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SFD (0012-128)
78185 Masters Cir 0012-128 LICENSED CONTRACTOR DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my Licelise is in full force and effect. License # Lic. Class ,, Exp. Date " VDate`/ . Signature of. Contractor,:? OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's License Law for the following reason: ( ) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business & Professionals Code). ( ) I, as owner of the property, amAxclusively"contracting with licensed contractors to construct the project =(Sec. 7044, Business & Professionals Code). , O I am exempt under Section B&P.C. for this reason Date _. Sionature of Owner WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of: perjury one of the following declarations: ( ) I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor'Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier & policy no. are: Carrier Policy No. (This section need not be completed if the permit valuation is for $100.00 or less), () I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of Californa,Qand agree That if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwit ' complyawith those pr, visions. 'I `- pate' y, _ .r i pplicant p } Warning: Failure to secure Workers' Compensation coverage is unlawful and shall subject an employer to criminal penalties and civil fines up to $100,000, in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor Code, interest and attorney's fees. IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on /his-- - application. 1. Each person upon whose behalf this application is made & each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this applicaton agrees to, & shall, indemnify .-& hold harmless the City of La Quinta, its officers, agents and employees. 2. Any permit issued as a result of this application becomes null and•void if work is not commenced within 180 days from date of issuance of such permit, or cessation,of work for 180•days will subject permit to cancellation. I certify that I have read this application and state that the above information is Correct. I agree to comply with all City, and State laws relating to the building construction, and hereby authorize representatives of this City to enter upo the above-mentioned propeity fcr inspection purposes. Signature (Owner/4genDate l Y rSA h4 n S .,ter i BUILDING PERMIT PERM T# DATE VALUATION LOT (}yd^ TRACT JOB SITE ADDRESS APN - OWNER CONTRACTOR/DESIGNER/EN INEEk 14l'a1 P o m(31'1ams L -Lc MUN VXWA. DEV;RIXOP;t W r"ORP. PO B0X i 1.44 77899VOLF , 1-k Q1Tft, `%A. CA 92.253 Pl5l. M DESM CA 922160 ~ USE OF PERMIT VDD &1.,"l,TA tC:i9 ) QUEST EST :,i0>0,l!, (14UP 7,061-163) PERMIT D02S ?diary k , rt4CL71r,1R 13f,O(1'K W,Ft,1dF,r,P1y001M.A,: O.RAPPROACH DFJVJ AY.f„0MPL1•.A)4CZ '4t71T1.1AIA, ",DER.A.I. &STAT ?A` Si T.9C!•, LDYW0 THE; VA?t`I?..+}NC MID Comm.W ftuarloN A,aa6.00 3F PORC'Wi;,a T110 704.w Sig' FERMIT W-19 19M 0AUMV, C0 14STRUC°TION PEP 101-000-418-000 51,815,to KIM C1•;VIX ME'. '1 iI1.- 1i16Z•= 5 • 1 S 1,4"TY,f3•: ' FW—E DINIOWT 101-000-4-39-338 -$1,600,017 M1y-+*1A)~d1C,:AL.1T ll 101-000-4.21.000 111Q -11a FesMICAL MOK 10 1 -ODD-420.000 $2214-94' ME 101-6010.419-t?W $257.00 1a , . 4. IRD 1101 •`d0 Cl;C ,441-t! 0.0,(, 94'3,;x;:{3 S fR/yfy.; }y36t r Ydl10 giyt 'yTOR t: XV- E ,t:*ER 1 APACT PFIR. SIMI ivli? ART 1h$ R UBLIC,, PLACES . OF -01'.C. 7014=15S-000 $gt31Y.3 b J ,'<•- v . . DSwi a.a:51.1R.." x. (PVT ISM, ITAM C.1.' iV K 66 $6,54.1,66 rRi WT ]FIM DUE NOW M*11.w APR 1 3 2001 CITY OF LA OUINTA FI NAN RECEIPT f BY DA E INAL D SPECTOR 'r:y rA 11, "' INSPECTION RECORD OPERATION DATE I INSPECTOR OPERATION DATE INSPECTOR BUILDING APPROVALS MECHANICAL APPROVALS Set Backs Forms & Footings ,�� �'j� Underground Ducts Ducts Slab Grade Return Air Steel Combustion Air Roof Deck Exhaust Fans O.K. to Wrap - �� �� F.A.U. -Framing o ( !$ Compressor Insulation j Ql �$ Vents Vents Fireplace P.L./3! /0/ L Grills Fireplace T.O. Fans & Controls Party Wall Insulation Condensate Lines Party Wali Firewall A Exterior Lath Drywall - Int. Lath p Final Final POOLS - SPAS BLOCKWALL APPROVALS steel Set Backs Electric Bond Footings Main Drain Bond Beam Approval to Cover Equipment Location Underground Electric Underground Pibg. Test Final Gas Piping PLUMBING APPROVALS Gas Test Electric Final Waste Lines Heater Final Water Piping Plumbing Final Plumbing Plumbing Top Out l Equipment Enclosure Shower Pans O.K. for Finish Plaster Sewer Lateral Pool Cover Sewer ConnectiontGaS •a� % Encapsulation Gas Piping J Gas Test Appliances �l Final�— COMMENTS: Final Utility Notice (Gas) l Z Gam( ELECTRICAL APPROVALS Temp. Power Pole Underground Conduit Rough Wiring Low Voltage Wiring Fixtures Main Service Sub Panels Exterior Receptacles G.F1 Smoke Detectors Temp. Use of Power Final Utility Notice (Perm) P.O. BOX 1504 Building3 78-105 CALLE.ESTADO Address LLA QUINTA, CALIFORNIA 92253. vwne /, —S, ?E \ (7)r / 1 .Q p l ! /f -S Mailing' Address L 3 , /O Cit Zip 'fel. - c U, a- 6 Contractor Address- Q / City Tel.. State Liif.--1 - City ^ Arch., Engr.,/ / Designer ` 1, ADD -_ <_ 9) City/ / Zip, State /q Z% V V % /? Lic: #60 LICENSED CONTRACTOR'S DECLARATION I hereby affirm Ihat,Vpm licensed underpiovis,ons-of-Chapter 9 (commencing with Section effect. of Divisi othe Busin@Ss anZ efsflons Code, and my license is in full force and effect. \1 /SIGNATURES / 9fr- / / DATE 1/0' OWNE/RBUILDER DECLARATION 't hereby affirm that I am xempt from the Contractor's License Law for the following reason: (Sec. 7031.5,Business and' Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also ,-requires the applicant for such permit to file a signed statement that he is licensed pursuant to the provisions of the Contractor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). L! I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees. provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale.) 1-1 I, as owner of the property, am exclusively contracting with licensed contractors to con- struct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) 17 1 am exempt under Sec. B. & P.C. for this reason Date Owner WORKERS' COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to self -insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Pok.cyJJ0. Company (C\opy is filed with the city. O Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed if the permit is for one hundred dollars ($100) valuation or less.) I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT., If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending.agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration it work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives -of this city to enter the above- mentioned property'for inspection purposes. Signature of applicant -Date- Mailing ateMailing Address City, State, Zip BUILDING: DIVISION APPLICATION ONLY BUILDING: 'TYPE CONST. OCC. GRP. A.P. Number Legal Description Project Description Sq. Ft. No. No. Dw. Size Stories Units New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Z 1)1) = Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Eno. Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date Permit Validated by: v R. Validation: i 4 CONSTRUCTION ESTIMATE NO, ELECTRICAL FEES NO. PLUMBING FEES" 1 + 1ST FL. SO. FT. nQ $ 2ND FL. SO. FT. POR. SO. FT. C, GAR. SO. FT. @ CAR P. I SO. FT. WALL SO. FT. ((d SO. FT. @ ESTIMATED CONSTRUCTION VALUATION $ UNITS MOBILEHOME SVC. I POWER OUTLET ' YARD SPKLR SYSTEM BAR SINK ROOF DRAINS DRAINAGE PIPING DRINKING FOUNTAIN URINAL WATER PIPING NOTE: Not to be used as property tax valuation BONDING FLOOR DRAIN MECHANICAL FEES FORMS WATER SOFTENER VENT SYSTEM FAN EVAP.000L HOOD SIGN WASH ER(AUTO)(DISH) APPLIANCE DRYER GAS (ROUGH) GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED OTHER APPJEOUIP. LAUNDRY TRAY AIR HANDLING UNIT CFM TEMP. POLE KITCHEN SINK ABSORPTION SYSTEM. B.T.U. TEMP USE PERMIT SVC WATER CLOSET COMPRESSOR HP POLE, TEMIPERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SO. FT. @ c BATH TUB SO. FT. © c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SO. FT. RESID p 1V. c SEWAGE DISPOSAL SO.FT.GAR @ 3/4c HOUSE SEWER REMARKS: VENTILATION 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 SETBACK GROUND PLUMBING 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. 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. ROOFING REMARKS: VENTILATION FIRE ZONE ROOFING FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATIONISOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURESIINITIALS GARDEN WALL FINAL - I Desert Sands Unified School District 47-950 Dune Palms Road Notice: La Quinta, CA 92253 Document Cannot Be Duplicated 760-771-8515 CERTIFICATE OF COMPLIANCE Date 4/12/01 APN # 770-360-014 No. 21877 Jurisdiction La Quinta Owner NameNlspero Properties, LLC Permit # No. 78-185 Street Masters Circle Log# city La Quinta Zip 92253 Study Area Tract # Lot # Square Footage 5256 Type of Development Single Family Residence No. of Units 1 Comments 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: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Government Code 53080 in the amount of ' 2.05 X 5,256 or $ 10,774.80 the property listed above and that building + permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued Fees Paid,By CC/First Community Bank - Rob Ca tz Telephone. `,772-3'2 626 Name on the check-- ir By Dr. Doris Wilson "YV ;77 f, Superintendent Fee collected /exempted by James Koz Payment Received Check No. 098449 Signature NOTICE: Pursuant of Assembly Bill 3081 (CHAP 54 ATS. 1998) this will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the ding or instillation permit for this project is sssued or on which they are paid to the District(s) or to another public entity authorized to collect them on the District(s)(s') behalf, whichevrr is earlier. Collector: Attach a copy of county or city plan check application form to district copy for all waivers. Embossed Original- Building Dept./Applicant Copy - Applicant/Receipt Copy - Accounting 0 COMMUNITY DEVELOPMENT UBLIC WOI?KS FILE City Of La'Quinta,o Developers Project Approval Form Prior to the issuance of Building Permits for the project listed below, the following Departmental clearances must be obtained. Please returnthis form to the Building and Safety Department only after approval. Contact applicant for resolution of conditions preventing or delaying approval. Project: SFD- WITH DETACHED GUEST HOUSE 78-185 MASTERS CIRCLE LcD,-r SG *2`8 6 , Applicant Contact: SUNVISTA - ROB 760 772 2626 • f Application / Circulation Date: Date Community 'Development' Department Christine di Iorio, Planning Manager Public Works Department Steve Speer, Senior Engineer Building and Safety Department Greg Butler, Building and Safety Department Manager r Health Department Date Fire Department Date Schools Fees Paid Date r Date _kCOMMUNITY DEVELOPMENT ' PUBLIC WORKS FILE City of -La Quinta. Developers Project Approval Form Prior to the issuance of Building Permits for the project listed below, the following Departmental clearances must he obtained. Please return this form to -the Building and Safety Department only after approval. Contact applicantfor resolution of conditions preventing -or delaying approval. Project: SFD- WITH DETACHED GUEST. HOUSE. 78-185 MASTERS CIRCLE f r o -�-; 2S8(o-7 Applicant Contact: SUNVISTA - ROB 760 772 2626 1. 4�C)�GJ Application / Circulation Date: Date Community' Development Department , , Christine di lorio, Planning Manager Date Public Works Department . 7 Steve Speer, Senior Engineer Date Building and Safety Department Greg Butler, Building and Safety Department Manager Date Health Department ti Date Fire Department ' Date Schools Fees Paid Date Tra'difion ARCHITECTURAL DESIGN REVIEW March 23, 2001 Via first class mail and facsimile Ms. Nickie Gormley CITY OF LA QUINTA 78-495 Calle Tampico La Quinta, CA 92253 _ Re: Will Residence, Lot 86, Tract 2886.7, 7&185 Wasters Circle---,,' le Construction Documents Conditions Review Dear Nicke, Please accept this letter as approval for the above referenced residence to obtain a building permit. Conditions that apply to this submittal will be forwarded directly to the developer, Sun Vista. If you have any questions or need any additional information, please do not hesitate to call. Thank you. Sincerely, Christina J. Doren Architectural Review Coordinator /cjd cc: Rob Capetz, Sun Vista (via first class mail) 78505 OLD AVENUE 52 --'LA QUiNTA --- CA 92253-1120 -- PRONE •760/564-3355 — FAX 760/564-2356 U QD6e-cc) o -' P.O. Box 1504 c ,• 78-495 CALLE TAMPICO (760) 777-70.00 OF ila LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7101 March 15, 2001 Sun Vista Development Corporation P.O: Box 1144 La Quinta, CA 92253 Subject: -Minor-Use-Permit 2001-279 2001-279 (Temporary Construction Trailer J'7 175Masters Circle Dear Christy, The Community -Development Department has approved your request for a temporary construction trailer (10' x 30') on Lot 87 of Tract 28867, subject to the enclosed plan and the following conditions: 1. Obtain a building permit including an electrical permit fors temporary power. 2. Trailer shall have restroom. facilities to accommodate personnel or facilities shall be available. 3. Mounted on the exterior of the trailer close to the front door shall be a written notice providing emergency personnel your .24-hour emergency phone number. they can call in case problems arise that need your prompt attention (i.e., minimum 1 " high letters). 4. Install one 2A10BC fire extinguisher inside the trailer by the front exit door. 5. No temporary signs are approved unless separately approved by this Department. 6. Removal of the temporary- construction trailer is' required upon completion of the home for this lot.' 7. The City may elect to add Conditions to this application'request to mitigate any problems that arise not previously addressed herein. p:\stan\ltr app mup 2001-279.wpd )T 88 = 118 Approved by: Date, e o rqt O Planning Commission _ S1-: 19 Community Dev. Dept. —a= Initials Case No. lMU P 20 l 7q 3 I I \ Exhibit With Conditions __— LA QUINTCITY O.: ITION TRACT 2886'' TRAD 0 TOST, S CIRCLE: STA 10+ MASTER ROUGH GRADINGk . r Y LOT 85- PE = 117 E 4 r. . f Approved by: Date, e o rqt O Planning Commission _ S1-: 19 Community Dev. Dept. —a= Initials Case No. lMU P 20 l 7q 3 I I \ Exhibit With Conditions __— LA QUINTCITY O.: ITION TRACT 2886'' TRAD 0 TOST, S CIRCLE: STA 10+ MASTER ROUGH GRADINGk . lu APProved by: at Peso # 0 Planning Commission . \ City Council Community Dev. Dept. Initials Case No. YN-f a 200) - D-74 Exhibit '-V With Conditions r,roroo')crr-- rP 7..T. 966T/bT/T0 Received r Page 3 - 15-02 ;7=96Pm from 9097885050 4 Sun Vista Dev. Corp. PAGE 03 COMMERCIAL MOBILE SY 01/14/1995 12:39 9097885050 NTATE OF CALIFORNIA - DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT REGISTRATION CARD Commercial Coach Decal No: CCE5846 Manufacturer ID)Namo Trade Warne Model 00M OFS RY Exp. pate 80048 RONFRAN INC SPI MANUFACTURING SPI ON2911998 08112/1998 1998 Jun 30. 2001 Serial Number Labealgnla Number Weight Lanpth Width SPC SCI: Exempt Use Type ule 04981031324011 108928 7,440 31' 10' ACI? 33 82 ILT 'lawad Total Fees Paid Jul 12, 2000 $79.00 r • Addressee l OF COMMERCIAL MOBILE SYSTEMS PO BX J A RIVERSIDE, CA 92602-0790 V Registered Owner(*) COMMERCIAL MOBILE SYSTEMS PO BX 790 RIVERSIDE, CA 92502.0790 ' f Jt Situs Address 263 N MAIN ST RIVERSIDE, CA, 92501 • AA,•AA♦A Awf AA wf RA♦#Af AAAAtf AAwff#AA/►AMAAAf A#AftA#wwAA## ,, ATTENTION OWNER: T141S IS THE REGISTRATION CARD FOR THE UNIT ' DESCRIBED ABOVE. PLEASE KELP THIS CARD IN A SAFE, PLACE, WITHIN THE UNIT: INSTRUCTIONS FOR RENEWAL: ' REGISTRATION FOR THIS UNIT EXPIRES ON THE DATE INDICATED ABOVE IN THE BOX LABELED "EXp. Data THERE ARE SUBSTANTIAL PENALTIES FOR DELINQUENCY, IF YOU DO NOT RECEIVE A RENEWAL NOTICE WITHIN 10 DAYS.PRIOR TO THE EXPIRATION DATE, CONTACT H.C.D. FOR RENEWAL INSTRUCTIONS. f►AAAffAA♦wA#AAfkAA•f1f HfA AAwf##Af AA#A•####fAA######AAf - IMPORTANT THE OWNER INFORMATION SHOWN ABOVE MAY NOT REFLECT ALL LIENS RECORDCD WITH'THE DEPARTMENT OF HOUSING AND COMMUNITY DEVELOPMENT AGAINST THE DESCRIBED UNIT. THE CURRENT TITLE STATUS OF THE UNIT MAY BE CONFIRMED THROUGH THE DEPARTMENT. ,- _ r r t RV P.O. Box 1504 78-495 CALLS TAMPIco (760) 777-7000 LA QUINTA, CALIFORNIA 92253 FAX (76Q) 777-7101. January 29, 2001 Mr. Rob Capetz . -ispero Prop_.+.rf i es L LC P.O. Box 1144 La Quinta, California 92253 SUBJECT: MINOR USE PERMIT 2001-268 FOR MR. BOB HILL Dear Mr. Capetz: Enclosed is a Covenant restricting use of the proposed guest house for Lot 86 of Tract 28867 (78-175 Masters Circle @ The Tradition). The paperwork must be signed and notarized prior to recordation with the County of Riverside. Please return a,copy of: the Covenant once it has been recorded. When a copy is received, a building permit can be issued for the new structure. Should you have any questions, please contact ine at (760) 777-7067. Sincerely, JE Y RMAN C 'N' Y DEVELOPMENT DIRECTOR ................................ . C Q.12 -78 f r SDELL Associ 't'e Planner GT. Enclosure c: Building and Safety Director Community Development Director MUP268Guesthouse - 46 RECORDING REQUESTED BY: City of La Quinta Community Development Department La Quinta, CA 92253 WHEN RECORDED PLEASE MAIL TO: City of La Quinta Community Development Department c/o Greg Trousdell P.O. Box 1504 f , DOC a 2001-148767 04/10/2001 08:00A Fee:15.00 Page d of4 Recorded in Official Records County of Riverside Gary L. Orso Assessor, County Clerk 8 Recorder 1111111111111111111111111111111111111111111111111111111 La Quinta, CA 92253 MIN COVENANT AND AGREEMENT RESTRICTING THE USE OF THE RESIDENCE AT 78- 175 MASTERS CIRCLE, LA QUINTA; CALIFORNIA This covenant and agreement is made and executed on this the 29`h day of January, 2001, by Mr. Bob Hill for property described herein., The City of La Quinta, a Municipal Corporation, is hereby made a party to this agreement for.. the purposes set forth below. The undersigned hereby certifie's that he is the property owner of the following described real property in the City of La Quinta, County of Riverside, State of California: Lot 86 of Tract No. 28867 in the City of La Quinta, County of Riversid moo 02.7"- f P age. -'6 9 -Mlrazzg 2 7 In consideration of the City of La Quinta issuing a building permit for certain improvements which will be constructed on said property, the undersigned does hereby covenant and agree to and with said City to restrict the use of said property as follows: 1. The guest house may not be rented nor sold independent of the main single family residence (Minor Use Permit No.• 2001-268); 2. No kitchen or cooking facilities shall be constructed in the guest house per the provisions of Chapters 9.30.030 (RL Zone District) and 9.60.100 (Guest Houses) of the La Quinta Municipal Code; and, 3. All on-site facilities are intended for the sole occupancy of the property owner(s), nonpaying guests; and domestic employees: This covenant and agreement shall run with the land and shall be binding upon future owners, 'their successors, heirs, or assigns, and ourselves, and shall continue in effect while said accessory building remains on the real property or unless otherwise released bykthe authority of the City of La Coven268Hill -p U PAGE SIZE DA PCOR NOCOR SMF MISC. EAS R L COPY LONG REFUND NCHVEXAM La Quinta, CA 92253 MIN COVENANT AND AGREEMENT RESTRICTING THE USE OF THE RESIDENCE AT 78- 175 MASTERS CIRCLE, LA QUINTA; CALIFORNIA This covenant and agreement is made and executed on this the 29`h day of January, 2001, by Mr. Bob Hill for property described herein., The City of La Quinta, a Municipal Corporation, is hereby made a party to this agreement for.. the purposes set forth below. The undersigned hereby certifie's that he is the property owner of the following described real property in the City of La Quinta, County of Riverside, State of California: Lot 86 of Tract No. 28867 in the City of La Quinta, County of Riversid moo 02.7"- f P age. -'6 9 -Mlrazzg 2 7 In consideration of the City of La Quinta issuing a building permit for certain improvements which will be constructed on said property, the undersigned does hereby covenant and agree to and with said City to restrict the use of said property as follows: 1. The guest house may not be rented nor sold independent of the main single family residence (Minor Use Permit No.• 2001-268); 2. No kitchen or cooking facilities shall be constructed in the guest house per the provisions of Chapters 9.30.030 (RL Zone District) and 9.60.100 (Guest Houses) of the La Quinta Municipal Code; and, 3. All on-site facilities are intended for the sole occupancy of the property owner(s), nonpaying guests; and domestic employees: This covenant and agreement shall run with the land and shall be binding upon future owners, 'their successors, heirs, or assigns, and ourselves, and shall continue in effect while said accessory building remains on the real property or unless otherwise released bykthe authority of the City of La Coven268Hill -p Quinta. All leases of said dwelling and/or property shall be ,subject to this restriction. This agreement shall°be entitled to'the'remedy of injunctive relief in additiori of any remedy in law or equity. This covenant and agreement and.the provisions hereof are irrevocable and nonmodifiable except by the written consent of all parties to the agreement, including the City of La Quirita, a municipal corporation. The City shall have the right to enforce each and every provision hereof and the parties agree that the agreement shall not be rescinded, revoked, modified, or otherwise amended or changed, without the expressed written consent of the City first being obtained. In the event that the owners, their heirs, assigns or successors in interest, shall fail to perform any obligation hereunder, they hereby agree to pay all costs and expenses incurred by the City of La Quinta in securing performance of such obligation, including attorney's'fees. ' Dated: DD / By. '. Bob Hill Notary By:lea Christine di Iorio, lanning Manager • City of La Quinta • t CovenM ill -p ~ l State of California County of Riverside On 0 01 before me, Phyllis Manley, Notary Public, personally appeared Christine di lorio, personally known to me to be the person whose name is subscribed to the within instrument and acknowledged to me that'she executed the same in her authorized capacity, and that by her signature on the instrument the person or the entity upon: behalf of which the person acted, executed the instrument. WITNESS my' hand and official seal.- (Seal) PHYLLIS MANLEY Commission # 1196590 Z Notary Public - California Riverside County . , . ,MyComm.F iriesoct16, 2 CALIFORNIA ALL.PURPOSE ACKNOWLFffnmrmT State of California S ss. County of On a / ' .o OD before me, / ole T`t Date Name and Title of Officer e. 1 ( g., "Jake Doe, Notary Pu c')' , personally appeared s personally known to me ❑ proved to me on the basis of satisfactory evidence to be the person(e} whose name(* iskwe CHRISTINA J. DORIES subscribed to the within instrument and _ acknowledged to me that he/s Commission # t 127459 9 fey executed ; I Notary Public - Califorrda the . same in histhedtheii authorized :) Riverside County capacity(•ies), and' that by his/0e44he4 ,•I QMYCOmm- Bplires Feb20,2M1 signature(} on the instrument the person(*} or ) the entity upon behalf of which the person(-*}- - acted, executed the instrument. WITNESS my hand and official seal. Place Notary Seal Above Signature of Not P c - f/ I OPTIONAL Though the information below is not required by law, it may prove valuable to persons relying on the document j and could p"revenl fraudulent removalandreattachment of this form to another document. Description of Attached Document Title or Type of Document: Document Date: 02 Number ot'Pages: — — Signer(s) Other Than Named Above: Capacity(ies) Claimed by Signer , Slgnq Name: //7 ! / Cil" Individual • Top of thumb here . ❑ Corporate Officer — Title(s): a ❑ Partner — ❑ Limited ❑ General ❑ Attorney in Fact ,,,• p-•. ❑ Trustee ❑ Guardian or Conservator ❑ Other: N ` Signer Is Representing: 1999 National Notary Association • 9350 De Soto Ave.. P.O. Box 2402 • Chatswonh, CA 91313.2402 • www.nationalnotary.org Prod. No. 5907 Reorder. Call Toll -Free 1-800-876.6827 f C00C t9 J ZOOO--070083 -02/2$/2000 08:00A Fee:20.00 ^o Recording Requested By page !-'of .3 Recorded I Official Records escrow No: prat Ame111Cai1 Title Company Countyof Riverside Loan No. 8127328 Gary L., Orso Assessor, County Clerk ✓1< Recorder ' WHEN RECORDED MAIL TO: II III illlll IIIIII II IIII I III VIII III IIIA IIII IIII FirstHank ?3-000 Highway 111 Palm Desert, CA 92260 -- e DEED OF [RUSY.WITH ASSIGNMIENT.OF RENTS. 2. _,.