT03-0088 IDO _ A.C. Houston Lumber Comp--Lany, 5-2-4 8-1-12 5-2-4 2-11-8 13-4-0 5-2-4 i 'age t I Scale = 1:21.81 Camber = 1/8 in I I 5-2-4 8-1-12 5-2-4 2-11-8 5-2-4 4x12 = 4x4 = --- — -- 3.41 j 12 --- — f" -.===_-------r-- . 2 f-771 3 LOADING(pso i SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d 11 _ -W2 IW11 1.25 Ti Vert(LL) 0.09 5-6 >999 240 _ I �j-- BC 0.54 j Vert(TL) 4 >912 180 131 — — WB 0.24 Horz(TL) 0.03 4 n/a n/a BCDL 14.0 Code UBC97/ANSI95 (Matrix) �_- 6 5� 3x6 = 2x4 II 3x4 = 3x6 5-2-4 8-1-12 5-2-4 2-11-8 5-2-4 ;LUMBER BRACING PLATES GRIP M1120 185/144 Weight: 50 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 3-10-10 oc purlins, except BOT CHORD 2 X 6 DF 1650F 1.6E 2-0-0 oc purlins (4-2-4 max.): 2-3. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1277/0-10-4.4=1277/0-10-4 Max Horz 1=27(load case 5) Max Upliftl=-331(load case 3), 4=-331 (load case 4) IFORCES (lb) - Maximum Compression/Maximum Tension TOPCHOR-D 1-2=-3154!795, 2-3=-3036!794, 3-4=-3141!791 BOT CHORD 1-6=-746/2982, 5.6=-760/3050, 4-5=-721/2969 WEBS 2-6=-142/664, 2-5=-144/116, 3-5=-160/697 .NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed buifding, with exposure C ASCE 7-95 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. j 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 Ib uplift at joint 1 and 331 Ib uplift at joint 4. 6) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242.31b down and 66.41b up at 8-1-12, and 242.31b down and 66.41b up at 5-2-4 on bottom chord. The design/selection of such special 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 (plo Vert: 1-2=-68, 2-3=-38(F=30), 3-4=-68, 1-4=-102(F=-74) Concentrated Loads (lb) 1 Vert: 6=-242(F) 5=-242(F) i /pFESSIpNq� 2003 r7 O C 34229 m C- 1_7 \sT c IVO- k- OF CA��FO a; CA Plate Offsets X�Y : 2:0-6 0,0-1-13 -- ------ L [---1------------ —-- --- — -- --- — f" -.===_-------r-- . �— LOADING(pso i SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d TCLL 20.0 1 Plates Increase 1.25 TC 0.32 Vert(LL) 0.09 5-6 >999 240 TCDL 14.0 I Lumber Increase 1.25 BC 0.54 j Vert(TL) -0.17 5-6 >912 180 BCLL 0.0 I Rep Stress Incr NO WB 0.24 Horz(TL) 0.03 4 n/a n/a BCDL 14.0 Code UBC97/ANSI95 (Matrix) ;LUMBER BRACING PLATES GRIP M1120 185/144 Weight: 50 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 3-10-10 oc purlins, except BOT CHORD 2 X 6 DF 1650F 1.6E 2-0-0 oc purlins (4-2-4 max.): 2-3. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1277/0-10-4.4=1277/0-10-4 Max Horz 1=27(load case 5) Max Upliftl=-331(load case 3), 4=-331 (load case 4) IFORCES (lb) - Maximum Compression/Maximum Tension TOPCHOR-D 1-2=-3154!795, 2-3=-3036!794, 3-4=-3141!791 BOT CHORD 1-6=-746/2982, 5.6=-760/3050, 4-5=-721/2969 WEBS 2-6=-142/664, 2-5=-144/116, 3-5=-160/697 .NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed buifding, with exposure C ASCE 7-95 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. j 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 Ib uplift at joint 1 and 331 Ib uplift at joint 4. 6) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242.31b down and 66.41b up at 8-1-12, and 242.31b down and 66.41b up at 5-2-4 on bottom chord. The design/selection of such special 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 (plo Vert: 1-2=-68, 2-3=-38(F=30), 3-4=-68, 1-4=-102(F=-74) Concentrated Loads (lb) 1 Vert: 6=-242(F) 5=-242(F) i /pFESSIpNq� 2003 r7 O C 34229 m C- 1_7 \sT c IVO- k- OF CA��FO a; CA Job I IT03-0088 Truss ' D02 Truss Type ROOF TRUSS Oty 2 Ply 1 i i I ----- � I JoY Reference (o tional ___ J i o TCIH---usto—n Lu-------------- A.C. mber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:20 2003 Page 1 I -1=0-0 _ 4-2-0 6-1-7 7-2-9 9-2-2 134-0 1-0-0 4-2-0 1-11-7 1-1-1 1-11-9 4-1-14 Scale = 1:25.2, 3.41 Fl 4X4 5.00112 3 , o, o _T1 N N I 2 • I' -1 10 3x4 3x4 = 4x4 = 4x4 = 4 5 T'3—" 4x4 = 9 8 3x4 = 3x4 = T5- 7 3x4 = 4-2-0 6-8-0 (_ 9-2-2 13-4-0 4-2-0 2-6-0 2-6-2 4-1-14 _ LOADING(psf) SPACING 2-0-0, CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 I TC 0.14 Vert(LL) 0.02 7-8 >999 240 M1120 185/144 ' TCDL 14.0 Lumber Increase 1.25 B 0 25 rt( TL 0 05 7 8 >999 180 CLL 0.0 Rep Stress Incr YES BCDL 14.0 ( Code UBC97/ANS195 (Matrix) Weight: 481b i LUMBER BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0.0 max.): 4-5. TOP CHORD 2 X 4 SPF 1650F 1.6E ' BOT CHORD 2 X 4 SPF 165OF 1.6E i WEBS 2 X 4 HF Stud i C Ve) - WB 0.1,0 � Horz(TL) 0.02 7 n/a n/a � BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=614/0-3-8. 2=716/0-7-4 Max Horz 2=69(load case 5) i Max Uplift7=-116(load case 6), 2=-188(load case 5) iFORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=0/27, 2-3=-1106/167, 3-4=-1014/198, 4-5=-839/173, 5-6=-1066/234, 6-7=-1150/199 BOT CHORD 2-10=-145/955,9-10=-104/830.8-9=-99/836,7-8=-138/1005 WEBS 3-10=-80/96,4-10=-73/227, 4-9=-22/87, 5-9=-41/66, 5-8=-107/289, 6-8=-109/110 i NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load• in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7.95 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 ' 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 per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 Ib uplift at joint 7 and 188 Ib uplift at joint 2. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. } LOAD CASE(S) Standard �I i Dec 2 Q�,'pFESSio,V 2003 , 2 w C 34229 r i EXP. 6/30/07 C I V1 (Job l IT03-0088 i i' A.C. Hou I 1. t t D03 I I IJob nc. 5.200 s Or -1-0--0 ------- 6-8-0 -------i— 13-4-0 1-0-0 6-8-0 6-8-0 Scale = 1:23.7, Camber = 1/16 in! 4x6 = I 3 t f; 5.00.12 3x4 iW1i1 T2-- j I I ! 5 2x4 i I 3x4 a 6-8-0 13-4-0 --f 6-8-0 6-8-0 BOT CHORD 2 X 4 SPF '1650F 1.6E WEBS 2 X 4 HF Sl d CSI Plate Offsets X,Y X2:0.1-10 0-0.2]x[4:0-1-10 0-0-2]— DEFL in (loc) I/deft L/d ! PLATES GRIP TC 0.42 LOADING(psf)I SPACING 2-0-0 BC 0.40 ! TCLL 20.0 Plates Increase I 1.25 I TCDL - 14.0 Lumber Increase 1.25 j BCLL 0.0 I Rep Stress IncrYES BCDL 14.0 I Code UBC9797/ANSI95 LUMBER -- TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF '1650F 1.6E WEBS 2 X 4 HF Sl d CSI DEFL in (loc) I/deft L/d ! PLATES GRIP TC 0.42 Vert(LL) -0.05 4-5 >999 240 i M1120 185/144 BC 0.40 Vert(TL) -0.12 4-5 >999 180 WB 0.13 Horz(TL) 0.02 4 n/a n/a (Matrix) Weight: 36 lb BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=614/0-3-8, 2=716/0-74 Max Horz 2=78(load case 5) Max Uplift4=-119(load case 6), 2=-192(load case 5) '. FORCES (lb) - Maximum Compression/Maximum Tension i TOP CHORD 1-2=0/27,2-3=-1014/181,3-4=-1010/165 i BOT CHORD 2-5=-109/859.4-5=-109/859 WEBS 3-5=0/365 NOTES j1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 Ib uplift at joint 4 and 192 Ib uplift at joint 2. LOAD CASE(S) Standard I ! i i I /�0ESSIpN920PM T. Boi <� m LU C 34229 r F,*X00 � > A" I d� 7 I S'T C IVIS- q'�'OF CAS-'\F� I I iJob Truss Truss Type ply Ply LA QUINTA #1 (—"-� IT03-0088 , D04� I ROOF TRUSS 2 1 Job Reference (optional)_ i1.0 HoustonLumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:21 2003 Page 11 6-8-0 12-8-12 6-8-0 6-0-12 Scale = 1:21.11 Do not install this 4x6 — Camber= 1/16 in' truss backwards! 2 I 6-8-0 6-8-0 L.[Y II 3x8 it 12-8-12 6-0-12 Plate Offsets (X,Y): [1:0-1-12,0-1-8 , [3_0-0-0 0-1-14j_ 3:0[ 3.5,Edge] LOADING(psf) ; SPACING 2-0-0 CSI DEFL in floc) 1/deb L/d TCLL 20.0 Plates Increase 1.25 TC 0.39 Vert(LL) 0.05 1-4 >999 240 TCDL 14.0 i Lumber Increase 1.25 I ' BC 0.39 Vert(TL) -0.11 1-4 >999 180 BCLL 0.0 j Rep Stress Incr YES Code UBC97/ANSI95 WB 0.12 j (Matrix) Horz(TL) 0.01 3 n/a n/a BCDL 14.0 �- I--- ... ...... — -- - — I— . i LUMBER BRACING PLATES GRIP M1120 185/144 1 Weight: 34 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. j BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i WEBS 2 X 4 HF Stud WEDGE Right: 2 X 4 HF Stud i i REACTIONS (Ib/size) 1=590/0-7-4,3=590/0-3-8 Max Horz 1=53(load case 5) Max Uplifil=-I15(load case 5), 3=-111(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-944/166,2-3=-951/173 BOT CHORD 1-4=-1161795, 3-4=-116!795 I WEBS 2-4=0/352 i NOTES i 1)Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category It. condition I enclosed building, with exposure C ASCE 7-95 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 i 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8. UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint 1 and 111 Ib uplift at joint 3. LOAD CASE(S) Standard i i i I S �1 Oen QnpFESSlc) 2003 i T. B < 1 m W C 34229 EXP. 6/30/07 NO- q�OF CAL�FO� j i ' I Job Trruss -;IT03-0088 jE01 A.C. Houston Lumber Company, Indio, CA MiTek Indu. 1-0-0 3-4-8 1-0-0 3-4-8 1 1 Fruss Type city I Ply LA OUINTA #1 --- 200FTRUSS 1 1 , Job Reference optionalL—_ -- nc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:21 2003 Page 11 I 6-1-4 8-10-0 12-2-8 13-2-8 ----- — ------ --- { — ----- - ----i--- -! ! 2-8-12 2-8-12 3-4-8 1-0-0 Scale = 1:23.2• 44 = 4 5.00 (12 2x4 2x4. . 1 5 3 IW2' CV - 1Wl i `� I i •ice / %' - 2 F� —F='� �I,'-- — -- ------ ------ i Bl J _I - All F- — ---- ----------- 8 3x4 == 6x8 = 6-1-4 12-2-8 �6` 7 a Io 3x4 PLATES GRIP M1120 185/144 Weight: 53 Ib --� TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 5-5-3 oc purlins. BOT CHORD 2 X 6 OF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j WEBS 2 X 4 HF Stud I REACTIONS (Ib/size) 2=1005/0-7-4,6=1005/0-7-4 1 Max Horz2=-68(load case 6) Max Uplift2=-297(load case 5), 6=-297(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=0/31, 2-3=-1817/462, 3-4=-1626/404, 4-5=-1626/404, 5-6=-1817/464, 6-7=0/31 BOT CHORD 2-8=-423/1620,6-8=-356/1620 WEBS 3-8=-172/117, 4-8=-219/993, 5-8=-172/118 NOTES 1 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 Ib uplift at joint 2 and 297 Ib uplift at joint 6. j 5) Girder carries hip end with 6-1-4 end setback 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 712.Olb down and 233.21b up at 6-1.4 on bottom chord. The design/selection of such special 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). i LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase=1.25 •Uniform Loads (plf) i Vert: 1-4=-68, 4-7=-68, 2-6=-28 Concentrated Loads (tb) Vert: 8=-712(F) i I I I Uec 2 , Q�Ot'ESSIONv. 