__... (SHORT FORM). AG:_ This DEED OF TRUST, made February 18, 2000 between 1 The Robert N. Hill Trust dated 3anuaryl4, 1991, Completely.Amended and Restated May 11, 1 1995 herein called TRUSTOR, whose address Is Lot 85 Masters Circle LaQuinta California (Number End Street) (qty) (Slate) i First American National' Title Co. , a California corporation, herein called TRUSTEE, and FirstBank , herein called BENEFICIARY WITNESSETH:- That Trustor grants to Trustee in crust, with power of sale that property in the County of Riverside ti State of California, described as: 11-A S W6 G4f-- See Attached Exhibit "A" 1b y together with the rents, issues and profits thereof, subject, however, to the right, power and authority hereinafter given to and conferred upon Beneficiary to collect and apply, such rents, issues and profits for the purpose of securing .(1.) payment of the sum- of $ 100,691-.,Q****** : with interest thereon according to the terms of a promissory note or notes of even date ..:::.. herewith made by Trustor, payab(416'order'of Beneficiary, and extensions or renewals thereof, (2) the performance of each agreement of Trustor. incorporated by reference or contained , Herein and (3) payment of additional sums and interest thereon which may hereafter be loaned to Trustor, or his successors or.assigns, When evidenced by a promissory note or notes reciting that they are secured by this Deed of Trust. i To protect the security of this Deed of Trust, and *Ath respect to the property above described; Trustor expressly makes each and all of the agreements, and adopts and agrees to perform and be bound by each and all of the terms and provisions set forth in subdivision A, and it is mutually agreed that each and all of the terms and provisions set forth In subdivision B of the fictitious deed of trust recorded in Orange County August 17, 1964, and in all other counties August 18, 1964, in the book and at the page of Official Records in the office of the (continued on reverse side) ase e DEED OF [RUSY.WITH ASSIGNMIENT.OF RENTS. 2. _,.__... (SHORT FORM). AG:_ This DEED OF TRUST, made February 18, 2000 between 1 The Robert N. Hill Trust dated 3anuaryl4, 1991, Completely.Amended and Restated May 11, 1 1995 herein called TRUSTOR, whose address Is Lot 85 Masters Circle LaQuinta California (Number End Street) (qty) (Slate) i First American National' Title Co. , a California corporation, herein called TRUSTEE, and FirstBank , herein called BENEFICIARY WITNESSETH:- That Trustor grants to Trustee in crust, with power of sale that property in the County of Riverside ti State of California, described as: 11-A S W6 G4f-- See Attached Exhibit "A" 1b y together with the rents, issues and profits thereof, subject, however, to the right, power and authority hereinafter given to and conferred upon Beneficiary to collect and apply, such rents, issues and profits for the purpose of securing .(1.) payment of the sum- of $ 100,691-.,Q****** : with interest thereon according to the terms of a promissory note or notes of even date ..:::.. herewith made by Trustor, payab(416'order'of Beneficiary, and extensions or renewals thereof, (2) the performance of each agreement of Trustor. incorporated by reference or contained , Herein and (3) payment of additional sums and interest thereon which may hereafter be loaned to Trustor, or his successors or.assigns, When evidenced by a promissory note or notes reciting that they are secured by this Deed of Trust. i To protect the security of this Deed of Trust, and *Ath respect to the property above described; Trustor expressly makes each and all of the agreements, and adopts and agrees to perform and be bound by each and all of the terms and provisions set forth in subdivision A, and it is mutually agreed that each and all of the terms and provisions set forth In subdivision B of the fictitious deed of trust recorded in Orange County August 17, 1964, and in all other counties August 18, 1964, in the book and at the page of Official Records in the office of the (continued on reverse side) YOUNG ENGINEERING SER VICES • Letter of. Transmittal To: 401N L Pate: Pj Jecl: 5 hi 1V O.: Tel l Nu.: •frac! IV6.: , 11"e me forwardini: By Rlessen er • By 1l/nil Yore. 1'ic/tire No. of Collies Descrihlion: 1 2 ll l „ 4. ; •. a 1 77z ✓ca; G -Gc . . Criurnrcn/s•: L /L-' / l G/LJ j , ,L6/S . This Material Senl for•: r your Files ~ Per Your Rc ucsl ' Yodl Rcview ` Approval ' Chcckinb 1l the icqucst or., Othcr I '• / _ 1V 1^r, l Phone ll r 47-15)l'orurr{s:L'ane,•lndin,,CA92201 •(760),.7/2-)214 ` •17rim Turrn ► • • • r it ,y.. t r 4. .. r Summit Structural Engineering INFIRMJ t. 2283 Fifth Street, La Verne, CA 91750 March 6, 2001 Fax (909) 596-51-084287 A.C. Houston Lumber Company 2912 La Madre Way North Las Vegas, NV 89031 Attn: Mike Subject: Roof Truss Shop Drawings and Calculations Traditions, Lot 86, La Quinta; CA Dear Mike, The roof truss drawings by A. C. Houston for the subject project were received by our office on March 4, 2001 and is approved. The submittal has been reviewed for general conformance to the design concept of the project structural plans. The fabrication processes, techniques of construction, ' dimensions, and - quantities are not a part of this .review. Since the shop drawings, were reviewed only for general conformance with the structural plans, unless variations from the structural plans have been clearly indicated, we may not have listed them. Our review of these drawings does not relieve the truss engineer- and the framing contractor from complying with the.structural plans. Yours truly, SUMMIT. STRUCTURAL.ENGINEERING No. 0054193 Benjamin Herbst, P.E. Exp- 12131103 CC: Rob Capetz BH . g:\2001jobfiles\sv-145\145—trusrl.doc Residential, Commercial, Industrial, Land Development Certificate ofoccupa,ncy, City of La. Quinta Building and Safety Department - This Certificate issued pursuant to the requirements -of Section 109 of the Uniform Building Code, certifying that, at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. For the following: BUILDING ADDRESS: 78-185 MASTERS CIRCLE Use Classification: SINGLE FAMILY DWELLING Bldg. Permit No.: 0012-128 Occupancy Group: R-3 Type of Construction: VN Land Use Zone:' RL Owner of Building: NISPERO PROPERTIES LLC Address: P.O. BOX 1144 City: LA QUINTA, CA 92253 By: RICHARD KIRKLAND d Date: 1-25-02 Building Official POST IN A CONSPICUOUS PLACE ' I • 1 . TABLE= OF CONTENTS DESCRIPTION- PAGE DESIGN CRITERIA ..:...:...........:........ ................... • r ................1 DESIGN LOADS ...................:......... ' .... ........................ ..............:.............. 2 MATERIAL SPECIFICATION .......::............`.:. ..................................................3 SHEAR WALL SCHEDULE VERTICAL ANALYSIS .............................. LATERAL ANALYSIS. t............................................................. ..... ..... ... 42 SUMMIT STRUCTURAL ENGINEERING Phone: ;(909) 596-0842 Fax .(909) 596-5187 2293 5TH ST., LA VERNE; CA j SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street La Verne, CA 91750 DESIGN ;CRITERIA FOR STRUCTURAL CALCULATIONS: • The drawings, calculations, specifications and reproduction are instruments of ` service to be used only for the specific project covered by agreement and cover f sheet. Any other use is solely prohibited. • The structural calculations included here are for the•analysis and design of the primary structural system. t Non-structural elements and the attachment mechanism is the responsibility of the architects or designer, unless specifically shown otherwise. • All changes made to the subject project shall be submitted to Summit Structural Engineering in writing for review and comments. • Sketches and details in calculations are not to scale and may not present true conditions on plans. Architect or designer is responsible for drawing details in plan which represent true framing conditions and scale. Governing Code 1997 UBC Seismic Zone 4 Seismic Zone Factor 0.4 Wind Speed 70 mph , Wind Exposure _ C.. . Soil Report By: Earth Systems Consultants Report No. 00-04-707 Dated: April 4, 2000 4 Phone No.: (760) 345-1588 Soil Bearing Pressure 1500 psf.` . , Equivalent Fluid Pressure 30 (Active) ; Prime Professional Project Architect:. Jim D f Structural I/Project e ord/Summit }+ 5 Ambrose Aliso Viejo, CA Phone No: (949) 831-0313 . $UMMrr STRUCTURAL ENGiNeeruNc'Pr,orve:.(909) 596 0842 Fnz (909) 596 -5187-- 2283 5TH Sr. , LA VERNE, CA SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street La Verne, CA 91750 DESIGN LOADS Roof Loads - Sloped Roof Loads - Flat Clay Tile w/ Full Mudset 22 psf. Roofing 3.5 psf. Sheathing (1/2" CDX) 1.5 psf. Sheathing (1/2" CDX) 1.5 psf. Framing 2.5 psf. Framing 2.5 psf. Insulation 1.5 psf. Insulation 1.8 psf. t Ceiling 2.5 psf. Ceiling 2.5 psf. Misc. 0 O-Psf. Misc. 0.2 psf. Total Dead Load 30 psf. Total Dead Load 12 psf. Total Live Load 16 psf. Total Live Load 20 psf. Total R000ad . 46 psf. ` Total f lRoof Load 32 psf Floor Loads Deck Loads Sheathing (3/4" Plywd.) 2.5 psf. 2x Decking 5.0 psf. Framing 3.5 psf. Framing 2.0 psf Ceiling 2.5 psf. Misc. 1.0 psf Misc. 3.5 gsf. Total Dead Load 8.0 psf. Total Dead Load 12 psf. Total Live Load 60 psf. Total Live Load 40 psf. Total Load 68 psf. . Total FloorLoad 52psf. Exterior Wall Interior ri or Wall Stucco 10.0 psf. Drywall 5.0 psf. Studs 1.0 psf. Studs 1.0 psf. Drywall 2.5 psf. Mechanical & Insulation 1.0 psf. Misc. 1.0 psf. Misc. 1.0 psf. Total Wall Weight 15.0 psf ,Total Wall Weight 10.0 psf SUMMIT STRUCTURAL ENGINEERING 'PHONE: '(909) 596-0842 FAX 909 596-5187 ST. ( ) 2283 5TH , LA VERNE, CA 2 f-_ SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street La Verne, CA 91750 MATERIAL SPECIFICATION *Timber: • 6 All timber shall be Douglas Fir Larch with a maximum moisture content of 19%. Grading rules agency: West Coast Lumber Inspection Bureau (WCLIB). Member I Fb (psi) Fv (psi) E (psi) Sawn Lumber (DF -L)* 2x Joists & Rafters (No.2) 4x Sawn Beams (No.2) 6x Sawn Beams (No.2) 4x Sawn Beams (No.1) 6x Sawn Beams (No.1) Values may be increased according to size factor, CF Manufactured Products Glu -Lam Paralam PSL Microllam LVL 1006 95 1.6x106 875 95 1.6x106 875 85 13x106 1000 95.. 1-7x106 1350 85 1.6x106 2400 165 1:8x106 2900 290 — 2.0x106 2600 285 1.8406 ♦ Concrete: Application Strength @ 28 days Slab on grade 2500 psi Footings and grade beams 3000 psi Design is based on 2500 psi concrete. No inspection is required, unless noted otherwise. • Reinforcing Steel: - Bars Allowable stresi #4 and smaller reinforcing bars shall conform to A.S.T.M. A 615-40. #5 and larger reinforcing bars shall conform to A.S.T.M. A - 615-60. *Structural Steel: cation Fy=40,000 psi Fy=60,000 psi Allowable stress Pipe ASTM A-53 Type E or S, Grade B Fy=30,000 psi Tube ASTM A-500, Grade B Fy=46,000 psi All other shapes ASTM A-36 Fy=36,000 psi High strength bolts ASTM A-325 All other bolts ASTM A-307 *CONCRETE MASONRY UNITS r All concrete masonry units shall conform to standard specifications for hollow load'bearing concrete masonry units_ (ASTM C-90, Grade N-11). Summrr STRUCTURAL ENGINEERING PHONE: (909) 596-0842 FAX (909) 596-5187 2283 5TH ST. ; LA VERNE, CA 3 4 SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street — La Verne, CA 91750 .SHEAR WALL SCHEDULE Number Construction Plate A35 Equiv. Anchor Bolt Shear Nailing Size and Value 16d sinker Spacing 1/2" or 5/8" Drywall 8" 48" 5/8" @ 48" 100 plf. 1 unblocked, w/ 5d, (6d @ 5/81 =50 plf in cooler nails @ 7" o.c. @ edges zone 3 & 4 and field 1/2" or 5/8" Drywall 8' 32" 5/8" @ 48" 200 PIE la unblocked, w/ 5d (6d @ 5/8' *100 plf in cooler nails @ 7" o.c. @ edges zone 3 & 4 and field. Both Sides. - 3/8" Plywood, w/ 8d nails @ 2" 2" 8" 5/8" @ 16", 640 plf. 2 o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 2" 2-16d @ 2" 4" 7/8" @ 12" 1280 plf. 2a o.c. @ edges and 12" o.c. field. Both Sides.. 3/8" Plywood, w/ 8d nails @ 3". 3" 12" 5/8" @ 16" 490 plf. 3 o.c. @ edges and 12" o.c. field. 3/8" Plywood, w/ 8d nails @ 3" 2-16d @ 3" 6" 7./8" @ 12" 980' plf. 3a o.c. @ edges•and 12" o.c. field. Both Sides, 3/8" Plywood, w/ 8d nails @ 4" 4" 16" 5/8" @ 24" 385 plf. 4 o.c. @ edges and 12" o.c. (limited to field.' 350 plf.) 3/8" Plywood; w/ 8d nails @ 4" 2" 8" 3/4" @ 12" 760 plf... 4a o.c. @ edges and 12" o.c. „ field. Both Sides: 3/8" Plywood, w/ 8d nails @ 6" 6" 24" 5/8" @ 32" 260 plf. 6 o.c. @ edges and 12" o.c. field. 7/8" Stucco 8" 32" .. 5/8" @ 48" 180 plf 7 o/ paper backed lath w/ 16 gauge staples @ 6" o.c. @ top, bottom edge, and field: - 1/2" Plywood, w/ 10d nails @ 2" = 7" 5/8" @-16" 770 plf., 8 2" o.c. @ edges and 12" o.c. field. SUMMIT STRUCTURAL ENGINEERING ;:PHONE: (909) 596-0842 FAX (909) 596-5187 2283 5TH ST. , LA VERNE, CA 4 , M Earth Systems Consultants 760 345-7315, . Earth S stems Conswltanto Southwest 79-811B Crnmtry Club prive Ber=da Dunes, CA 92201 (?60)343.1588 (840} 9?4-?O15 ` FAX (760) 345-7315 FACSIMILE MIEAAORANDUM Page: 1 of 1 To: Benjamin Herbst Company: Structural Summit Fax #: (909) 596.5187 From: Shelton L. Stringer, GE Date: 04/04/00 Project: Residences within The C:pxus, La Quint&, CA ESCSW Project No: 07694-01 Doo inmrit No: 00-04-706 1997 UNIFORM BUILDING CODE (UBC) 8"EISMIC PARAMETERS, Chapter 18 Reference Seismic Zone. 4 Figure 16-2 Seismic Zone Factor, Z: 0.4• Table 16-1 Soil Profile Type: Sp Table 16-J Seismic Source Type: A Table 16-U Closest Distance to Known Seismic Source: 10.0. km = 6.2 miles San Andreas Fault . Near Source Factor. Na: 1.0()Table 16-S Near Source Factor; Nv: 1.2C! Table 16-T ,Seismic Coefficient, Ce: 0.44 = 0,44Na Table 16-0 Selsmfc Coefficient, Cv: 0.77=,0.64Nv. Table 16-R Note: Values ars based on closest distance at northeast part of the tract development_ Only :he Nv and Cti values would decrease slightly (0 to 70,6) for lots that lie further m development. away the tract Respectfully yours, f lib ;r P a r Shelton L. Stringer, GE `` CAt f , Vice President Earth Systems Consultants 760 34S-7316 P,2 Earth Sratems Cons ultants SouthW"t • i9-811B County CIub chive .Bermuda Dunes, CA 92201 (760)345-1588 (800)924-70]5 FAX (760) 345-73 i 5 FACSIMILE MEMORANDUM To B Pags: 1 of 1 Benjamin Herbst Company; S"Ctura! Summit Engineering Fax #; (909) 596-5187 ' From: Shelton L. Stringer, GE Date: 04/04/00 Project: Residences within The Traditions, La Qainta, CA ESCSW. Project No: 07694-01 Doc:urr►ent No: 00.04-707 1997 UNIFORM BUILDING CODE (US(-)'I;EISMIC PaRAMETER3, Chapter 16 Reference Seismic Zone: 4 Figure 16-2 Seismic Zone Factor, Z: 0,4 ' Table 16-i Soil Profile Type: S Q Table 16-1 Seismic Source TyP9: - Closest Distance to Known Seismic u,"Ge: 12 2 _ Table Andreas Near Sou - km - 7.6 miles San Andreas Fault Source Factor, Na: 1.0!) ♦.O IT, 16-S Near Source Factor, Nv: 1.1 Table 16-' IS o Q i Seismic Coefficient, Ca: 0.44 = 0.44Na.T , - Table 16-T % Seismic Coefficient, Cv: 0.71 = 0.64Nv Table 1.6-R. Note; Values are based on closest distance at no1heast part of the tract development. Oy r►I t,ie Nv and Cv values would decrease sllghtJ development. r (0 to 5%) for !ots that lie further away in the tract Respectfully yours, am Shelton L. Stringer GE Vice President ; 6 C - 13 5 ,21 ° 6 J& 7 C=3 ' g `{ !! OtL 8 +/ BLocK 13 . n a o as 3 K y \ i 30 \( Lvuc o 3 l . 6 LOUt i • tN o 0 K ' SUMMIT UM STRUCTURAL ENGINEERING Jos No,- Structural, Civil, Architecture, Energy SHEET No. - ` 2283 Fifth Street CALCULATED BY La Verne, CA 91750 . r CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE • VERTICAL ANALYSIS t . i t 1 . SUMMIT STRUCTURAL ENGINEERING JOB No. c Structural, Civil, Architecture, Energy SHEET No. 0 -- 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE ood Wor ks@Sizer. for ANTHONY POWER PRODUCTS ` WoodWorks® Sizer 97e Dec. 1, 2000 16:12:35 Beaml COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1597 . Bea===DESIGN=DATA_====____ _________________ , material: Glulam Unbala'd . lateral support: Top= Full Bottom= @Supports total length: 14.00 (ft] Load =Combinations: ASCE 7-95________________________________ LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution i Magnitude I LO cation, I Pattern 1 ! I Start End I Start End I Load --------I-----------------1------- _ -----I-------- .. 1 Dead Poi9.00 No Point 2722 9.00 No 2 Live Point 1452 No 3 Dead Full Area 15 (2.00)' 4 Dead Partial Area 30 (16.50)* 8.00 14.00 No 5 Live Partial Area 16 (16:50)' 8.00 14.00 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (for=e=lb=_ length=in) ^_14_00= ft I I - _ ----------I------------------- Dead 1 2156 4242 Live I' 962 2074 Total 1 3118 6316 B.Length 1 1.0 1.9 DESIGN SECTION: VG e design ode,ch,..5.125r.13.5 @16.934 plf----- ------ This section PASSES the design code. check. ########################################################################## SECTION vs DESIGN =CODE (stress=psi, deflection=in)- --- - --Criterion- =I Analysis Value I Design- Value I Analysis/Design I --I------------------I Shear fv @d = 115, Fv' = 237 fv/-v' 0.48 Bending(+) fb = 1791 Fb' = 3000 fb/Fb' = 0.0.60 Live Defl'n 0.12 = <L/999 0.47 = L/360 0.39 26 Total Defl1 ==---0-37====L/457- 3-0.-93 L/180_____________ FACTORS: F CD CM CC = CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00' 1.00 2 Fv' = 190 1.25 1.00 1.00 650 1.00 1.00 Fcp'= 2 E' • 1.8 million 1.00 1.00 Custom duration factor for Dead load - 1.00 Custom duration factor for Live'load = 1.25 ADDITIONAL =DATA Bending(+): LC# 2 = D+L, M = 23231 lbs -ft Shear : LC# 2 = D+L, V = 6174, V@d = 5304 lbs Deflection: LC# 2 - D+L EI=1891.38e06 1b-in2 Total Deflection = 1^00(Def1n_dead) + Defln-Live___________ (D=dead L=live S=snow w=wind I=impact C=construction) _- (All =LC_s= are =listed -.in the Analysis output) DESIGN NOTES: _ =1 Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the 'calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span -(NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the. provisions of NDS Clause 3.3.3. 5. GLULAM: bearing lenge''- based on smaller of Fcp(tension), Fcp(comp'n). PAGE -= SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Far (909) 596-5187 2283 5TH STREET, LA VERNE, CA 01 Beaml Woodworks® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e COMPANY I � PROJECT . Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK NDS -1997 Beam DESIGN DATA: material:Glulam Unbala d lateral support: Top= Full Bottom= @Supports total length:, 9.00 [ft[ Load Combinations: ASCE 7-95 LOADS: (force=lbs pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude 1, Location I Pattern I I Start End 1 Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Point 4242 6.50 No 2 Live Point 2074 6.50 No 3 Dead Full Area 15 (2.00)* No 4. Dead Point 1860 8:00 No 5 Live Point 992 8.00 No *Tributary width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force -lbs, length=in) 1 9.00 ft ---------- ------------------- Dead 1 1600 4932 Live 1 686 2380 Total 1 2286 7311 B.Length 1 1.0 2.2 ########################################################################### DESIGN SECTION: VG west.DF, 24F -V4, 5.125x12 @14.608 plf u %*3 Yz " 1_9 This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress -psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ----------------I------------------I Shear fv @d = 176 Fv' = 237 fv/Fv' = 0.74 Bending(+) fb = 1348 Fb' = 3000 fb/Fb' = 0.45 Live Defl'n 0.04 = <L/999 0.30 = L/360 0.12 Total Defl'n 0.12 = L/925 0.60 = L/180 0.19 FACTORS: F== CD CM Ct =CL CF CV Cfu Cr LC# Fb'+- 2400 1.25 1.00 1.00 1.000 1.00 1.000 1:00 1.00 2,. Fv' = 190 1.25 1.00 1.00 Fcp'= 650 11.00 1.00 E' = 1.8 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+) LC# 2 = D+L, M = 13818 lbs -ft Shear : LC# 2 = D+L, V = 7232, V@d - 7216 lbs Deflection: LC# 2 = D+L 7-I=1328.38e06 lb -int Total Deflection = 1.00(Defln_dead) + Defln-Live. (D=dead L=live S=snow W -wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: _ 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except• where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions - of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n)., SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 PAGE 2283 STH STREET, LA VERNE, CA L Beam1 - Woodworks® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e COMPANY I ercc u cr Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 ] (909) 596-0842 (909) 596 -5187 -fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full r Bottom= @Supports total length: 10.00 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) -------------» Self-weight-automatically_included«-------------------_---- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load - ----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (5.00)* No 2 Live Full Area 16 (5.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary width (ft) ------------- ------------- MAXIMUM-REACTIONS-and-BEARING-LENGTHS---(force=lbs_-length=in)------------- 1 10.00 ,ft ------------------- Dead 1 956 956 Live 1 400 400 Total 1 1356 1356 -B_Length=l====1___________________________________________________________ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf V c , 67C /6 This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value.[ Design Value I Analysis/Design 1 -------------- 1- ----------- =---I---------------- I ------------------I Shear fv @d = 43 Fv' =- 106 fv/Fv' = 0.40 Bending(+) fb = 785 Fb'.= 1500 fb/Fb' = 0.52 Live Defl'n 0.06 = <L/999 0.33 = L/360 0.17 -Total -Defl'n----0_20-=--L/611----0,67-=--L/180---------------0_29--------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# -------------------------------------------------------------- -- Fb'+= 1200 1.25- 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1:000) 2 Fcp'= 625 1.00 1:00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 -- - ---- j, ADDITIONAL DATA ------------------------------------- Bending(+): LC#'2 = D+L, M = .3372 lbs -ft Shear : LC# 2 = D+L, V = 1349, V@d = 1180 lbs ' Deflection': LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow w=wind I=impact C=construction) (All LC's are listed in the Analysis output) 1 DESIGN-NOTES 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Dec. 1, 2000 16:20:49 PAGE (. SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERAIE, CA O WOOdWorkS® Sizer for ANTHONY POWER PRODUCTS Beaml WoodWorks® Sizer 97e COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I - (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 17.00 [ft] Load Combinations: ASCE 7-95 LOADS:'(force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load, -----I--------I--------------1-----------------1-----------------I-------- 1 Dead Full Area 30 (5.00)* No 2 Live Full Area 16 (5.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in)• -_17.00 ft I" ---------- ------------------- Dead 1 1681 1681 Live 1 680 680 Total 1 2361 2361 n B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### ------------ =m=====------------------------------------------------------ SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I---------------- I----------------I------------------I Shear fv @d = 50. Fv' = 237 fv/Fv' = 0.21 Bending(+) fb = 968 Fb' = 3000 fb/Fb' = 0.32 Live Defl'n 0.11 = <L/999 0.57 = L/360 0.20 Total Defl'n 0.39 = L/525 1.13 - L/180 0.34 ' -------------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 i.00 - E' = 1.8 million 1.00 i.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA - Bending(+): LCR 2 = D+L, M 9920 lbs -ft Shear LC# 2 = D+L, V = 2334, V@d = 2060 lbs Deflection: LC# 2 - D+L ET=1328.38e06 lb-in2 Total Deflection = 1.00(Defin dead) + Defln Live. (D=dead .L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is'assumed to be unity for all cases. This is conservative except where point .loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based ;on smaller of Fcp(tension), Fcp(comp'n). 4.a Dec. 1, •2000 16:23:14 PAGE oZ SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA O C`/ WoodWOrkS® Sizer .for ANTHONY POWER PRODUCTS Beaml WoodWorks® Sizer 97e Dec. 1, 2000 16:25:13 COMPANY I - PROjECT Summit Structural Engineering I 2283 Fifth Street I' La Verne, CA 91750 1 (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: __vv>vvvvvmvvav_ava__va_>vvv__v _v____v__vv__vv _ material: Glulam Unbala'd lateral support: Top= Full Bottom= @Suppor_s total length: 20.00 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location -ft) ' . »Self -weight automatically included<< Load I Type I Distribution. I Magnitude I Location' I Pattern ( I 1- Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (2.00)' No 2 Live Full Area 16 (2.00)` No 3 Dead Full Area 15 (2.00)No 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 20.00 ft I ---------- ------------------- Dead 1 1077 1077 Live 1 320 320 Total 1 1397 1397 B.Length 1 1.0 1.0 DESIGN SECTION: VG West.DF, 24F -V4, 5.125'x.12 @14.6::° plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE v (stress=psi, deflection=in) Criterion> I Analysis Value I Design Value I, Analysis/Design I -------------- I ---------------- I----------------I------------------I Shear fv @d = 30 Fv' = 237 fv/'v' = 0.13 Bending(+) fb = 666 Fb' = 3000 fb/=o' = 0.22 Live Defl'n 0.09 = <L/999 0.67 = L/360 0.13 Total Defl'n 0.37 = L/648 1.33 = L/180 0.28 FACTORS: F CD CM Ct CL CF CV• Cfu Cr LCV, Fb'+= 2400 1.25 1.00 • 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for ,Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+) LC#a2 = D+L, Ma== 6830 lbs ft Shear LC# 2 - D+L, V = 1366, V@d = 1229 lbs Deflection: LC# 2 = D+L EI=1328.38e06 lb --'n2 Total Deflection = 1.00(Defln dead) + Deflr._Live. - (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please =verify that the default deflection, limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.,, 5. GLULAM: bearing lengt- based on smaller of Fcp(tens ion) , Fcp(comp'n). PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA WOodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e Dec. 1, 2000 16:27:57 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 5.50 [ft] Load Combinations.: ASCE 7-95 LOADS (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I Start End I Start End I Load -----I--------I--------------I-----------------I-------------=---I-------- 1 Dead Full Area 12_ (5.00)* No 2 Live Full Area ^r `16, (5.00) * No 3 Dead Full Area f5 (4.00)* No *Tributary width (ft) ------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 5.50 ft -=--------I------------------- Dead 1 352 352 Live 1 220 220 Total 1 572 572 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 p_u This section PASSES the design code check. ########################################################################### SECTION vs DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------------- ------- ------- -------- Shear fv @d = 24 Fv' = 106 fv/Fv' = 0.22 o`c Bending(+) fb 339 Fb'- = 1500 fb/Fb' 0.23 Live Defl'n 0.01 = <L/999 0.18 = L/360 0.07 Total Defl'n 0.03 = <L/999 0.37 = L/180 0:10 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 '1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load.= 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 783 lbs -ft Shear : LC# 2 = D+L, V = 570, V@d = 475 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb -int • Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. s PAGE y SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET', LA VERNE, CA WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam_ wbc Woodworks® Sizer 97e - Dec. 6, 2000 07:55:08 r COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: mar.eriA Glulam Unbala'd lateral support: Top= Full Bottom= @Supports total length: 12.00 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs pressure=psf, udl=plf, location=ft) »Self -weight automatically -included Load =I Type= I Distribution I Magnitude I :ocation I Pattern I I Start -End I Start End I Load -----I--------I---=---------- I----------------- I ----------------- 1-------- 1 Dead Full Area 15 =(6.00)-- No 2 Dead Partial Area 30 '(17.00)' 0.00 3.50 NO, 3 Live Partial Area 16 (17.00)' 0.00 3.50 No 4 Dead Partial Area 30 (6.00)` 3.50 12.00 No 5 Live Partial Area 16 (6.00)+ 3.50 12.00 No 6 Dead Point 1800 3.50 No, 7 Live Point 960 3.50 No -Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 12.00 ft I ' ----------I------------------- Dead 1 3988 2420 Live I ' 1782 946 Total 1 5770 3366 B.Length 1 1.7 1.0_ ########N##s##############################=######## DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ###'################# SECTION vs. DESIGN CODE (stress=psi, deflection in) Criterion = I Analysis Value I Design Value I=A^.alysis/Design I ---- I ---------------- I----------------I------------------I _ Shear .fv @d = 119 Fv' = 237 fv/Fv' = 0.50 Bending(+) fb = 1432 Fb' = 3000 ib/°b 0.20 Live Defl'n 0.08 = <L/999 0.40 = L/360 0.34 Total Defi'n 0.27 = L/536 0.80 = L/180 FACTORS yE = CD CM Ct ==CL CF, CV Cfu Cr = LC# Fbl+= 2400 1:25 1.00 1.00 1.000 1.00 1-000 1-00 1.00 2 Fv' = 190 1.25 1.00 • 1.00 2 Fcp'= 650 1.00 1.00 E' = 1.8 million -1.00 1.00 2 Custom duration factor for Live load 1.25 ADDITIONAL DATA Bending(+) LC# 2 = D+L, M - 14679 lbs ft Shear : LC# 2 = D+L, V = 5751, V@d = 4865 lbs Deflection: LC# 2 = D+L EI=1328.38eO6 1b-in2 Total Deflection = 1.00(Defln_dead) + Defln.Live. . (D=dead L=live S=snow, W=wind I=impact C=construction) (All LC's are listed in the Analysis output), . DESIGN NOTES: 1 Please verity that the default deflection limits are appropriate for your application. 2. GLULPM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. -This is conservative except. where point loads occur at 1/3 points of,a span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth.' 4. Glulaa Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULN:K: bearing length based on smaller of Fcp(tension), Fcp(comp'n). r PAGE ` IS SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA i f ✓ WoodWorks@ Sizer for ANTHONY POWER PRODUCTS Roof Beam_ wbc r WoodWorks® Sizer 97e COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: , material: GlulamUnbala'd Bottom= total length: 14.00 [ft) Load Combinations: ASCE 7-95 -_- -==lateral LOADS: -@Supports-- ----------- -s=pport_-Top=-F=11------ (force=lbs, pressure=osf, udl=plf, location ft) --• »Self -weight automatically included<. Load I Type= I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -------- -----I--------I-------------- 1 I ----------------- Dead Full Area 15 I ----------------- (2.00)* I No 2 3 Dead Full Area 30 Live Full Area 16 (13.00)* 113 00)* No No 4 Dead Full Area 15 (5.00)*No 5 Live Full Area 20 (5.00)* No 6 Dead Point X400 2.50 No 7 Live Point 200 2.50 No *Tributary Width (ft) ----- •- M-AXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length= -in) --------------- 1 14.00 ft Dead 1 3936 3679 Live 1 2320 2192 s Total 1 6256 5871 B.Length 1 1.9 1.8 ###########################################=####M.#_###################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x13.5 @16.434 plf This section PASSES the design code check. ###########x#######################################_####################### SECTION =vs. DESIGN -CODE ---(st==ress=p=i,-deflection=in)= --------- --- -- Criterion I Analysis Value I Design Value I Analysis/Design I -------------- t---------------- I----=----------- I ------------------'I Shear fv @d = .115 Fv' = 237 fv/Fv' = 0.48 Bending(+) fb = 1606 Fb' = 3000 fb/Fb' = 0.54 Live Defl'n 0.15 = <L/999 0.47 = L/360 0.31 Total Defl'n 0.39 = L/430 0.93 = L/180 0.42 FACTORS F CD CM Ct CL CF CV Cfut Cr LC# Fb'+= 2400 1.25 1.00 1.00 1.000 1.00 1.000 1'.00'., 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E'1.3 million 1.00 1.00 Custom duration factor for Live load = 1.25 ------------- ADDITIONAL DATA ----------------------------------- Bending(+):.LC# 2 = D+L, M = 20833 lbs -ft Shear : LC# 2 = D+L,' V = 6229, V@d = 5307 lbs Deflection: LC# 2 = D+L EI=1891:38e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=s. -ow W=wind I=impact C=construction). (All LC's are listed in the Analysis output) DESIGN=NOTEa= 1. Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assured to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a. span (NDS Table 5.3.2). 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing lenct: based on smaller of Fcp(tension), Fcp(com_p'n).. SUMMIT STRUCTURAL ENGNEERM Phone: (909) 596-0842 Fax (909) 596-5187 PAGE = i` 2283 5TH STREET, LA VERNE,- CA • ✓ WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam_ wbc Wood Works® Sizer 97e 4 Dec. 6, 2000 08:10:40 COMPANY I PROJECT , DESIGN CHECK NDS -1997 Beam DESIGN DATA: material' GlulamUnbala'd lateral su ort: To Fu 11 Bot -^m= @Su PP P= _. PPo^s total length: 10.00 (ft] Load Combinations: ASCE 7-95 ---------------- - ------ LOADS: (force=lbs, pressure=psf, udl=plf, lccation=Pt) »Self -weight automatically included<•c Load I Type== 1 Distribution Magnitude`' I Location I Pattern I I• I Start d 1 Start End I Load -----I--------I--=-----------I-----------------I-----------------1-------- 1 Dead Full Area. 15 (2.0)` No 2 Dead Partial Area 30 (17.;0)' 0.00 6.50 No 3 Live Partial Area 16 (17.,0)* 0.00 6.50 No ` 4 Dead Point 7905 6.50 No 5 Live Point 4216 6.50 No 6 Dead Partial Area 30 (2.x;0)* 6.z0 10.00 No 7 Live Partial Area 16` (2.:'0)*' 6.50 10.00 No `Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, lencth=in) r ---------- ------------ ---- I 10.00 ft (------------------- Dead I' 5354 6701 Live 1 2689 . 3407 Total 1 8042 10109 _B_Length=l====1=8======2=3________________________________ _______________ • DESIGN SECTION: VG West.DF, 24F -V9, 6.75z15 .@24.049 plf This section PASSES the design code check. j SECTION vs DESIGN CODE _ (stress=psi, deflection=in)--------------= r Criterion I Analysis Value I Design Value I Analysis/Design I Shear fv @d = 146 Fv' = 237 fv/Fv' = 0.61 Bending(+) fb = 1628, Fb' = 3000 fb/Fb' = 0.59 ' Live Defl'n 0.05 = <L/999 0.33 =" L/360 0.16 Total Defl'n 0.15 = L/774 0.67 - L/180 0.23 FACTORSF======CD=====CM=====Ct==== CLCV====Cfu=====Cr LC# , Fb'+= 2400 1.25. 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 ` 2 Fcp'= 650 1:00 1.00 - E' = 1.8 million 1.00 1.00• 2 Custom duration factor for Live load = 1.25 --------------------------------------------------------------- ADDITIONAL DATA , --------------- Bending(+): LC# 2 = D+L, M = 34332 lbs -ft Shear: LC# 2 = D+L, V = 9946, V@d = 9824 lbs Deflection: LC# 2 = D+L EI=3417.13e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live.' (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) : DESIGNNOTES =====__-_=;________________________________ 1. Please verify that the default deflection limits are appropriate for your application. 2- GLULAM: The loading coefficient KL used in the ca culation of Cv is assumed to be un:=y for all cases. This is conservative except' where point loads occur at 1/3 points of a span (NDS Table 5.3.2).,- 3. GLULAM: bxd = actual breadth r- actual depth. 4. Glulam Beams shall be laterally supported according r.o the provisions of NDS Clause 3.3.3. 5. GLULAMI: bearing length based on smaller.of Fcp(tension), Fcp(comp'n). , r PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 _ 2283 5TH STREET, LA VERNE, CA Beaml ✓ Woodworks® Sizer for ANTHONY POWER PRODUCTS Woodworks® Sizer 97e COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street I La Verne, CA 91750 I (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK---:: NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Too= Full Bottom= @Supports total length: 15.50 [ft] Load Combinations: ASCE 7-95 __________________________ LOADS: (force=lbs, pressure=osf, udl=plf, location=ft) . »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I 1 Start End 1 Start End 1 Load - ----I--------I-------------- I ----------------- I ------------ -----I-------= 1 Dead Full Area 30 (15.00)' No 2 Live Full Area 16 (15.00)t No 3 Dead Full Area 15 (4.00)` No -Tributary -Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 9.00 6.50 ft ----------I---------------------------- Dead 1 1902 5227 1059 Live 1 864 2375 481 Total 1 2766. 7602 1540 B.Length 1 1.0 2.2 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12, @15.023 plf This section PASSES the design code check. #################################i########################################## SECTION vs. DESIGN CODE (stress -psi,, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------------I----=----------- I----------------I------------------I Shear fv @d = 81 Fv' = 106 fv/Fv' = 0.76 Bending(+) fb = 491 Fb' =.1687 fb/Fb' = 0.29 Bending(-) fb = 613 Fb' = 1684 fb/Fb' = 0.36 Live Defl'n 0.02 = <L/999 0.30 L/360 0.06 Total Defl'n 0.05 = <L/999 0.60 L/180 0.09 ---- _------ ===_===__==_===_----------==----------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350===1 25 =1.00 1.00 '1000 1c00 =1 000 1 00 = 1.00 = 2 Fb'-= 1350 1.25 1.00 1:00 0.998 1.00 1.000 1.00 1.00 2 , Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25, ADDITIONAL DATA Bending(+): LC# 2 ='D+L, M = •4959 lbs -ft ' Bending(-): LC# 2 D+L, M - 6192 lbs -ft Shear : LC# 2 D+L, V,= 4131, V@d = 3397 lbs Deflection: LC# 2 D+L EI -1115.29e06 lb -int Total Deflection = 1.00(Defln dead) + Defln_Live. (D -dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to rhe full length of cantilevers and other spans. 3. Sawn lumber bending -embers shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, " LA VERNE, CA F_!Z: [✓ Roof Beam_ wbc WoodWorks® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e COMPANY I- PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: ` material: GlulamUnbala'd lateral support: Top= Fu 11 Bottom- @Supports total length: 14.00 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 10 (4.00)" No 2 Dead Partial Area 30 (14.00)' 6.00 14.00 No 3 Live Partial Area 16 (14.00)` 6.00 14.00 No 4 Dead Point 1059 .6.00 No 5 Live Point 481 6.00 - No 6 Dead Partial Area 30 (2.00)• 0.00 6.00 No 7 Live Partial Area 16 (2:00)' 0.00 6.00 No Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 14.00 ft 1 ----------I------------------- Dead 1 2252 3335 ' Live I' 938 1527 Total 1 3190 4862 B.Length 1 1.0 1.5 ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress --psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I ----------=---I---------------- I----------------I------------------I Shear fv @d = 99 Fv' = 237 fv/Fv' = 0.42 Bending(+) fb = 1636 Fb' = 3000 fb/Fb' = 0.55 Live Defl'n 0.13 = <L/999 0.47 = L/360 -0.28 ,Total Defl'n 0.43 = L/393 0.93 = L/180 0.46 FACTORS F CD = CM Ct = CL CF CV Cfu = Cr LC#' Fb'+= 2400 1.25 1.00 1.00 1.000- 1.00 1.000 1.00 1.00 2 Fv' = 190 1.25 1.00 1.00 2 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 - D+L, M = 16770=lbs-ft Shear : LC# 2 = D+L, V = 4738, V@d.= 4069 lbs Deflection: LC# 2 - D+L EI=1328.38eO6 lb -int Total Deflection = 1.00(Defln'dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) . (All LC's are listed in the Analysis output) DESIGN NOTES: 1 Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of CV is assumed to be unity for all cases. This is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2) 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to'the provisions .of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n) SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax ) 596-51 Dec. 6, 2000 08:36:54 PAGE -. J 2283 5TH STREET, LA VERNE, CA L WoodWorks® Sizer for ANTHONY POWER PRODUCTS WoodWorks® Sizer 97e COMPANY I PROJECT ' Summit Structural Engineering 1 2283 Fifth Street La Verne, CA 91750 •(909).596-0842 (909) 596-5187 fax 1 ' DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft ' lateral support: Top= Full Bottom= @Supports total length: 4.50 [ft] Load Combinations: ASCE 7-95 -------- ---------------------------------------------------------- LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ------------->>Self_weight- automatically -included«------_---___---_------- Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I-------------- 1 ----------------- 1-;--- ------------ 1=------- ' 1 Dead Full Area 12 (6.50)* No 2 Live Full Area , ,• ;Y i6 (6.50)* No 3 Dead Full Area 19 (2.00)* No *Tributary Width (ft) tMAXIMUM-REACTIONS-and-BEARING-LENGTHS---(force=lbs, length=in) 1 4.50 ft ----------I------------------- Dead 1 261 261 Live 1 234, 234 Total 1 495 495 ' -B_Length=l====1=0======1=0________________________________________________ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) ---------------------------------------------- Criterion I Analysis Value I Design Value I Analysis/Design I ------------- ----- ----- ------ Shear fv @d,= 19 Fv' = 106 fv/Fv' = 0.18 Bending(+) fb = 240 Fb' = 1500 fb/Fb' 0.16 Live Defl'n 0.01 = <L/999 0.15 = L/360 0.05 ' Total -Defl'n----0_02-=-<L/999----030-=--L/180--------------006 ----------- FACTORS:-------- FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 FV. = 85 1.25 1.00 1.00 (CH 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 555 lbs -ft Shear LC# 2 = D+L, V = 493, V@d = 393<lbs ' Deflection: LC# 2 = D+L EI= -122.01e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) ------------ ' DESIGN-NOTES 1. Please verify that the default deflection limits are appropriate for your application. 2.. Sawn lumber bending members shall be laterally supported according to ' the provisions of NDS Clause 4.4.1. ' SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fait (909) 596-5187 Dec. 1, 2000 16:53:30 PAGE a0 _! 2283 5TH STREET, LA VERNE, CA la j E Woodworks® Sizer for ANTHONY POWER PRODUCTS Roof Beam_ wbc WoodWorks® Sizer 97e COMPANY I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: --------- -- -------------- material• Lumber -soft lateral support: Top= Full Bottom= @Supports total length: 6.50 [ft] Load Combinations: ASCE 7-95 ------------ LOADS (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I--------------I----------;------I-----------------I-------- 1 Dead Full Area 10 (4.00)* No 2 Dead Partial Area 30 (14.00)* 5.00 6.50 No 3 Live Partial Area 16 (14.00)' 5.00 6.50 No 4 Dead Point 2100 5.00 No 5 Live Point 1120 5.00 No 6 Dead Partial Area 30 (2.00)* 0.00 5.00 No 7 Live Partial Area 16 (2.00)* 0.00 5.00 No *Tributary Width (ft) ------ ------------------------ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 1 6.50 ft " I ---------- ------------------- Dead I 906 2453 Live 1 396 1220 Total 1 1302 3673 B.Length 1 1.0 1.7 ########################################################################### DESIGN SECTION: D.Fir-L, N0.2, 4x12 @ 9.352 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE ' (stress=psi, deflection=in) --------------------------------------------- ----------- Criterion I Analysis Value I Design Value I Analysis/Design I ----- --- ----- --------I------------------1 Shear fv @d = 115 Bending(+) fb = 768 Live Defl'n 0.01.= <L/999 Total Defl'n 0.04 = <L/999 FACTORS: F CD CM Fv' = 119 fv/Fv' = 0.96 Fb' = 1237 fb/Fb' = 0.62 0.22 = L/360 0.06 0.43 = L/180 0.10 --------------------------------------------- --------------------------------------------- Ct CL CF CV Cfu Cr . LC# --------------------------------------------- --------------------------------------------- Dec. 6, 2000 08:43:24 Fb'+= 900 1.25 1.00 1.00 1.000 1.10 1.000 1.00 1.00 2 Fv' = 95 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 - E' = 1.6 million 1.00 1.00 2 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+):,LC# 2 = D+L, M = 4725 lbs -ft Shear : LC# 2 = D+L, V = 3638, V@d = 3006 lbs Deflection: LC# 2 = D+L EI= 664.44e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to, -:--- the provisions of NDS Clause 4.4.1.. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA w u _. WOOdWOrkS® SIZeI' for ANTHONY POWER PRODUCTS ' Beaml Wood Works® Sizer 97e Dec. 1, 2000 17:02:00 COMPANY I PROJECT ' Summit Structural Engineering 1 2283 Fifth Street La Verne, CA 91750 (909) 596-0842 (909) 596-5187 fax I. DESIGN CHECK NDS -1997 Beam DESIGN DATA: - material: Glulam Unbala'd lateral support Top= Full Bottom= @Supperts total length: 16.00 [ft] Lo:d Combinations: -ASCE -7-95=====____=_____'_______=________________ ' LOADS: (force=lbs, pressure=psf, udl=plf, location -ft) »Self=weight automatically included<< Load I Type I Distribution I Magnitude 1. Location I Pattern ' I - I I Start End I Start End I Load . -----I----- ---I----- ---------I-----------------I---------=-------I-------- 1 Dead Full Area 30 (13.00)* No 2 Live Full Area 16 (13.00)* No ' 3 Dead Full Area 15 (4.00)' No MAXIMUMa=y=WidthS and BEARING MAXIMUM REACTIONS and BEARING LENGTHS (for===lbs, length=in) - -- 1 16.00 ft 1 t Dead 3785 3785 I ' Live 1 1664 1664 Total 1 5449 5449 '=B_Lengthvl====1=6======1=6=====___________________=_=_=_ ___=_____________ ' DESIGN SECTION: VG West.DF, 24F -V4, 5.125x15 @18.260 plf This section PASSES the design code check. - ##################k######################################################## SECTION =vs. ===DESIGN =CODE ==(stress=psi_ deflection -in) ___ ' r _ ----- Criterion, I Analysis Value I Design Value I Analysis/Design I ' --------------I---------------- I ---------------- I' -----------------I ' Shear fv @d = 89 Fv' = 237 fv/Fv' 0.38 , Bending(+) fb = 1351 Fb' = 3000 fb/Fb' = 0.45 Live Defl'n 0.12 = <L/999 0.53 - L/360 0.22 Total Defl'n 0.38 = 1/499 1.07 = L/180 0.36 FACTORS: _FCDCMCtCL__=_ CFCV--= CfuCr =LC#= Fb'+- 2400 1.25 1.00 1.00 1.000 7.00 1.000 1.00 1.00 2 ' Fv' = 190 1.25 1.00 1.00 - 2 Fcp'= 650 1.00 1.00 _ E' 1.8 million 1.00 1.00 2 Custom ----------f=cto=-for De=d=load==-1-00----= -------------- -------- Custom duration factor for Live load = 1.25 ,. ADDITIONAL DATA ' Bending(+): LC# 2 = D+L, M = 21640 lbs -ft ---. ` Shear LC# 2 = D+L, V = 5410, V@d = 4565 lbs Deflection: LC# 2 - D+L EI=2594.49e06 lb-in2 Total Deflection 1.00(Defln dead) + Defln_Live. (D=dead. L=live S=snow W=wind . I=impact C=construction) ' (All LC's are listed in the Analysis output) DESIGN NOTES: 16 Please verify that the =default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in the calculation of Cv is assumed to be unity for all cases. This 'is conservative except where point loads occur at 1/3 points of a span (NDS Table 5.3.2). . 3. GLULAM: brd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3. 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n). ' PAGE as SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA Wood RWorks@ --.. Sizer for ANTHONY POWER PRODUCTS ' Beaml WoodWorks® Sizer 97e COMPANY I PROJECT Summit Structural Engineering i 2283 Fifth Street 1 „ La Verne, CA 91750 I' (909) 596-0842 (909) 596-5187 fax 1 ' Beam DESIGN DATA: DESIGN CHECK - NDS -1997 ' material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 13.00 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight -automatically included«. Load I Type I Distribution I Magnitude I Location I. Pattern I I I Start End I Start End I Load I --------I-------------- I----------------- I-----------------1-------- 1 Dead Full Area 30 (7.501"* `}'t pi,_ No 2 Live Full Area 16 (7.50)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) ' MAXIMUM -REACTIONS -and -BEARING -LENGTHS ---(force=lbs_-length=in)------------- I 13.00 ft ----------I------------------- Dead 1 1777 1777 , Live 1 780 780 Total 1 2557 2557 ' -B_Length=l====1=0======1=0________________________________________________ ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection= -in) ======= Criterion Criterion I Analysis Value 1 Design Value 1 Analysis/Design -------------- I----------------I-------------- Shear fv @d = 51 Fv' = 106 fv/Fv' = 0.48-i Bending(+) fb = 816 Fb' = 1687 fb/Fb' = 0'.48 Live Defl'n 0.07 = <L/999 0.43 = L/360 0.16 Total Defl'n 0.22 = L/694 0.87 =1 L/180 0.26 FACTORS: F CD CM ' Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 ' 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 8239 lbs -ft Shear : LC# 2 = D+L, V = 2535, V@d = 2161 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W= -wind I=impact C=construction) (All LC's are listed in the Analysis output) 'DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. ' 2. Sawn lumber bending members shall be'laterally supported according to the provisions of NDS Clause 4.4.1. Dec. 1, 2000 17:03:31 PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA q ✓ WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beaml Wood Works® Sizer 97e Dec. 1, 2000 17:05:42 COMPANY I PROJECT Summit Structural Engineering I 2283 Fifth Street , 1 La Verne, CA 91750 (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: ========Timber -soft ====. __________________________________ lateral support: Top= Full Bottom= @Supports total length: 7.50 (ft) Load Combinations: ASCE 7-95 LOADS (force=lbs, pressure=psf, udl=plf, location=ft) _ »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------1--------------I-----------------I-----------------I-------- 1 Dead Partial Area 30 (15.00)" 0.00 3.50 No 2 Live Partial Area 16 '(15.00)* 0.00 3.50 No 3 Dead Full Area , 15 (2.00)"' No 4" Dead Point 1800 3.50 No 5 Live Point 960 3.50 No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 7.50 ft ----------I------------------- Dead 1 2335 1375 Live 1 1156 644 Total 1 3491 2019 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress -psi, deflection=in) Criterion I Analysis Value I Design Value 1 Analysis/Design I --------------1----------------I----------------I------------------I Shear fv @d - 83 Fv' = 106 fv/Fv'.= 0.78' Bending(+) fb = 1117 Fb' = 1687 fb/Fb' = 0.66 Live Defl'n 0.04 = <L/999. 0.25 = L/360 0.14 Total Defl'n 0.11 = L/849 0.50 = L/180 0.21 - ----- -- ------ FACTORS: F CD CM Ct CL CF ICV Cfu Cr LC# Fb +=_=1350 1.25 1.00 1.00 1.000 1.00 1.000 1.00 = 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1:00 1.00 _ E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 D+L, M = 7703 lbs -ft Shear : LC# 2 D+L, v = 3483, V@d = 2903 lbs ' Deflection: LC# 2 D+L EI= 628.73e06 lb -int Total Deflection 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) , DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 I'm (909) 596-5187 2283 5TH STREET, LA VERNE, CA C L Roof Beam_ wbc WoodWorks® Sizer for ANTHONY POWER PRODUCTS 4 WoodWorks® Sizer 97e. COMPANY, I PROJECT DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 6.50 [ft) Load Combinations: ASCE.7-95 LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I ' Start End I Start . End I Load -----1 -------- I -------------- I-----------------1 ----------------- I-------- 1 Dead Full Area 10 (6.00)* No 2 Dead Full Area 30 (22.00)* No 3 Dead Full Area 16 - (22.00)' 'No *Tributary Width (ft) ------------------- MAXIMUM REACTIONS and'BEARING LENGTHS, (force=lbs; length=in) ____-----I----- -6 50 ft _ I" ---------- ------------------- Dead I 3544 3544 Live I Total 1 3544 3549 ` B.Length 1 1":0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check ########################################################################### SECTION vs DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I -------1----------------I----------------I------------------I Shear fv @d = 59 Fv' = 76 fv/Fv' = 0.77 Bending(+) fb = 568 Fb' = 1215 fb/Fb'•,= 0.47 Live Defl'n negligible Total Defl'n 0.04 = <L/999 0.43 = -L/180 0.09 FACTORS: F CD CM Ct CL CF' CV Cfu Cr LC# ____ Fb'+= 1350 0.90 1.00 1.00 1.000 1.00. 