2 03 ' T. 804,0 m a C 34229 m i X � �XP�I07 � \\OFCA\\FO 6-1-4 6-1-4 �— _ LOADING(psf) SPACING 2-0-0. CSI DEFL in (loc) Udefl Ud TCLL 20.0 Plates Increase 1.25 TC 0.15 Vert(LL) 0.03 8 >999 240 1 jrTCDL 14.0 Lumber Increase 1.25 BC 0.23 Vert(TL) -0.06 8 >999 180 1 BCLL 0.0 Rep Suess Ina NO I WB 0.4 Horz(TL) 0.02 6 n/a n/a 1 BCDL 14.0 Code UBC97/ANSl95 (Matrix) i LUMBER �— BRACING �6` 7 a Io 3x4 PLATES GRIP M1120 185/144 Weight: 53 Ib --� TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 5-5-3 oc purlins. BOT CHORD 2 X 6 OF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j WEBS 2 X 4 HF Stud I REACTIONS (Ib/size) 2=1005/0-7-4,6=1005/0-7-4 1 Max Horz2=-68(load case 6) Max Uplift2=-297(load case 5), 6=-297(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=0/31, 2-3=-1817/462, 3-4=-1626/404, 4-5=-1626/404, 5-6=-1817/464, 6-7=0/31 BOT CHORD 2-8=-423/1620,6-8=-356/1620 WEBS 3-8=-172/117, 4-8=-219/993, 5-8=-172/118 NOTES 1 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 Ib uplift at joint 2 and 297 Ib uplift at joint 6. j 5) Girder carries hip end with 6-1-4 end setback 6) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 712.Olb down and 233.21b up at 6-1.4 on bottom chord. The design/selection of such special 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). i LOAD CASE(S) Standard 1) Regular: Lumber Increase= 1.25, Plate Increase=1.25 •Uniform Loads (plf) i Vert: 1-4=-68, 4-7=-68, 2-6=-28 Concentrated Loads (tb) Vert: 8=-712(F) i I I I Uec 2 , Q�Ot'ESSIONv. 2 03 ' T. 804,0 m a C 34229 m i X � �XP�I07 � \\OFCA\\FO Job Trus .IIT03-0088 jE02 A.C. Houston Lumber Company, li 1-0-0 6-1-4 -- 6-1-4 4x6 -- S 6-1-4 3 i, 5.00 112 - 1 W1j I 2 i — r = ----- ------ ---- �Bt- 6 -----------------— ---- -.J 3x4 _ 2x4 II 13-21_ i 1-0-0 Scale = 1:23.2 i I 4 5 v I I 3x4 =_ PLATES GRIP M1120 185/144 Weight: 34 Ib I TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. ' BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud i REACTIONS (Ib/size) 2=649/0-7-4, 4=649/0-7-4 - Max Horz2=-66(load case 6) Max Uplifl2=-180(load case 5), 4=-180(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-877/144, 3-4=-877/143, 4-5=0/27 j BOT CHORD 2-6=84!737, 4-6=-84/737 i WEBS 3-6=0/324 NOTES 11) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 Ib uplift at joint 2 and 180 Ib uplift at joint 4. LOAD CASE(S) Standard O I Q'?'OFESSIONq 2003 T. BOO <� 2G) � m W C 34229 X Exp. 6/330/U7 i \T C IVIS- q�OF CA��FO 6-1-4 12-2-8 6-1-4 6-1-4 rLOADING(psf) _ _ _ _ _ SPACING 2-0-0__ CSI I DEFL in floc) I/defl L/d TCLL 20.0 ! Plates Increase 1.25 TC 0.33 ! Vert(LL) 0.02 2-6 >999 240 TCDL 14.0 I Lumber Increase 1.25 I BC 0.32 Vert(TL) -0.07 I 2-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.1,1 Horz(TL) 0.01 .4 n/a n/a j BCDL 14.0 I Code UBC97/ANSI95 ! (Matrix) :LUMBER BRACING 13-21_ i 1-0-0 Scale = 1:23.2 i I 4 5 v I I 3x4 =_ PLATES GRIP M1120 185/144 Weight: 34 Ib I TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. ' BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud i REACTIONS (Ib/size) 2=649/0-7-4, 4=649/0-7-4 - Max Horz2=-66(load case 6) Max Uplifl2=-180(load case 5), 4=-180(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-877/144, 3-4=-877/143, 4-5=0/27 j BOT CHORD 2-6=84!737, 4-6=-84/737 i WEBS 3-6=0/324 NOTES 11) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 Ib uplift at joint 2 and 180 Ib uplift at joint 4. LOAD CASE(S) Standard O I Q'?'OFESSIONq 2003 T. BOO <� 2G) � m W C 34229 X Exp. 6/330/U7 i \T C IVIS- q�OF CA��FO Job IT03-0088 A.0 Hou E03 6-1-4 12-2-8 46 = 2 i 5.00 I I — I N/ --- -- ---- .I n I 3x4 =-- 2x4 i I LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 14.0 6-1-4 _ 12-2-8 —_—_ SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code UBC97/ANSI95 (LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 2 X 4 HF Stud CSI TC 0.35 BC 0.34 WB 0.11 (Matrix) DEFL in (lac) Udell L/d PLATES GRIP Vert(LL) 0.03 1-4 >999 240 M1120 185/144 Vert(TL) -0.08 1-4 >999 180 Horz(TL) 0.01 3 n/a n/a I BRACING TOP CHORD BOTCHORD Weight: 321b Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS (Ib/size) 1=557/0-7-4.3=557/0-7-4 i Max Harz 1=49(load case 5) Max Upliftl=-107(load case 5), 3=-107(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2=-913/162.2-3=-913/162 BOT CHORD 1-4=-109/773, 3-4=-1091773 WEBS 2-4=0/331 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 1 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 per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 1 and 107 Ib uplift at joint 3. LOAD CASE(S) Standard I i I Scale = 1:19.911 I I 3 3x4 '== Q,:�OFESSIONg4 2003 T. epiO n�2O LU C 34229 X cc EXP/ S'T C IVIS- ��\P 9� OF CAL�FO � I � I (Job (Truss Truss Type Qty Ply IT03-0088 i E04 i ROOF TRUSS 1 i s 1 -2-8-12 - 0-,l,-4 6-0-12 12-0-4 12-2-8 14-104 1 2-8-12 0-1-4 5-11-8 5-11-8 0-2-4 2-7-12 Scale = 1:29.11 Camber= 1/8 in I I 5.00 4x8 -- j 12 3'I I` �i 2 T-1 ` �'- - - - -- ---- - 3x4 10 . 3x4 I i 6-0-12 6-0-12 2x4 II 9 4x8 = 4x6 = 5 i� T1.,, 6 '71 J 7 ----3x4 $J - 3x4 11 CSI DEFL in (loc) Udell Ud PLATES GRIP LOADING(psf) I SPACING 2-0-0, 9 >999 240 TCLL 20.0 Plates Increase 1.25 Vert(TL) -0.24 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep, Stress Incr YES I BCDL 14.0 Code UBC97/ANSI95 —�-- i - (Matrix) 'LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E — BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 2 X 4 HF Stud TOP CHORD 2x4 II 9 4x8 = 4x6 = 5 i� T1.,, 6 '71 J 7 ----3x4 $J - 3x4 11 CSI DEFL in (loc) Udell Ud PLATES GRIP TC 0.77 I Vert(LL) -0.10 9 >999 240 M1120 185/144 BC 0.38 Vert(TL) -0.24 9 >602 180 WB 0.55 Horz(TL) 0.01 8 n/a n/a (Matrix) I i Weight: 54 lb i BRACING TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-2-7 max.)! 3-5,3-10, 5-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. �I i 1 REACTIONS (Ib/size) 10=826/0-3-8, 8=814/0-3-8 i Max Horz 10=-33(load case 6) Max Upliftl0=-262(load case 3), 8=-257(load case 4) Max Gravll)=839(load case 7), 8=828(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-248/294, 3-4=-1775/407, 4-5=-1775/407, 5-6=-247/288, 6-7=0/26, 3-10=-647/272, 5-8=-680/281 BOT CHORD 2-10=-229/262, 9-10=-48/370, 8-9=-74/422, 6-8=-224/262 WEBS 3-9=-437/1598. 4-9=-320/183, 5-9=-418/1539 I ' NOTES ( 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead toad and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 Ib uplift at joint 10 and 257 Ib uplift at joint 8. ! 6) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard I t i i i �I e�. Q�OFESSIpN24' 2003 i T. Bp 2G) I co R1 I C 34229 M Cr EXP. 6/30/07 � I `rTq C IW- OFC W-OFC I � 1, � I Job I truss I 1703-0088 i E05 A.C. Houston Lumber Company, Indio, ------8-12 ---- 2-8-12 2-14 1.0-04 12-2-8 14-10-4 1 2-1-4 7-11-0 2-2-4 a 2-7-12 Scale = 1:29.1 I I I 5x8 = 5x8 5.00 ;12 4 5 2x4 I. ��---------�------- rF-2''-------�---- r 2xI!----'-------...------ ----- 4`1 YI 3 1A/2" "'� �W3 W3—.—�_,aN4 6 �l Aivi .. � �W5 T1 . 2 3x4 = 1; 119 1 10 9- Plate Offsets (X,Y): [4:0-4-0,0-1-13. 3x4 3x4 = I 6-0-12 12-2-8 6-0-12 '6-1-12 LOADING(psf) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 I Lumber Increase 1.25 WB 0.25 BCLL 0.0 Rep Stress Incr YES BCDL 14.0 I ! Code UBC97/ANSI95 -- - ------ -- - i BRACING `LUMBER TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.)! j TOP CHORD 2 X 4 SPF 1650F 1.6E I BOT CHORD 2 X 4 SPF 1650F 1.6E . WEBS 2 X 4 HF Stud Rigid ceiling directly applied or 6-0-0 oc bracing. i 3x4 = CSI DEFL in (loc) I/dell ' Ud PLATES GRIP 1 TC 0.56 Vert(LL) -0.02 9-10 >999 240 i MII20 185/144 I BC 0.26' Vert(TL) 0.02 8 >715 180 WB 0.25 1 Horz(TL) 0.01 9 n/a n/a i (Matrix) Weight: 551b I -- -- - ------ -- - i BRACING TOP CHORD Sheathed or 10-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.)! 4-5, 3-11, 6-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. i j REACTIONS (Ib/size) 11=826/0-3-8,9=814/0-3-8 Max Horz 11=48(load case 6) - Max Upliftl 1=-237(load case 3), 9=-232(load case 4) Max Gravl 1=832(load case 7), 9=822(load case 8) i I FORCES (lb) - Maximum Compression/Maximum Tension j TOP CHORD 1-2=0/26, 2-3=-261/380. 3-4=-274/437, 4-5=-760/114, 5.6=-270/413, 6-7=-257/368, 7-8=0/26, 3-11=.74/141, 6-9=-70/131 1 BOT CHORD 2-11=-338/278.10-11=-138/580,9-10=-156/595,7-9=-328/274 WEBS 4-10=0/375,5-10=0/356,4-11=-1 125/483, 5-9=1115/483 i NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 Ib uplift at joint 11 and 232 Ib uplift at joint 9. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. i LOAD CASE(S) Standard I . �I �pFESSIpNq�203 T. BO,O m w C 34229 M FXp�/3g(07 ST` CIV - F CAL�FO t i iJob Truss (Truss Type Oty j 1703-0088 — - - I EJ01- -- I MONO TRUSS I A.C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. --- - — - --- 4-8-0 1-0-0 4-8-0 T( s 5.0012 ' T1 �. 2 i I- W - 4-8-0 — --- — 2x44 i s, Inc. Tue Dec 23 13:51:2T-2003 Page 1 1I 2x4 .1 ' 1 = 1:10.51 1 LOADING(psf) SPACING 2-0-0, CSI TCLL 20.0 Plates Increase 1.25 1 TC 0.23 TCDL 14.0 1 Lumber Increase 1.25 BC 0.19 BCLL 0.0 j Rep Stress Incr YES WB 0.Q0 BCDL 14.0 Code UBC97/ANSI95 y (Matrix) LUMBER 1 TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 165OF 1.6E WEBS 2 X 4 HF Stud I j REACTIONS (Ib/size) 2=303/0-3-8.4=199/0-3-8 Max Horz 2=99(load case 4) Max Uplift2=-115(load case 5), 4=-52(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-64/43, 3-4=-138!73 i BOT CHORD 2-4=-17/22 DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.02 2-4 >999 240 M1120 185/144 Vert(TL) -0.02 1 >740 180 Horz(TL) 0.00 4 n/a n/a Weight: 14 Ib BRACING TOP CHORD Sheathed or 4-8-0 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 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 Ib uplift at joint 2 and 52 Ib uplift at joint 4. 1 LOAD CASE(S) Standard I 0 Q 'OFESSIONgT1 2003 j �O \r- T. Sol UJC 34229 m ` i or EXP. 6130/07 C Iv q�OF CA��F� I Job i cuss Truss Type Oty Ply �LAOUINTA41 ( IT03-0088 EJ02 ( MONO TRUSS 2 7 Job Reference F A.C. Houstonmb Luer Company, Indio, C—A, MiTek— _—tri Induses, Inc. 5.200 s Oct 21 2003 -- — -1-0-0 3-4-8 -- 1-0-0 3-4-8 i 2 5.04 f-12 % i lal ! Industries, Inc. Tue Dec 23 13:51:23 2003 Page 1 I 2x4 11 i B1 3-4-8 i 2-x4 =------------ -------- 2�c4=1; LOADING(psf) j SPACING TCLL 20.0 1 Plates Increase 2-0-0, 1.25 (loc) TCDL 14.0 I Lumber Increase 1.25 TC 0.10 1 BCLL 0.0 Rep Stress Incr YES 2.4 BCDL 14.0 I Code UBC97/ANSI95 240 M1120 185/144 LUMBER ! Vert(TL) -0.01 TOP CHORD 2 X 4 SPF 165OF 1.6E >999 180 BOT CHORD 2 X 4 SPF 1650F 1.6E I Horz(TL) T1 i WEBS 2 X 4 HF Stud n/a n/a (Matrix) I LOAD CASE(S) Standard .i I I I I. Weight: 111b B1 3-4-8 i 2-x4 =------------ -------- 2�c4=1; CSI LOADING(psf) j SPACING TCLL 20.0 1 Plates Increase 2-0-0, 1.25 (loc) TCDL 14.0 I Lumber Increase 1.25 TC 0.10 1 BCLL 0.0 Rep Stress Incr YES 2.4 BCDL 14.0 I Code UBC97/ANSI95 240 M1120 185/144 LUMBER ! Vert(TL) -0.01 TOP CHORD 2 X 4 SPF 165OF 1.6E >999 180 BOT CHORD 2 X 4 SPF 1650F 1.6E I Horz(TL) 0.00 i WEBS 2 X 4 HF Stud n/a CSI ; DEFL in (loc) I/deb Ud i PLATES GRIP TC 0.10 i Vert(LL) -0.00 2.4 >999 240 M1120 185/144 BC 0.09 ! Vert(TL) -0.01 2-4 >999 180 WB 0.00 I Horz(TL) 0.00 4 n/a n/a (Matrix) I LOAD CASE(S) Standard .i I I I I. Weight: 111b BRACING TOP CHORD Sheathed or 3-4-8 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Scale= 1:8.5; I REACTIONS 2=246/0-3-8.4=132/0-3-8 (Ib/size) I Max Horz2=74(load case 4) Max Uplift2=-106(load case 5), 4=-30(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension 1 TOP CHORD 