1.000 1.00 1.00 1 Fv' = 85 0.90 1.00 1.00 (CH = 1.000) 1 Fcp'= 625 1.00 7 1.00 E' = 1.6 million 1.00 1.00 1 Custom duration factor for Live load = 1.25, ADDITIONAL DATA Bending.(+): LC# 1 = D only, M = 5741 lbs -ft Shear : LC# 1 = D only, V = 3533, V@d = 2491 lbs Deflection: LC# 1 = D only EI=1115.29e06 lb-in2 . Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: i 1 Please verify that the default deflection limits are appropriate for your application. mb shall be laterally supported according to Dec. 6, 2000 08:46:46 2. Sawn lumber bending me e— the provisions of NDS Clause 9.9.1. PAGE a SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VER,NE; CA R WoodWocksO Sizer for ANTHONY SOWER PRODUCTS Beaml Wood Works® Sizer 97e Dec. 1, 2000 17:12:19 COMPANY 1 PROJECT Summit Structural Engineering I' 2283 -Fifth Street La Verne, CA 91750 1 G (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 Beam -=DESIGN =DATA: _______________________________ material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 7.00 (ft] ' Lo_d Combinations: =ASCE =7x95 LOADS: (Force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type J Distribution I Magnitude I . Location I Pattern I I I Start End Start End I. Load - ----I-----=--I--------------I-----------------I-----------------I-------- 1 Dead Partial Area 30 (7.50)' 0.00 2.50 No 2 Live Partial Area 16 (7.50)' 0.00 2.50 No 3 Dead Full Area 15 (2.00)' No 4 Dead Point 900 2.30 No 5 Live Point 480 2.=0 No `Tributary Width (ft) J ' ___`____________________________________________'______=____________ MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 7.00 ft I I ----------I-------------=----- , Dead 1 1185 566 Live I 555 225 " Total I 1740 791 B.Length 1 1.0 1.0 ####################################################.####################### i DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) . Criterion= I Analysis =Value I Design- value =I Analysis/Design I --I----------------I----------------1------------------ Shear fv @d = 54 Fv' = 106 fv/Fv' = 0.51 Bending(+) fb - 729 Fb' = 1500 fb/Fb' - 0.49 Live Defl'n 0.02 = <L/999 0.23 = L/360 0.10 -TotOR_De=fl===== 0=07 ===L/999= -=-0=97====L/180 0.16====____ FACTORS: F CD CM Ct CL CF CV Cfu _Cr - LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (C::'= 1.000) 2 ' Fcp'= 625 1.00 1.00 _ E' 1.6 million 1.00 1.00 2 Custom duration factor for Dead load - 1.00 Custom duration factor for Live load - 1.25 ADDITIONAL =DATA = Bending(+): LC# 2 - D+L-=M = 3133 lbs -ft Shear : LC# 2 = D+L, V = 1735, V@d - 1494 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.00(Defln dead) + Defln Live. ===(D de=d=sarelisted^.ow==W====d _I_=mpatput) construct=o )______________ (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that tae default deflection limits are appropriate for your application.. 2. Sawn lumber bending -.embers shall be,laterally supported according to the provisions of NDS Clause 4.4.1. PAGE SUMMIT STRUCTURAL ENGINEERING ' Phone: (909) 596-0842 Favi (909) 596-5187 2283 5TH STREET, LA VERNE, CA I p I_ f WOOdWorks® Sizer for, ANTHONY POWER PRODUCTS Beaml • WoodWorks® Sizer 97e COMPANY I PROJECT • ' Summit Structural Engineering 2283 Fifth Street I + La Verne, CA 91750 (909) 596-0842 (909) 596-5187 'fax` I DESIGN CHECK - NDS -1997 1 8=a===DESIGN=DATA_______________________________ material: Timber -soft lateral support: Top= Full Bot.om= @Supports total length: 7.00 (ft] ' __=====Loa-=d=Comb=nations°-_ASCE_7=95=-=======-=-==--==-===--=-----,_________ LOADS: (Force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load r - ----I--------I----------T---I---------- 1 Dead Partial Area 30 (10.00)' 3.50 7.00 No' 2 Live Partial Area 16 (10.00)" _.50 7.00 No 3 Dead Full Area 15+' (2.00)' No _= 4--- Dead --==-Point 2925 3.50 No 5 Live Point 1560 3.50 No. 'Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) _ = 1 ^x=7.00 -_ft I I ----------I------------------- Dead 1 1894 2419 Live 1- 920 1200 - - Total 1 2814 3619 B.Length I 1.0 1.1 'DESIGN eSECTION: _=-_D=Fir-L=-_No. 1, Exec @1=.023.p1f, This section PASSES the design code check. J ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design 1' - -------------I-----_----------I---------- Shear - fv'@d - 74 Fv' = 106 'v/Fv' = 0.69 Bending(+) fb = 944 Fb' = 1687 fb/Fb' = 0.56 Live Defl'n 0.02 = <L/999 0.23 - L/360 0.09 Total Defl'n 0.06 = <L/999 0.47 = L/180 ------------------------- 0.13' ' FACTORS: F CD CM Ct - CL Cr CV Cfu Cr LC# Fb'+- 1350 1.25 1:00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH 1.000) 2 Fcp'= 62-5 1.00 1.00 _ E' 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load - 1.25 ADDITIONAL DATA Bending(+): LC# 2 ==D+L, M= =9533 lbs -ft Shear LC# 2 = D+L, V = 3555, V@d = 3100 lbs Deflection:. LC# 2 = D+L - EI=1115.29e06 lb -int Total Deflection 1.00(Defln dead) + Defln_Live.' (D=dead L=live S=snow W=wind I -impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ---------------- 1,. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supcc_rted according to the provisions of NDS Clause 4.4.1. Dec. 1, 2000 17:14:51 i - s PAGE 7 SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA 1 WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 Wood Works® Sizer 97e Dec. 1, 2000 17:16:24 COMPANY I PROJECT Summit Structural Engineering 2283 Fifth Street La Verne, CA 91750 (909) 596-0842 (909) 596-5187 fax 1 Beam DESIGN DATA: DESIGN CHECK - NDS -1997 material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 11.00 (ftp" --Load-Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) -_--------- »Self -weight- automatically -included«------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I. Start End I Load I- -------I--------------I-----------------I-----------------I-------- 1 Dead Full Area 30 (5.00)* No 2 Live Full Area 16 (5.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 11.00 ft ---I------------------- Dead 1 1071 1071 Live 1 440 440 Total 1 1511 1511 -B.Length=l====1=0======1=0________________________________________________ ########################################################################### DESIGN SECTION. D.Fir-L, NO -41, 6x10, @12.411 plf This section PASSES the design code check. ################################################_########################## SECTION vs. DESIGN CODE (stress=psi, deflection=in) --Criterion I Analysis Value I Design Value I Analysis/Design I ------I----------------I----------------I------------------I Shear fv @d = 37 Fv' = 106 fv/Fv' = 0.35 Bending--(+ -) fb 598 Fb' = 1687 fb/Fb' = 0.35 Live Defl'n 0.04 = <L/999 0.37 = L/360 0.11 Total Defl'n 0.14 = L/924 0.73 = L/180 0.19 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00' 1.000 1.00 1.00 2 Fv' 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 4120 lbs -ft Shear : LC# 2 = D+L, V = 1498, V@d,= 1283 lbs Deflection: LC# 2 = D+L EI= 628.73e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W= -wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE ° g SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187' 2283 5TH STREET, LA VERNE, CA s ✓ WoodWorks R ' (_ O SIZer. for. ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e COMPANY I PROJECT Summit Structural Engineering 2283 Fifth Street La Verne, CA 91750 (909) 596-0842 (909) 596-5187 fax 1 Beam DESIGN DATA: DESIGN CHECK - NDS -1997 material: Timber -soft lateral support:,Top= Full Bottom= @Supports total length: 5.50 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) >>Self -weight automatically included' Load I Type I Distribution I Magnitude I Location I Pattern I I 1 Start End I Start End i Load -----I--------I--------------I--------- 1 Dead Full Area 30. (10.00)* No 2 Live Full Area 16 (10.00)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) 5.50 ft ---------- ------------------- Dead .929 929 Live I 440 440 Total 1 1369 1369 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, NO -1, 6x6 @ 7.185 plf This section PASSES the design code check. ########################################################################### SECTION VS. DESIGN CODE (stress=psi, deflection=in) ------------------ ____________________________________________________ ----------- --Criterion---I Analysis Value I Design Value I Analysis/Design I 1----------------I----------------1------------------I Shear fv @d = 56 Fv' = 106 fv/Fv' = 0.53 Bending(+) fb = 814 Fb' = 1500 fb/Fb' = 0.54 Live Defl'n 0.03 = <L/999 0.18 = L/360 0.15 Total Defl'n 0.08 = L/786 0.37 = L/180 0.23 FACTORS: F CD CM Ct CL CF CV Cfu Cr LC#' ------------------------------------------------- _______ Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA -------------- Bending(+): LC# 2 = D+L, M = 1880 lbs -ft Shear : LC# 2 = D+L, V = 1367, V@d = 1139 lbs Deflection: LC# 2 = D+L EI= 122.01e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ---(All _LC's are listed in the Analysis output) DESIGN NOTES: Please1. verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause.4.4.1. I Dec. 1, 2000 17:16:58 PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA V ab _ WoodWorksO Sizer , for ANTHONY POWER PRODUCTS Beaml Wood Works® Sizer 97e Dec. 1, 2000 17:19:46 COMPANY I PROJECT ` Summit Structural Engineering 2283Fifth Street I La Verne, CA 91750 1 (909) 596 0842 (909) 596-5187 fax I " DESIGN CHECK - NDS -1997 Beam DESIGN DATA: =material: Timber -soft lateral support: Top= Full Bottom= @Supports total length: 11.00 [ft) Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load =I=Type = I=Distribution I = Magnitude =I = =Location I=Pattern I I I Start End I Start End I Load 1--------I--------------I-----------------I-----------------I-----=- 1 Dead Partial Area 30 (12.50)* 7.00 11.00 No 2 Live Partial Area 16 (12.50)` 7.00 11.00 No 3 Dead Full Area 15 (2.00)* No 4 Dead Point 1500 7.00 No 5 Live Point 800 7.00 No *Tributary Width (ft) MAXIMUM REACTIONS =and BEARING LENGTHS =(force -lbs, length=in) 1 11.00 ft ---------- ------------------- Dead 1 1084 2448 Live 1 436 1164 Total 1 1520 3611 B.Length 1 1.0 1.1 DESIGN SECTION: D.Fir-L, No. 1, 6x12 @15.023 plf This section PASSES the design code check. #####################################################_##################### SECTION vs DESIGN CODE (stress -psi deflection=in) Criterion I Analysis Value I Design value I Analysis/Design I -------------- I ------- Shear fv @d = 70 Fv' = 106 f:'/Fv' = 0.66 Bending)+) fb = 931 Fb' - 1687 f_/Fb' = 0.55 Live Defl'n 0.05 = <L/999 0.37 = L/360 0.13 Total Defl'n 0.15 = L/872 0.73 = L/180 0.21 FACTORS pCD=====0M====C.`=====CL=====CF CV-===Cfu=====C=====LC# Fb'+= 1350 1.25 1.00 1.00 1.000 1.00 1.0000 1.00 1.00 2 Fv' - 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'- 625 1.00 1.00 _ E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL =DATA Bending(+): LC# 2 = D+L, M 9404 lbs -ft Shear : LC# 2 - D+L, V.= 3510, V@d - 2945 lbs Deflection: LC# 2 = D+L EI=1115.29e06 lb -int Total Deflection = 1.00(Defln:dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=constriction) (All LC's are listed in the analysis output) , DESIGN NOTES: =1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. PAGE 30 SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA WoodWorks® Sizer for ANTHONY POWER PRODUCTS Roof Beam_ wbc WoodWorks® Sizer 97e COMPANY I PROJECT DESIGN CHECK. - NDS -1997 Beam DESIGN DATA: Dec. 6, 2000 09:05:04 material: Glulam Unbala'd lateral support: Top= Full Bottom= @Supports'- total length: 11.00 (ft] Load Combinations: ASCE 7-95 LOADS (force=lbs, pressure=psf, udl=plf, location=ft) »Self -weight automatically included<< Load I TypeI Distribution I Magnitude I Location I Pattern I 1 I Start End I Start End I Load -----I -------- I -------------- 1 ---------- =------- I --- -------------- I-------- 1 Dead Full Area 15 (4.00)* No 2 Dead Full Area 30 (14.00)* No 3 Dead Full Area 16 (14.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) - --------------------- 11.00 ft 1 " ----------I--------=---------- Dead I 3969 3969 Live I ' Total 1 3969 3969 + B.Length 1 1.2 1.2 . ------------------ ########################################################################### DESIGN SECTION: VG West.DF, 24F -V4, 5.125x12 @14.608 plf, This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I Shear fv @d = 79 Fv' = 171 fv/Fv 0.46 Bending(+) fb = 1060 Fb' = 2160 fb/Fb' = 0.49 Live' Defl'n negligible Total Defl'n 0.18 = L/740 0.73 = L/180 0.29 FACTORS: F CD CM Ct CL CF CV, Cfu Cr LC# Fb'+= 2400 0.90 1.00 1.00 1.000 1.00 1.000 1.00 1.00 1 Fv' = 190 0.90 1.00 1.00 1 Fcp'= 650 1.00 1.00 - E' = 1.8 million 1.00 1.00 1 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 1 = D only, M = 10869 lbs -ft Shear : LC# 1 = D only, V = 3952, V@d = 3234 lbs Deflection: LC# 1 = D only EI=1328.38e06 lb -int Total Deflection=.1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W= -wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: ------------- 1 Please verify that the default deflection limits are appropriate for your application. 2. GLULAM: The loading coefficient KL used in -the calculation of Cv is assumed to be unity f_or all cases. This is conservative except - where point loads occur at 1/3 points of a span (NDS Table 5.3.2).~- 3. GLULAM: bxd = actual breadth x actual depth. 4. Glulam Beams shall be laterally supported according to the provisions --e- of NDS Clause 3.3.3. \ 5. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp 'n). PAGE SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 STH STREET, LA VERNE, CA I, a7 ,✓ odWorksO Wo R Sizer for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e' Dec. 1, 2000 17:21:47 COMPANY I PROJECT Summit Structural Engineering 1 2283 Fifth Street 1 La Verne, CA 91750 1 (909) 596-0842 (909) 596-5187 fax 1 Beam DESIGN DATA:' DESIGN CHECK - NDS -1997 material: Timber -soft lateral support: Top= Full Bottom= @Su pports ---- --total length: 6.50 [ft] ' -------Load -Combinations: -ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) , ------------- »Self=weight- automatically -included«------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load I--------i--------------I-----------------I-----------------I-------- 1 1 Dead Full Area 30 (12.50)* No 2 Live Full Area 16 (12.50)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) . MAXIMUM -REACTIONS -and -BEARING -LENGTHS ---(force=lbs,-length=in)------------- I 6.50 ft I ----------I--------------`----- Dead 1 1353 1353 Live 1 650 650 Total 1 2003 2003 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### G SECTION vs'. DESIGN CODE (stress=psi, deflection=in) ---------------------------------------------------------------- ---------------------------- -------------- --Criterion I Analysis Value I Design Value I Analysis/Design 1 --- I ---------------- I ---------------- I ------------------ I Shear fv @d = 59 Fv' = 106 fv/Fv' = 0.55 - Bending(+) fb = 756 Fb' = 1500 fb/Fb' = 0.50 Live Defl'n 0.03 = <L/999 0.22 = L/360 0.12 Total Defl'n 0.08 = L/977 0.43 = L/180 0.18 ---------------------------------------------=----------------------- -------------------- FACTORS: F CD CM -----Ct CL CF CV Cfu Cr LC# Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 = Fcp'= 625 1.00 1.00 (CH 1.000) 2 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 3247 lbs -ft Shear : LC# 2 = D+L, V = 1998, V@d = 1614 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb -int Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) ---(All -LC_s- are -listed in the Analysis output) 1 DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to ' the provisions of NDS Clause 4.4.1. PAGE 3 a SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA aa8 Works@ Wood R - ' I Siz er for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e Dec. 1, 2000 17:23:17 L COMPANY I PROJECT Summit Structural Engineering 1 2283 Fifth Street La Verne, CA 91750 1 (909) 596-0842 (909) 596-5187 fax 1 DESIGN CHECK - NDS -1997 Beam DESIGN DATA: material: Timber -soft lateral support: Top= Full Bottom= @Supports ` ` total length: 8.00 (ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ------------- »Self_weight- automatically -included«-_---------------------- Load I Type I Distribution I 'Magnitude I Location I Pattern I I 1. Start End ] Start End I Load I - -------I-------------- I ------ ---------I-----------------I-------- • 1 Dead Full Area 30 (5.00)* No 2 Live Full Area 16 (5.00)* No ' 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 8.00 ft ----------I--------------``----- Dead I 765 765 Live I •320 320 Total I 1085 1085 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9.798 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion I Analysis Value I Design Value I Analysis/Design I --------I------------------ Shear •.fv @d = 33 Fv' = 106 fv/Fv' = 0.31 Bending(+) fb = 502 Fb' = 1500 fb/Fb' = 0.33 Live Defl'n 0.02 = <L/999 0.27 = L/360 0.09 -Total -Defl_n----0_08_=-<L/999 0.53 = L/180 0.15. FACTORS: F CD CM Ct CL CF CV Cfu Cr LC# --------------=--------------=-------------------- Fb'+= 1200 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 .1.00 E' = 1.6 million 1.00 1.00 2 Custom duration factor for Dead load = 1.00 Custom duration factor for Live load = 1.25 IADDITIONAL DATA Bending(+); LC# 2 = D+L, M = 2158 lbs -.ft Shear LC# 2 = D+L,.V = 1079, V@d = 911 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 I Total Deflection = 1.00(Defln_dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES.______________________________________________________________ 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterally supported according to' the provisions of NDS Clause 4.4.1. SUMMIT STRUCTURAL ENGINEERING. Phone: (909) 596-0842 Fax (909) 596-5187 f_16 PAGE 3 - 2283 5TH STREET, LA VERNE, CA ® WoodWorks® Sizer, for ANTHONY POWER PRODUCTS Beam1 WoodWorks® Sizer 97e Dec: 1, 2000 17:23:38 r' COMPANY I .PROJECT Summit Structural Engineering 1 2283 Fifth Street I La Verne, CA 91750 (909) 596-0842 (909) 596-5187 fax I Beam DESIGN DATA: DESIGN CHECK - NDS-1997 •• ------------ _________________________________________________________ material: Timber-soft lateral support: Top= Full Bottom= @Supports total length: 5.50 [ft] Load Combinations: ASCE 7-95 - LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) , ----- _----->>Self-weight- automatically -included«------------------------ Load I Type I Distribution I Magnitude I Location I Pattern I I I Start End I Start End I Load -----I--------I----------=--- _ -----------1-------- 1 Dead Full Area 30 (5.000*------° No 16 (500)* y ' 2 Live Full Area No 3 Dead Full Area, 15 (2.00)* No *Tributary Width (ft) MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) . 1 5.50 ft ----------I------------------- Dead 1 517 517 , Live 1 220 220 •, , Total 1 737 737 , B.Length 1 1.0 1.0, !,########################################################################### DESIGN SECTION: D,Fir-L, No. 1, 6x6• @ 7.185 plf This section PASSES the design code check. ###########################4############################################### SECTION vs. DESIGN CODE (stress=psi, deflection=in Criterion I Analysis Value .I Design Value'l Analysis/Design I - -------------I----------------I----------------I------------------ Shear fv @d = 30 Fv' = 106. fv/Fv' = •0.29 Bending(+) fb 437 Fb' = 1500 fb/Fb' = 0.29 Live Defl'n 0.01 = <L/999 0.187= L/360 0.07 Total Defl'n 0.05 = <L/999 0.37 = L/180 0.12' FACTORS: F CD CM` Ct CL CF CV Cfu Cr LC# Fbl+= 1200 1.25 1.00 1.00 1,000 1.00 1.000. 1.00 1.00 '2 FIV ' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 t E' = 1.6 million 1.00 1.00 2 Custom duration factor for•Dead load = 1.00 Custom duration'factor for Live load = 1.25 ADDITIONAL DATA Bending(+): LC# 2 = D+L, M = 1010 lbs-ft Shear LC# 2 = D+L, V =` 735, V@d = 612 lbs Deflection: LC# 2 = D+L EI=_122.01e06 lb-1n2 Total Deflection = 1.00(Defln dead) + Defln Live. (D=dead L=live S=snow W=wind I=impact C=construction), ---(All LC's are listed in the Analysis output) DESIGN NOTES__________________________________`___________________=________ ' 1. Please verify that the default deflection limits, are appropriate' for.your application. 2. Sawn lumber bending members shall be•laterally.supported according,to the provisions of NDS Clause 4.4.1. k PAGE 3 SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA ® I WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beaml WoodWorks® Sizer 97e Dec. 1, 2000 17:26:11 COMPANY I PROJECT 'Summit Structural Engineering 2283 Fifth Street 1, „ La Verne, CA 91750 1 (909) 596-0842 (909) 596-5187 fax I DESIGN CHECK - NDS -1997 r Beam DESIGN DATA: --- material: Timber -soft lateral support: Top= Full Bottom- @Succorts total length: 5.50 ]ft] Load Combinations: ASCE _7_95_______________ LOADS: (force=lbs, pressure=psf, udl=plf,•"location=ft) »Self -weight automatically included<< Load =IyType = I Distribution I Magnitude I Location I Pattern w Start End I Start End I Load I-------- 1---=----------1-----------=-----I-----------------I-------- 1 Dead Partial Area 30 (12.50)' 1.00 5.50 No 2 Live Partial Area 16 (12.50)' 1.00 5.50 No 3 Dead, Full Area 15 (2.00)' No 4 Dead Point 1260 1.00 No 5 Live Point 672 i.00 No Tributary Width (ft) MAXIMUM aREACTIONS =and BEARING LENGTHS (force=lbs, length=in) I 5.50 _`t ------------------- Dead 1 1844 1349 "Live 1 = _918-=== 659 _ Total I 2762 2003 B.Length I 1.0 1.0 - DESIGN SECTION: D.Fir-L, No. 1, 6x10 @12.411 plf This section PASSES the design code check. ########################################################################### SECTION vs. DESIGN CODE (stress -psi, deflection=in) --Criterion=I Analysis =Value =I Design Value I Analysis/Design I =_ ------------L------------- Shear fv @d = 78-I Fv' 106 fv/F,v' = 0.74 Bending(+) fb = 468 Fb' 1687 fb/Fb' = 0.28 Live Defl'n 0.01 = <L/999 •0.18 L/360 0.05 Total Defl'n 0.03 = <L/999 0.37 L/180 0.08 FACTORS: CDC`=====CL=====CF===,=CV===CfuCr LC# Fb'+- 1350 1.25 1.00. 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH =,.1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1:00 2 ' Custom duration factor for Dead load = 1.00 Custom duration factor for Live load - 1.25 ADDITIONAL DATA Bending(+):ALC# 2 = D+L, M 3229 lbs -ft Shear LC# 2 = D+L, V ='2756, V@d = 2722 lbs Deflection: -LC# 2 = D+L EI= 628.73e06 lb -int Total Deflection = 1.00iDefln dead) + Defln_Live. (D=decd L=live S=sncw W=wind I=impact C=construction) (All =L==s=are _ listed ==== the _Analysis =output) ==FF=A=====AAAA__---_--_-- DESIGN NOTES: ---------_ I. Please verify that t -`:e default deflection limits are appropriate for your application.. 2. Sawn lumber bending -embers shall be laterally supported according to the, provisions of NDS Clause 4.4.1. PAGE' 3 S SUMMIT STRUCTURAL ENGMEEMNG Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERVE, CA Q WoodWorks® Sizer for ANTHONY POWER PRODUCTS Beam1 Woodworks® Sizer 97e Dec. 1, 2000 17:27:14 COMPANY I PROJECT Summit Structural'Engineering 2283 Fifth Street La Verne, CA 91750 1 (909) 596-0842 (909) 596-5187 fax I Beam DESIGN CHECK - NDS -1997 DESIGN DATA: material: ------------------------ Timber -soft lateral support: Top= Full _Bottom= @Supports total length: 6.00 [ft] Load Combinations: ASCE 7-95 LOADS: (force=lbs, pressure=psf, udl=plf, location=ft) ------------->>Self_weight-automatically included<< Load I Type I Distribution I` Magnitude I Location I I I Pattern , I Start End I Start End I Load -I--------I--------------I-----------------I------------- __ 1 Dead Full Area 30 (12.50)* -I 2 Live Full Area 16 (12.50)* No 3 Dead Full Area 15 (2.00)* No *Tributary Width (ft) No MAXIMUM REACTIONS and BEARING LENGTHS (force=lbs, length=in) I 6.00 ft ---------- ------------------- Dead 1 1249 1249 Live 1600 600 Total 1 1849 1849 B.Length 1 1.0 1.0 ########################################################################### DESIGN SECTION: D.Fir-L, No. 1, 6x8 @ 9,798plf This section PASSES the design code check. ' ########################################################################### -- -------------- SECTION vs. DESIGN CODE (stress=psi, deflection=in) Criterion------ I Analysis Value 1 Design Value I Analysis/Design 1 -------------- I --------- Shear fv @d•= 53 Fv' = 106 fv/Fv' =--0.50- Bending(+) fb = 644 Fb' = 1500 fb/Fb' = 0.43 Live Defl'n 0.02 = <L/999 0.20 = L/360 0.09 Total Defl'n 0.06 = <L/999 0.40 = L/180 0.14 FACTORS: F CD -------------------- CM Ct CL CF CV Cfu Cr LC# Fb'+= 1200 . 1.25 1.00 1.00 1.000 1.00 1.000 1.00 1.00 2 Fv' = 85 1.25 1.00 1.00 (CH = 1.000) 2 Fcp'= 625 1.00 1.00 E' = 1.6 million 1.00 1.00 Custom duration factor for Dead load = 1.00 2 Custom duration factor for Live load = 1.25 - ADDITIONAL DATA -----___ ------------=--------------------------------------------------- Bending(+): LC# 2 = D+L, M = 2767 lbs -ft Shear : LC# 2 = D+L, V = 1844, V@d = 1460 lbs Deflection: LC# 2 = D+L EI= 309.37e06 lb-in2 Total Deflection = 1.00(Defln dead) + Defln_Live. (D=dead L=live S=snow W=wind I=impact C=construction) (All LC's are listed in the Analysis output) DESIGN NOTES: 1. Please verify that the default deflection limits are appropriate for your application. 2. Sawn lumber bending members shall be laterallyY the provisions of NDS Clause 4.4.1. supported according to = _ PAGE Ro SUMMIT STRUCTURAL ENGINEERING Phone: (909) 596-0842 Fax (909) 596-5187 2283 5TH STREET, LA VERNE, CA FOUNDATION DESIGN a One Story Footings Typical Exterior Footing . DL + LL x Trib. Area _ Load Roof Load 30 16 x 15 = - 690 Floor Load 12 40 x 0 L 0 Wall Load 15 x 12 180 Total (W) 870 Allowable Soil Pressure (q) = 1500 psf_ Minimum footing width (b) = W/q = 870 Ib / 1500 psf bmio= 6.96 in. Use 12" wide x 18" thick footing. Typical Interior Footing } _ DL + LL x Trib. Area = Load Roof Load 30 A 16 x 15 = 690 Floor Load 12 40 x 0. = 0 Wall Load 12 x _ - 12 144 Total (W) _ 834 Allowable..Soil Pressure (q) = 1500 psf Minimum. footing width (b) = W/q _ 834 Ib / 1500 psf 1 SUMMIT STRUCTURAL ENGINEERING JOB No: -_ - Structural, Cniil, Architecture, Energy `i '- SHEET.No. 37 2283 Fifth Street' CALCULATED BY La Verne,'CA 91750 , ' CHECKED BY (909) 596-0842 fax (909) 596-5187 r SCALE FOUNDATION DESIGN t Pad Footing No. 1 DL. + LL x Trib. Area = Load - Roof Load 18 16 x 0 = 0 Floor Load 12 40 x 0 = : 0 Wall Load 15 x 0 0 Point Load 6000 6000 Total (W) 6000 Footing width (b) = 24 :; sq. Allowable Soil Pressure (q) = 1500 psf Actual Pressure (q') = 1500.00 , Pad Footing No. 2 DL + LL x Trib. Area = Load Roof Load 18 16 x 0 = 0 ' Floor Load 12 40 x 0 = 0 Wall Load .15 x .- 0 0 Point Load 9375 9375 Total (W) 9375 Footing width (b) = 30 " sq. - Allowable Soil Pressure (q) _' 1500 psf Actual Pressure (q') _ . 1500.00_ Pad Footing No. 3 DL + LL - x Trib. Area = Load Roof Load 18 16 x 0 = 0 Floor Load 12 40 x 0 = 0 Wall Load 15 x 0, . 0 Point Load 13500 13500 Total (W) 13500 Footing width (b) = 36 " sq. Allowable Soil Pressure (q) = 1500 psf Actual Pressure (q') = 1500.00- 500.00 JOB No. SUMMIT SUMMIT STRUCTURAL ENGINEERING — - Structural, Civil, Architecture, Energy SHEET No. 3g 2283 Fifth Street CALCULATED By . La Verne; CA 91750 '. CHECKED By (909) 596-0842 ,' fax (909) 596-5187 SCALE PAD FOOTING .TABLE PAD FTG. SIZE MAX ALLOWABLE LOAD . 24" 6000 LB 30" 9375 LB 36" 13500 LB ;PAD. FTG..NO LOAD LB ;SIZE (SQ: .PAD:,:*) INCHES 1 7850 30 2 8042 30 3 10109 36 4 5479 30 5 8677 30 6 6256 30 7 5871 30 8 5770 24 9 6449 36 10 6410 30 4, 4 f II 14, fzc SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 5®-- 2283 Fifth Street. La Verne, CA 91750 - (909) 596-0842 fax (909) 596-5187 4 Z" JOB No. SHEET No. 3p I CALCULATED BY CHECKED BY SCALE FOUNDATION DESIGN Grade Beam Design Grade Beam @ line 1 - S DL + LL x' Trib. Area = Load Roof Load 18 16 x 0 = 0 Floor Load 12 40 x 0 = 0 Wall Load i . 15 x 40 600 Point Load 3000 3000 Total (W) 3600 Lateral Force (V)= 4895 Ib. Height of applied force, 12 ft. Allowable Soil Pressure (q) = 1500 psf - Adjusted Soil Pressure (q') 1.33*q = 1995 psf. Grade" Beam Geometry b= . 18" h= 30" d=. 27" toe = 7 ft heel = 7 ft " General Stability Check Mot = * V x (H+h) _ 70,978 ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = 745,500 ft.lb General Stability O.K. Soil Pressure Check q = F...x.(H + h) /.(b*Toe/2) _ a 1,931 psf. Allowable Soil Pressure = 1995 psf Soil Pressure O.K. Grade Beam Strength Check - Ms= 58.74 ft -kip Mu= 0.75 x O AD + 1.7L x 1.7(1.1 E)) = 82.236 ft -kip fc= 2500 psi fy= - 60000 psi b= 18" d= 27" As= 2 x # 6 rebar = 0.88in.^2 T= As x fy= 53012.81 Ib. a = T/(0.85 x fc'x b)= 1.39 in. Mu'= 0.9 x (As x fy x (d -a/2))'= 104.60 ft -kip Mu'= 104.60 ft -kip > Mu =, 82.236 OX SUMMIT STRUCTURAL ENGINEERING JOB No. Structural, Civil, Architecture, Energy SHEET No. - 40 2283 Fifth Street ;CALCULATED BY' La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 SCAEE FOUNDATION DESIGN Grade Beam Design Grade Beam @ line DL + LL x Trib. Area = Load Roof Load 18 16 x 0 = 0 Floor Load 12 40 x. 0= 0 ` Wall Load .15 x 40 600 ' Point Load 2500 2500 ' Total (W) 3100 .Lateral Force (V)= 3486 Ib. Height of applied force 10 ft. . Allowable Soil Pressure (q) - = 1500 psf Adjusted,Soil Pressure (q') 1.33*q _ 1995 psf Grade Beam Geometry b= 18`' h= 24" d= 21" toe = 6 ft heel = 6 ft. , General Stability Check Mot= V x (H+h) _ 41,832 ft.lb Mr= W x toe + (b x h x (toe + heel) x toe x 150 pcf = 407,400 ft.lb , General Stability O.K. Soil Pressure Check q'=•F x (H +,h) / (b*Toe/2) _ 1,549 psf Allowable Soil Pressure = 1995 psf ` Soil Pressure O.K. , Grade Beam Strength Check Ms= 34.86 ft -kip Mu= 0.75 x O AD + 1.7L x 1.7(1.1 E)) = 48.804 ft -kip fc= 2500 psi fy= 60000 psi b= 18" d= 21" As= 2 x # 6 rebar = 0.88 in.^2 T= As x fy= .. 53012.81 lb.. . a = T/(0.85 x,fc' x b) _ , 1.39 • in. Mu'= 0.9 x (As x fy x (d -a/2)) = 80.74 ft -kip Mu'= 80.74 ft -kip > Mu = 48.804 O.K. SUMMIT STRUCTURAL ENGINEERING Jos No. Structural, Civil, Architecture, Energy SHEET No. --- 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY — (909) 596-0842 fax (909) 596-5187 SCALE LATERAL ANALYSIS 1 1 i 1 1 i 1 1 SUMMIT STRUCTURAL ENGINEERING _ Structural, Civil, Architecture, Energy 1 - -- 2283 Fifth Street La Verne, CA 91750 (909) 596-0842 fax (909) 596-5187 1 JOB No. SHEET No. 44 a CALCULATED BY CHECKED BY SCALE 4 _ , 1997 UBC Lateral Analysis BLOCK A , Wind and Seismic Load Distribution Weight of Materials ' Roof DL 30 psf , Floor DL 12 psf Exterior Wall 15 psf Interior Wall 10 psf Design Base Shear V=(C„ I/RT) x W Z= 0.4 Na = 1 V= - 0.835 x W Soil Profile, Sd Nv = 1.11 Vmax = 2.5Ca1/R x W C„ _ 0.7104 Base C„= 0.64 Vmax = 0.24444444 x W Ca = 0.44 Base Ca= 0.44 '. R = 4.5 h = 20 Vmin = 0.11Cal x W T= Ct(hn)31a Vmin =. 0.0484 x W T= 0.189 VminZ = 0.8ZN„ I/R x W . (Seismic Zone 4 only) VminZ = 0.079 Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3. 1) D + E/1.4 0.24444444 /1.4 = 0.175 V = 0.175 x W Design Wind Pressure (Method 2, Projected Area) P=CeCggslw Ce = 1.13 Cq = ' 1.3 P= 18.5 psf qs = 12.6 Iw SUMMIT -STRUCTURAL ENGINEERING JOB No. Structural, Civil, Architecture, Energy ' . SHEET No. 3 _ - .- 2283 Fifth Street e CALCULATED BY La Verne, CA 91750, CHECKED BY (909) 596-0842 'fax (909) 596-5187 SCALE '1997 UBC Lateral Analysis, Block B Wind and Seismic Load Distribution k. Weight of Materials Roof DL 30 psf Floor DL 12 psf Exterior Wall 15 psf Interior Wall 10 psf Design Base Shear V=(C„ I/RT) x W Z=. 0.4 Na =: 1 V= 0.752 x W Soil Profile Sd Nv, Vmax = 2.5Ca1/R x W C„ `= 0.64 Base C„= 0.64 Vmax = 0.24444444 x W Ca = 0.44 Base Ca= 0.44 R = 4.5 h = 20 Vmin = 0.11 Cal x W T= C,(hn)"4 4 . Vmin = 0.0484 x W T= 0.189 Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4 only) ' Vmin2 = . 0'071 j Convert Design Base Shear from Strength Design to Allowable Stress Design (1612.3. 1) D + E/1.4 0.24444444 */1.4 = 0.175 , V= 0.175'xW Design Wind. Pressure (Method 2, Projected Area) P=CeCggslw Ce = 1.13 r ' C = 1.3 P = 18.5 psf -qs = 12.6 Iw = 1, Jos No. SUMMIT STRUCTURAL ENGINEERING _ Structural, Civil, Architecture, Energy SHEET No. S 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY — (909) 596-0842 fax (909) 596-5187 SCALE 1 « 1997 UBC Lateral Analysis BLOCK C Wind and Seismic Load Distribution rWeight of Materials Roof DL 30 psf Floor DL 12 psf ' Exterior Wall ` 15 psf Interior Wall 10 psf rDesign Base Shear V=(C„I/RT) x W Z= 0:4 Na = 1 V= 0.835 x W Soil Profile Sd Nv = 1.11 Vmax '= 2.5Cal/R x W C„ _, 0.7104 Base C„= 0.64 Vmax 0.24444444 x W Ca = 0.44 Base Ca= 0.44- R = 4.5 1h = 20 Vmin = 0.11 Cal x W. T= Ct(hn)si4 Vmin = 0.0484 x W T= 0.189 rVmin2 = 0.8ZN„ I/R x W Seismic Zone 4 only) Vmin2 = 0.079 .Convert Design Base Shear from Strength Design to Stress Design (1612.3. 1) ' , D + E/1.4 0.24444444 /1.4 = 0.175 l rV= 0.175 x W Design Wind Pressure (Method 2, Projected Area) P=CeCggslw Ce = 1.13 Cq = 1.3 P = 18.5 psf qs = 12.6 ., • Iw = 1 SUMMIT STRUCTURAL ENGINEERING JOB No. Structural,..Civil, Architecture, Energy SHEET No. y ' - - 2283 Fifth Street, CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE 1 Vertical Distribution of Forces ' North - South Direction Dead Loads r Tribituary Area Roof 30 psf x 50 ft = 1500 Exterior Wall 15 psf x 5 ft x 1 = 75 Interior Wall 10 psf X. 5 ft x 1 = 50 0.175 x 1625 ^ 284 Ib./ft. Wind 18.5 psf x 7.5 ft. - 139 Ib./ft. East - West Direction . Dead Loads Tribituary Area ' Roof ; 30 psf x 25 ft = 750 Exterior Wall 15, psf x ., 5 ft x 2 = 150 Interior Wall 10 psf x 5. ft x 0 = 0 0.175 x 900 157 Ib./ft. Wind 18.5 psf x 9 ft. = 167 Ib./ft. i SUMMIT STRUCTURAL ENGINEERING Joe No. Structural, Civil, Architecture, Energy SHEET No. H --- 2283Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE 1997 UBC Lateral Analysis BLOCK D _ Wind and Seismic Load Distribution Weight of Materials Roof DIL 30 psf Floor DIL 12 psf Exterior Wall 15 psf - Interior Wall 10 psf Design Base Shear , V=(C,I/RT) x W Z= 0.4 Na - 1 V= 0.835 x W Soil Profile Sd Nv Vmax = 2.5Ca1/R x W C, = 0.7104 Base C„= ' • 0.64 - Vmax = 0.24444444 x W Ca = 0.44 Base Ca=•• • 0.44 R = 4.5 , h = 20 - Vmin = 0.11 Cal x W T= Ct(hn)"4 Vmin = 0.0484 x W ` T= 0.189 Vmin2 = 0.8ZN„ I/R x W (Seismic Zone 4 only) , Vmin2 = 0.079 Convert Design Base Shear from Stren th Desi n to Allowable 9 g g ab a Stress Design (1612.3.1) D + E/1.4 0.24444444 /1.4 = 0.175 _ V = 0.175 x W Design Wind Pressure (Method 2, Projected Area) a ' P=CeCggslw Ce = 1.13 Cq = 1..3 P = 18.5 psf qs = 12.6 Iw = 1 • SUMMIT STRUCTURAL ENGINEERING JOB No. Structural, Civil, Architecture,- Energy SHEET No. 49 2283 Fifth Street CALCULATED BY La`Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE 4 1997 UBC Lateral Analysis Rho Calculations The redundancy/reliability factor, p, was added to the 1997 UBC to encourage structural engineers to provide a reasonable number and distribution of lateral force resisting elements. For simple box type structures, the formulas that the code provides for p and rmax are easy to use, and seem at first glance, to provide some correlation to the reliability/redundancy of the entire structure. However, for structures which have More complicated geometry, i.e. multiple blocks, holes in the diaphragm, discontinuities, etc. the rho factor calculations can become very cumbersome. shear wall a ic W x P- b a = trib. depth b = width of block X = width trib. to shear wall LW = length of shear wall rmax = (umax * 10/L,N)Ntt.1 p = 2 - 20I(/max *(A s)^ 112) = p = 2 - 2[(bA vs/a" 112)( W/)g1= Additionally, an iterative process is often required as part of the shear wall calculations. This adds greatly to the number of calculations required to provide a complete lateral analysis, which adds to the complexity, which increases the possibility of error. For this reason, the rho equation was analyzed to determine if a simpler format could be utilized, to minimize the complexity of the calculations. Simplified rho Summary Seismic load is directly related to building mass. Building mass is directly related to building geometry. For the simplification described below, we will use both the generic mathematical building model as shown above, and a numerical example, which may be easier to follow. Before starting, lets look at a typical one story structure; a house with dimensions of a = 30' x b = 60' with a concrete tile roof, and average sized rooms of approximately 15' each, stucco exterior walls (15 psf dead load) and drywall interior walls (10 psf DL). Depending on the roof dead load (usually taken as 18 psf for concrete tile roof) and the plate height, assuming standard default seismic factors, R=4.5, Z=0.4, >15K from active fault,.Sd soil profile, etc., we usually get an adjusted acceleration factor of approximately 20% (0.20) of the building dead load. Having calculated hundreds of one story houses, the typical lateral force usually ranges from 4 psf to 5 psf. Frequently, when performing preliminary calculations, we use 5 psf lateral load to check shear -wall locations and lengths, based on seismic loading (wind loading must also be considered, but this is a separate, simple, calculation). _ SUMMIT STRUCTURAL ENGINEERING ' - Structural, Civil, Architecture, Energy t ---- 2283 FifthStreet La Verne, CA 91750 09)_596-0842 fax(909)596-5187 JoB No. SHEET No. S i CALCULATED BY CHECKED BY SCALE 1997 UBC Lateral Analysis Rho Calcu at ons Continuectl Numerical Proof Starting with the numerical model, and the base rho equations listed below, we have: p = 2 - 20/[rmax x (AB)"v2] with rmax = Vwall/Vsto y x 10/Lwa11 Substituting rmax into the rho equation we have: p =2- 20 x V,,,,,, x L, 10 Vwau (Ab )A1/2 Since seismic load is a function of geometry, and using a constant seismic factor for the house (or block/level, which ever the case may be - it is still a constant) we see that: Vstory = a x b x (factor) where factor is a constant (5 psf good estimate for the simple house specified above). Vwau = X x a x (factor) Ab=axb Substituting the expanded equations listed above back into the rho equation we get: p= 2- 2 x (a)(b)(factor) x Lw,, (a)(X)(factor) [(a)(b)]"112 Remembering back to algebra (its hard, I know!), when one has a square root in the denominator, it is like a (number)^ -1/2 in the numerator, so to simplify, one can subtract the denominator from.the numerator. Also remember that [(a)(b)]^'12 is equivalent to (a)^112 x (b)Av2 Simplifying the equation above, the [(a)(b)]^112 cancels with the (a)(b)(factor) above leaving [(a)(b)]02 x (factor) which is the same as (a)^'/2 x (b)^'/2 x (factor). ' Also, the (factor) components cancel. Last, the positive (a)^12 on the top cancels with the (a) on the bottom, (subtract exponents) leaving a (a)^'/2 on the bottom. The simplified form of the equation is listed below. p =2-2 x Lb_L x —La (a )A112 X The first half of the equation is filled with constants, as "a" and "b" are constant, being. governed by the building or block geometry. With this simplified form of the rho equation, we can quickly run rho calculations to get a feel for the purpose of this "redundancy/reliability" factor. SUMMIT STRUCTURAL ENGINEERING ' - Structural, Civil, Architecture, Energy -- 2283 Fifth Street La Verne, CA 91750 (909) 596-0842 fax (909) 596-5187 Jos No. SHEET NO. -5o) CALCULATED BY CHECKED BY SCALE 1997 UBC Lateral Analysis Rho Calculations Continued Conclusion One can quickly determine, by running a series of tests, with various geometries and shear wall layouts, that rho is not directly related to unit shear load in the shear'wall. Further, it is not related to redundant type shear wall layouts, where parallel shear walls in adjacent lines may, during an "element over -stress (plastic)" type seismic situation, provide a little redundancy at the subject shear line. Lastly, it has nothing to do with a shear wall length of 10', as is commonly assumed, as one can have a small length of wall, as long as the tributary width (X) is also small. Rather, it seems to be using what I will call the "average length" [(a)(b)]^1/2 - as the "average mass" multiplied by (X), the tributary width. Rho calculations are provided on the following page, using the simplified formula, to satisfy the- UBC heUBC requirements. We recommend the plan checker, upon completion of this great plan . check, try both the "long" and "short" rho equations, with several building geometries and shear wall configurations (square building, rectangular building, shear walls at ends only, multiple interior shear walls, and some typical realistic buildings) and come up with his or her own conclusions regarding the rho factor. Remember that (a) and (b) change, depending on what direction of loading the building is experiencing. Flip (a) and (b) when switching from a longitudinal to a transverse load. Sample Calculation Given: a =-30' b = 60' X = 30' Lw = 15' (note wall unit shear = 4500/15'= 300 Ib/ft.) Long Equation (Ab)A112= [(30)(60)]^o.5 = 42.43 ft, Vmax = (5 psf)(30')(30') = 4500 Ib. Vstory = (5 psf)(30')(60') = 9000 Ib. rmax = V.11 x 10 Vstory Lw P = 2 - 20/(rmax)((Ab)^1/2) Short Equation p =2-2(b A 1/2) x L (a^1i2) X rmax = (4500)(10)/(9000)(15') = 0.3333 p = 2 - 20/(0.333)(42.43) = 0.59 p=2-27.75 x15' =0.59 (5.48) 30' SUMMIT STRUCTURAL ENGINEERING ff Structural, Civil, Architecture, Energy .--- 2283 Fifth Street La Verne, CA 91750 (909) 596-0842 fax (909) 596-5187 JOB NO. SHEET NO. 5 3 CALCULATED BY CHECKED By SCALE 1997 UBC Lateral Analysis Rho Calculations Block A Shear Line = 2 a = 78 ft. b = 44 ft. Iw = 31.5 ft. X = 38 ft. p = 2 - 2((bA1/21a^1/2)(1 IX)] Block _ Block A Shear Line = B a = 44 ft. b = 78 ft. Iw = 18 ft.. X = 41 ft. p = 2 - 2((b^ v2/aA 112)(I WIX)] _ Block B Shear Line = J a = 32 ft. b = 60 ft. lw = 8.5 ft. X = 12 ft. p = 2 - 2((b^ "21aA 112)(1 w/X)] _ 0.75 0.83 0.06 shear wall a lw. X b a = trib. depth b`= width of block x = width trib. to shear wall Iw = length of shear wall rmax — (Vmax * 10/lw)/Vtotal p = 2 - 20/(/max *(A e)^ vz) = p = 2 - 2((b^1121aA112)(1.IX)] _ Block C Shear Line = 4 a = 25 ft. b = 50 ft. Iw = 9 ft. X = 25 ft. p = 2 - 2((b^ 112/a^ 112)(1 w/x)] _ Block D Shear Line = 6 a = 25 ft. b = 37 ft. Iw = 4 ft. X= 8.5 ft. p = 2 - 2((b ^ 1/2 /a ^ 1/2)(I w IX)] _ SUMMIT STRUCTURAL ENGINEERING = - Structural, Civil, Architecture, Energy 2283 Fifth Street La Verne, CA 91750 (909) 596-0842 fax (909) 596-5187 0.98 0.86 Jos No. SHEET No. Sy CALCULATED BY 'CHECKED BY SCALE Free Standing Steel Moment Column Design and: Analysis Project: Lot 86, Line 1 3.0 K Client: Sun Vista 4.895 K Job No. SV -145 l,> Date: 12/06/00 Nodal Data K: Length Factors Global Default Temperature = 0 Node Label Coordinates Boundary Restraints Cm X Y x-dof -dof z-dof 1 0 0 1 1 1 2 0 12 Default Beam Or -Ann UA I A Beam Definition Property End Releases Beam Beam Tag Label Length i -node -node I -end J -end 1 2 1 1 12, RFAM CTRFCC ruCrL[ nwrA Beam Unbraced Length K: Length Factors Bending Coeff 2" Label 1 TS6x12x3/8 Cm Cb Member Y -Y X -X Y -Y X -X Default Beam 1 1 1 1 No Length RF'AM DDrNOCCrICQ Property AISC Tag Section Area Inertia sq. in.^4 Modulus of Elasticity Weight K/ft^3 Coef. of Fy Y -Y Therm. Ex. Axis 1 TS6x12x3/8 in. 12.6 228 KSI 29000 - .4896 /100F Fla 0.00065 36 —mac. SUMMIT STRUCTURAL ENGINEERING == - Structural, Civil, Architecture, Energy .-.- 2283 Fifth Street - La Verne, CA 91750 (909) 596-0842 fax (909) 596-5187 Jos No. SHEET No. Seo CALCULATED BY CHECKED BY SCALE NODAL [ nAn nATA Node Nodal Loads Load Case Factors Label - Global X I Global Y Moment 1 12 3 2 14.895 13.0 10 1 I nen rnnn921unT1nk1 nATA Combi Run Stress Load Case Multipliers Factors Y_ nation No. Increase Load Descri lag Flag Rotation End X Y 1 2 3 X ray. Y ray. 0.000 0.000 Default 1 1.33 1 2 1 0.737 0.001 -0.0076 0 0* 0 K K _1 K NOr)Ai nicpi Ai-PRACKITe Anon ei inn^m-v ,,A Node Load Displacements Reactions k,k-ft Label Comb Label Rotation End X Y Rotation X Y 1 1 0.000 0.000 -6E-13 -4.89 -2.49 58.74 2 1 0.737 0.001 -0.0076 0 0* 0 RGAM =Kin enor+cc Beam Load I Node wJ -Node Label Comb. End End Axial Shear Moment Axial Shear Moment K K (K -ft K K K -ft 1 1 -2.486 14.895 58.740 3.000-4.895 -0.00 AISC UNITY rHFrw Rpci ii Te Beam Load. Overall "I" Center -,j,, Label Comb. Maximum Node Points Node Y4 2 3 1 1 0.594 0.594 0.447 0.301 0.155 0.008 SUMMIT STRUCTURAL ENGINEERING JOB No. Structural, Civil, Architecture, Energy SHEET No. S7 - 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE Lateral Analysis Shear Wall Line 2 Roof level L= 31.5 V = 435 Q1 = 435 Ib/ft x 44/ 2' = 9570 "Load From Side 340 Ib/ft x • 32 V 2 = 5440 Additional Load 0. 0 Total Load 15010 , Unit Shear = 15010 / 31.5 ft. _ 477 Ib./ft. Use Shear Wall Schedule No: 3 Capacity = 490 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 3/3/12 + Overturning Check Li 10 ; h 12 Unit Shear = 477 Dead Load Tribituary Load x ArM2/ Mr Roof/Clg Load 30 psf x 2 = 60 10 3000 Wall Load 10 psf x 12 = 120 10 6000 Floor Load 12 psf x 0 = 0 10 0 Additional Pt. D. L. 0 0 " 10' 0 M r = 9000 Mot = 477 plf x 10 x 12 57181 Tup = ! (Mot -.85 x Mr) / 10 ft- 0.33 ft. T = 5122 Use HTT22 ` Capacity = 5250 lbs. Joe No. SUMMIT STRUCTURAL ENGINEERING _ Structural, Civil, Architecture, Energy 2283 Fifth Street 4° '' SHEET No.-, 59 CALCULATED BY La Verne, CA 91750 BY. (909) 596-0842 fax (909) 596-5187 SCALEED Lateral Analysis Shear Wall.Line 3 Roof level L= 5 V=157;4.5/2.2=3 21 V=321*20/60=107 V=* 107 Q1 = 107 Ib/ft x ' 32 / 2 = 1712 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 Total Load 1712 '. Unit Shear = 1712 / 5 ft. = 342 Ib./ft. Use Shear Wall Schedule No. 3 Capacity = 490 Ib./ft. .. 3/8" Plywd. Str. II w/ 8d @ 3/3/12 , Overturning Check ' Li 5 ' h 10 Unit Shear = 342 ' Dead Load Tribituary Load x Arm / Mr Roof/Clg Load 30 psf x 5 _ 150 5 1875 Wall Load 15 psf x 10 150 5 1875 Floor Load 12 psf x 0 = 0 5 0 Additional Pt. D.L. 0 0 5 0 ' Mr = 3750 Mot = 342 plf x 5 x 10 tTup = (Mot -.85 x Mr) / 5 ft - 0.33 ft. T = 2983 Use HTT22 Capacity = 5250 lbs. SUMMIT STRUCTURAL ENGINEERING Joe No. a Structural, Civil, Architecture, Energy SHEET No. -- 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187. SCALE r Lateral Analysis Shear Wall Line 4 Roof level. L= 9.5 V = 167 Q1 = 167 Ib/ft z 50 / 2 = 4175 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 Total Load 4175 Unit Shear = 4175 / 9.5 ft. = 439 Ib./ft. Use Shear Wall Schedule No. 3 Capacity = 490 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 3/3/12 Overturning Check, Li 9.5 h 10 y Unit Shear =. 439 Dead Load Tribituary Load x Arm 2/ Mr Roof/Clg Load 30 psf x 5 = - 150 9.5. 6768.8 Wall Load 10 psf x 10 = 100 9.5 4512.5 Floor Load 12 psf x 0 = 0 . 9.5 0 Additional Pt. D.L. - 0 0 9.5 0 ' Mr. = 11281 Mot =, 439 plf x. 9.5 x 10 = 41750 Tup = (Mot -.85 x Mr) / 9.5 ft - 0.33 ft. T = .3507 Use HTT22 Capacity = 5250 lbs. SUMMIT STRUCTURAL ENGINEERING JOB No. Structural, Civil, Architecture, Energy SHEET No. (05 T'- •_-.- - 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY 11 (909) 596-0842 fax (909) 596-5187 SCALE Lateral Analysis Shear Wall Line 5 Roof level L= `19 V= 167 I Q1 = 167 Ib/ft x 35/ 2 = • 2922.5 Load From Side 0 Ib/ft x 0'/ 2_ 0 Additional Load - .0 0 Total Load Y 2922.5 Unit Shear = 2922.5 / 19 ft. _ 154 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ff. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check Li 9.5 h 10 Unit Shear = 154 ` Dead Load Tribituary Load x krn2/ Mr Roof/Clg Load 30"psf x 4 = 120 9.5 5415 Wall Load .15 psf x 10 = 150 9.5 6768.8 Floor Load 12 psf x 0 _ 0 9.5 . 0 Additional Pt. D. L. 0 0 9.5 0 Mr = '12184 Mot = 154 plf x 9.5 x 10 ._ 14613 Tup = (Mot -.85 x Mr) / 9.5 ft,- 0.33 ft. T = 464 Use HTT16 - Capacity = 3480 Ib. Or Use HPAHD22 Capacity = 4570 Ib. SUMMIT STRUCTURAL ENGINEERING Jos No. ° _ Structural, Civil, Architecture, Energy SHEET No. - 2283 Fifth Street _' CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE I Lateral Analysis Shear Wall Line 7 Roof level L= . .18.5 V=' 166 ". Q1 = 166 Ib/ft x 36.5/ 2 3029.5 Load From Side w 0 Ib/ft x 0/ ^ 2 , = 0 Additional Load 0 0 Total Load F 3029.5 Unit Shear = 3029.5_ / 18.5 ft. = 164 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 380 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check Li 8.5 ,1 h 10 Unit Shear = 164 Dead Load Tribituary Load x Arm /' Mr Roof/Clg Load 30 psf x 2 = 60 8.5 2167.5 Wall Load 10 psf x 10 = '100 8.5 3612.5 Floor Load 12 psf x ' -0 0 8.5 0 Additional Pt. D. L. 0 0 8.5 0 Mr = 5780 . Mot = 164 plf x 8.5 x 10 13919 Tup = (Mot -.85 x Mr) / 8.5 ft - 0.33 ft. ry T = 1102 Use HPAHD22 i* HTf I r Capacity = 4570 Ib. 1 t SUMMIT STRUCTURAL ENGINEERING 'Joe No. Structural,- Civil, Architecture, Energy p , SHEET No. • . (o$ 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 ;fax (909)596-5187 SCALE. Lateral Analysis'. { - Shear Wall Line A Roof level`,>'' - L= 18 283 c 3 -2 T Q1 = 283 Ib/ftx ,' 20/ _.. 2830 Load From Side 284 Ib/ft x 20/ 2 = 2840 Additional Load 0 0 Total Load 5670 Z83 G 34 Unit Shear= 5670 / 18 ft. = 315 Ib./ft. - \ cC 4 r Use Shear Wall Schedule No. 4 Capacity =150 Ib./ft. 3/8". Plywd. Str. II w/ 8d @ 4/4/12. Overturning Check Li r C4.0 h 12 Unit Shear = 315 Dead Load Tribituary, Load x Arm2/. Mr Roof/Clg Load 30 psf x 4 = 120 -7 2940 ZO Wall Load 15 psf x 12 _ 180 7 4410 ,L 0 , Floor Load 12 psf x- 0, ,- 0 7 0 Additional Pt. D'. L. 0 0 7 0 Mr 7350 Mot = 315 plf x 7 x 12 = . 26460 Tup = (Mot -.85 x Mr) / 7 ft - 0.33 ft. T= 3030 Use HPAHD22 Capacity - 4570 Ib. ' SUMMITSTRUCTURAL ENGINEERING JOB No. Structural, Civil, Architecture, Energy SHEET No. ---- 2283 Fifth Street ., CALCULATED BY La Verne, CA 91750 CHECKED BY (909)596- 0842 fax (909) 596-5187 SCALE r Lateral Analysis Shear Wall Line. B Roof level , 18 V = 283 01 = 283 Ib/ft x 46/ .2 = 6509 Load From Side 94.6667 Ib/ft x 36/ 2 = 1704 } Additional Load 0 0 ' A4 . Total Load 8213 Unit Shear = 8213, / 18 ft. _ 456 Ib./ft. C $ 1f Use Shear Wall Schedule No. 3 Capacity= 490 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 3/3/12 Overturning Check Li 18 h 12 Unit Shear = 456 _ _Z Dead Load., Tnbituary Load x Arm / Mr Roof/Clg Load 30 psf x 13 _ 390 18 63180 Wall Load 10 psf x 12 = , 120 -18 19440 Floor Load 12 psf x .0 = 0 18 0 Additional Pt. D.L. 0 0 18 0 Mr = 82620 Mot = 456 plf x 18 x 12 = 98556 Tup - (Mot -.85 x Mr) / 18 ft- 0.33 ft. T = 1603 Use HTT16 Capacity = 3480 Ib.: 4 SUMMIT STRUCTURAL ENGINEERING JOB. No. Structural, Civil, Architecture, Energy SHEET No. 1 _ --• - 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 - SCALE Lateral Analysis Shear Wall Line C Roof level L= f 23 V = 283 _ Q1 = 283 Ib/ft x 56/ 2 = 7924 Load From Side 94.6667 Ib/ftx 36 / 2 = 1704 VY- w.v Additional Load 0 ,0 kr"- 1 u, d . Total Load . 