1-2=0/26.2-3=-50/28,3-4=-89/45 '' BOT CHORD 2-4=-12/16 I NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom ' chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end I 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 per Table No, 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 Ib uplift at joint 2 and 30 Ib uplift at joint 4. LOAD CASE(S) Standard .i I I I I. • O�c' I 2 2003 Q�OrESSio,�. T. B0�O� FZ W C 34229 X a EXP. 6/30/07 w4 � sT C )V0- q� OF CAO �r 1 EJ03 IMO )mpany, Indio, CA, MiTek Industries, Inc. - 1-0-0 1-0-0 3-6-0 s 2x4 I! %j Scale = 1:8.71, I I FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26,2-3=-51/2g,3-4=-94/48 I BOT CHORD 2-4=-13/17 , NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 I 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 per Table No. 16-8, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 Ib uplift at joint 2 and 32 Ib uplift at joint 4. LOAD CASE(S) Standard i I �I I . Dec. 2 Q�pFEsslpNg4 ?r7 03 810 4 0 <�•GC w C 34229 A a EXP. 6/30/07 �+r OF CA��F� 2x4 11 REACTIONS (Ib/size) 2=207/0-3-8, 4=80/0-3-8 Max Horz2=54(load case 4) Max Uplift2=-103(load case 5), 4=715(load case 4) FORCES {Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-38/14, 3-4=-50/25 BOT CHORD 2-4=-8/11 f I NOTES )This truss has been designed for the wind loads generated. by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom ' chord dead load, in the gable end roof zone on an occupancy. category Il, condition I enclosed building, with exposure C ASCE 7-95 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 i 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 Ib uplift at joint 2 and 15 Ib uplift at joint 4. j LOAD CASE(S) Standard �rt i i i i . �4, Q�OFESSI%. 2003 �QD \\T. 80 �G0 2G' w C 34229 IT, EXP. 6130107 �S'T9 C I V I \- � OF CAL�F� Job Truss Truss TypeFQ Ply LA OUINTA #1 j IT03-0088 j EJ04 MONO TRUSS 1 ' ( I Job Reference (optional r A.C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek IndL 100 254 _ 1-0-0 i 2-5-4 i i I 91 2 4.82 F12 J _ � T1 i ��'� 2x4 = 2x4 11 REACTIONS (Ib/size) 2=207/0-3-8, 4=80/0-3-8 Max Horz2=54(load case 4) Max Uplift2=-103(load case 5), 4=715(load case 4) FORCES {Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-38/14, 3-4=-50/25 BOT CHORD 2-4=-8/11 f I NOTES )This truss has been designed for the wind loads generated. by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom ' chord dead load, in the gable end roof zone on an occupancy. category Il, condition I enclosed building, with exposure C ASCE 7-95 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 i 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No, 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 Ib uplift at joint 2 and 15 Ib uplift at joint 4. j LOAD CASE(S) Standard �rt i i i i . �4, Q�OFESSI%. 2003 �QD \\T. 80 �G0 2G' w C 34229 IT, EXP. 6130107 �S'T9 C I V I \- � OF CAL�F� ,Job' IT03.0088 I A.C. Hou EJ05 Truss Type MONO TRUSS 1 1 1 er Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 1 2X4 1 I -- -1-0-0 2-4-0 ---3---i 1-0-0 2-4-0 i 2-4-0 'I----2X4~'-----------------------2X4-T1'� 2-4-0 'LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 20.0 1 Plates Increase 1.25 TC 0.08 I Vert(LL) -0.00 2 >999 240 1 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.01 1 >999 180 BCLL 0.0 Rep Stress Incr YES i WB 0.00 Horz(TL) 0.00 4 n/a n/a j I BCDL 14.0 I Code UBC97/ANSI95 (Matrix) lLUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.6E TOP CHORD Sheathed or 2-4-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=204/0-3-8, 4=74/0-3-8 Max Horz2=53(load case 4) Max Uplift2=-102(load case 5), 4=-14(load case 4) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-39/13, 3-4=-45/24 BOT CHORD 2-4=-8/11 NOTES 1 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 2 and 14 Ib uplift at joint 4. LOAD CASE(S) Standard i I r PLATES GRIP M1120 185/144 Weight: 8 lb �pFESSIpN -"':10013 1 I e GC�2 i m W' C 34229 rn Cr EXP. 6/30/07 * I S'T C IVIS- ��\P q� OF CALW-O I i i i 2-4-0 'I----2X4~'-----------------------2X4-T1'� 2-4-0 'LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud TCLL 20.0 1 Plates Increase 1.25 TC 0.08 I Vert(LL) -0.00 2 >999 240 1 TCDL 14.0 Lumber Increase 1.25 BC 0.04 Vert(TL) 0.01 1 >999 180 BCLL 0.0 Rep Stress Incr YES i WB 0.00 Horz(TL) 0.00 4 n/a n/a j I BCDL 14.0 I Code UBC97/ANSI95 (Matrix) lLUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.6E TOP CHORD Sheathed or 2-4-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 2=204/0-3-8, 4=74/0-3-8 Max Horz2=53(load case 4) Max Uplift2=-102(load case 5), 4=-14(load case 4) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-39/13, 3-4=-45/24 BOT CHORD 2-4=-8/11 NOTES 1 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 Ib uplift at joint 2 and 14 Ib uplift at joint 4. LOAD CASE(S) Standard i I r PLATES GRIP M1120 185/144 Weight: 8 lb �pFESSIpN -"':10013 1 I e GC�2 i m W' C 34229 rn Cr EXP. 6/30/07 * I S'T C IVIS- ��\P q� OF CALW-O I i iNOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint 2 and 88 Ib uplift at joint 5. LOAD CASE(S) Standard 4jec 24 I Q ,OFESS/OA/ ?003 .801 W C 34229 Im EXP- 6/30/137 i \�'T C IVl\- � OF CAL�F� ;Job rfruss----------Truss Type ---- --7511- - Oty Ply SLA OUINTA #1 ----' 1703-0088 ! EJ6 MONO TRUSS !Job Reference (optional) I ---------_-_ A.C. Houston Lumber Company, Indio, CA. MiTek Industries, Inc. _ _ 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:5125 2003 Page 11 - -1-0-0 - ------ 3-1-6 — ----I- -- ---fi 0 0 --------i 1-0-0 3-1-6 2-10-10 Scale = 1:15.3 2x4 11 Camber = 1/16 in: 4 t 3 --7 ! 5.00.12 ' I W1 i N T1 B1 II—li 1 2x4 = 2x4 I i i 6-0-0 6-0-0 LOADING(psf) I SPACING 2-0-0, CSI DEFL in (loc) I/clef] L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.40 Vert(LL) -0.05 2-5 >999 240 I M1120 185/144 TCDL 14.0 :, Lumber Increase 1.25 I BC 0.31 Veri(TL) -0.06 1 >258 180 1 BCLL 0.0 I Rep Stress Inc, YES WB 0.00 Horz(TL) 0.00 5 n/a n/a ; BCDL 14.0 Code UBC97/ANSI95 (Matrix) 1 Weight: 18 lb I I LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud i I I ' REACTIONS (Ib/size) 2=358/0-3-8,5=278/0-3-8 Max Horz2=125(load case 4) Max Uplift2=-122(load case 5), 5=-88(load case 5) 1 i I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26,2-3=-73/57,3-4=-7/0.3-5=-2001115 BOT CHORD 2-5=22/28 iNOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 Ib uplift at joint 2 and 88 Ib uplift at joint 5. LOAD CASE(S) Standard 4jec 24 I Q ,OFESS/OA/ ?003 .801 W C 34229 Im EXP- 6/30/137 i \�'T C IVl\- � OF CAL�F� JJ-o,-b—,",--*----,----.-.---- fTruss iIT03-0088 iEJ8 I i A.C. Houston -Lumber Company, Indio, CA, M i MONO TRUSS I. -1-0-0 4-1-6 1-0-0 ' 4-1-6 5.00 12 S 3-10-10 2x4 tl 4 2 LOADING(psf) i SPACING 2-0-0, CSI I DEFL in L� 5 1 �1 2x4 2x4 11 I TCLL 20.0 j 8-0-0 PLATES GRIP M1120 185/144 Weight: 24 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. t BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud ' I REACTIONS (Ib/size) 2=452/0-3-8, 5=376/0-3-8 Max Horz2=164(load case 4) j Max Uplift2=-141(load case 5), 5=-117(load case 5) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-97!79, 3-4=-7/0, 3-5=-270/154 i BOT CHORD 2-5=-29/38 1 NOTES i 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 I 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 per Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 2 and 117 Ib uplift at joint 5. i I LOAD CASE(S) Standard i I I Scale = 1:18.6 Camber = 1/4 iry �pFESSIpNq'*' 2003 co LUUJ C 34229 a \ EXP. 6130107 \S'T C f V1\- OF CAL\FO i LOADING(psf) i SPACING 2-0-0, CSI I DEFL in (loc) Well Ud I TCLL 20.0 j Plates Increase 1.25TC 0.77 Vert(LL) -0.17 2-5 >524 240 I TCDL 14.0 Lumber Increase 1.25 BC 0.57 I Vert(TL) -0.17 1 >86 180 BCLL 0.0 Rep Stress Incr YES WB 0.0,0 Horz(TL) 0.00 5 n/a n/a BCDL 14.0 i Code UBC97/ANSI95 (Matrix) I AM LUMBER — BRACING -- — PLATES GRIP M1120 185/144 Weight: 24 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6.0-0 oc purlins, except end verticals. t BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud ' I REACTIONS (Ib/size) 2=452/0-3-8, 5=376/0-3-8 Max Horz2=164(load case 4) j Max Uplift2=-141(load case 5), 5=-117(load case 5) I FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-97!79, 3-4=-7/0, 3-5=-270/154 i BOT CHORD 2-5=-29/38 1 NOTES i 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 I 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 per Table No. 16-B, UBC -97. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 2 and 117 Ib uplift at joint 5. i I LOAD CASE(S) Standard i I I Scale = 1:18.6 Camber = 1/4 iry �pFESSIpNq'*' 2003 co LUUJ C 34229 a \ EXP. 6130107 \S'T C f V1\- OF CAL\FO i IJob -- IT03-0088 A.C. Houston Lumber � I i EJ8A I MONO TRUSS 0 Job s 0( 1— - - 4-1-6 — -- r----' 8-0-0 ---- - I 4-1-6 3-10-10 2x4 i! 3 2 5.00 12 W1 i -'T1 ! ri - I _� I 1 / _ J r.:j 4 1 2x4 = 2X4 11 8-0-0 PLATES GRIP M1120 185/144 Weight: 23 Ib LUMBER BRACING I TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 6.0-0 oc purfins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud 1 I REACTIONS (Ib/size) 1=364!0-3-8, 4=38310-3-8 Max Hoa 1=155(load case 4) Max Upliftl=-74(load case 5), 4=123(load case 5) 1IFORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-98/81,2-3=-7/0,2-4=-277/159 BOT CHORD 1-4=-29/38 I NOTES ' 11) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and A.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 I 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 per Table No. 16-8, UBC -97. i 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 1 and 123 Ib uplift at joint 4. I LOAD CASE(S) Standard 1 Scale = 1:18.31 Camber= 1/4 int I I I 1 /Q�,pFESSIpNq/ � 003 T. 804OG) I U.1 C 34229 M j 'E�( 41 /07 \slCIW - ,q ��\P TF OF CAOF� i LOADING(psf) I SPACING 2-0-0, CSI DEFL in (loc) I/deb L/d I TCLL 20.0 Plates Increase 1.25 I TC 0.81 ; Vert(LL) -0.17 1A >524 240 TCDL 14.0 I Lumber Increase 1.25 I BC 0.57 ! Vert(TL) -0.42 1-4 >218 180 i BCLL 0.0 j Rep Stress Incr YES I WB O.QO i Horz(TL) 0.00 4 n/a n/a BCDL 14.0 i Code UBC97/ANSI95 ! (Matrix) PLATES GRIP M1120 185/144 Weight: 23 Ib LUMBER BRACING I TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 6.0-0 oc purfins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud 1 I REACTIONS (Ib/size) 1=364!0-3-8, 4=38310-3-8 Max Hoa 1=155(load case 4) Max Upliftl=-74(load case 5), 4=123(load case 5) 1IFORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-98/81,2-3=-7/0,2-4=-277/159 BOT CHORD 1-4=-29/38 I NOTES ' 11) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and A.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 I 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 per Table No. 16-8, UBC -97. i 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 1 and 123 Ib uplift at joint 4. I LOAD CASE(S) Standard 1 Scale = 1:18.31 Camber= 1/4 int I I I 1 /Q�,pFESSIpNq/ � 003 T. 804OG) I U.1 C 34229 M j 'E�( 41 /07 \slCIW - ,q ��\P TF OF CAOF� i LA QUINTA;11 IT03-0088 G01 1 7,yT a ROOF Job Reference (op Liqq211 A.C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:26 fo-03Page --il 5-9-0 11-6-0 5-9-0 5-9-0 Scale = 1: 18.7 5x6 2 5.00 f12 vi iwil 91 3 3x4 = 2x4 il 3x4 5-9-0 11-6-0 5-9-0 0-1-14 5-7-2 LOADING(psf) SPACING 2-0-0 CSI DEFIL in (loc) I/defi L/d I PLATES GRIP TCLL 20,:00 Plates Increase 1.25 TC 0.31 Vert(LL) 0.02 11-4 >999 240 M1120 185/144 TCDL 14 Lumber Increase 1.25 SC 0.24 Vert(TL) -0.05 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB O.Q8 iHorz(TL) 0.00 3 n/a n1a BCDL 14.0 i Code UBC97/ANS195 (Matrix) I Weight: 30 lb ILUMBERBRACING ; TOP CHORD 2 X'4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (lb/size) 1=219/0-7-4. 3=219/0-7-4, 4=608/0-7-4 Max Horz 1 =46(load case 5) Max Upliftl =-57(load case 5), 3=-65(load case 6), 4=-88(load rase 5) Max Grav 1 =226(load case 7), 3=226(load case 8). 4=608(load case 1) 1 ) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-119/65,2-3=-119/45 I BOT CHORD 1-4=-5/51. 3-4=-5/51 'WEBS 24=387/125 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS115 If end n 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 per Table No. 16-B. UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 1. 65 lb uplift at joint 3 and 88 Ib uplift at joint 4. LOAD CASE(S) Standard �pFESSI 0 -1, 200 1 T 804 co rn 3 M X LU C 34229 1:y EXP. 6/30/07 �OF C Job Trus IT03-0088 I G02 --. F A.0 .­�louston Lumber Company, Ir 1 1 1-0-0 1-0-0 � I 3x4 := ROOF TRUSS nc. 5-9-0 5-9-0 4x6 = 4 S 11-6-0 5-9-0 3 5.00 F12 IW1l T1 ( �T1- I LUMBER . TOP CHORD 2 X 4 SPF 1650E 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 2 X 4 HF Stud 2x4 l i 3x4 = 5-7-2 5;9-0 11-6-0 5-7-2 0-1-14 5-9-0 CSI - --- in (loc) Well !— I LOADING(psf) ( SPACING 2-0-0 0.01 I TCLL 20.0 Plates Increase 1.25 BC 0.23 TCDL 14.0 Lumber Increase 1.25 i BCLL 0.0 Rep Stress Incr YES BCDL 14.0 L Code UBC97/ANSI95 LUMBER . TOP CHORD 2 X 4 SPF 1650E 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 2 X 4 HF Stud 2x4 l i 3x4 = 5-7-2 5;9-0 11-6-0 5-7-2 0-1-14 5-9-0 CSI DEFL in (loc) Well L/d I PLATES GRIP TC 0.29 Vert(LL) 0.01 2-6 >999 240 M1120 185/144 BC 0.23 Vert(TL) -0.04 2-6 >999 .180 i WB 0.08 Horz(TL) 0.00 4 n/a n/a (Matrix) i Weight: 33 lb REACTIONS (Ib/size) 2=327/0-7-4, 4=327/0-7-4, 6=577/0-7-4 Max Horz 2=-63(load case 6) I Max Uplifl2=-139(load case 5), 4=-150(load case 6), 6=-70(load case 5) 'Max Grav2=333(load case 7), 4=333(load case 8), 6=577(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension : TOP CHORD 1-2=0/27,2-3=-118175,3-4=-118/55,4-5=0/27 BOT CHORD 2-6=0/48,4-6=0/48 WEBS 3-6=-373/115 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 Ib uplift at joint 2, 150 lb uplift at joint 4 and 70 Ib uplift at joint 6. LOAD CASE(S) Standard 1-0-0 Scale = 1:22. Oil i i i i i I 5 i`ri Q\-kpFESS10N� 2003 T. 804 m U C 342297 mm \S' 1 C 1VI\� OFC ---- i I i' IT03-0088 i G03 i MONO TRUSS A.C. Houston Lumber Comp na y, Indio, CA. MiTek Industries, Inc. 1-0-0. -- 1-0-0 t LOADING(psf) SPACING 2-0-0, TCLL 20.0 I Plates Increase 1.25 I TCDL 14.0 Lumber Increase 1.25 i BCLL 0.0 ( Rep Stress Incr YES BCDL 14.0 Code UBC97/ANSI95 CSI TC 0.08 BC 0.08 I WB 0.04 (Matrix) i r� N BOT CHORD 2 X 4 SPF 1650F 1.6E N 1 I OTHERS 2 X 4 HF Stud I ! iv REACTIONS (Ib/size) 2=211/4-5-13.5=-7/4-5-13,6=284/4-5-13 lT Max Horz 2=95(load case 4) ' Max Uplift2=-85(load case 5), 5=-10(load case 2), 6=-78(load case 5) i Max Grav2=21 1 (load case 1), 5=8(load case 6), 6=284(load case 1) 5.001 12 T1 I 4-5-13 2x4 II - 4-5-13 ------ ---- 4 i —kale = 1:10.2 2x4 I I 3 l W1 i L' --J 1 I I ST1 i 1 I i i I { I I {---------- — I -�t i 9x — ---- 4-5-13 —-2x-4-U----------.--2x4-ti DEFL in (loc) I/deb Ud PLATES GRIP Vert(LL) n/a - n/a 999 M1120 185/144 Vert(TL) 0.00 1 >999 180 Horz(TL) 0.00 5 n/a n/a Weight: 15 lb - BRACING TOP CHORD Sheathed or 4-5-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 E S - --1 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chard dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" j3) Gable studs spaced at 1-4-0 oc. ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 15) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 2, 10 Ib uplift at joint 5 and 78 Ib uplift at joint 6. 6) Non Standard bearing condition. Review required. LOAD CASE(S) Standard i I I � FES, U 24, 2003 N� P q T. B04OG FZ j 7� �Z 34229 m W C � EXP. 6/30/07 \ OF CA��FO LOADING(psf) SPACING 2-0-0, TCLL 20.0 I Plates Increase 1.25 I TCDL 14.0 Lumber Increase 1.25 i BCLL 0.0 ( Rep Stress Incr YES BCDL 14.0 Code UBC97/ANSI95 CSI TC 0.08 BC 0.08 I WB 0.04 (Matrix) 'LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud ! REACTIONS (Ib/size) 2=211/4-5-13.5=-7/4-5-13,6=284/4-5-13 Max Horz 2=95(load case 4) ' Max Uplift2=-85(load case 5), 5=-10(load case 2), 6=-78(load case 5) Max Grav2=21 1 (load case 1), 5=8(load case 6), 6=284(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/26, 2-3=-62/43, 3-4=-31/23,4-5=-10/5 I BOT CHORD 2-6=-16/21,5-6=-16121 W B 3 6- 92/110 DEFL in (loc) I/deb Ud PLATES GRIP Vert(LL) n/a - n/a 999 M1120 185/144 Vert(TL) 0.00 1 >999 180 Horz(TL) 0.00 5 n/a n/a Weight: 15 lb - BRACING TOP CHORD Sheathed or 4-5-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1 E S - --1 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chard dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" j3) Gable studs spaced at 1-4-0 oc. ' 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 15) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 2, 10 Ib uplift at joint 5 and 78 Ib uplift at joint 6. 6) Non Standard bearing condition. Review required. LOAD CASE(S) Standard i I I � FES, U 24, 2003 N� P q T. B04OG FZ j 7� �Z 34229 m W C � EXP. 6/30/07 \ OF CA��FO JjIT03-0088 H01 I A.C. Houston Lumber Company Indio, CA, MiTek Industries, Inc. 3-9-8 3-9-8 LA QUINTA #1 ---------'--'--------- I Job Reference (optional) s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:27 2003 Paae 1 7-6-8 11-4-0 3-9-0 3-9-8 1 Scale = 1:18.5 3-9-8 _-- _ 7-6-8 _ -- 10_9-12 3-9-8 3-9-0 3-3-4 0-6-4 ' 3.20 r 12 in (loc) 4x4 = I. 2-0-0 TCLL 20.0 2 4x8 = 1.25 3 1 1.25 BCLL 0.0 I Rep Stress Incr NO BCDL 14.0 T1"/ _I'IW1 �- W —.—.--. W1 = �I 4 �I - -- — . �_- --- I — -- ---- _ `T1 —r-------- - --------- i 4Im - -, u 131 _. 3x8------------------- -------- -- -------- �-- -�' I --- — . h. 6 5 I , 2x4 II 3x6 = ' 3x8 z: ' 3-9-8 _-- _ 7-6-8 _ -- 10_9-12 3-9-8 3-9-0 3-3-4 0-6-4 CSI Plate Offsets (X Y)_(2_0-6_10-2_0] in (loc) LOADING(psf) I SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 I Rep Stress Incr NO BCDL 14.0 Code UBC97/ANSI95 CSI I DEFL in (loc) Udefl Lid PLATES GRIP TC 0.17 I Vert(LL) 0.04 5-6 >999 240 M1120 185/144 BC 0.31 Vert(TL) -0.09 5-6 >999 180 WB 0.12 Horz(TL) 0.02 4 n/a n/a (Matrix) Weight: 41 lb rLUMBER------------- BRACING ---- ' TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 5-4-7 oc pur(ins, except BOT CHORD 2 X 6 OF 1650F 1.6E 2-0-0 oc purlins (5-611 max.): 2-3. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS (Ib/size) 1=668/0-10-4, 4=677/0-4-0 Max Horz 1=18(load case 5) 1 1 Max Upliftl=-148(load case 3), 4=-149(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1853/417, 2-3=-1715/396, 3-4=-1772/395 BOT CHORD 1-6=-391/1755,5-6=-394/1802,4-5=-353/1667 WEBS 2-6=-271340,2-5=-162155, 3-5=-41/339 'NOTES i 1) Unbalanced root live loads have been considered for this design. 1 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 It above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 148 Ib uplift at joint 1 and 149 Ib uplift at joint 4. 6) Girder carries hip end with 3.9-8 end setback 7) Girder carries hip end with 3-9-8 end setback 1 1 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 19) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 110.1lb down and 29.616 up at 7-6-8, and 110.1lb down and 29.61b up at 3-9-8 on bottom chord. The design/selection of such special connection device(s) is the responsibility of others. • 10) 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=-68, 2-3=-52(F=16), 3-4=-68, 1-6=-32(F=-4), 5-6=-80(F=-52), 4-5=-32(F=-4) Concentrated Loads (lb) Vert: 6=-110(F) 5=-110(F) �ofESS/oZ 2003PM T. 80�G) w C 34229 rn P /3 .07 STq� lVi OF CAL\FO��\�' Job IT03-0088 A.C. Houston Lumber H02 3-3-9 1-0-0 ° 3-3-9 TRUSS 1 1 1 s 4-11-0 6-5-0 8-0-10 1-7-8 1-6-0 1-7-10 3.20,',-f2- 4x4 .20;124x4 4x4 = 4x4 5 5.00 (12 3 00J N o0 a0 2 3x4 = 4 4x4 W2 W3 W3 W4 i f tl W I � i II! ri es, Inc. Tue Dec 23 13:51:27 2003 Page T 11-4-0 I — i 3-3-6 ! Scale = 1:21.6 I I ! II I T5• - 7 7 iN 10 9 8 LJ 3x4 = 3x4 = 3x4 = 3x4 : _ _ 3-3-9 5-8-0 8-0-10 11-4-0 —1 i PLATES GRIP M1120 185/144 Weight: 40 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.6E 2-0-0 oc pudins (6-0-0 max.): 4-5. I WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I i REACTIONS (lb/size) 7=517/0-3-8.2=621/0-7-4 Max Horz 2=60(load case 5) i Max Uplift7=-95(load case 6), 2=-1.68(load case 5) 1 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-912/141. 3-4=-827/152, 4-5=-750/156, 5.6=-888/186, 6-7=-964/167 1 BOT CHORD 2-10=-104!783, 9-10=-101!731, 8-9=-101!742, 7-8=-124/842 WEBS 3-10=-16/64. 4-10=-341108.4-9=-17/86, 5-9=-21/66, 5-8=-72/175, 6-8=-48779 NOTES 11) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf lop chord dead load and 4.8 psf bottom chord dead load• in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 Ib uplift at joint 7 and 168 Ib uplift at joint 2. 6) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �pFESS/p^, 2003 ' SOP QPM T. BO/ �� ! A ��G� �% l � /r 1 LU C 34229 mrn Cr EXP- 6/30/07 I \kp C IVI\ ��\P \� F CAS\F� j I LOADING (psf) i SPACING 2-0-0. CSI ! DEFL in (loc) I/deFl L/d TCLL 20.0 j Plates Increase 1.25 TC 0.11 I Vert(LL) 0.01 9 >999 240 • TCDL 14.0 j Lumber Increase 1.25 BC 0.19 Vert(TL) -0.03 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.06 i Horz(TL) 0.01 7 n/a n/a BCDL 14.0 I Code UBC97/ANSI95 (Matrix)--- LUMBER BRACING PLATES GRIP M1120 185/144 Weight: 40 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.6E 2-0-0 oc pudins (6-0-0 max.): 4-5. I WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I i REACTIONS (lb/size) 7=517/0-3-8.2=621/0-7-4 Max Horz 2=60(load case 5) i Max Uplift7=-95(load case 6), 2=-1.68(load case 5) 1 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-912/141. 3-4=-827/152, 4-5=-750/156, 5.6=-888/186, 6-7=-964/167 1 BOT CHORD 2-10=-104!783, 9-10=-101!731, 8-9=-101!742, 7-8=-124/842 WEBS 3-10=-16/64. 4-10=-341108.4-9=-17/86, 5-9=-21/66, 5-8=-72/175, 6-8=-48779 NOTES 11) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf lop chord dead load and 4.8 psf bottom chord dead load• in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 Ib uplift at joint 7 and 168 Ib uplift at joint 2. 6) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard �pFESS/p^, 2003 ' SOP QPM T. BO/ �� ! A ��G� �% l � /r 1 LU C 34229 mrn Cr EXP- 6/30/07 I \kp C IVI\ ��\P \� F CAS\F� j I ;Job Trus I IT03-0088 H03 • A.C. Houston Lumber Company, Ir • 1-0-0 1-0-0 nc. 5-8-0 Oly . Ply l.A QUINTA #1 1 I 1I I Job Reference (optional) 5.200 s Oct 21 2003 MiTek Ind 11-4-( 5-8-0 4x4 =_ 3 Scale = 1:20.31 2x4 11 3x4 .= PLATES GRIP M1120 185/144 Weight: 31 Ib TOP CHORD 2 X 4 SPF 1650E 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF'1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=517/0-3-8, 2=621/0-7-4 Max Horz2=70(load case 5) 1 Max Uplift4=-100(load case 6), 2=-174(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension ( TOP CHORD 1-2=0/27, 2-3=-844/151, 3-4=-839/134 BOT CHORD 2-5=86!711, 4-5=-86/711 WEBS 3-5=0/306 ' NOTES 1) Unbalanced roof live loads have been considered for this design. j 2 This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom ichord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 4 and 174 Ib uplift at joint 2. LOAD CASE(S) Standard /9,OFESS10N �' 2003 ��Oe QPM T. BO 2 7 G1co M Z 1 GL C 34229 n EXP. 6/30/07 I \C IW � OF CAL�F� 5-8-0 114-00 — 5-8-0 5-8-0 late_Offsets (X,Y): j2:0.0-0,0-0-01 ' ?— LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 TC 0.29 Vert(LL) 0.03 4-5 >999 240 TCDL 14.0 Lumber Increase 1.25 BC 0.2g Vert(TL) -0.07 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 4 n/a n/a BCDL 14.0 Code UBC97/ANSI95 (Matrix) 1 LUMBER – BRACING PLATES GRIP M1120 185/144 Weight: 31 Ib TOP CHORD 2 X 4 SPF 1650E 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF'1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud REACTIONS (Ib/size) 4=517/0-3-8, 2=621/0-7-4 Max Horz2=70(load case 5) 1 Max Uplift4=-100(load case 6), 2=-174(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension ( TOP CHORD 1-2=0/27, 2-3=-844/151, 3-4=-839/134 BOT CHORD 2-5=86!711, 4-5=-86/711 WEBS 3-5=0/306 ' NOTES 1) Unbalanced roof live loads have been considered for this design. j 2 This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom ichord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-13, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 4 and 174 Ib uplift at joint 2. LOAD CASE(S) Standard /9,OFESS10N �' 2003 ��Oe QPM T. BO 2 7 G1co M Z 1 GL C 34229 n EXP. 6/30/07 I \C IW � OF CAL�F� SJob Truss IT03-0088 I H04 A.C.Houston Lumber Company, Indio, Truss ROOFTRUSS 1 1 1 1iTek Industries, Inc. — — 5.200 s Oct 21 2003 MiTek Industries, Inc Tue Dec 23 13:51:28 2003 —Pad—e-1 5=8-0 -- I -- 114-0 — ----1 5-8-0 5-8-0 . Scale = 1:18.51 4x6 = 2 5.00 ! I i j /� -- ---------- -- - - —� 3x4 =. 4 2x4 11 3x4 ----- ------ 5-8-0 ---- -- ------ — 11-4-0---------.._� 5-8-0 5-8-0 Plate Offsets (X_YZ:_[3:0 0 0,0-0-01_-4- �..: ---- LOADING(psf) i SPACING 2-0-0 CSI i 3 4 2x4 11 3x4 ----- ------ 5-8-0 ---- -- ------ — 11-4-0---------.._� 5-8-0 5-8-0 PLATES GRIP M1120 185/144 Weight: 30 Ib TOP CHORD 2 X 4 SPF 16501' 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud 1. i REACTIONS (Ib/size) 1=525/0-7-4, 3=525/Mechanical Max Horz 1=45(load case 5) Max Uplifll=-100(load case 5), 3=-102(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension r TOP CHORD 1-2=-870/156. 2-3=-867/152 BOT CHORD 1-4=-103/738, 3-4=-103!738 WEBS 2-4=0/311 ' I 1 NOTES 1) Unbalanced roof live loads have been considered for this design. j2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom 1 chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end 1 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 i 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 1 and 102 Ib uplift at joint 3. i LOAD CASE(S) Standard 'Dec FES 0013 20p3 �7� z m .1 C 34229 A EXP. 6/30/07 C IVIL q OFC Plate Offsets (X_YZ:_[3:0 0 0,0-0-01_-4- �..: ---- LOADING(psf) i SPACING 2-0-0 CSI i DEFL in (loc) I/debL/d TCLL 20.0 I Plates Increase 1.25 TC 0.31 Vert(LL) 0.03 3-4 >999' 240 TCDL 14.0 Lumberincrease 1.25 BC 0.30 Vert(TL) -0.07 3-4 >999 180 I BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 3 n/a n/a I BCDL 14.0 —� Code UBC97/ANSI95 (Matrix) I -- ' LUMBER BRACING PLATES GRIP M1120 185/144 Weight: 30 Ib TOP CHORD 2 X 4 SPF 16501' 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud 1. i REACTIONS (Ib/size) 1=525/0-7-4, 3=525/Mechanical Max Horz 1=45(load case 5) Max Uplifll=-100(load case 5), 3=-102(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension r TOP CHORD 1-2=-870/156. 2-3=-867/152 BOT CHORD 1-4=-103/738, 3-4=-103!738 WEBS 2-4=0/311 ' I 1 NOTES 1) Unbalanced roof live loads have been considered for this design. j2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom 1 chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end 1 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 i 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint 1 and 102 Ib uplift at joint 3. i LOAD CASE(S) Standard 'Dec FES 0013 20p3 �7� z m .1 C 34229 A EXP. 6/30/07 C IVIL q OFC IJob ' '--------------...ITruss---�— i IT03-0088 1101 A.C. Houston Lumber Company, Indio, CA, ,_1-0=0 , - _ 4-3-14 1-0-0 4-3-14 � I 1 of - L. 3x8 :- 8-0-0 10-11-4 14-7-6 3-8-2 2-11-4 3-8-2 4x8 = 4x6 = 5.00 (12 (T.--- -----' 3x4. I 3x4 3 W3 W4 W3 6 1=3, 1%V1 W2 I W2--' W1 L— L 10 13 9 6x6 6x8 9-5-10 10-114 4-3-14 8-0-0 _ 8-0 12 10-10-8 „ 4-3-14 3-8-2 0-0-12 1-4-14 1-4-14 0-0-12 8 2x4 I! 14-7-6 1- 3-8-2 Placa oftsels L•�_L2:o-3-t.o-1-s)=[a:o-s=a:o=z�—_ -- -- — - -- 18-11-4 4-3-14 Scale = 1:33.41 Camber= 1/8 in! i REACTIONS (Ib/size) 7=1814/0-3-8,2=1929/0-74 Max Horz 2=92(load case 5) t Max UpliH7=-656(load case 6), 2=-736(load case 5) FORCES ((b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-4047/1483, 3-4=-3762/1492, 4-12=-3500/1434, 5-12=-3500/1434, 5-6=-3789/1509, 6-7=-4145/1542 BOT CHORD 2-11=-1373/3655, 10-11=-1373/3655, 10-13=-1338/3473, 9-13=-1338/3473, 8-9=-1374/3768, 7-8=-1374/3768 WEBS 3-11=0/126, 3-10=-255/53,4-10=-303/939. 4-9=-66/135, 5-9=-309/971, 6-9=-348/106, 6-8=01125 ,NOTES 1 1) Unbalanced roof live loads have been considered for this design. i 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. ! 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 656 Ib uplift at joint 7 and 736 Ib uplift at joint 2. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 1 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159.21b down and 137.21b up at 8-0-0, and 159.21b down and 137.21b up at 9-5-10, and 159.21b down and 137.21b up at 10-11-4 on top chord, and 676.81b down and 295.71b up at 8-0-0, and 101.41b down at 1 9-5-10, and 676.81b down and 295.71b up at 10-10-8 on bottom chord. The design/selection of such special 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). t LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) i Vert: 1-4=-68, 4-5=-68, 5-7=-68. 2-7=-28 Concentrated Loads (lb) Vert: 4=-159(F) 5=-159(F) 10=-677(F) 9=-677(F) 12=-159(F) 13=-45(F) 1 1 ' FE S/0 2003 i T. B040 <�2 Cl)' m LU C 34229_ m P-9/3 f \C I VI rF OF CAL�FO LOADING(psf) T SPACING 2-0-0 CSI DEFL in (loc) I/deb L/d PLATES GRIP 1 TCLL 20.0 I Plates Increase 1.25 i TC 0.32 Vert(LL) 0.12 10 >999 240 M1120 185/144 1 TCDL 14.0 Lumberincrease 1.25 i BC 0.49 Vert(TL) -0.22 9-10 >999 180 1 BCLL 0.0 I Rep Stress Incr NO WB 0.34 Horz(TL) 0.06 7 n/a n/a I 14.0 Code UBC97/ANSI95 (Matrix) j Weight: 88 lb IfBCDL :LUMBER — BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 3.5-1 oc purlins, except BOT CHORD 2 X 6 DF 1650F 1.6E 2-0-0 oc purlins (3-9.3 max.): 4-5. WEBS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. i REACTIONS (Ib/size) 7=1814/0-3-8,2=1929/0-74 Max Horz 2=92(load case 5) t Max UpliH7=-656(load case 6), 2=-736(load case 5) FORCES ((b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-4047/1483, 3-4=-3762/1492, 4-12=-3500/1434, 5-12=-3500/1434, 5-6=-3789/1509, 6-7=-4145/1542 BOT CHORD 2-11=-1373/3655, 10-11=-1373/3655, 10-13=-1338/3473, 9-13=-1338/3473, 8-9=-1374/3768, 7-8=-1374/3768 WEBS 3-11=0/126, 3-10=-255/53,4-10=-303/939. 4-9=-66/135, 5-9=-309/971, 6-9=-348/106, 6-8=01125 ,NOTES 1 1) Unbalanced roof live loads have been considered for this design. i 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. ! 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 656 Ib uplift at joint 7 and 736 Ib uplift at joint 2. 6) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 1 7) Special hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159.21b down and 137.21b up at 8-0-0, and 159.21b down and 137.21b up at 9-5-10, and 159.21b down and 137.21b up at 10-11-4 on top chord, and 676.81b down and 295.71b up at 8-0-0, and 101.41b down at 1 9-5-10, and 676.81b down and 295.71b up at 10-10-8 on bottom chord. The design/selection of such special 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). t LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) i Vert: 1-4=-68, 4-5=-68, 5-7=-68. 2-7=-28 Concentrated Loads (lb) Vert: 4=-159(F) 5=-159(F) 10=-677(F) 9=-677(F) 12=-159(F) 13=-45(F) 1 1 ' FE S/0 2003 i T. B040 <�2 Cl)' m LU C 34229_ m P-9/3 f \C I VI rF OF CAL�FO TJob --- --------- ---- – TT—nsS-- IT03-0088 1102 i_ A.C. Houston Lumber Company. Indio, 5-0-11 U s 9-5-10 13-10-9 18-114 19-11-4 4-4-15 44-15 5-0-11 1-0-0 i Scale: 3/8"=11 Camber = 1/16 in' 4x4 = 3 5.00j-1 -2- 2x4 .00 122x4 _ ' ,• \�\--� � � 2x4 2 W2' W2 4 i _ 1N1 Wi --- ---- -- ------�1------B1----�r---- ----- — —_ �. �—� 6 --------- --------- --------- ------------- tom` to 8 7 3x4 '- 3x4 = 3x4 = 6-6-6 6-6-6 !:LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E i BOT CHORD 2 X 4 SPF 165OF 1.6E WEBS 2 X 4 HF Stud 1 REACTIONS (Ib/size) 1=877/0-7-4,5=976/0-7-4 Max Horz 1=-100(load case 6) 124-14 18-114 5-10-9 6-6-6 i i Plate Offsets (X,Y): [4:0-0-0,0-0-01, [5:0-0-0,0-0-01, [7:0-0-0,0-0-01 CSI I DEFL in floc) I/deo L/d LOADING(psfI SPACING 2-0-0 Vert(LL) 0.04 ' TCLL 20.0 I Plates Increase 1.25 I TCDL 14.0 BCLL 0.0 Lumber Increase 1.25 Rep Stress Incr YES i BCDL 14.0 I Code UBC97/ANSI95 !:LUMBER TOP CHORD 2 X 4 SPF 165OF 1.6E i BOT CHORD 2 X 4 SPF 165OF 1.6E WEBS 2 X 4 HF Stud 1 REACTIONS (Ib/size) 1=877/0-7-4,5=976/0-7-4 Max Horz 1=-100(load case 6) 124-14 18-114 5-10-9 6-6-6 i CSI I DEFL in floc) I/deo L/d PLATES GRIP -- TC 0.21 Vert(LL) 0.04 1-8 >999 240 M1120 185/144 j BC 0.38 Vert(TL) -0.12 1-8 >999 180 1i WB 0.18 Horz(TL) 0.03 5 n/a n/a (Matrix) i Weight: 63 lb --- – BRACING - –--------------------- TOP CHORD Sheathed or 5-5-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I Max Upliftl=-169(load case 5), 5=-e4tlioao case o1 FORCES (lb) - Maximum Compression/Maximum Tension •. TOP CHORD 1-2=-1676/324, 2-3=-1497/299, 3-4=-1482/282, 4-5=-1673/305, 5-6=0/27 BOT CHORD 1-8=-310/1490.7-8=-131/1026,5-7=-198/1472 WEBS 2-8=-293/183, 3-8=-117/525,3-7=-101/505,4-7=-283/175 i NOTES 1) Unbalanced roof live loads have been considered for this design. ' 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-8, UBC -97. i 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 1 and 242 lb uplift at joint 5. LOAD CASE(S) Standard �1 I i IS /9lpFESSIpNgr' 2003 p�O�C-) 0 C 34229 M EXP. 6130107 \S'J C IVIS- OF CAS SFO JI 1Job IT03-0088 A.C. Hou: I - 5-U-11 , `J-5-1 U 1 S-1 U -1d 10-11-4 — 5-0-11 4-4-15 4-4-15 5-0-11 Scale = 1:31.3' Camber= 1/16 ink 4x4 = 3 f 5.00 12' i 2X4 - / 2X4 I 2 - W2 W2 '� 4 ' W1 W1 _ • i �r -- --- -- ri .