9628 Unit Shear = 9628 / 23 ft. _ 419 Ib./ft. O Use Shear Wall Schedule No. 3 Capacity= 490 Ib./ft. 3/8" Plywd. Stir. II w/ 8d @ 3/3/12 iOverturning Check lr - Li 9 h 12 - Unit Shear = 419 Dead Load Tribituary' Load x Arm / Mr Roof/Clg Load 30 psf x 13 390 9 15795 Wall Load. , 10 psf x, 12 _ 120 9 4860 - Floor Load 12 psf x 0 0 9 0 Additional Pt. D.L. 0 0 9 0 - Mr = 20655 Mot = 419 pif x 9 x 12 = 45210 Tup = (Mot -.85 x Mr) / 9 ft - 0.33 ft. T =. 3190 jUse HTT22 Capacity - 5250 lbs. ^ SUMMIT STRUCTURAL ENGINEERING Jog No. _-; Structural, Civil, Architecture, Energy SHEET No. Ta 2283 Fifth Street : CALCULATED BY EE Verne, CA 91750 CHECKED BY '' - w- .., ILa (909) 596-0842 fax (909) 596-5187 SCALE Lateral Analysis ' Shear Wall Line _ D Roof level ' L= 1.1.5 . V = 283 Q1 = 283 lb/ft x 30/ 2 s =. 4245 Load From Side 94.6667 Ib/ft x 10/ 2 = 473.3333. - 6,:4 ,/'C-0 Additional Load 0 0 Total Load 4718.333 ` Unit Shear = 4718.33 / 11.5 ft. = 410 Ib./ft. Use Shear Wall Schedule No. 3 Capacity = 490 Ib./ft. ' 3/8" Plywd. Str. II w/ 8d @ 3/3/12 Overturning Check • { " Li 11.5 h 12 Unit Shear = 410 • Dead Load Tribituary Load x Arm2 / Mr Roof/Clg Load 30 psf x 5 150 11.5 9918.8. Wall Load 15 psf x .12 = 180 11.5 11903 - Floor Load 12 psf x 0 = 0 11.5 0 Additional Pt." D. L. 0 0 11.5 0 Mr = 21821 , Mot = 410 plf x 11.5 x 12 = 56620 Tup = (Mot -.85 x Mr) / 11.5 ft - 0.33 ft. T = ,3408 . Use HPAHD22 ' i 4 17 7--z- Cc.P f Z L) Capacity 4570 lb. • f STRUCTURAL ENGINEERING JOB No. Structural,. Civil, Architecture, Energy SHEET No. 7 3 EESUMMIT 2283 Fifth Street CALCULATED BY ' La Verne, CA 91750 _ CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE I Lateral Analysis Shear Wall Line E Roof level L= 24.5 V= 284 Q1 = 284 Ib/ft x 24/ 2 = 3408 Load From Side 0 (b/ftx 0/ 2 _ 0 Additional Load 0 p Total Load .3408 Unit Shear = 3408 / 24.5 ft. _ 139 Ib./ft: v Use Shear Wall Schedule No. 4 'Capacity = 350 Ib./ft. 3/8" Plywd. Str. 11 w/ 8d @ 4/4/12 Overturning Check Li 10.5 h 10 _ Unit Shear = 139 Dead Load Tribituary ' Load x ' ArM2/ Mr Roof/Clg Load 30 psf k 12 = 360 10.5 -19845 Wall Load . 15 psf x 10 150 10.5 8268.8 f = Floor Load 12 psf x 0 0 10.5 0 Additional Pt. D.L. 0 .0 10.5 0 Mr = 28114 Mot = 139 pif x 10.5 x 10 _ 14606 Tup = (Mot -.85 x Mr) / 10.5 ft - 0.33 ft. T = -914 Standard A.B. adequate , No Holdown Required SUMMIT STRUCTURAL ENGINEERING . Jos No. Structural, Civil, Architecture, Energy SHEET No. 7H - 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE ` I Lateral Analysis Shear Wall Line F Rootlevel , L= 2 V=284*4.5/2.2=581 V 58'1 Q1 = 581 lb/ft x 24/ 2 = 6972 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 - Total Load 6972 Unit Shear = 6972 / 2 ft. _ 3486 ib./ft. Use steel moment column per plan. See riext page for calculations. SUMMIT STRUCTURAL ENGINEERING JOB No. Structural, Civil, Architecture, Energy SHEET No. 75 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE Free'Standng Sfeel,Moment Column Design and;Analysis 7.9 K Project: Lot 86, Line F Client: Sun Vista 3.486 K Job No. SV -145 10, Date: 12/06/00 Nodal Data Unbraced Length Global Default Temperature = 0 Node Label Coordinates Boundary Restraints 9.58 X Y x-dof -dof z-dof 1 0 0 1 1 1 2 0 10 1 BEAM DATA Beam Definition Property End Releases Beam _ Beam Ta Label Length i -node j -node I -end J -end 1 2 1 1 12' BEAM STRESS CHECK DATA , Beam Unbraced Length K: Length Factors Bending Coeff 2" Label Weight Coef. of Fy. . Y -Y K/ft^3 Therm. Ex. Axis /100F Fla Cm Cb Member 9.58 Y -Y X -X Y -Y X -X Default Beam 1 1 1 1 No Length - BEAM PROPERTIES Property AISC Tag Section Area sq. in. Inertia in.^4 Modulus of Elasticity KSI Weight Coef. of Fy. . Y -Y K/ft^3 Therm. Ex. Axis /100F Fla 1 TS4x10x3/8 9.58 110 29000 .4896 0.00065 36 SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy 2283 Fifth Street La Verne, CA 91750 (909) 596-0842 fax (909) 596-5187 JOB No. SHEET NO. o CALCULATED BY CHECKED BY SCALE t Lateral Analysis Shear Wall Line' G Roof level - 18 _ V = r 226 ; Q1 = 226 Ib/ft x 234 2• _ 2599 Load From Side 0 Ib/ft x 0/ 2 =, 0 Additional Load 0 0 y Total Load 2599 Unit Shear = 2599 / 18 ft. _ 144 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 L Overturning Check Li 18 - ' h 10 Unit Shear = 144 Dead Load Tribituary Load z Arm / Mr Roof/Clg Load 30 psf x 11.5 = 345 18 55890 Wall Load 15 psf x 10 = 150 18 24300- 4300-Floor FloorLoad 12 psf x 0 = - 0 .18 0 Additional Pt. D.L. 0 0 ,. 18 0 ' Mr = 80190 Mot = 144 plf z 18 x 10 A 25990 Tup = (Mot - 85 x Mr) / 18 ft - 0.33 ft. T = -2387 -Standard A.B. adequate No Holdown Required SUMMIT STRUCTURAL ENGINEERING JOB No. r _ Structural, Civil, Architecture, Energy • SHEET No. 2283 Fifth Street CALCULATED BY La Verne, CA 91750 - CHECKED BY (909) 596-0842 fax (909).596-5187 SCALE Lateral Analysis y Shear Wall Line H Roof level L= 15.5 V= 226 Q1 = 226 Ib/ft z 23/ 2 _ 2599 Load From Side 0 Ib/ft x 0/ 2 0' Additional Load 0 0 - Total Load 2599 Unit Shear = 2599 / 15.5 ft.— 168 Ib./ft. Use Shear Wall Schedule No. 4. Capacity = 350 Ib./ft. 3/8" Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check - . r Li 15.5 , h 10 Unit Shear = 168 Dead Load Tribituary Load x Arm2/ Mr Roof/Clg Load 30 psf x 11.5 345 _ 15.5 41443 Wall Load 15 psf x 10 = 150. 15.5 18019 Floor Load 12 psf x 0 = 0 15.5 0 Additional. Pt. D. L. 0 0 15.5 0 Mr = 59462 Mot = 168 plf x 15.5 x -,10, = 25990 Tup = (Mot -.85 x Mr) / 15.5 ft'- 0.33 ft. T = -1618 Standard A.B. adequate , No Holdown Required SUMMIT STRUCTURAL ENGINEERING, ' Jos No. Structural, Civil, Architecture, Energy SHEET No. SO - 2283 Fifth Street CALCULATED BY La Verne, CA 91750. CHECKED BY (909) 596-0842 fax (909) 596-5187 SCALE Lateral Analysis Shear Wall Line I Roof level ' ti L= 15 V = 189 Q1 = 189 Ib/ft x 30/ 2 = 2835 ' • Load From Side 0 Ib/ft x 0/ 2 = 0 , Additional Load 0 0 Total Load 2835 Unit Shear = 2835 / 15 ft. = 189 Ib./ft. Use Shear Wall Schedule No.'4 Capacity = 350 Ib./ft. 3/8" Plywd. Str.11 w/ 8d @ 4/4/12 Overturning Check Li 7 h 14 ' Unit Shear = 189 - Dead Load Tribituary Load x = Arm 2/ Mr Roof/Clg Load 30 psf x 15 ' ' = 450 7 11025 Wall `Load 10 psf x 14 = 140 7 3430 Floor Load 12 psf x ,0 = 0 7 0 Additional Pt.'D.L. 0 0 7 0 • Mr _ 14455 Mot = 189 plf x 7 x 14 = 18522 Tup = (Mot - .85 x Mr) / 7 ft- 0.33 ft. T= 935 Use HTT16 Capacity = 3480 Ib. Jos No. SUMMIT STRUCTURAL ENGINEERING Structural, Civil, Architecture, Energy SHEET No. g I EE 2283 Fifth Street CALCULATED BY La Verne, CA 917SO CHECKED BY 1 (909) 596-0842 , fax (909)'596-5187 SCALE f Lateral Analysis Shear Wall Line J Roof level ' L= 8 ' V= 189 _ Q1 = 189 Ib/ft x 25b 2 = 2362.5 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 Total Load 2362.5• ' - Unit Shear = 2362.5 / 8 ft. _ 295 Ib./ft. Use Shear Wall Schedule No. 4 Capacity = 350'lb./ft. 318" Plywd. Str. II wl 8d @ 4/4112 Overturning Check Li g h 14 , Unit Shear = 295 Dead Load Tribituary Load x Arm2/ Mr Roof/Clg Load 30 psf x 4 = - 120 8 3840 s Wall Load 10 psf x 14 = 140 8 4480 Floor Load 12 psf x 0 = 0 8 0 Additional Pt. D. L. 0 = 0 8 0 Mr = 8320 Mot = 295 plf x 8 x 14' _ 33075 Tup = (Mot -.85 x Mr) /' 8 ft - 0.33 ft. T = 3390 Use HTT22 ; Capacity= 5250 lbs. SUMMIT STRUCTURAL ENGINEERING j . ,Jos No. Structural, Civil, Architecture, Energy '. SHEET No.a - 2283 Fifth Street CALCULATED BY La Verne, CA 91750 CHECKED BY (909).596-0842 fax (909) 596-5187 SCALE - R i^1 i Lateral Analysis "r Shear Wall Line K Roof level L= 9 V= 189 Q1 = 189 Ib/ft x 25/ 2 = 2362.5 Load From Side 0 Ib/ft x 0/ 2= 0 Additional Load 0 0 - Total Load 2362.5 Unit Shear = 2362.5 / 9 ft. = 263 Ib./ft. • Use Shear Wall Schedule No. 4 Capacity = 350 Ib./ft. 3/8': Plywd. Str. II w/ 8d @ 4/4/12 Overturning Check Li 5.5 h 10 Unit Shear = 263 Dead Load Tribituary Load x Arm2/ Mr Roof/Clg Load 30 psf x 8 = 240 " 5.5 3630 Wall Load 15 psf x 10 = 150 5.5 2268.8 Floor Load 12 psf x 0 0 5.5 0 Additional Pt. D.L. 0 0 5.5 0 Mr,, _ 5898.8 Mot = 263 plf x 5.5 x 10 _ 14438 Tup = (Mot -.85 x Mr) / 5.5 ft - -0.33 ft. T = 1823 Use HTT16 Capacity = 3480 Ib. ti JOB No. SUMMIT STRUCTURAL ENGINEERING .Structural, Civil Architecture, Ener , 9y SHEET NO. 3 _ 2283 Fifth Street CALCULATED BY La Verne, CA 91750CHECKED BY — (909) 596-0842 fax (909) 596-5187 SCALE ,s\_ N. mak• a SU M ff URUCIUIrLa ENGINEERINe THIS SUBMITTAL HAS BEEN REVEIWED FOR RAL COMPLIANCE WITH THE DESIGN CONC NO EIOCE!'T NS TAKEN EVISE AND ESUBMIT KE CORR 8 AS NOTED R ECCED - , ,•1 it I w ® l V AC HO'USTO LUMBER COMPANY r "Lumbermen Since 1884" ° `:} t'• ; { -_ .,CITY OF LA QUINTA 2912 La Madre Way -. BUILDING& SAFETY'DEPT. North Las Vegas, NV 89031APPROVED R , fi yt" (702) 633-5000 FOR CONSTRUC ION + f Fax: ' (702) 633-4826 T `.. i DA r E BY l aR + _ ` V tr + f i , i h 1 a •, 0' CONTENTS PAGE ' EXPLANATION OF ENGINEERED DRAWING.........:..............................:. 2-3 SOLID BLOCKING BETWEEN TRUSSES--.....4' - 0 TRUSSES WITH STAPLED NON-STRUCTURAL GABLE STUDS:..........:........ 5-7 STANDARD GABLE END DETAIL.... :.......... . ..................... :................... 8-9.. . STANDARD DROP TOP CHORD DETAIL ................. .............:................ 10 PURLIN GABLE DETAIL..:...:....`...::....:...........................:.................. 11-12 . FALSE BOTTOM DETAIL.............;.......:......:..`.....:............................. 13 ♦ CORNER JACK DETAIL......... :...:::....................::....................... '...... 14-15 VALLEY TRUSS DETAIL............:............ " 16 INTERIOR BEARING OFFSET DETAIL.......................:.......................... 17 WEB BRACING RECOMMENDATIONS.......'..:.:..:...............................`..: 18 LATERAL AND ALTERNATE. BRACE•DETAIL.................. ` . ... ....... FLOOR TRUSS REPAIR -.T.C. DRILLED CUT OR. NOTCHED .:..................... 20 SNCMA LETTER REGARDING TRUSS OVERLOADING.........:................. ' 21 SHEETr CUSTOMER LUMBER COMPANY NOTES: DATE AC HOUSTON JOB NAME. � SCAI E ♦ I 'Lumbermen Since 1884' OPTIONS. • GENERAL NOTES.. REVISIONS. DO NOT DRILL, CUT, OR ALTER I OF 2912 La Madre Way North Las Vegas, NV 890364247 PLANf. ELEV. IN ANY WAY. ON LAYOUT TO BE FRAMED BY y Phn: (702) 633-5000 Fax: (702)633-0828 — ALL SPECIAL FRAMING NOT LISTED 3. JOB,: DRAWN BY OTHERS. . Plate Offsets (X Iz•0.6-0 0-0-6h w:D-4-1,a1-151, 1115:0-0-10,ed4el,116:0.5-010-3.101 LOADING (psf) PACING 2-0 0 CSI DEFL On). Qoc) Udefl PLATES .GRIP TCLL 30.0 ilefp laces Increase 1.15 _(5D8C TC 0:77 Vert(LL) -0.55 18 >604 _ M20 185!144 TCDL . 10.0 mberincresse 1.15 0.85 Vert(.TL) -0.91 18 >365 BCLL .0.0 Stress Incr YES WB 0.79 Horz(TL) 0.47 15 n/a BCDL ' 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Well = 360 Weight: 1181b LUMBER BRACING . A TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except, TOP CHORD Sheathed or 2-3.15 on center purlin spacing. 4-13 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 8-1-12 on center bracing. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except* 8-.18 2 X 4 SPF 1650F 1.5E,13-18 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 HF Slud REACTIONS Qb/size) 2-J579/0-5-8.115=11578/11-5-8 Max Horz 2117Coad case 5) A 0 Max UpIIR2=4520oad case 7),15=449Qoad case 7) I Max Grav2=1743Qoad case 2),15-1741Coad case 3 FORCES Ob) - First Load Case Only TOP CHORD 1-2=70, 2-3=-2515, 3-4=-2268, 4-5-79, 5.7=-10, 4-6=-3813, 6.8=-3815, 8-9=-6881, 9.1056881,10 -13=-6881,11-12=-9,112-113-67.13-1141=45011.114-115-4 15.16=65 BOT CHORD 2-20=2142,19-20=2043,18.19=3941,17-18=4179, 15.17=3896 WEBS 3 -20=•158,4 -20= -311,4 -1962108,8-19==1370,8-18=3157,9-18=-165,13-18=3173,13.17=39, 14-17=294,5-6=-9,10-12=-49 NOTES . -1) This truss has been designed for the wind loads generated by 85 mph winds at 25 R above ground level, using 5.O psf top chard dead load and 5.0 pelf bottom chord dead load, 100 ml from hurricane oceanline, an an occupancy category I, condition 1 ^ enclosed building, of dlmensionsAS R by 24 R with exposure C ASCE 7-93 per UBC97/ANSISS If end verticals or canlllevers exist L 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) Unbalanced snow loads have been considered for this design. 3) Provide adequate drainage to prevent water ponding. ' 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 ps(bottom chord live load nonconcurrent with any other live loads per Table No. 16-9. UBC -97. • 6) Bearing at' jolnt(s)15 considers parallel to grain value using ANSVTPI 1.1995 angle to grain fcrmufa.. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (Sy others) of truss to bearing plate capable of withstanding 452 Ib uplift at joint 2 and 4491b uplift at joint 15. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. 1 'LOAD CASE(S) Standard 1 1;-17 drtipr c•,: r • ' ' , . l i ! , . yJ v !:. '. f ! Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional Permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 ! fabrication, quality control, storage, delivery, erection• and bracing, consult OST -88 Quality Standard, DSB-89 Bracing J Specificallon, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' MITek Industries, Inc. Truss Truss Type Oty Ply rTRUSS CUSTOMER INFO TRUSS. CAL HIP VAULT 1 1 MITEK REFERE iUSS FABRICATOR , U.SA. 4.0.32 s Feb 18 1999 MiTek Industries, Inc. Thu Sep 30 10.42:50 1999 F .2-0.0 3.11.5 I 7.4.3 I 0.11.11 I ' 12.8.11 I 17.9.4 1!'12.5 20.5.4 I '23.11.15 I 28.0.0 I 30.0.0 i 2.40 3.11.5 3.4.13 2.7.8 2.7-0 5..2.0 03.1 2.1.15 3•&.11 4.0.1. 2.00 2x411 • 2x411 2x111 2x4 II 2x411 4xe= .. s 7 11 12 exii 8.00 12 300= ' 4 8 . 9 2x4a 2x4= - 3 . 14 16, SAO= 17 2 19 3x4:;: 15 • dl 3x8 _ 1fi 1 3x6= 20 3x10, 5x8= 3.00 12 O 8.0.0 12.8.11 .17.9.4 20.5.4 28.0-0 8.0.0 4.8.11_ .5-2.9 2.84 ' . 7.8.12 . Plate Offsets (X Iz•0.6-0 0-0-6h w:D-4-1,a1-151, 1115:0-0-10,ed4el,116:0.5-010-3.101 LOADING (psf) PACING 2-0 0 CSI DEFL On). Qoc) Udefl PLATES .GRIP TCLL 30.0 ilefp laces Increase 1.15 _(5D8C TC 0:77 Vert(LL) -0.55 18 >604 _ M20 185!144 TCDL . 10.0 mberincresse 1.15 0.85 Vert(.TL) -0.91 18 >365 BCLL .0.0 Stress Incr YES WB 0.79 Horz(TL) 0.47 15 n/a BCDL ' 10.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Well = 360 Weight: 1181b LUMBER BRACING . A TOP CHORD 2 X 4 SPF 1650F 1.5E 'Except, TOP CHORD Sheathed or 2-3.15 on center purlin spacing. 4-13 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 8-1-12 on center bracing. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 HF Stud 'Except* 8-.18 2 X 4 SPF 1650F 1.5E,13-18 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 HF Slud REACTIONS Qb/size) 2-J579/0-5-8.115=11578/11-5-8 Max Horz 2117Coad case 5) A 0 Max UpIIR2=4520oad case 7),15=449Qoad case 7) I Max Grav2=1743Qoad case 2),15-1741Coad case 3 FORCES Ob) - First Load Case Only TOP CHORD 1-2=70, 2-3=-2515, 3-4=-2268, 4-5-79, 5.7=-10, 4-6=-3813, 6.8=-3815, 8-9=-6881, 9.1056881,10 -13=-6881,11-12=-9,112-113-67.13-1141=45011.114-115-4 15.16=65 BOT CHORD 2-20=2142,19-20=2043,18.19=3941,17-18=4179, 15.17=3896 WEBS 3 -20=•158,4 -20= -311,4 -1962108,8-19==1370,8-18=3157,9-18=-165,13-18=3173,13.17=39, 14-17=294,5-6=-9,10-12=-49 NOTES . -1) This truss has been designed for the wind loads generated by 85 mph winds at 25 R above ground level, using 5.O psf top chard dead load and 5.0 pelf bottom chord dead load, 100 ml from hurricane oceanline, an an occupancy category I, condition 1 ^ enclosed building, of dlmensionsAS R by 24 R with exposure C ASCE 7-93 per UBC97/ANSISS If end verticals or canlllevers exist L 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) Unbalanced snow loads have been considered for this design. 3) Provide adequate drainage to prevent water ponding. ' 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 ps(bottom chord live load nonconcurrent with any other live loads per Table No. 16-9. UBC -97. • 6) Bearing at' jolnt(s)15 considers parallel to grain value using ANSVTPI 1.1995 angle to grain fcrmufa.. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (Sy others) of truss to bearing plate capable of withstanding 452 Ib uplift at joint 2 and 4491b uplift at joint 15. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. 1 'LOAD CASE(S) Standard 1 1;-17 drtipr c•,: r • ' ' , . l i ! , . yJ v !:. '. f ! Design valid for use only with MITek connectors. This design Is based only upon parameters shown, and is for an individual building component to be Installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional Permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 ! fabrication, quality control, storage, delivery, erection• and bracing, consult OST -88 Quality Standard, DSB-89 Bracing J Specificallon, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' MITek Industries, Inc. 0 0 11 • 11 i • ENGINEERED DRAWING EXPLANATIONS 1. The header indicates the job number, truss identification, truss type description; quantity of trusses, number of plies and project description. 2. This area shows a proportional drawing of the truss. Panel dimensions are given individually and cumulatively for top and bottom panels. All pertinent dimensions are shown here.. Dimensions are given- in feet -inches -sixteenths. Plate sizes and orientation, bearing locations, chord slopes and lateral web bracing are also shown. 3. The top chord live and dead loads and bottom chord live and dead loads given in pounds per square foot. ' 4. The truss on center spacing in feet, the plate and lumber duration of load increases, repetitive stress increases applied to the allowable bending stress for the lumber and the building design code. (Should always be UBC for the western states) 5. The maximum combined axial and bending stress indices for the top chord, bottom chord and webs. (CSI = combined stress index) 6. The maximum truss deflection due to live and total load and horizontal deflection due to total load in inches and location of each. The length to deflection ratio is given along with the actual input allowable live load to deflection ratio following the = sign. 7. The MiTek plates used on the design and their maximum and minimum lateral resistance values (grip) in pounds per square inch per plate. Weight of the truss itself in pounds. 8. The top chord, bottom chord and web lumber species, size and grade required along with any wedge, slider or scab requirements. 9. The top chord, bottom chord and web lateral bracing requirements. The maximum interval in feet -inches -sixteenths is given. Web braces 'are also shown graphically on truss drawing in section 2. 10. The reactions for load case one are shown in the first line, along with joint locations . and minimum required bearing size in feet -inches -sixteenths: This is generally the gravity load case. The second line shows the max. horizontal reaction, for all pinned support conditions and for all load cases entered. The third line shows the max. uplift reaction resulting from any of the entered load cases. The fourth line shows the max. downward vertical reaction resulting from any of the entered load cases. 11. The member forces for all truss members are shown in pounds. A negative sign indicates compression otherwise the -force is tension. 12. Any pertinent notes are printed here, such as the wind parameters considered for the design, unbalanced loads, attic loads, the UBC live load check, etc. 13. Any additional loads applied to the truss which aren't noted in section 12 are shown in this section in load case form. Uniform loads shown in this section are listed in - pounds per lineal foot and concentrated loads are listed in pounds. J ® 6M1iTek industries Inc 3033 GOLD CANAL DRIVE SUITE 200 e RANCHOCORDOVA CA 95670 I v K USA FAX (916) 631 8225 TELEPHONE (916) 631 78.11 ' March 11, 1999 A. C. Houston Truss Company' 2912 East Lamadre Way North Las Vegas, NV 89031 RE: Solid blocking between trusses To Whom -It.May Concern:. Solid blocking provided. between trusses usually serves two purposes.. First, it is provided during the construction phase to help position the truss' in place and keep the truss plumb. Second, solid blocking is provided in a lateral force resisting system, through proper - nailing to, transfer the horizontal force. If the trusses have been erected in plumb: condition, and all the lateral force resisting . elements have been installed to form a system, solid blocking may be omitted without -causing any problem to the structural system. If yo ave any questions, please contact me at 800-772-5351. `N EES, pi1:S91eR, _ NG • y NO. C049919 EXP 9-30-00 ?•q CN11. p SOF CAU Western ivision RY/rd- 0 0 P.O. Box 335009 North Las Vegas, NV 89033 .... ss.... Eng Tri 4. The trusses must be handled and installed properly in accordance with HID -91 criteria. If trusses have been handled improperly, consult professionals before proceeding with installation. All persons involved in installing should read and understand HIB -91 before attempting to handle trusses. It is recommended that the truss installer should consult OSHA if .there are questions about jobsite safety concerning trusses. The fabrication, installation, and handling of trusses is outside the scope of responsibility of the truss designer. 5. Never sit or stand on trusses laid flat. Never stack construction materials on trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are not intended to resist lateral loads perpendicular to the trusses.- This is true for all truss members, but is especially true for all non-structural gable studs. They are called "non-structural" because they are not specifically designed to support loads. The structural members of the truss are adequate to support all of the loads applied in the plane of the truss. 6. The trusses must be adequately braced. The truss designer specifies only the location of the bracing that is required for individual truss members to prevent out of plane buckling of that member. Additional bracing is always required and is always the responsibility of the building ;+: • ::>L'•',: •:g: i!n';:i got:)Yg.;".#):a'1%:;`"=!;i;u s:.x vd' .,.::y.,• J., -6 .1 ,t{ . . .:; .:v:•i . s.t:e>'.:.: : :;:.::.:}: • •: c._, i.,: .;.fig 2 =S ...... (.F Facusri{;,orood73i sss/= :'•)``andR` :air > Page "1 of 3 • .......... ...... 't. 'W:i .+:t. jtu:-.... < :' a:.ii.•v-.•.• .. .......+......'..•\i:C.'W::nu:.::vY,...:r...... _ • NGINEEq,S T151 r - November 3, .1999 O O MICHAEL A. ' -n w' M LETT z A.C. Houston Lumber Company . u, m 2912 East La Madre-WaypPROFESSb,I, Od ar North Las Vegas, NV 89031 E<LA... d CIVI d Qy G Re: Trusses with.non-structural gable s ud . 'O O. 1 334 No. CO 743 XP E' 3az To Whom It May Concern: * 03 1999 j This letter is in response to your recent in ' on of staples rather than metal gusset plates that are shown on the truss engineering drawings or non-stnich al gable studs. The trusses in question must meet all of the following criteria for this detail to -be valid. ;, The trusses must have been designed by this office using ANSMI 1-1995 and UBC -97 criteria - >:ar e . ' '-' 0 ff F := L ;with and increase of 25 /0 for lumber and plates, 24 O.C. spacing, 16 to 20 PSF top chord live t,e `."loa to 14 PSF to chord dead load, -,r 3_? • d. p d, 7 to 10 PSF bottom chord dead load, design wind speed is .. e s ; '7 M 5 PH maximum, and be single ply trusses only. Ef,.. - '4'i K ' 't\.Li )` •'c L•u .•.>' yt Y.V. ..r. lie<tivsses must be structural trusses and be approved by the budding designer for the intended application prior to fabrication. All parties involved in .the project must accept their a• «nx.'+i!Y;jZ'. 'r+tYa S<. :j. _d?Sy4y.., ' responsibi'ties and perform their work as specified in ANSI/TPI 1-1995 and WTCA 1-1995. out -looker notches are to be installed in the top chord of the truss, they must be . 1 • yY 4)t... . -addressed specifically in the truss design; drawings. Out -lookers that extend longer than 12" '1rrbeyond the end of the gable truss are not allowed. There must be no out -lookers within 24" from the end of the truss, or in any top chord overhang.'- No plates may be damaged or cut. 4. The trusses must be handled and installed properly in accordance with HID -91 criteria. If trusses have been handled improperly, consult professionals before proceeding with installation. All persons involved in installing should read and understand HIB -91 before attempting to handle trusses. It is recommended that the truss installer should consult OSHA if .there are questions about jobsite safety concerning trusses. The fabrication, installation, and handling of trusses is outside the scope of responsibility of the truss designer. 5. Never sit or stand on trusses laid flat. Never stack construction materials on trusses laid flat. Never lift truss using non-structural members as connection points. Trusses are not intended to resist lateral loads perpendicular to the trusses.- This is true for all truss members, but is especially true for all non-structural gable studs. They are called "non-structural" because they are not specifically designed to support loads. The structural members of the truss are adequate to support all of the loads applied in the plane of the truss. 6. The trusses must be adequately braced. The truss designer specifies only the location of the bracing that is required for individual truss members to prevent out of plane buckling of that member. Additional bracing is always required and is always the responsibility of the building ;+: • ::>L'•',: •:g: i!n';:i got:)Yg.;".