• 81 rf % ------ -- 1p 3x4 -- 6-6-6 7 6 3x4 = 3x4 = 12-4-14 5-10-9 SLUMBER - TOP CHORD 2 X 4 SPF 1650F 1.6E SOT CHORD 2 X 4 SPF 165OF 1.6E I WEBS 2 X 4 HF Stud 18-11-4 DEFL in (loc) I/deFl L/d PLATES GRIP Vert(LL) 0.04 1-7 >999 240 M1120 185/144 Vert(TL) -0.12 1-7 >999 180 Horz(TL) 0.04 5 n/a n/a I Weight: 621b BRACING TOP CHORD Sheathed or 5-5-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. l REACTIONS (Ib/size) 1=880/0-7-4, 5=880/0-7-4 Max Horz 1=75(load case 5) Max Upliftl=-170(load case 5), 5=-170(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=-16841325,2-3=-1505/300,3-4=-1505/301,4-5=-1684/325 BOT CHORD 1-7=-319/1497,6-7=-140/1034,5-6=-244/1497 WEBS 2-7=-293/183, 3-7=-116/524, 3-6=-117/524, 4-6=-293/183 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 Ib uplift at joint 1 and 170 Ib uplift at joint 5. LOAD CASE(S) Standard 3x4 - 1 Dec 2 Q�pFESSIO 2003 1 �GQ \PM 7.130 N.� ,> mco LU C 34229 IT, 1 EXP. � � I \C IVIL � OF CAL�FO LOADING(psf) TCLL 20.0 I SPACING Plates Increase 2-0-0, 1 1.25 CSI TC 0.21 TCDL 14.0 Lumber Increase 1.25 BC 0.38 BCLL 0.0 Rep Stress Incr YES I WB 0.1,8 — ! BCDL 14.0 ; Code UBC97/ANSI95 (Matrix) SLUMBER - TOP CHORD 2 X 4 SPF 1650F 1.6E SOT CHORD 2 X 4 SPF 165OF 1.6E I WEBS 2 X 4 HF Stud 18-11-4 DEFL in (loc) I/deFl L/d PLATES GRIP Vert(LL) 0.04 1-7 >999 240 M1120 185/144 Vert(TL) -0.12 1-7 >999 180 Horz(TL) 0.04 5 n/a n/a I Weight: 621b BRACING TOP CHORD Sheathed or 5-5-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. l REACTIONS (Ib/size) 1=880/0-7-4, 5=880/0-7-4 Max Horz 1=75(load case 5) Max Upliftl=-170(load case 5), 5=-170(load case 6) FORCES (Ib) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=-16841325,2-3=-1505/300,3-4=-1505/301,4-5=-1684/325 BOT CHORD 1-7=-319/1497,6-7=-140/1034,5-6=-244/1497 WEBS 2-7=-293/183, 3-7=-116/524, 3-6=-117/524, 4-6=-293/183 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 per Table No. 16-B, UBC -97. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 Ib uplift at joint 1 and 170 Ib uplift at joint 5. LOAD CASE(S) Standard 3x4 - 1 Dec 2 Q�pFESSIO 2003 1 �GQ \PM 7.130 N.� ,> mco LU C 34229 IT, 1 EXP. � � I \C IVIL � OF CAL�FO ,Job (Trus I IT03-0088 I PGI � I COMMON - 12 I 1 1 Job Reference (optional) tries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:30 2003 Page' -V, I 8-6-8 17-1-0 8-6-8 8-6-8 4x4 = Scale = 1:46.91 5 rl i i! t 6 4 If i 13.00112 SII 11II I ST,4 N -6 O 3x4 16 15 14 13 12 11 10 3x4 Continuous Bearing 17-1-0 _ 17-1-0 _ ! LOADING(psf) SPACING 2-0-0, CSI I DEFL in floc) I/deb L/d PLATES GRIP TC LL 20.0 Plates Increase 1.25 TC 0.09 Vert(LL) . n/a n/a 999 M1120 185/144 i TCDL 14.0 Lumber Increase 1.25 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 9 n/a n/a BCDL 14.0 Code UBC97/ANSI95 (Matrix) Weight: 88 lb :LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i OTHERS 2 X 4 HF Stud WEBS 1 Row at midpt 5-13 REACTIONS (Ib/size) 1=117/17-1-0, 9=117/17-1-0, 13=132/17-1-0, 14=192/17.1-0, 15=182/17-1-0, 16=233/17-1-0, 12=192/17-1-0, 11=182/17-1-0, 10=233/17-1-0 Max Horz 1=255(load case 4) Max Upliftl=-74(load case 3), 9=-35(load case 4), 14=-140(load case 5), 15=-148(load case 5), 16=-181(load case 5), 12=-137(load case 6), 11=-149(load case 6), 10=-181(load case 6) Max Gravl=219(load case 5), 9=193(load case 6), 13=185(load case 6), 14=197(load case 7), 15=182(load case 1), 16=233(load case 7), 12=197(load case 8), 11=182(load case 1), 10=233(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-322/137, 2-3=-173/120, 3-4=95/112, 4-5=-91/173, 5-6=-91/149, 6.7=-93/77, 7-8=-136/68,8-9=-288/85 I BOT CHORD 1-16=-56/241, 15-16=-56/241, 14-15=-56/241, 13-14=-56/241, 12-13=-56/241, 11-12=-56/241, 10-11=-56/241, 9-10=-56/241 WEBS 5-13=-165/0, 4-14=-139/158, 3-15=-132/172, 2-16=-154/185, 6-12=-139/155. 7-11=-132/173, 8-10=-154/185 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 4) All plates are 2x4 M1120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 1 ; 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. ! 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 1, 35 Ib uplift at joint 9, 140 Ib uplift at joint 14, 148 Ib uplift at joint 15, 181 Ib uplift at joint 16, 137 Ib uplift at joint 12, 149 Ib uplift at joint 11 and 181 Ib uplift at joint 10. LOAD CASE(S) Standard 'Dec Q�OFESS10,�,24' 2003 i ' � m LU C 34229 rn IS °C EXP.6/30/07 C IV)\- I ; gTFOFCA�\FO -- I IT03-0088 VTOL i ROOF TRUSS 1'-----�—usto—'--.--..�--------------- ---- A.C. Hon Lumber Company, Indio, CA, MiTek Industries, Inc. t li 5.200s I 2-0-0 2 2-0-0 Scale = 1:6.2 5.00 (12 T1 L j T1 3 B 1 i I 2X4 Continuous Bearing 2X4 ,�._ ------�_ LOAD ING(psf) i -- SPACING 2-0-0, TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 SCLL 0.0 j Rep Stress Incr YES BCDL 14.0 Code UBC97/ANSI95 LUMBER TOP CHORD 2 X'4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 165OF 1.6E 1 CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.02 Vert(LL) n/a n/a 999 M1120 197/144 BC 0.07 Vert(TL) n/a n/a 999 j I WB O.Q-O ' Horz(TL) 0.00 3 n/a (Matrix) -- I — Weight:8lb BRACING ---` ----- ---------� TOP CHORD Sheathed or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i i - REACTIONS (Ib/size) 1=122/4-0-0, 3=122/4-0-0 Max Hofz 1=-10(load case 6) 1 l Max Upliftl=-24(load case 5), 3=-24(load case 6) I i FORCES (lb) - Maximum Compression/Maximum Tension I TOP CHORD 1-2=-126/45,2-3=-126/45 BOT CHORD 1-3=-33/104 i t i NOTES 1) Unbalanced roof live loads have been considered for this design. i2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf anoccupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are bottom chard dead load, in the gable end roof zone on 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) Gable requires continuous bottom chord bearing. 14) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 1 and 24 Ib uplift at joint 3. j i j LOAD CASE(S) Standard I I 1 i w i 'Dec � . 24 I '200 Q�OFESSIONq T. 804 w C 34229 EXp,3Q 7 \S'T CIVIL � OF CAL�FO 1 .Job ITruss Truss Type :IT03-0088 i VT02 ; ROOF TRUSS A.C. Houston Lumber Company. Indio, CA, MlTek Industriees, Inc. �I 4-0-0 -- 4-0-0 1 t i 1 i 1 -- _ Job Reference (optional) 5.200 s Oct 21 2003 MiTek Ind 8-0-0 4-0-0 4x4 = 2 5.00 F1-2 I ST1 T1 1 l I 3 -----11 Scale = 1:12.41 i 2x4 2x4 II 2x4 Continuous Bearing 8-0-0 8-0-0 DEFL in (loc) I/def! Ud PLATES GRIP Vert(LL) n/a - n/a 999 I M1120 185/144 Vert(TL) nla n/a 999 Horz(TL) 0.00 3 n/a n/a Weight: 19 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I NOTES 1) Unbalanced root live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1, 50 Ib uplift at joint 3 and 30 Ib uplift at joint 4. LOAD CASE(S) Standard it i �pFEssi � � 20p3 j 2 i M C 34229 mLU i EXP. 6/30/0 C IVO- q�OF CAL�FO 1 LOADING(psf) ( SPACING 2-0-0, CSI TCLL 20.0 Plates Increase 1.25 TC 0.15 j TCDL 14.0 Lumber Increase 1.25 I BC 0.11 BCLL 0.0 I Rep Stress Incr YES WB 0.04 BCDL 14.0 Code UBC97/ANSI95 (Matrix) ILUMBER I TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 165OF 1.6E J OTHERS 2 X 4 HF Stud jREACTIONS (Ib/size) 1=154/8-0.0, 3=154/8-0-0, 4=319/8-0-0 Max Hoa 1=-26(load case 6) j Max Upliftl=-46(load case 5), 3=-50(load case 6), 4=-30(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1,2=-57/36,2-3=-57/25 BOT CHORD 1.4=-1/21, 3-4=-1/21 I WEBS 2.4=-205/70 DEFL in (loc) I/def! Ud PLATES GRIP Vert(LL) n/a - n/a 999 I M1120 185/144 Vert(TL) nla n/a 999 Horz(TL) 0.00 3 n/a n/a Weight: 19 Ib BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I NOTES 1) Unbalanced root live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1, 50 Ib uplift at joint 3 and 30 Ib uplift at joint 4. LOAD CASE(S) Standard it i �pFEssi � � 20p3 j 2 i M C 34229 mLU i EXP. 6/30/0 C IVO- q�OF CAL�FO 1 PI Job Truss y LAQUINTA#1 ----- ---- - - -- - --- T---�--- J i IT03-0088 !VT03 IROOFTRUSS �— 1 Job Reference (optional)_ — A.C. Houston lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:31 2003 Page 1-1 6-0-0 _ 12-0-0 — 4x6 Scale = 1:18.6 I j I 2 5.00 j 12 - "/"' Tom. "' , ;ST11 T1 I 3 li 41 ,LUMBER t TOP CHORD 2 X 4 SPF 1650F 1.6E , BOT CHORD 2 X 4 SPF 165OF 1.6E !OTHERS 2 X 4 HF Stud CSI DEFL in (loc) I/deb L/d PLATES GRIP TC 0.29 Vert(LL) n/a n/a 999 M1120 185/144 BC 0.22 Vert(TL) n/a n/a 999 I WB 0.08 i Horz(TL) 0.00 3 n/a n/a (Matrix) Weight: 29 lb tREACTIONS (Ib/size) 1=209/12-0-0, 3=209/12-0-0, 4=595/12-0=0 ` Max Horz 1=41 (load case 5) Max Upliftl=-55(load case 5), 3=-62(load case 6), 4=-87(load case 5) Max Grav1=217(load case 7), 3=217(load case 8), 4=595(load case 1) IFORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-106/59,2-3=-106/40 ' BOT CHORD 1-4=-4/45, 3-4=-4/45 WEBS 2-4=-381/123 BRACING TOP CHORD Sheathed or 6.0-0 oc purlins. BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 12) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load. in the gable end roof zone on an occupancy category It. condition I enclosed building, with exposure C ASCE 7-95 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noncdncurrent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 to uplift at joint 1, 62 Ib uplift at joint 3 and 87 Ib uplift at joint 4. , LOAD CASE(S) Standard Q�pFESS/ONq�' 2003 T. BO � m C 34229 rn LU X cc EXP. 6/30/07 S'T C 1\10- F \10-F CA\ -\FO r- 1 LOADING(pso i SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCOL 14.0 Lumber Increase 1.25 1 BCLL 0.0 I Rep Stress Incr YES 1 BCDL 14.0 Code UBC97/ANSI95 41 ,LUMBER t TOP CHORD 2 X 4 SPF 1650F 1.6E , BOT CHORD 2 X 4 SPF 165OF 1.6E !OTHERS 2 X 4 HF Stud CSI DEFL in (loc) I/deb L/d PLATES GRIP TC 0.29 Vert(LL) n/a n/a 999 M1120 185/144 BC 0.22 Vert(TL) n/a n/a 999 I WB 0.08 i Horz(TL) 0.00 3 n/a n/a (Matrix) Weight: 29 lb tREACTIONS (Ib/size) 1=209/12-0-0, 3=209/12-0-0, 4=595/12-0=0 ` Max Horz 1=41 (load case 5) Max Upliftl=-55(load case 5), 3=-62(load case 6), 4=-87(load case 5) Max Grav1=217(load case 7), 3=217(load case 8), 4=595(load case 1) IFORCES (lb) - Maximum Compression/Maximum Tension TOPCHORD 1-2=-106/59,2-3=-106/40 ' BOT CHORD 1-4=-4/45, 3-4=-4/45 WEBS 2-4=-381/123 BRACING TOP CHORD Sheathed or 6.0-0 oc purlins. BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Unbalanced roof live loads have been considered for this design. 12) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load. in the gable end roof zone on an occupancy category It. condition I enclosed building, with exposure C ASCE 7-95 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load noncdncurrent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 to uplift at joint 1, 62 Ib uplift at joint 3 and 87 Ib uplift at joint 4. , LOAD CASE(S) Standard Q�pFESS/ONq�' 2003 T. BO � m C 34229 rn LU X cc EXP. 6/30/07 S'T C 1\10- F \10-F CA\ -\FO I Job --.----- ----- IT03-0088 A.C. Houston Lumber Cor �I Truss ITruss Type i VT04 I ROOF TRUSS 8-0-0 aty Ply �LA OUINTA #1 —�11 Job Referenc'L (optional 5.200 s Oct 21 2003 MiTek Indusl 16-0-0 8-0-0 4x4 = 3 5.00x12 2x4 1 ! ! 2x4 I 2 T1-- ST2 T1 4 I I I it Scale = 1:24.8; Li--=-C� �••..� 3x4 ;= 2x4 I 2x4 II 2x4 11 3x4 Continuous Bearing �_- 16-0-0 LOI ADING(psf) SPACING 2-0-0, CSI I DEFL in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) n/a - n/a ' 999 M1120 185/144 TCDL 14.0 I Lumber Increase 1.25 BC 0.09 Vert(TL) n/a - n/a 999 BCLL 0.0 I' Rep Stress Incr YES WB O.Q6 Horz(TL) 0.00 5 n/a n/a ; BCDL 14.0 --I Code UBC97/ANS195 -- (Matrix) i Weight: 42 lb 4, LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. : BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud •. I I I •. REACTIONS (Ib/size) 1=129/16-0-0, 5=129/16-0-0, 7=360/16-0-0, 8=389/16-0-0, 6=389/16-0-0 Max Horz 1=57(load case 5) Max Upliftl=-20(load case 6), 5=-2.1 (load case 6), 7=-25(load case 5), 8=-134(load case 5), 6=-134(load case 6) Max Gravl=129(load case 1), 5=129(load case 1), 7=360(load case 1), 8=399(load case 7), 6=399(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-65/43, 2-3=-82/83, 3-4=-82!10, 4-5=-65/31 BOT CHORD 1-8=0/40,7-8=0/40,6-7=0/40.5-6=0/40 i WEBS 3-7=-252/66, 2-8=-279/164, 4-6=-279/163 !NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC971ANSI95 If end I 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. E 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 1, 21 Ib uplift at joint 5, 25 Ib uplift at joint 7, 134 Ib uplift at joint 8 and 134 Ib uplift at joint 6. LOAD CASE(S) Standard i 0 I Q�,'pFESS/ON 2003 T./800 cc m Q C 34229 m EXP. 6/30/07 \`ST C I V 0- ��\P � OF CFO Job I Truss 1703-0088 iVT05 A.C. Hou—ko-6 Lumber Company, Indio, CA, MiTek Industi 2-5-8 ROOF TRUSS I1 I 1 Job Reference (optional)_ 5.200 s Oct 21 2003 MiTek Indi 3x4 = 4.11.0 2-5-8 2 5.00 r12 3 B1 ` Scale = 1:7 2x4 •�. 2x4 Continuous Bearing 4-11-0 4-11-0 I REACTIONS (Ib/size) 1=166/4-11-0,3=166/4-11-0 Max Horz1=-14(load case 6) Max Upliftl=-32(load case 5), 3=-32(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-171/61,2-3=-171/61 BOT CHORD 1-3=-45/141 I CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.04 Vert(LL) n/a n/a 999 ' M1120 197/144 BC 0.13 Vert(TL) n/a n/a 999 WS, 0.00 Horz(TL) 0.00 3 n/a nla (Matrix) I _ — Weight: 10 lb — BRACING TOP CHORD Sheathed or 4-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. " I NOTES j 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 i 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 15) Provide mechanical connection (by others) of truss,to bearing plate capable of withstanding 32 Ib uplift at joint 1 and 32 Ib uplift at joint 3. I LOAD CASE(S) Standard I! I I I �pFESSIpNqIt' 2003 T. 8040 F2 C 6r Z C 34229 X \C IVIL �OF CAL�FO LOADING(psf) I SPACING 2-0-0, TCLL 20.0 Plates Increase 1.25 TCDL 14.0 I Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr YES I BCDL 14.0 I Code UBC97/ANSI95 I (LUMBER _ TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E I REACTIONS (Ib/size) 1=166/4-11-0,3=166/4-11-0 Max Horz1=-14(load case 6) Max Upliftl=-32(load case 5), 3=-32(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-171/61,2-3=-171/61 BOT CHORD 1-3=-45/141 I CSI DEFL in (loc) I/deft L/d PLATES GRIP TC 0.04 Vert(LL) n/a n/a 999 ' M1120 197/144 BC 0.13 Vert(TL) n/a n/a 999 WS, 0.00 Horz(TL) 0.00 3 n/a nla (Matrix) I _ — Weight: 10 lb — BRACING TOP CHORD Sheathed or 4-11-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. " I NOTES j 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 i 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 15) Provide mechanical connection (by others) of truss,to bearing plate capable of withstanding 32 Ib uplift at joint 1 and 32 Ib uplift at joint 3. I LOAD CASE(S) Standard I! I I I �pFESSIpNqIt' 2003 T. 8040 F2 C 6r Z C 34229 X \C IVIL �OF CAL�FO Job ;Truss Truss TypeOty rly ILA OUINTA#1 i .I IT03-0088 I VTO6 ROOF TRUSS 1 I 1 i Job Reference (optional) A-6- Company_ Indio, CA. MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Ind �' — ---—..---- --- _ 4-5.8 ---------- ---- 8 11 ~ 4-5-8 4-5-8 4x4 = 2 5.00 52 i.. "T1 31 1,1311 Scale = 1:13.81 2x4 -- PLATES PLATES GRIP M1120 185/144 Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 1=176/8-11-0.3=176/8-11-0.4=364/8-11-0 Max Horz 1=29(load case 5) Max Uptiftl=-52(load case 5), 3=-57(1oad case 6), 4=-35(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-65/41, 2-3=-65/28 BOT CHORD 1-4=-1/24,3-4=-1/24 WEBS 2-4=-234/79 NOTES 1) Unbalanced roof live loads have, been considered for this design. - 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom j chord dead load, in the gable end roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 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) Gable requires continuous bottom chord bearing. j 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 1, 57 Ib uplift at joint 3 and 35. Ib uplift at joint 4. i LOAD CASE(S) Standard i I i I I I j I i i i 1 F E Dec 24, 2p ' �o ON 03 �OP�PMT.BO��. Z (D C 34229 r CC EXR 6/30/07 \S'T C I V- \� OF CAL�F� 2x4 2x4 it Bearing _ _------_._-.__--.---- - _Continuous —_-----`-_-- 8-11-0 -- LOADING(psf) SPACING 2-00, CSI DEFL in (loc) I/dell L/d I TCLL 20.0 Plates Increase 1.25 TC 0.20 Vert(LL) n/a n/a 999 TCOL 14.0 Lumber Increase 1.25 BC 0.14 Vert(TL) n/a n/a 999 i ' BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 3 n/a n/a . BCDL 14.0 i Code UBC97/ANSI95 (Matrix) 2x4 -- PLATES PLATES GRIP M1120 185/144 Weight: 21 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 1=176/8-11-0.3=176/8-11-0.4=364/8-11-0 Max Horz 1=29(load case 5) Max Uptiftl=-52(load case 5), 3=-57(1oad case 6), 4=-35(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-65/41, 2-3=-65/28 BOT CHORD 1-4=-1/24,3-4=-1/24 WEBS 2-4=-234/79 NOTES 1) Unbalanced roof live loads have, been considered for this design. - 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom j chord dead load, in the gable end roof zone on an occupancy category Il, condition I enclosed building, with exposure C ASCE 7-95 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) Gable requires continuous bottom chord bearing. j 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 1, 57 Ib uplift at joint 3 and 35. Ib uplift at joint 4. i LOAD CASE(S) Standard i I i I I I j I i i i 1 F E Dec 24, 2p ' �o ON 03 �OP�PMT.BO��. Z (D C 34229 r CC EXR 6/30/07 \S'T C I V- \� OF CAL�F� Job------�Tr IT03-0088 1Vl A.C.. H6UiiJ6 Lumber Company, 07 ROOF TRUSS — 12 1 1Job R�I — 1 eference (optioi Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek --- -- 2-8-8 5-5-1 2-8-8 2-8-8 3x4 == i 1:32 00( 3T -P gi Tl I I Scale = 1:9.0 i 2 5.0012 - T1- T1 °i 3 1 B1 2x4 -- Continuous Bearing i 2x4 5-5-1 5-5-1 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ltd 71 PLATES GRIP i TCLL 200 Plates Increase 1.25 TC 0.06 I Vert(LL) n/a n/a 999 I ,i M1120 197/144 TCDL 14.0 Lumber Increase 1.25 8C 0.17 i Vert(TL) n/a n/a 999 BCLL 0.0 ; Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 3 n/a n/a I BCDL 14.0 Code UBC97/ANS195 (Matrix) i Weight: 11 lb LUMBER BRACING i TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 5-5-1 oc purlins. BOT CHORD 2 X 4 SPF 1650E 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=190/5-5-1, 3=190/5-5-1 Max Horz 1=16(load case 5) - Max Upliftl=-37(load case 5), 3=-37(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=196/70, 2-3=-196!70 1 BOT CHORD 1-3=-51/162 1 NOTES I 1) Unbalanced roof live loads have been considered for this design. i 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on 1 an occupancy category ll, condition I enclosed building, with exposure C ASCE 7-95 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 I 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 1 and 37 Ib uplift at joint 3. LOAD CASE(S) Standard e i , O l ' 2003 Q,pFESS)pNq i I T. Bp4O `Z t Z w C 34229 % r P�/ 7 O LIFO \� OF Job IT03-0088 I A.C. Houston Lumbr -----------4 8-8— — —------------------- -- ----- -- 9-5-1 — ----- 4-8-8 4-8-8 4x6 =-. Dec 23 13:51:33 2003 Page 1, Scale = 1:14.6 i LOADING(psf) i SPACING 2-0-0 CSI I DEFL in (loc) I/deft L/d TCLL 20.0 Plates Increase 1.25 I TC 0.17 Vert(LL) n/a n/a 999 TCDL 14.0 Lumber Increase 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 I Rep Stress Incr YESWB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 14.0 Code UBC97/ANSI95 (Matrix) J-------- i------ ---1--- LUMBER BRACING PLATES GRIP M1120 185/144 Weight: 22 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 1=158/9-5-1,3=158/9-5-1,4=449/9-5-1 Max Horz 1 =31 (load case 5) Max Upliftl =-41 (load case 5), 3=-46(load case 6), 4=-65(load case 5) Max Gravl=164(load case 7), 3=164(load case 8), 4=449(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-80/44,2-3=-80/31 ' BOT CHORD 1-4=-3/34, 3-4=-3/34 WEBS 2-4=-288/93 :NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 Ib uplift at joint 1, 46 Ib uplift at joint 3 and 65 Ib uplift at joint 4. LOAD CASE(S) Standard . i r I //FpFESSIO 2003 Q MT. Bp C, in rn ) W C 34229 r a EXP- 6/30/07 I \�� C I VI F�\P Job – — -- --'-Truss IT03-0088 iVT09 A.C. Houston Lumber Company, In( s 2-10-8 --- -- -- ------ 5-9-1 ---- ------I 2-10-8 2-10-8 Scale = 1:9.3 3x4 = 2 5.00 12 r' TL B1 2x4 - Continuous Bearing 2x4 LOADING(pst) SPACING 2-0-0, I CSI DEFL in (loc) I/deb L/d .T1 TCLL 20.0 i Plates Increase 1.25 TC 0.07 Vert(LL) n/a n/a 999 i M1120 197/144 TCDL 14.0 ( Lumber Increase 1.25 I BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL Code UBC97/ANSI95 – I (Matrix)— I Weight: 12 Ib 3 _-- --� TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 5-9-1 oc purlins. ' BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS (Ib/size) 1=206/5-9-1, 3=206/5-9-1 j Max Hoa 1=17(load case 5) Max Upliftl=-40(load case 5), 3=40(load case 6) ) ' FORCES (lb) _ Maximum Compression/Maximum Tension i TOP CHORD 1-2=212176,2-3=-212n6 2x4 - Continuous Bearing 2x4 LOADING(pst) SPACING 2-0-0, I CSI DEFL in (loc) I/deb L/d PLATES GRIP TCLL 20.0 i Plates Increase 1.25 TC 0.07 Vert(LL) n/a n/a 999 i M1120 197/144 TCDL 14.0 ( Lumber Increase 1.25 I BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL Code UBC97/ANSI95 – I (Matrix)— I Weight: 12 Ib —14.0 – – --__— LUMBER BRACING _-- --� TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 5-9-1 oc purlins. ' BOT CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS (Ib/size) 1=206/5-9-1, 3=206/5-9-1 j Max Hoa 1=17(load case 5) Max Upliftl=-40(load case 5), 3=40(load case 6) ) ' FORCES (lb) _ Maximum Compression/Maximum Tension i TOP CHORD 1-2=212176,2-3=-212n6 Y BOT CHORD 1-3=-56/175 I .NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load,'in the gable end roof zone on I an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ib uplift at joint 1 and 40 Ib uplift at joint 3. LOAD CASE(S) Standard { i • ec. 2003 Q�pFESSIpNg4 Bp40& F2 CO m UJ C 34229 r 1YXP I7 -161 q� OF i 4Job —Truss ! Truss Type ^ Oty —Ply I1+ QUINTI #1 j IT03-0088 VT10 ROOF TRUSS 11 I 1 LOADING(psf) ! SPACING 2-0-0 ,Job Reference (optional)-- A.C. Houston lumber Company, Indio, CA, MiTek Industries, Inc. I/defl 5.200s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:33 2003 Page t TCLL 20.0 i Plates Increase 1.25 TC 0.18 I Vert(LL) 4-10-8 n/a 9-9-1 TCDL 14.0 I ---- — i Vert(TL) 4-10-8 n/a 4-10-8 I BCLL 0.0 Rep Stress Incr YES WS 0.06 Scale = 1:15.1 4 n/a 4x6 _. BCDL 14.0 �— Code UBC97/ANSI95 (Mat X) 2 5.00!12 LUMBER I BRACING I T1.� I iST11 41 2x4 2x4 11 Continuous Bearing 9-9-1 9-9-1 2x4 PLATES GRIP M1120 185/144 Weight: 23 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ;OTHERS 2 X 4 HF Stud 11 REACTIONS (Ib/size) 1=164/9-0-1,3=164/9-9-1.4=468/9-9-1 Max Hoa 1=33(load case 5) Max Upliftl=-43(load case 5), 3=48(load case 6), 4=.68(load case 5) Max Gravl=170(load case 7), 3=170(load case 8), 4=468(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension t '• TOP CHORD 1-2=-83146,2-3=-83/32 -1 BOT CHORD 1-4=-3/35. 3-4=-3/35 WEBS 2-4=-300/97 { NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 I increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 1, 48 Ib uplift at joint 3 and 68 Ib uplift at joint 4. i LOAD CASE(S) Standard i Dec 24 ! Q,OFESS/ONq ' 2003 B01 <� �Go U C 34229 A I EXP. 6130107 \Tq c Q IV)� \\� OF CALF LOADING(psf) ! SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d TCLL 20.0 i Plates Increase 1.25 TC 0.18 I Vert(LL) n/a n/a 999 TCDL 14.0 I Lumber Increase 1.25 BC 0.14 i Vert(TL) n/a n/a 999 I BCLL 0.0 Rep Stress Incr YES WS 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 14.0 �— Code UBC97/ANSI95 (Mat X) LUMBER I BRACING 2x4 PLATES GRIP M1120 185/144 Weight: 23 Ib TOP CHORD 2 X 4 SPF 1650F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ;OTHERS 2 X 4 HF Stud 11 REACTIONS (Ib/size) 1=164/9-0-1,3=164/9-9-1.4=468/9-9-1 Max Hoa 1=33(load case 5) Max Upliftl=-43(load case 5), 3=48(load case 6), 4=.68(load case 5) Max Gravl=170(load case 7), 3=170(load case 8), 4=468(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension t '• TOP CHORD 1-2=-83146,2-3=-83/32 -1 BOT CHORD 1-4=-3/35. 3-4=-3/35 WEBS 2-4=-300/97 { NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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 I increase is 1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 Ib uplift at joint 1, 48 Ib uplift at joint 3 and 68 Ib uplift at joint 4. i LOAD CASE(S) Standard i Dec 24 ! Q,OFESS/ONq ' 2003 B01 <� �Go U C 34229 A I EXP. 6130107 \Tq c Q IV)� \\� OF CALF ' JJ IT03-0088 VT11 | ---------'--* 8-2~ Lumber Company. Indio, CA, N »w� _ 2'7-11 4-8-2 . Scale ~r1a4. | / � mw= 2x4 11 ow= s Continuous Bearing 1u�-0 12-0-0 LOADING(psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defi L11 PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.18 Vert(LL) n1a n/a 999 M1120 185/144 TCDL 14.0 Lumber Increase 1.25 BC 0.24 Vert(TL) n1a n/a 999 . BCDL 14.0 Code UBC97/ANS195 (Matrix) Weight: 28 lb BRACING TOPCHORD � X 4 SPF 165OF 1.6E TOPCHORD Sheathed or 6-0-0 oc purlins, except OTHERS 2 X 4 HF Stud BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1=318/12-0-0,5=318/12-0-0,6=375/12-0-0 Max Horzl=31(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension BOTCHORD 1-6=-94/338, 5-6=-94/338 WEBS 3-6=-173172 INCITES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an o ccupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 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 3) Provide adequate drainage to prevent water poncling. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 1, 90 lb uplift at joint 5 and 28 lb uplift at joint 6. 7) Design assumes 4x2 (flat orientation) pudins at oc spacing indicated, fastened to truss TC wl 1-10d nails. LOAD CASE(S) Standard LU X P. �� OF | JobTruss IT03-0088 - --- iVT12 Truss Type I IROOFTRUSS —-� I y 1 Ply ( 1 LA QUINTA #1J Job Reference (optional) I.. A.C. Houston Lumber Company, Indio, CA, MiTek Industries, Inc. 5.200 s Oct 21 2003 MiTek Industries, Inc. Tue Dec 23 13:51:34 2003 Page 1 in (loc) 4-8-2 TCLL 20.0 11-3-14 TC 0.13 Vert(LL) I 16-0-0 i TCDL 14.0 4-8-2 BC 0.09 6-7-11 n/a BCLL 0.0 4-8-2 ' ! WB 0.05 Horz(TL) 0.00 7 BCDL 14.0 I Code UBC97/ANSI95—(Matrix) Scale = 1:25.2 I — 5.00(12 3x4 =- 2x4 II 3x4 2x4 i! g ;4-, r— �—� 5 2x4 Ii 2 — T2'--- -- - 6 --------•--'--------------- T1 �rT1..- ST2...------------------ ST .T1 tui - -- -----'B1=-----------------,ter-._..---------• � , OEM • 3x4 2x4 li 2x4 II 2x4 I? 3x4 i j Continuous Bearing II 16-0-0 16-0-0 Udefl L/d PLATES GRIP n/a 999 I M1120 185/144 n/a 999 n/a n/a Weight: 40 Ib TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.6E 2-0.0 oc purlins (6-0-0 max.): 3-5. OTHERS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=145/16-0-0. 7=145/16-0-0, 9=376/16-0-0, 10=365/16-0-0, 8=365/16-0-0 Max Horz1=31(load case 5) Max Upliffl=-26(load case 5), 7=-32(load case 6), 9=-91 (load case 3), 10=-82(load case 5), 8=-78(load case 6) Max Gravl=150(load case 7), 7=150(load case 8), 9=382(load case 7), 10=365(load case 1), 8=365(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension : TOP CHORD 1-2=-113/42, 2-3=-120!75, 3-4=-71/63, 4-5=-72/62, 5-6=-119/75, 6-7=-113/40 ' BOT CHORD 1-10=-13/71, 9-10=-13/71, 8-9=-13(71. 7-8=-13!71 I ' WEBS 4-9=-272/132, 2-10=-242/109, 6-8=-243/105 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 Ib uplift at joint 1, 32 Ib uplift at joint 7, 91 Ib uplift at joint 9, 82 Ib uplift at joint 10 and 78 Ib uplift at joint 8. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. • LOAD CASE(S) Standard ��OFESSIONgT' 2003 1. 804 C� C 34229 n EXP. 6/30/07 S)� Q��Q q� OF CAS -N Plate Offsets X( Y): f3:0 2-0,0-0-13j_[5_0-2-0.0_2_11]_ ___ LOADING(psf) I SPACING 2-0-0 CSI DEFL in (loc) TCLL 20.0 Plates Increase 1.25 TC 0.13 Vert(LL) n/a TCDL 14.0 Lumber Increase 1.25 BC 0.09 Vert(TL) I n/a BCLL 0.0 Rep Stress Incr YES ! WB 0.05 Horz(TL) 0.00 7 BCDL 14.0 I Code UBC97/ANSI95—(Matrix) I — LUMBER BRACING Udefl L/d PLATES GRIP n/a 999 I M1120 185/144 n/a 999 n/a n/a Weight: 40 Ib TOP CHORD 2 X 4 SPF 165OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins, except BOT CHORD 2 X 4 SPF 1650F 1.6E 2-0.0 oc purlins (6-0-0 max.): 3-5. OTHERS 2 X 4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=145/16-0-0. 7=145/16-0-0, 9=376/16-0-0, 10=365/16-0-0, 8=365/16-0-0 Max Horz1=31(load case 5) Max Upliffl=-26(load case 5), 7=-32(load case 6), 9=-91 (load case 3), 10=-82(load case 5), 8=-78(load case 6) Max Gravl=150(load case 7), 7=150(load case 8), 9=382(load case 7), 10=365(load case 1), 8=365(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension : TOP CHORD 1-2=-113/42, 2-3=-120!75, 3-4=-71/63, 4-5=-72/62, 5-6=-119/75, 6-7=-113/40 ' BOT CHORD 1-10=-13/71, 9-10=-13/71, 8-9=-13(71. 7-8=-13!71 I ' WEBS 4-9=-272/132, 2-10=-242/109, 6-8=-243/105 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 4.8 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 Ib uplift at joint 1, 32 Ib uplift at joint 7, 91 Ib uplift at joint 9, 82 Ib uplift at joint 10 and 78 Ib uplift at joint 8. 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. • LOAD CASE(S) Standard ��OFESSIONgT' 2003 1. 804 C� C 34229 n EXP. 6/30/07 S)� Q��Q q� OF CAS -N The A.C. Houston Lumber Company's Truss Warranty Project Name: LA QUINTA LOT #1 Date of Delivery: 04/06/04 This document shall be considered an express warranty by The A.C. Houston Lumber Company for trusses we designed and manufactured for the above -referenced project. This warranty shall supercede all other warranties whether expressed or implied, written or verbal. Warranties: The A.C. Houston Lumber Company herein warrants for a period of ONE YEAR from the date of delivery referenced above, that the manufactured trusses shall be of fair and average quality in the trade and within the description of the contract and the project's documents as produced by the registered professional engineer for the project, hereinafter referred to as the "Engineer -of -Record". This warranty is for truss design and manufacturing only and specifically excludes installation and damage to the trusses when the trusses are out of our immediate control. This warranty also specifically excludes work performed by the Engineer -of -Record including, but not limited to, structural design of the structure, structural drawings and construction design documents. Upon written notice, The A.C. Houston Lumber Company herein reserves the right to inspect, repair, or replace trusses that are not in conformity to contract documents, the Engineer -of -Record's project documents, improperly designed, or defectively manufactured trusses. All remedies and damages are strictly limited to repair or replacement of the non -conforming truss or trusses. Such replacement or repair necessity shall be determined at the sole discretion of The A.C. Houston Lumber Company. Replacement or repairs shall be performed within a reasonable period of time and The A.C. Houston Lumber Company shall not be responsible for project delay damages or repair and replacement of other trades' work. This warranty shall be considered void if the truss or integral truss structure is affected by adverse influences including, but not limited to, moisture, temperature, corrosive chemicals, gases, cuts, damage caused by or contributed to by another trade, improper installation, improper or insubstantial bracing, improper field storage and handling, or additional dead or live loads beyond that stated in the truss engineering attributable to: roof, floor, partitions, mechanical, fire sprinkler systems, attic, storage, wind, snow drift, seismic or other acts of nature. The foregoing warranties are exclusive, and are in lieu of all other warranties, whether written, oral, or implied, including any warranties regarding the merchantability and fitness for a particular purpose not specified herein. Revised 02-03