#):a'1%:;`"=!;i;u s:.x vd' .,.::y.,• J., -6 .1 ,t{ . . .:; .:v:•i . s.t:e>'.:.: : :;:.::.:}: • •: c._, i.,: .;.fig 2 =S ...... (.F Facusri{;,orood73i sss/= :'•)``andR` :air > Page "1 of 3 • .......... ...... 't. 'W:i .+:t. jtu:-.... < :' a:.ii.•v-.•.• .. .......+......'..•\i:C.'W::nu:.::vY,...:r...... 0 - 0 0 P November 3, 1999 Page 2 designer. The building designer' should provide the contractor with a bracing plan for the building. This plan may be included in the contract documents or may need to be specifically requested by ' the contractor. . Refer to WTCA 1-1995 for questions regarding scope for responsibility. 7 TYPICAL GABLE END BRACING DETAIL. If the truss design drawings specify seismic or wind load had been applied, it is applied in directions that are parallel with the plane of the. truss. Trusses which are exposed to wind GABLE ENE acting perpendicular to the .face of TRUSS the truss must be braced to resist the lateral forces due to wind load acting on the face of the truss. The building designer should perform lateral calculations to determine where braces are required. HID791 should be consulted for' general guidance with WIND -+ regards to bracing of trusses. An IN .OUT OF additional ' publication entitled PLANE "Commentary -for Permanent Bracing DIRECTION of. Metal Plate Connected . Wood Trusses" written by John E. Meeks, / P.E. is available from WTCA (Wood LATERAL Truss Council of America). In this publication on pages 8 and 9, the BRACE bracing of gable end frames' are discussed. It is recommended that the building designer read this publication. Also consult the "Mitek Standard Gable . End Detail' for CONSULT BUILDING DESIGNER FOR SPECIFIC DETAIL. BLOCKING - ROOF SHEATHING DIAGONAL WIND / BRACE BY ` BUILDING DESIGNER.' additional information. All of these t t BLOCKING publications specifically recommend a r \. detail similar to the sketch to the right WALL TO ' GABLE _TRUSS CONNECTION in many situations. END WALL DESIGNED AND DETAILED BY BUILDING DESIGNER. Allconnections must be applied in conformance with ANSI/TPI 1-1995, current accepted NDS, and/or NES National, Evaluation Report(s). 9. The trusses must be fabricated properly with no gaps at stud.connections except as allowed in ANSI/TPI 1-1995. If the above conditions are meet, then.(3)-16ga x 2" power driven staples may be substituted for the -specified metal gusset plates. This connection is intended.to hold the non-structural gable studs In place during delivery and installation. These studs are intended to provide nailing surface for drywall and/or sheathing and transfer vertical loads from sheathing into the truss. If these non-structural gable studs must resist lateral loads as noted above in note 6, additional nails or connections may be required and must be spedified by the building designer. Plated connections are recommended at all hip over -framing, Dutch hips with setbacks greater than 2'-0", all; girder trusses, piggyback, and valley trusses. Plated connections are also recommended in any situation where a ledger is to be applied to the truss (Ledgers. and their connections _ are by others.) This letter applies only to 16" or 24" O.C. spaced vertical non November 3, 1999 Page 3 structural members and not to diagonal or horizontal members except at .vent locations. If there is any question about the applicability of this letter to the intended situation, please' -feel free to contact this office. This letter may be used to address this issue. subject to the. conditions until informed otherwise by this office, or until accepted codes or specifications change. .If you have any questions concerning this matter,' please let me know when I am in your.office or write me at the above address: I can also be reached by telephone at .(702)-232-0099. Sincerely, G1NEEq,S . O Michael A. Mallett, P.E. MICHAEL A. on Professional Civil Engineer : LL L m 0d c CIL" V a ?ROF SSlp, J ELA. F . 333A ! No. Cossia3 D 3199 , Exp. *30i2001 SCF CALIF n STANDARD GABLE END DETAIL PAGES1 GOFX2 VARIES TO COM. 12 4x4 = TRUSS . H T DIAGONAL OR L -BRACING 3/20/00 REFER TO TABLE BELOW _ SHEATHING 2X4 NO.2 OR BTR. DF -L3 1/2 1 1/2° (BY OTHERS) — 1X4 OR 2X3 (TYP) / 24" MAX 24' O.C. NOTCH AT 24" O.C. (MIN.) ► 2X4 LATERAL BRACING DG TOPCHORD AS REQUIRED PER NOTCH.DETAIL TABLE BELOW 3x5= CONT. BR I No SPAN TO MATCH COMMON TRUSS Ll 0 VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. RFf;TIt7N A -A LOADING(psO SPACING . 2-0-0 TCLL 30.0 Plates Increase 1.15 . TCDL- 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code UBC97/ANS195 TOP CHORD 2 X 4 DFL/SPF/HF - No.2 BOT CHORD 2 X 4.DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF STUD/STD END . WALL %GID CEILING MATERIAL DETAIL A LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS AT END UP TO 7'-0" - 6=3-0 12-6-0 8-9-0 6 INCH O.C. OVER 8'-6" 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 75 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND.TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6'. TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24' O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C:) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6' O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. .4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Contlnued on page 2 J U L 2 0 2000 MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH 2-LATERAL.BRACE WITH L- BRACE 12 INCH O.C. 6=3-0 12-6-0 8-9-0 6 INCH O.C. - -ff 24 INCH O.C. 7-4-0 NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 75 MPH WIND, EXP. B, HEIGHT 25 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 5) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND.TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8'-6'. TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24' O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C:) TO ONE FACE OF THE TOP CHORD WITH 100 NAILS SPACED AT 6' O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. 3) LUMBER MUST MEET OR EXCEED VISUAL GRADE #2 LUMBER AFTER NOTCHING. .4) NO NOTCHING IS PERMITTED WITHIN 2X THE OVERHANG LENGTH. Contlnued on page 2 J U L 2 0 2000 STANDARD GABLE END DETAIL PAGES2 OFX2 3/20/00 . 4- 10d NAILS MIN; ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK '2-10d (NP) •. 2X4 BLOCK SIMP.SON A34 OR EQUIVALENT + 45° 2X4 S r JD OR BTR SPACED @ V-0" O.C. SHALL BE PROVIDED AT EACH END OF LEDGER' BRACE. EXCEPT FOR BRACE EXTENDED a STRON BACK INTO E CHORDS & CONNECTED TO CHOF DS W/ 4- 10d NAILS. MAX. NGTH = T-0" GABLE EN s STANDARD TRUSSES SPACED @ 24" O.C. "NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS DETA/L.IS APPLICABLE TO STRUCTURAL GABLE END L IF THE FOLLOWING CONDITIONS ARE MET: J U L 2 0-.2000 • 1. MAXIMUM HEIGHT OF TRUSS = 8'-6" 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = 7'-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. GINEER. 2 AEDOMG C 9919 O vii F fh P•10•( 0 0 Lim • 0 A 20 .IDLY 2000 STANDARD DETAIL FOR DROP TOP CHORD TRUSS DESIGN v o0 a MiTek Industries. Inc. 4X4 12 2X LUMBER (SAME AS TOP CHORD) 3-8 WED kNOTCHES ALLOWED 1/2"X 3 1/2" NOTCHES® 49'0.C. ALONG ADDED 2X LUMBER ' TOP CHOR TIE PLATES (TYP) 2" MIN. .-BOTTOM CHORD vG BOTTOM CHORD PITCH —0-4/12 xL NOTE: (1) REF. TO INDIVIDUAL TRUSS DESIGN" FOR LUMBER AND JOINT PLATING INFO. (2) TIE PLATES (M20) FOR TOP CHORD: w 3X4 @ 24" O.C. FOR 2X4 LUMBER. 4X,4 @ 24" O.C. FOR 2X6 LUMBER - JUL Z 0 2000 QROfES90 NG REDONG 9. z 0 0 Yu r 0-00 0 art CIVIL O O,C CAtlFpt a N0.10025 I APRIL 23,1998 PURLIN GABLE DETAIL ST-HIP01 O ® SHEET 1 OF 2 0 00 MITek Industries, Inc. STUD SPACING ON PURLIN GABLE TO BE LESS THAN OR EQUAL TO THE LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. • II I .. , .,....._.. II 5x5 ol N/ c U U 9 U el U \ 3X5 ALL PLATES TO BE 20 UNLESS OTHERWISE NOTED 3x5 • - . I TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS THE PURLIN GABLE TO SEE DETAIL #3 -BE LAID ON TOP OF THE HIP -TRUSSES ANDATTACHED -IT WHERE T HAS CONTACT WITH -THE Jam\,\ . Q Cl) TRUSSES BELOW. SEE DETAIL # Z DEC SEE DETAIL # O JACKS o N = M o 2 = w U.. SEE SHEET 2 OF 2 FOR ALL DETAILS 19 ? 'rq CIVIL r \FOf CAL* APRIL 23, 1998 PURLIN GABLE DETAIL ' ST-HIP01 0� ® SHEET 2 OF 2 • o 00 o0 - MiTek Industries, Inc. THE TOP OF THE HIP GIRDER • . TRUSS AT THE BASE OF THE PURLIN GABLE'IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES: THE BOTTOM EDGE G OF THE PURLIN GABLE ALIGNS WITH THE LEFT Qvp-�� STEPDOWN . FACE OF THIS TRUSS G� HIP TRUSSES ON ROOF SLOPES OF 2/12 TO 6/12 • AND BEARS ON TOP. ATTACH PURLIN GABLE WITH (2) 10d.. . OR RING SHANK 16d COMMON WIRE NAILS. THESE NAILS MUST ACHIEVE A G� pG�pp.O HIP GIRDER 2 INCH MINIMUM PENETRATION INTO THE TRUSS TOP CHORD. IF THE ROOF �pQ SLOPE IS GREATER THAN 6/12 THEN USE �O A USP RT3 FRAMING ANCHOR OR EQUIVALENT. ALL NAILING SHALL BE DONE IN NEcnoNOFracK CONNECTION N GIRDER TO BE ACCORDANCE TO APPLICABLE CODES AND STANDARD BUILDING PRACTICES. DESIGNED BYOTHERS DETAIL #1 r. DETAIL #2 APEX THE PURLIN GABLE DOES NOT ALIGN WITH THE END OF THE FLAT TOP CHORD • . ���, SECTION. �, S EATHING . Qy��G v Z U =N PURLIN GABLE FLAT TOP CHORD PORTION • gH a OF THE LOWER TRUSS DETAIL #3 TRUSS TOP CHORD DETAIL AA . 1999. �0rzo/ . Q' :,.r- TY 1 LuatB GtizbDG vDStzr 1 r.1t> t l_ CT 'Sl:tr_ G Ed J(. 1w i - I S N tk 7= 2L To TFC 1 {9 ' TR•c.✓- S Et I N C 2t ► E ly ►J ' o PAiZr of sc ssolZ Truss. 1T rte`( -roto ' >=x. r r - ►.J ti,►: -re , r gLT a l Vap w/o 740Y 'Ll•/1Z Svl s510l 5 . ,1►J. 10 ' r, -CY tsS. C'S PAc.I til C1 ? t o,G . . FeLUL *C n-1 Gt1e,1zD G 7RA G = L/.T4 P G, 10 -0 O. G: 'r'a .> ►• t tom$ I.JS.t v N 3.Gr otL an ►•'s w r r '' F G 1 F 1 >✓D C ' 04 r' .G, t1J Goi.A t2f= 1o1. OR MoRc 'ft•6e.1 011 P1 -`t , IMPORTANT: READ ALL IJOTES ON THIS DRAWIN - Udl 1.Gii a W 2- lo,.tl L S • I. 02 gL Tf CQ VE(t'jl C FLS ' JUL ,2 0 2Q0® • a s Sc -r ccn••j ' 2 kEDONG RpfE&S10 PON O YU y Fti Al_SGa `I0 CIVIL O a 7O No. 10025 EXP 9-30-00 Jj CNII;/ P _ OF CAL"r - Handling 3 Erection Miscellaneous Information aracing Information Connector Hardware Lumber MiTek Industries, Inc. Cr•Ins hara7Fnp d.onponr•s aMl Inl W pamilod. Temporary end Drmmaa tr•dnp Ia AoNO mnpalad The ua• d mla mntparW stW bo ■podiad br V. doaIgnar d am oanda•urs s•. AS ttlrd bradrp spoalad b b tr•thq :d idua.Da mmbor. and Camvd•r tlalm'r• mrvlwvad h •mado+u .th rpl . linbrnvab•r•pd• mah bam ■n h.p•dion brow ® 3140 Gold Cam Dr. 8140 P Rancho Cordova, CA 95670 ' plrro rM tr r.slsip btd lao.a reel a dntfrad mrd ennead M ait.ra. W bda r• b M appsod b the omoarura cal tllw Y bado rd IaY•rirpf na mnpa•. aiI tll nocnr 1Rry9 qad• aonplmcoa, •pVa'rsla sW kemctlaa ban dad•i rrd Ne m.paa ginraw•Ddm uaiq lNa anrtrpenanl1 1 au dd Maio hied abw• do•a mf mad bel bdldltp' code mat be Ntlalad. Wab bran har—wdW arab be g=,p—d>bri9 rm R %gin vua be Ynlaaod on bah tress dIh knb".1 lochlutyatWW d. Ntln aunt b. d the etre, 9nq• rd .7--: ba d a. etre rd rpodw aho.n and oqud b a baaar ■ ^ ..,. (800)77L5351 FAX (916)631.8225 AVAMA AS ro I%- ah•1 buh pear dun dnlpfl tvds ba append b r.puiararu, OD NOT USE 7HIS DESIGN. •Chord marbaa u• naurod to b. c pct . am n. ila/r b rM AweTnraa finl 'daJ thin dw wed• aD •d " Copyright (C) 1992 Iha carrlo.or•. Caro mrd be asaclad b -ictal cm0••a'a al papv W.an aea dr -A4 b s'gand b .lad, YRaa Y.luwrtea, 1K h • cry Iha tlnclwN duan d IM ora down at Iho boob d dtla Wordy avae,d a dwarAip, pullna ac.l'aq mtloAa1, tlroa Icr daMllma d p1a Irp•a• arU WaaW Doel n Qlera r GHAATER MENDER MAT 7, 1992 bar' pdna•.Apl• etre w, arW pnpaAT br•rad. Ratl tl bar ha..n aM oa•n rry derynaviaanra kdivad. MiT•i iduatAn, k •aaoan to mnud and aorepa pmvba! aw aolmv rd aew.n onW M•.4p. RMkrLe d Wud anciq M W16W blri.p lar No v giryawa h b b1 Ira+Nad b/ 0.a 0.. 6urbn. pld.a +ry mn+arFa9r •ban C^•a Wnr odor Qa141iMI aro shown. vapn mu•Ada aDr3nd • sab,Iaraial avdamdi- .en ' - WD 1 3 0 1 7 ro wapmsbvar kr rhe bbrk i.. harm'ry, shiprraa and inuarian d oemmn.nn. I dnlpnrd N. aanpa.....w. I rho brvn bbn LIDS, RITC a.d TDI. . IMPORTANT: READ ALL IJOTES ON THIS DRAWIN 0 0 0 A .I • • C7 OF CALF 3 w N a B1 (3) 12d > > 2x4= ti . 5-11-11 max. 5-11-11 NOTES: TYPICAL CJ3 JACK 1 - PROVIDE LATERAL SUPPORT FOR "TOP- CHORD WITH SHEATHING (BY OTHERS) SEE LAYOUT FOR HANGER .SHCEDULE. 2 -. TOP AND BOTTOM .CHORDS -- 2X4 (OR 2X6) SPF 1650F -1.5E. WEBS - 2X4 HEM FIR STUD. 3.- THIS DESIGN CHECKED FOR 75 M.P.H. ZONE C WIND LOAD. 4 - ALL PLATES ARE TO BE MITEK M20. 5 - SPACING - 24" O.C. 5' - LOADING:- TOP OADING:TOP CHORD = 16 PSF LL (CONSTRUCTION) TOP'CHORD - 14 PSF DL. BOT .CHORD 7PSF DL.. 7. -. THESE TRUSSES HAVE BEEN DESIGNED FOR BOTH UBC -94 AND ANSI/TPI 1-1995 PLATING CRITERIA. PARTIAL ROOF LAYOUT . SHEET 1 OF i AC HOUSTON LUMBER COMPANY 'LI1mDermenSlnce1884• 2812 L9 Madre Way North Les Voges, NV 89038-0Z47 .. .www ewnn e._.. .1enu —2-0-0 may. 1-11-11 max. F —2-0-0 may., 3-11-11. max. FL CAL NTS 2-0-0 1-11-11 2-0-0 cT PLAN! VARIES 4-11 12 ' (3) 12d a (3) 12c 3 o VARIES 4-8 12 -2-0-0 max. 5-11-11 ,max. N' wr Tl 5-11-11 W V) (3) 12d W43` E• C _ 81 (3) 12d *30 03. * a1 > 4=8 12 3 N TI 2x40 Ql B1 (3) 12C >.. 2x4= t • • C7 OF CALF 3 w N a B1 (3) 12d > > 2x4= ti . 5-11-11 max. 5-11-11 NOTES: TYPICAL CJ3 JACK 1 - PROVIDE LATERAL SUPPORT FOR "TOP- CHORD WITH SHEATHING (BY OTHERS) SEE LAYOUT FOR HANGER .SHCEDULE. 2 -. TOP AND BOTTOM .CHORDS -- 2X4 (OR 2X6) SPF 1650F -1.5E. WEBS - 2X4 HEM FIR STUD. 3.- THIS DESIGN CHECKED FOR 75 M.P.H. ZONE C WIND LOAD. 4 - ALL PLATES ARE TO BE MITEK M20. 5 - SPACING - 24" O.C. 5' - LOADING:- TOP OADING:TOP CHORD = 16 PSF LL (CONSTRUCTION) TOP'CHORD - 14 PSF DL. BOT .CHORD 7PSF DL.. 7. -. THESE TRUSSES HAVE BEEN DESIGNED FOR BOTH UBC -94 AND ANSI/TPI 1-1995 PLATING CRITERIA. PARTIAL ROOF LAYOUT . SHEET 1 OF i AC HOUSTON LUMBER COMPANY 'LI1mDermenSlnce1884• 2812 L9 Madre Way North Les Voges, NV 89038-0Z47 .. .www ewnn e._.. .1enu 1-11-11 max. "° E eam seectu NANnwABE AND NATERIAL9 TO BB SUPPLIED AND aT OTHE9S _ DO NOT STRUCTURALLY ALTER Tater' SPECIAL Fi 3 rn NOT LISBY - ' LAYOUT ON LAYOUT t0 BS FRANEO BY OTHERS. DATE: 11/20/98 CAL NTS C WRA MR REVISIONS 2: JOB NAME CORNER JACK DETAIL PLAN! I I 3-11-11 max. TYPICAL CJ1 JACK 3-11-11 TYPICAL CJ2 JACK" -2-0-0 max. 5-11-11 ,max. Q4pFESSIO q Y. MFS -u_u 5-11-11 W (3) 12d W43` E• C a *30 03. * a VARIES 4=8 12 • • C7 OF CALF 3 w N a B1 (3) 12d > > 2x4= ti . 5-11-11 max. 5-11-11 NOTES: TYPICAL CJ3 JACK 1 - PROVIDE LATERAL SUPPORT FOR "TOP- CHORD WITH SHEATHING (BY OTHERS) SEE LAYOUT FOR HANGER .SHCEDULE. 2 -. TOP AND BOTTOM .CHORDS -- 2X4 (OR 2X6) SPF 1650F -1.5E. WEBS - 2X4 HEM FIR STUD. 3.- THIS DESIGN CHECKED FOR 75 M.P.H. ZONE C WIND LOAD. 4 - ALL PLATES ARE TO BE MITEK M20. 5 - SPACING - 24" O.C. 5' - LOADING:- TOP OADING:TOP CHORD = 16 PSF LL (CONSTRUCTION) TOP'CHORD - 14 PSF DL. BOT .CHORD 7PSF DL.. 7. -. THESE TRUSSES HAVE BEEN DESIGNED FOR BOTH UBC -94 AND ANSI/TPI 1-1995 PLATING CRITERIA. PARTIAL ROOF LAYOUT . SHEET 1 OF i AC HOUSTON LUMBER COMPANY 'LI1mDermenSlnce1884• 2812 L9 Madre Way North Les Voges, NV 89038-0Z47 .. .www ewnn e._.. .1enu "° E eam seectu NANnwABE AND NATERIAL9 TO BB SUPPLIED AND aT OTHE9S _ DO NOT STRUCTURALLY ALTER Tater' SPECIAL Fi 3 rn NOT LISBY - ' LAYOUT ON LAYOUT t0 BS FRANEO BY OTHERS. DATE: 11/20/98 CAL NTS C WRA MR REVISIONS 2: JOB NAME CORNER JACK DETAIL PLAN! I I -2-0-0 max 8-0-0 max. 2-0-0 8-0-0 2x40 - -2-10-0 max. , 6-2-12 11-3-12 max. 2-1.0-0 —2-12 —1— ' 2x4a SHEET 2 OF n 3X4- , T . 3x4 — U 6-2-12 .11-3-12 max. 6=2-12 5-1-0 L NOTE: O. O (EJ1) IS 5-0-0 OR LESS IN LENGTH, THE WEBS . (W2 AND W3) IN CORNER GIRDER (CG1) MAY BE OMITTED. A' AC HOUSTON N NOTES ALL w ot ?AMAM SPECIAL HARDWARE a LUMEER COMPANY AND THTERIAL9 TO 9E suPeuED t -2-0-0 max 8-0-0 max. 2-0-0 8-0-0 2x40 - -2-10-0 max. , 6-2-12 11-3-12 max. 2-1.0-0 —2-12 —1— ' 2x4a SHEET 2 OF n 3X4- , T . 3x4 — 6-2-12 .11-3-12 max. 6=2-12 5-1-0 TYPICAL CG CORNER GIRDER NOTE: IF END JACK (EJ1) IS 5-0-0 OR LESS IN LENGTH, THE WEBS . (W2 AND W3) IN CORNER GIRDER (CG1) MAY BE OMITTED. A' AC HOUSTON CUSTOMER: NOTES ALL DATE CONTRACTOR" ?AMAM SPECIAL HARDWARE CALF` LUMEER COMPANY AND THTERIAL9 TO 9E suPeuED 'Lumbermen Sine 1884• ' IOB NAME' CORNER JACK DETAIL er oTNERs - °a NOT STRUCTURALLY ALTER REVISI( Inv Narth Las VAess. NV 89M8-WA7 PLANT ELEk TRUSSES. SPECIAL oN LAYOUT TO BE FRAMED BAY ED t • NOTES. - 1 - PROVIDE LATERAL SUPPORT FOR TOP - R CHORD WITH SHEATHING [BY OTHERS) 7 - TOP 4 BOTTOM CHORDS - 7X4 165CF-ISE 6 -P -F O 3x4 RE 55 - 7X4 STUD HEM -FIR UP TO 8'-0' AND 7X4 Commm 'S -P -F 1659)F 18 E OVER S'-0' N LENGTH 7 Ton TTa166E6 66E6 .3 - THIS DESIGN CHECKED FOR 170 MY1[. WIND LOAD 4 - ALL PLATES ARE TO BE MITEK M70, - 5 - FOR CONNECTING, VALLEY T@1SSE8 - - TO COMMON TRUSSES, USE DET. 'A' OR '13'. - 9x4 . 8x4. - VA L SET 6 - IF TOP CHORD LATERAL BRACING- REQUIRED 16 LETHAN SPACING OF GIRDE TRu9 SS VALLEY TRUSSES (74. OCJ THEN ADDITIONAL TX4 BRACING 113 REQUIRED. 1L — — — _ _ _ . 1 - LATERAL BRACING SHALL BE NAILED 4x4 II RIDGE WA1h17-10D NAILS. B - SPACING - 74' OL. - PARTIAL ROOF LAYOUT Iron 9- LOADING. TOP CHORD - t6. PSF LL [CONSTRUOTIOH) BOT CHORD - 14 PSF DL' , 10 - MAX WEB LENGTH WITHOUT PRACE 4'-1' .. + • 7x3 n WITH BRACE 10'71' - VALLEY TRLSS . - 6'-O' TO d -O USE 7-16d NAILS [0)56' Dbl BY 3-1/2' LONG) MAX 110 MPH WIND - OFT. SPICE ROOF PLY PER PLAN 12 3x5 • 4x4 n 7 To n 4 OFESS/p DETAIL A 7x3 ..MAX I0'-1' . ABOUT I-. • - 9x5 7x3 fl irl 7x3 11 x 6 3) 3 HuFRRICANE CLI _ SEE NOTE No. 10 1 OF CAL DETAIL B - .. ,4:G_ HOUSTON LUMBER COMPANY - LUMBERMEN SINCE. 084"1 . . . I I . . . . - '' OMPANY'LUMBERMENSINCE.084-' VALLEY TRUSS DETAIL - 7c17 LA MADRE WAY, NORTH LAS VEGAS, NV 69031. TELEPHONE. ('107) 633-5000 - • . PD. BOX 39)741, HORTH LAS VEGAS, NV 99036-0241. FAX. (107) 633-4026, . • •- ►m .m -)f-iC.:UN*L'NULLh;1) 137 CONNECTION • -YPE BRACING MATERIALSGENERAL NOTES 1. X—BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE AND/OR COLING DIAPHRAGM: THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED ROOFROFESSIONAL. Mitek . Industries, Inc. P 2 THESE CALCULATIONS BASED ON LATT]iAL BRACE CARRYING 2X OF THE WEB FORCE A -OR- MUST BE EIN SIZE 3- BRACE AS THE MATBE.RRIIAL ANBD WEB BRACING RECOMMENDATIONS SHALL BE INSTALLEDTERIAL SUCH A MANNER THAT IT INTER CTS WEB MEMBERS AT APPROX. 45 DECREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-18d COMMON WIRE NAILS. (3-16d NAILS FOR 2X6 MATERIAL) . 2 X 3. 3, STD; CONST (SPF, DF, HF, 0R SYP 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO 16d COMMON WIRE NAILS. .(THREE 16d NAILS FOR 2X6 LATERA. BRACES) 5. MAXIMUM. WEB FORCE (lbs.) C X -BRACE 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND HIB -91, HANDUNC INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTTTLITE. 563 D'ONOFRIO ORIVT, MADISON. Wt. 53719. BAY SIZE #3 OR BETTER (SPF, DF, HF, OR SYP) 24" O.C. 48" O.C. J U L 2 0 200a 72'1 O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 10-0' 4600* 4600* 4600* 6900* 1344 4600* 4600* 6900* 4034 6382 12-0" 3942'* 39.42* 3942* 5914* 1344 3942* 3942* 5914* 3942* 5914* 14'-0' 3450* '.3450* 3450* 51.75* 1344 3450* 3450*' 5175..*' 3450* 5175* 16'-0" 3066* 3066* 3066*'. 4600* 1344 3066* 3066* 4600* 3066* 4600* 18'-0" 2760*- 2760* 2760* 4140* 1344 2760* 2760* 4140* 2760* ` 4140* 20'-0' 2509* 2509* 2509* 3763* 1344 2509* 2509* 3.763* 2509* 3763* -)f-iC.:UN*L'NULLh;1) 137 CONNECTION • -YPE BRACING MATERIALSGENERAL NOTES 1. X—BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE AND/OR COLING DIAPHRAGM: THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED ROOFROFESSIONAL. 1 X 4, IND. 45 SYP . P 2 THESE CALCULATIONS BASED ON LATT]iAL BRACE CARRYING 2X OF THE WEB FORCE A -OR- MUST BE EIN SIZE 3- BRACE AS THE MATBE.RRIIAL ANBD 1 X 4 #2 SRB (DF, HF, SPF) SHALL BE INSTALLEDTERIAL SUCH A MANNER THAT IT INTER CTS WEB MEMBERS AT APPROX. 45 DECREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-18d COMMON WIRE NAILS. (3-16d NAILS FOR 2X6 MATERIAL) . 2 X 3. 3, STD; CONST (SPF, DF, HF, 0R SYP 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH TWO 16d COMMON WIRE NAILS. .(THREE 16d NAILS FOR 2X6 LATERA. BRACES) 5. LATERAL BRACE SHOULD SfE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR. CONTINUITY. C 6- FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT OSB 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND HIB -91, HANDUNC INSTALLING AND BRACING FOR RECOMMENDATIONS FROM TRUSS PLATE INSTTTLITE. 563 D'ONOFRIO ORIVT, MADISON. Wt. 53719. T x #3 OR BETTER (SPF, DF, HF, OR SYP) 7. SEE SEPERATE TRUSS ENGINEERING FOR DESIGN OF WEB MEMBER., 8. THE 16d HAILS SPECIFIED SHOULD BE 3s LONG AND 0.162* IN DIAMETER. IN ACCORDANCE WITH NDS 1991. J U L 2 0 200a I L8-001-080193 GrNEE.1 tio REDOpIG ' RAL ff YU )TES 4 CIVlLC 91-4 2 "d 10025 ' OF C:AL uO • C Ej Li TRU:;5 5 0. G. ► YP. - 0. G. T1'P. NOTE' LATERAL BRACE MAY 13R AGE XBE INSTALLED ON EITHER SIDE OF THE TRUSS WEB. -2X h t R hGH WITS WEIR (2x(2 M A)4. ) IOD NPcLLS b &T10N NOT RkGE MUST 7:b0 % THE: LENG►TN 0 TSI WE - NEE,q,S' Tlrll pT All, lb TO ri: UbW A5 pl.T. roR ONS CONTINUOUS LATS o DONG. i RkGE. in Yu. o FE NOTE: NOTE: LATERAL 0. cL. • BRACE MAYBE INSTALLED ON EITHER SIDE OF icy THE TRUSS.WEB. j ,;NO: 004991 I x 4 GRADE D LUMBER OR E\i? 2 3 OR2/4 L.ATl P-AL- R P G PER. TRU55 bESIGN WITIa 2-IOn, ' \ . c, LF` PSR WoRCNoRD(TYPi L 2 0": 100'0 NOTIr . R g'CRkINT p. (aljIRED AT A&H SND Or -t FLA& AHP AT. 20'-0 RESER To. flit -a1 SUMMAS-Y SkIE T AOR REGOMNENi2ATlONS OF 'r E -CRU55 PI.i TE lNSTUTt;. • 0 • I •Job fussFrus—STI FLOOR --jF01 FLOOR .--1 L-A 0 • • L7 • 25-4 j. GENERAL DETAIL 6720 (optional), T.C. CUT, DRILLED OR NOTCHED IN 1ST PANEL.:AT EITHER END MIN. 6" FROM END OF T.C. MAX, stele =1 SPAN AND HEIGHT AS SHOWN IN CHART BELOW, NO OTHER EXISTING DAMAGE TO TRUSS. NOT DISTURBED NOT DISTURBED 9 II 4-0-0 14 II 3x8 FP= , 4-0-0 1x1 II 113 ADD ON 4'8 ;`3 II 3x4 = 1x3. p 3x4 0 1x3 II . ' 4x6 = 1 3 = - - - 19 oxo = xlu = 3X17.5 M16 FP= 3x4 =3x4 = '4110 = '4x8 = MIN. LUMBER SIZE AND GRADE: MAX LOADING: (PSF) T.C. = 4X2 SPF 165OF 1.5E SPACING = 24" O.C. MAX LENGTH OF DAMAGE TO BE NO MORE B.c = 02 SPF 165OF 1.5E LOAD CASE(S) STANDARD THAN 5" AND PLATES ARE NOT DISTURBED. WEB = 4X.2 HF STUD 21-0-0 21-0-0 . LOADING( sf) SPACING 2-0-0 CSI DEFL k1 (Icc)) Vdefl PLATES GRIP TCLL 0.0' Plates Increase .1.00 TC 0.51 Vert(LL)-0.41 1d >604 " M20 ' 1851144 TCOL 10.0 Lumber Increase " 1.00 BC 0.99 Vert(TL)' -0.63 14-16 >394 MIS 127/82 BCLL 0.0. Rep Stress Incr YES WS .0.73 Horz(TQ 0.12 11 Na BCDL 10.0 Code USC97/ANSI95 . (Matrix) 1st LC LL Min I/deft = 360 Weight: 84 Ib LUMBER BRACING •TOP CHORD 4 X 2 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 4 X 2 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. VEBS 4 X 2 HF Stud REACTIONS (Ib/size) 17=1239/0-3-8, 11=1239/0-3-8 FORCES (lb) - First Load Case Only TOP CHORD* 17-18=-101, 1-18=101, 11-19=101, 10-19=101, 1-2=5, 2-0=3528, 3-4=3528,.4-5=-4726, 5.6=-4726, 6-7=4726, 7-8=3528, 8-9=-3528, 9.10=5 BOT CHORD 16-17=2049, 15-16=4366, 14-15=4366, 13-14=4726, 12-13=4366, 11-12=2049 - WEBS 9-11=2320, 2-17=2320, 9-12=1688.2-16=1688,8-12--237,3.16=237. 7-12=958, 4-16=956, 7-13=411.4-14=411i 5.14=147, 8-13=147 NOTES 1 This truss has been checked for unbalanced loading conditions. 23 All plates are M20 plates unless otherwise Indicated. 3 4 Thls truss has been designed with ANSI/TPI 1-1995 criteria. Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 on center and fastened to each truss with 3-16d nails. Strongbacks to be attached to walls at their cuter ends or restrained by other means. LOAD CASES CASE(S) ', I I N i " ' " 3.5• w` ' ; 6, sJ. 5- MITEK PLATES NOT DISTURBED NOTCH OR . General Repair Notes: CUT AND REMOVED OR DRILLED HOLE '6720 • This repair is for cutting, drilling or notching T.C. in I" panel at either end as shown, 6" of T.C. at either end OpIIOFESS/p and plating must not be disturbed. All other lumber -and plates are intact and undisturbed. ELA. Atg4 Ac • THIS REPAIR IS FOR FLOOR TRUSSES WITH SPAN AND HEIGHT SPECIFICATIONS AS -- SHOWN ON ENGINEERING. ~'• panel. truss symetry • Truss must be two point B.C. bearing, have webs from B.C. (bearing) to T.C. in first pm O 74 may vary and chase location must stay within center 1/3 of truss— see original truss engineering. Truss may 1 have no other existing damage. • Shore truss to original geometry prior to repair. @, • Attach 2x4 SPF 165OF 1.5E add ons as shown nailed to each face of truss whOd gun nails (0.131" dia. By 3" CA41F long) I row(s) a 3" O.C. chords and webs. Nails to be, placed with sufficient edge distances and end distances as to prevent splitting of wood members. Attach bracing and sheathing to repair. Add on to one face may be: used in lieu of add on to both faces where conditions allow only one face to be repaired. Do not., damage i 6 2 Qo repair. • If vertical load at end of truss exceeds 1000 lbs. and no blocking panel MIN. TRUSS MAX. TRUSS MAX. TRUSS exists, vertical blocking (by others) is recommended. HEIGHT. HEIGHT SPAN • Mechanical, if in the way, is to be relocated to accommodate repair. Do not use below 1-4-0. This repair was designed using a description of existing conditions as 1-4-0 1-5-15 18-0-0 provided by others. 1-6-0 1-11-15 2,1-0-0 The truss designer performs no field inspection of trusses. 2-0-0 2-0-0 26-0-0 . T- _-a.._- -L __-_ n A A F1 L-A SOUTTHERN NIEVADA SNCMA I COMPONENT GLENN McCLENDON — SNCM. Prosident MANUFACTURER V 1' ACTURER S — STUART COLS -- —PAT HALL — ASSOCIATION. 10C11 L O Vice President — EDMCCORMYCK —' Tressur& 6/4/99 TO WHOM IT MAY CONCERN: Re: FL60R AND ROOF TRUSS OVERLOADS. The members of the Southern Nevada Component, Manufacturer's Association will NOT warrant any products that have been overloaded during construction by "stacking" of gypsum wallboard, plywood, or other types of sheathing or various building materials. The amount of materials that may be supported without overloading is the roof or floor truss design live load. • As an example 20 sheets of material weighing:2 LB/SQ. FT, will total 40 PSF; the typical { } residential floor design live load. Typical residential floor trusses will.- support 20 sheets of ki'2°gypsum wallboard, 16 sheets of 5/8" wallboard or 16 sheets. of 3/4" structural sheathing. Typical residential roof trusses will support 10 Sheets of %2" structural sheathing. Additional material may be stored if the trusses are adequately shored, prior to ""tache materials, through to the grade slab.below, "Shoringmust be in place before the loading occurs. "Shoring" placed at the truss bottom chord will not prevent overloading. °`Shoring" n= be located at the underside of the roof or floor sheathing or may be located at the underside of the truss top chord when care is taken to avoid "crushing" • of. the truss member. "Shoring" must be properly designed, supported, and installed by others. Repair of trusses that have been overloaded is not feasible: Trusses that have been overloaded must be. replaced or. all warranty is. voided. Please refer to the each members Proposals and contracts for specific warrantyprovisions. SOUT'IMM NEVADA CON20NENT MANUFACTURER'S. ASSOCIATION 4915 N. Berg Street • North Las Vegas, Nevada 89031 21 To: Building Department, contractor, and"building designer. Re: The truss designs for the following project(s): A.C. Houston—: Indio, CA . Traditions Lot #86 Job #01224 Roof Trusses Only. i - FEB 2 6 2001 The truss drawings referenced above have been prepared under my direct supervision based upon parameters provided by A.C. Houston Lumber Company of North Las Vegas, NV. The overall building design and any temporary and permanent bracing required for building stability are the responsibility of the building designer. The building designer must review ' these drawings for ' 0compliance with the project requirements including the approval of all loads, dimensions, reactions, and notes on drawings. Each truss is an individual design capable of supporting the loads shown on the engineering drawing. The building designer and/or_ project engineer must take final responsibility for all loads and other parameters indicated on the truss 'drawings before fabrication. Please refer,to ANSUTPI 1-1995 and WTCA 1-1995 for questions about the scope of responsibility of building designer_ and truss designer relating to these truss designs: ' These trusses may be fabricated by the following manufacturer(s) using .Mitek plates (Code Approvals ICBO 1591,1329,4922): A.C. Houston.Lumber Company 2912 La Madre Way, North Las Vegas, NV 89031 • If you have questions about the specific design parameters used for this project, please contact A.C. Houston Lumber Company at (702)-633-5000. Ifyou have any, other questions, please call me at (702) 480-4072.- DO 80-4072:DO NOT CUT, DRILL, NOTCH, MODIFY, OR OTHEREWISE DAMAGE ANY TRUSSES WITHOUT PRIOR WRITTEN PERMISSION BY TRUSS ENGINEER. 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. Sincerely,, Michael A Mallett, P.E. paOFESspq Professional Civil Engineer. CO 4 XP. 9 OF•CAL l TrussEngmeermg. c®n1 P.O. Box 335009 . North Las Vegas, NV 89033 26 2009 j Focusing on Wood Truss Design and Repair y sa•m BM21 w y 60 HANGER SCHEDULE CARRIED SUPPORTING II II II II w Sri MEMBER MEMBER T.C. B.C. TUSP SIMPSON CGi_CG2_CG3_ AS,BI,CS.D1 _ _ _ d§ a§ O _ A20A,11,BE. X ■ LTHI— –_ CG4 BEAM _— _— —_ _ X• 1HC26 MTHM CG1A _ J ;1 •,t1 l l it l e 11.1.1.1:: uuii oiv. nuuui_i ar+i¢rci,:u• u_ X _ --_II` r . _ SURIL26 E11,E1]DLSC_EJ1S E12, ,B1,CS,D1, S,P1 c A20gA20,Ji, EAM .X JUS24_ _ L5S24 A2 THRU A10 _ 60 HANGER SCHEDULE CARRIED SUPPORTING II II II II w Sri MEMBER MEMBER T.C. B.C. TUSP SIMPSON CGi_CG2_CG3_ AS,BI,CS.D1 _ _ _ d§ a§ O _ A20A,11,BE. X H1C26 LTHI— –_ CG4 BEAM _— _— —_ _ X• 1HC26 MTHM CG1A _ J ;1 •,t1 l l it l e 11.1.1.1:: uuii oiv. nuuui_i ar+i¢rci,:u• u_ X _ --_II` r . 60 HANGER SCHEDULE CARRIED SUPPORTING II II II II w MEMBER MEMBER T.C. B.C. TUSP SIMPSON CGi_CG2_CG3_ AS,BI,CS.D1 _ _ _ d§ a§ O _ A20A,11,BE. X H1C26 LTHI— –_ CG4 BEAM _— _— —_ _ X• 1HC26 MTHM CG1A _ BEAM _ X _ SKH26UR _ SURIL26 E11,E1]DLSC_EJ1S E12, ,B1,CS,D1, S,P1 c A20gA20,Ji, EAM .X JUS24_ _ L5S24 A2 THRU A10 _ — BS _ _ _ X _ 1 j D26 HUS26_ C5 _ _ _ BEAM _ _ _ X _ THD26 HUS26_ _Al2 THRU A19 _ LEDGER_ _ _ X RL D26 HUS26 A15ATHRUAI9A _ LEDGER _ X US LUS26 _A20,A20A _ _ LEDG _ X THDH28-2 HGUS28-2 _ _ E11G — _ _ A20,A20A _ X iHD26-2fH12r HS26-2 D2,D3,D4,C11,C12,C13 _ _ H2 _ U THD26 DS _ _ _ H1 _ X THDH26.2HGUS2G2 N NDTE: G OPEN END JACKS LESS THAN 8'-0' REQUIRE (9)12d TDEdlAILB ®T.C. 8 (8)12d TCE-NAll9 ®B.C. - PER STANDARD DETAIL. c II II II II w II W Z II J d§ a§ O -4 r LU a ' az ZZ c 0 m oC, m O S = = c i 0 1 i 12 U C LL O 0000 y C W Z d§ a§ O -4 r LU Z.4 . 1 i 12 U C LL O y C W Z W W r LU GGo J Z 0 0 a y N IL V N W G O z z p Z O d VIn By OTHERII - - - WEREI\ I i■I■_I _ WE I .. 4 1 ■ ■■■■■ ILII !/ _ .. o russ I Fuss I ype uly yIN I 01224 Al ROOF TRUSS 1 2 (optional) ous on um erompany, o as Vegas, s YOV I b Z JuU Mi Tek Industries, Inc. Fn a age B-0-0 14-0-9 19-11-7 26-M 34-0-0 8-M 6-0-9 5-10-13 6-0-9 8-M Scale = 1:56.5 DO NOT INSTALL THIS TRUSS BACKWARDSI 8x12 = 4.00 rTT 3x6 = 3x4 = 4x8 = 2 3 4 5' W3 r WS..W7 Ow w1 8 N d 4x8 = i 12 11 10 9 8 7 3x10 = c 3x6 3x8 = 2x4 II 8x8 WB= .3x4 = 8x8 = 2-9-0 a-" 14-0-9 19-11-7 28-0-0 34-0 0 2-9-4 5-2-12 B-0-9 5-10-13 6-0-9 '. 8-0-0 ae Offsels e LOADING(psf) SPACING 2-0-0 TCLL CSI , DEFL in floc) Udefl PLATES GRIP 16.0 Plates Increase 1.25 TCDL 24.0 Lumber Increase 1.25 TC 0.70 BC 0.85 VertLL -0.28 8-10. >999 Vert(TL) -0.84 8-10. >451 M1120 197/144 BCLL 0.0 Rep -Stress Incr NO WB 0.97 Horz(TL) 0.16 6 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl.= 360 Weight: 277 Ib LUMBER BRACING TOP CHORD 2 X-4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-9-14 ac puriins. BOT CHORD 2 X 6 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) 6=3418/0-5-2,12--3948/0-5-8 Max Hole 12=27(lcad case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-891, 2-3=7531, 3-4=-12266, 4-5=9262, 5-0-10013 BOT CHORD 1-12=746, 11-12=7700, 10-11=11738, 9-10=11738, 8-9=11738, 7-8=12266, 6-7=941-6 WEBS 2-12-7611, 2-11=2902, 3-11=-4537, 3-10=1267, 3-8=573, 4-8=92.9, 4-7=3241, 5-7=2730 NOTES 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category. II, condition I enclosed building, with exposure B 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 10.0 bottom live load a psf chord nonconcurrent with any other live loads per Table No: 16-8, UBC -97. 5 This truss: has been designed with ANSI/TPI 1-1995 criteria. 6 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chards connected as follows: 2 X 4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 cc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 cc. . 7) Special hanger(s) or connection(s) required to support concentrated loads) 832.01b down and 48.0lb up at 2640-0, and 832.0Ib'down and 48.0lbup at 8-0-0 on bottom chord. Design for unspecified connection(s) Is delegated to the building designer. LOAD CASE(S) Standard 1) Re ular, Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (p Vert: 1-A0.0, 2-5=-40.0, 5-6=80.0, 1-11=16.0, 7-11=189.8, 6-7=16.0 Concentrated Loads (lb) Vert: 11=-832.0 7=-832.0 - '5pROFESSlp, A. No. 743 E t P CALW FE 6 2001, Job cuss I cuss I ype uty my 01224 A10 MOD. QUEEN 3 1 (optional) Houston Lumber ompany, o as egas, s ov 2 J0U mi Fek industries, Inc. -F- e age 1-6-1 6-10-13 12-3-9 17-8-4 23-1-0 29.3$ 1-6-1 5-4-12 5-4-12 5-4-12 -5-4-12 6-2-8' Scale =1:49. 46 4 - 4,00 3x4 a 3x4 c - 3 5 3x6 y 46 a 20 11 2W W3 W5 6 6 1 1 7. N 11 10 9 3A- x =3x4 3X4= 3x4 _ _ 5x8 = 30 0 2.50 4-2-7 12-3-9 20.4-10 26-04 29-3-0 4-2.7 8-1-2 8-1-2. 5-7-10 3-34 I -late Uffsets LOADING(psf) SPACING 240-0 CSI DEFL in (loc). I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.43 VertLL -0.09 9 10 >999 MII20 185/144 TCDL 24.0 Lumber Increase 1.25 BC 0.54 Vert(TL) -0.23 9-10 >999 BCLL 0.0, Rep Stress Incr YES WB 0.59 Horz(TL) 0.06 8 n/a BCDL. 8.0 Code UBC97/ANSI95. (Matrix) 1st LC LL Min I/defl = 360 Weight: 115 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 540-8 oc puriins, except end verticals: BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc, bracing, Except: WEBS *Except* 2 X 4 SPF No.2 6-0-0 oc bracing: 7-8. EV1 2 X 4 HF Stud REACTIONS Rtsize) 12=1227/0-3-8.7=58/0-3-8,8=1614/`0-5-8 " MMax Hoa 12=-60(load case 6) Max Uplift7=74(load case 2) FORCES ((lb)) - First Load Case Only TOP CHORD 1-2=38, 2-3=1513, 3-4=1572, 4-5=1571, 5-6=1870,6-7=727,1-12=68 ' BOT CHORD, 11-12=764, 10.11=1604, 9-10=1765, 8-9=1454, 7-8=-612 WEBS 2-11=747, 3-11=-409, 3-10=-219, 4-10=517, 5-10=-418, 5-9=107, 6-9=308,,2-12=1476, 6-8=2515' NOTES " 1This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads. generated by 75 mph winds at 25 ft above level, 14.0 top dead load 5.0 ground using psf chord and psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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 10.0 bottom live load a psf chord 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 74 Ib uplift at joint 7. 5 This truss has been designed with ANSVTPI 1-1995 criteria: LOAD CASES) Standard ' ORO ESS/yi A. NCO COCO 47 3 • Ettp LU01 job russ I russ I ype Qty Vi y 01224 A11 MOD. QUEEN 1 1 (optional) . ous on um erompany, c as Vegas, NV 891J31 s 40V I ti Z JUU MI Fek Industries, Inc. Ffi Feb 23 1b:bd:bZ 2uUl Page --T 1-6-1 6-10-13 12-3-9 ' 17-8-4 "" 23-1-0 28-3-0 29-3-8 ' 1-6-1 54-12 - 5.4-12 5 4-12 5-4-12 3-2-0 3-" Scale = 1:59. 4x8 _ 4.00(T7 .. .4 3x4 3x4 3In 5 3x8 % 4x6 a 2x4112 W W3 W5 8 6 1 2x4 II 1 7 1 FF 12 - 11 10 9 8 3x4 = 3x4 -4 5x8 = 3x4'c 3x4 4-2-7 12-3-9 20-4-10 26-3-0 29-3-8 4-2-7 8-1-2 8-1-2 5-10=6 3-0-8 Plate Uffsets LOADING( SPACING 2-0-0 CSI DEFL in (loc) I/deft. PLATES GRIP TCLL 16.0 61 Plates Increase 1.25 TC 0.33 Vert(LL) -0.09 9-12 >999 M1120 185/144 TCDL 24.0 Lumber Increase 1.25 BC 0.55 Vert(TL) -0.22 9-10 >999 BCLL 0.0 ' 'Rep Stress Incr YES WB 0.44 Hcrz(TL) 0.06 8 • n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) ' 1st LC LL Min I/defl = 360 Weight: 109 Ib LUMBERBRACING TOP CHORD 2 X 4 SPF 165F 1.5E TOP CHORD Sheathed or 4-9-14 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 16500E 1.5E BOT CHORD ; Rigid ceiling directly 10-0-bracing: 2 oc WEBS X 4 SPF No.2 *Except• applied or EV1 2 X 4 HF Stud, EV2 2 X 4 HF Stud - r REACTIONS (Ib/size) 12=1246/0-3-8,9=1246/0-15-8 Max Horz 12=-48(load case 6) FORCES(lb) - First Load Case Only TOP CHORD 1-2=37, 2-3=1540,3-4-1613, 45=1613, 5-6=-1987.6-7=131,1-12=67. 7-8=122 BOT CHORD 11-12=775, 10-11=1637,9-10=1,858, 8-9=1607 WEBS 2-11=766, 3-11=422, 3-10=-212,4-10=550,5-10=-485, 5-9=-63,6-9=266,2-12=1496, 6-8=1854 NOTES - 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed bulding, with exposure B ASCE 7-95 per UBC97/ANSI95 If end verticals i cantilevers or exist, they are exposed to wind. If porches exist, they are not exposed to wind. The umber 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 live loads Table No. 16-13, UBC other per -97. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard' + ,t •p?ROFESSIpy LA. No. CO 43 Exp 2 6 2901 0 0 0 0 41 Job cuss 1russ typeuty y 01224Al2 ROOF TRUSS 6 1 (optional) A.U. ousJnumber Uompany, NortH Las Vegas, s Yov I b Add I I ek industries, Inc. n e uul vage 7-4-8 13-11-12 20-10-8 22.10-8 7-4-8 6-7-4 6-10-12- 2-" Scale =1:52. 2x4 it., 5. - 4.00 (TI 4 3x4 3 . 5x8 2 W4 W2 t s a 3x8 , 8 76 . 1x4 11 5x8 = 3x4 = 7-4-8 13-11-12 20-10-8 7-4-8 e-7-4- 6-10-12 mate Utrsets LOADING 1s TCLL ( 6.6 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.71 DEFL in (loc) . Vdefl PLATES GRIP . TCDL '24.0' Lumber Increase 1.25 BC 0.78 VertLL -0.15 • 1 >999 Vert(TL) -0.32 1-8 >767 M1120 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.94 . Horz(TL) 0.08 6 Na SCOL 8.0 Code UBC97/ANSI95 _ (Matrix) 1st LC LL Min Vdefl = 360 Weight: 831b LUMBER— BRACING TOP CHORD 2 X 4 SPF 165F 1.5E TOP CHORD Sheathed 'or 2-8-1 oc purlins, except and verticals. BOT CHORD 2 X 4 SPF 16500E 1.5E BOT CHORD Rigid ceiling directly applied or 5-10-14 oc bracing. WEBS 2 X 4 SPF N9.2 WEBS 1 Row at midpt 4-6,3-6 REACTIONS (Ib/size). 6=1169/0-3-8, 1=979/0-3-8 Max Horz 1=377 load case 14)) Max Upiift1=512(load case 11) .' Max Grav6=1174(load case 7), 1=1651 (load case 8) FORCES (lb) - First Load Case Only ` TOP CHORD 1-2=2195, 2-3=1138, 3-4=64, 4-5=54, 4-0=-432 BOT CHORD 1-8=1992,7-8--1987,6-7=996 WEBS 2-8--153,2-7=1060,3-7=482,3-6=1190 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable and roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-95 UBC97/ANSI95 If per 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. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 Ib uplift at joint 1. . 4 This truss has been designed with ANSI/TPI 1-1995 criteria. 5 This truss has.been designed for a total drag load of 2000 Ib. Connect truss to 'resist drag loads along bottom chord from 0-0-0 to 22-10-8 for 87.4 pif. LOAD CASES) Standard 7 QpaOFESS , ! o. CO 4 XP• i ' CALI - 26 2001 . a Ll 0 Jot) cuss I cuss I ype Y Fly AU HUUb I UN INUIU- 01224 A13 ROOF TRUSS 1 1 " (optional) . ous on Lumber Company, Northas egos, s ov 1 e nus nes, nc. n Feb 2J lt,::38:54 2lJIJT-P-age-T-- 7-4-8 I 13-11-12 20-10-81-11 7-4-8 6-7-4 6-10-12 1-1-0 Scale =1:52. 3x4 11 5 4 4.00 (iT 3x4 s 3 5x6 a 2 W4 W2 1 xe = 9 7 1x4 II 5x6 0 3x4 0 7-4-8 13 11-12 20-16-8 7-4-8 6-7.4 6-10-12 Plate Uffsets LOADING (f SPACING 2-M TCLL 6. Plates Increase 1.25 CSI DEFL' in (loc) I/deft PLATES GRIP TCDL 24.0 Lumber Increase 1.25 ITC 0.54 BC 0.59 VertLI--0.08 1-6 >999 Vert(TL) -0.26 1-8 " >952 M1120 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.05 6 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 Weight: 82 ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-0-14 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 4-6,31-6 REACTIONS (Ib/size)' 6=1089/0-3-8,1--985/0-3-8 ax Horz 1=195(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2211, 2-3=1158, 3-4=48, 4-5=31, 4.6=-343 BOT CHORD 1-8=2007,7-8=2001,6-7=1016 WEBS 2-8=155, 2-7=1055, 3-7=476.3-6=1201 NOTES < 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft aboveground level, using .14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-95 UBC97/ANSI95 If exist, they are exposed to wind. If porches exist, they are not exposed to wind. 2 This truss has been designed for 10.0 bottom live per end verticals or cantilevers The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 a ppsf chord load nonconcurrent with any other live loads per Table No. 16-13, UBC -97. 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard pROFESS,b, LA.f 56 l 2001 AUf 2 6 2001 f 0 r1 LU r, U 0 Job russ Truss I ype Qty Ply. 01224 A14 ROOF TRUSS 1 1 ' optional) Houston um er ompany, o as Vegas, s ov i e nus nes, nc. n e age 22-10-8 74-8 13-11-12 i 19-11-8 2R-10)8 74-8 6-7-4 5-11-12 0-1*11-0-0 Scale =1:56. 5x6 4 5 .6 - 4.00 rrr 3x4 ; 5x6 Wl M2 Ch 2.. • W4 W2 a1 R1 E 3x6 = 10 9 8 7 1x4 II 5x8 = 44 if 3x4 v 74-8 13-11-12 20-10-8 7.48 6-74 6-10-12 Plate ses - LOADING( SPACING 2-0-0. CSI DEFIL in ((toc)) Udefl PLATES GRIP 619 TCLL 16.0 Plates Increase. 1.25 TC 0.69 VertLL -0.08 1-10 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC • 0.59 Vert(TL) -0.27 1-10 >902 BCLL 0.0 Rep Stress Incr YES WB " 0.90 Harz(TL) 0.05 7 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360- Weight: 89 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-1-3 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 5-7,3-8 REACTIONS fib/size) 7=1169/0-3-8; 1=979/0-3-8 Max Horz 1=175(load case 4) FORCES (lb) - First Load Case Only. TOP CHORD 1-2-2190, 2-3=-1152, 3-4=174,4-5-70, 5-6=0, 5-7=726 BOT CHORD 140=1987, 9-10=1982, 8-9=1006, 7-8=72' WEBS , 2-10=144, 2-9-1041, 3-9=519, 3-8=-1190, 4-8=327 NOTES - 1) This truss has been designed for the wind loads generated by 75 mph winds at load, in the 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-95 per UBC971ANS195 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 Provide adequate drainage to prevent water ponding. 3) This truss has been designed for 10.0 bottom live load psf chord nonconcurrent 4 This truss has been designed with ANSI/TPI 1-1995 criteria. with any•other live loads per Table No.'' 16-B, UBC -97. LOAD CASE(S) Standard i pgoffss pygl y1E EL A. Fy No. 567 - E . 20A6: • CALIF e- .26 2089 Job rusS I rusS I ype uly Fly _ 01224 A15 ROOF TRUSS 1 1 ous an um er ompany, o as egos, s ov i (optional e innes, Inc., n e age 7-4.8 13-11-12 17-11-8 20-10-8 22-10-8 7-4-8 6-7-4 3-11-12 2-11-0 2-U Scale =1:46.8 4x4 = 3x4 = 4 5 6 • 3x4 3 5x6 W 4:00 Frr ' 2 W6 1 d 3x6 = 10 9 . 8 1x4 0 . 5x6 =. 3x8 = 2x4 11 74-8 13-11-12 17-11-8 20-10.8 7-4-8 6-7-4 3-11-12 2-11-0 ae ses LOADING( sfl TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSIDEFL TC 0.54 in ([cc) I/deft VertLL 1-10 >999 PLATES GRIP TCDL 24.0 Lumber Increase 1.25. BC 0.58 -0.08 Vert(TL) -0.25 1-10 >977 M1120 197/144 BCLL , 0.0 Rep Stress Incr " YES WB 0.94 Horz(TL) 0.05 7 n/a BCDL• 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360 Weight: 93 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 4-1 6 oc purlins, except end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M cc bracing, Except: 6-" cc bracing: 7-8. WEBS 1 Row at midpt - 5-7 REACTIONS (Ib/size) 1=979/0-3-8,7=1169/0-3-8 Max Horz 1 = 1 58(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2203, 2-3=1125, 3-4=-438, 4-5-353,15-6=0, 5-7=1147 BOT CHORD 1-10=2001, 9 -10 -i11995,8 -9=975,7 - -10=1995,8 -9=975,7 -WEBS WEBS 2-10=155, 3-9=479, 3-8=941,4-8=-64,5-8=894,2-9=1089 NOTES 1) This truss has been designed for the wind loads generated by 75 mph Winds at 25 It above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, In the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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. 2 Provide adequate drainage to The lumber DOL increase is.1.33, and the plate grip increase is 1.33 Prevent water ponding. 3 This truss has been designed for a 10.0 bottom live load psf chord nonconcurrent 4 This truss has been designed with'ANSI/TPI 1-1995 criteria. with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S). Standard pPQOFESS , SLA. No. 74 F CAU ` • . rr 6 2C.01 . Job I cuss TrussType Qty Fly 01224 A15A ROOF TRUSS g 1 ZUS.WN A.G. ous on um er ompany, o as . egas, s ov n Feage 7-11-10 15-5-0 17.5-0 7-11-10 7-5.6 2-0-0 4 Scale =1:39. 2x4 11 3 4.00 (rr 3x4 2 - 1 , 3x6 = . 6 5 1x4 II 3x4 =. 7-11-10 15-5-0 7-11-10 7-5-6 LOADING( s SPACING 2-U CSI DEFL in (loc) Udefl PLATES GRIP TCLL 12 Plates Increase 1.25 TC 0.63 Vert LL -0.08 1 >999 M1120 197/144 TCDL 24.0. Lumber Increase 1:25 BC 0.53 Vert(TL) -0.25 1-6 >721 BCLL '0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.03 5 n/a ' 'CDL 8.0 Code UBC97/ANSI95 (Matrix) tst LC LL Min Well = 360 Weight: 55 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-3-4 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-5 REACTIONS (Ib/size) 1=710/0-5-8, 5=90610-1-8 MMax Horz 1=157(load case 4) FORCES (Ib) - First Load Case Only TOP CHOD 1-2=1344.2-3=128,3-4=54,3-5=-432 BOT CHORD 1-6=1185,5-6=1185 WEBS 2.6=168, 2-5=1234 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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 at joint(s) 5.. 4 This truss has been designed with ANSI/TPI 1-1995 criteria LOAD CASE(S) Standard D Ll ,a .A J00 russ toss ype y y 01224 A16 - ROOF TRUSS 1 1 (optional) ous on Lumber ompany, o as Vegas, NV b9UJIs ov i e nus nes, nc. Fri Feb 23 1b:bd:b8;eUU1 Page 7-0-8 13-11-12 15-11-8 20-10-8 22-10.8 7.4-8 6-7-4 1-1.1-12 4-11-0 2-0-0 Scale = 1:44.1 4x8 = 1x4 II 3x4 4 5 6 3 4.00[Tr. . 3x4 W4 2 8 W2 " d ' 3x8 = 10 9 8 1x4 II 5x6 0 3x4 0 3x4 7-4-8 13-11-12 15-11-8 10-10-8 7-4-8 6-7.4 .. 1-11-12 4-11-0 I -late ses- - LOADING (Ps. SPACING 2-0-0 CSI •.DEFL In ((loc)) I/defl PLATES GRIP TCLL 16 Plates Increase _ 1.25 TC 0.55 Vert(LL) -0.08 j-10 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.57 Vert(TL) -0.25 1-10 >993 BCLL 0.0 Rep Stress Incr YES WB 0.95 Harz(TL) 0.05 7. Na BCDL '8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min 1/defl = 360 Weight: 91 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-1-11 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=979/0-3-8,7=1169/0-2-0 " ax Horz1=140(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2214, 2.3=1121, 34=724,4-5=7,5-6=0, 5-7-387 BOT CHORD 1-10=2012, 9-10=2012, 8-9=970, 7-8=667 WEBS 2-10=155, 2-9=-1110, 4-8=767, 4-7=994,3-9=457,341=:;-785 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 Provide adequate drainage'to prevent water ponding. 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 at joint(s) 7. 5 This truss has been designed with ANSI/TPI 1-1995 criteria LOAD CASE(S) Standard OFES Sb, l . pPK 05674 CAUF Job russ cuss I ype Qty. y 01224 A16A ROOF TRUSS 1 1 t (optional) auson um er ompany, North Las Vegas, s 40V lb ZUUU Mi fek Industries, Inc. n e age 15-5-0 16.0 17-5-0 7-11-.10 7-5.6 0-7-0 1-5-0 Scale = 1:39.5 3x4114 4.00 ('1T 3x4 2 yy d 6 3x6 = 1x4 11 3x4 = 7-11-10 15-5-0 7-11-10 7-5.6 LOADING pps TCLL (16 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL in (Io " I/defl PLATES GRIP. • TC 0.65 Vert(LL) -0.08 1 >999 MII20 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.52 Vert(TL)-0.25 1-6 >718 BCLL 0.0 Rep Stress.lncr YES WB 0.53 - Horz(TL) 0.03 '5 . n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Udefl = 360 Weight: 54 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-2-9 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 2-5 REACTIONS (Ib/size) 1=721/0-5-8,5=782/0-5-2 .• Max Horz 1=142(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2-1380, 2-3=-156, 3-4=18, 3-5-299 . BOT CHORD 1-6=1220,5-6=1220 " WEBS 2-0=162, 2-5-1247 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the -gable end roof zone on an occupancy category Il, condition I building, B ASCE 7-95 UBC97/ANSI95 If enclosed with exposure per 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, UBC97. . 3) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ` . PROFESS/6 C0567 1P• W1 - CAL%f , 2 6 2001 6 .Job cuss I runs I ypey y 01224 A17 ROOF TRUSS 1 1 optional ) . ous on um Der Company, o as egas, s ov i t'industries, nc. n e age 7-4-8 13-11-8 20-10-8 7-4-8 6-7-0 6-11-0 Scale = 1:39.5 4x10 0 U4 II 3 4 4.00 jT2- 3x4 .. 2 V. W4 W2 1 8 82 3x8 = , 7 6 1x4 11 5x6 = 3x.4 = 74-8 13-11-6 - 20710-8 7-4-8 ' 6-7-0 6-11-0 . Plate Unsets - - - LOADING( sf) TCLL 6. SPACING 2-0-0 CSI DEFL In (loo) I/defl PLATES GRIP TCDL 24.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.52 BC 0.58 VertLL -0.08 1-7 >999 Vert(TL) -0.26 1-7 >963 M1120 197/144 ` BCLL . 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.05 5 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) _ 1st LC LL Min Udefl = 360 Weight: 78 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-1-2 ac puffins, except end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt , 3-5 REACTIONS (16/size) 1=988/0-3-8, 5=988/0-3-8 ax Horz 1=123(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=2229, 2-3=1155, 3-4=61, 4-5=255 BOT CHORD 1-7=2025, 6-7=2025, 5-0=1030 WEBS 2-7=155, 2-6=1077, 3-6=466, 3-5-1179 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building,, with exposure B ASCE 7-95 per UBC97/ANSI95 If and 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 Provide adequate drainage to prevent water ponding. 3 This truss has been designed for 10.0 . a psf bottom chord live load nonconcurrent 4 This truss has been designed with ANSI/TPI 1-1995 criteria. with any other live loads per Table No. 16-B, UBC -97. , LOAD CASE(S) Standard paOFESS,b, - A. No 56743 ' 6/30J a 0" • 0 u u :i ion russ I russ I ype Qty ply AU N UN INUI-K�Au IUM LUT - 01224 A17A ROOF TRUSS 1 1 ous on Umber Company, c as Vegas, optional s ov I e nus nes, nc. n e age 7-11-10 14-0-0 15-5-0 7 11-10 8-0-6 1-5-0 - Scale =1:36. 4x8 = ' 2x4 11 3 4. - ril 4.00 f rZ 3x4 y 2 W2 1 6_ 7 _ 8. - 1x4 0 3x4 c 3x4 0 7-11-10 14-U 15-5-0 7-11-10 6-0 8 1-5-0 -Plate sets; _ LOADING( st) TCLL �6. SPACING 240-0 Plates Increase 1.25 CSI TC 0.66 DEFL in (loc) I/defl Vert LL -0.09 1-7 PLATES GRIP TCDL 24.0 BCLL Lumber Increase 1.25 BC 0.50 >999 Vert(TL) .426 1-7 >688 M1120 197/144 - 0.0 BCDL 8.0 Rep Stress Incr YES Code UBC97/ANSI95 WB • 0.86 (Matrix) . Horz(TL) 0.03 5 Na 1st LC LL Min Vdefl = 360 Weight: 61 Ib LUMBER TOP CHORD 2'X 4 SPF 165F 1.5E BOT CHORD 2 X 4 SPF 16500E 1.SE BRACING TOP CHORD Sheathed or 5-1-14 oc purlins, except end verticals. WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=722/0-5-8,5=722/0-3-8 ax Horz 1=123(load case 4) ' FORCES ((lb)) - First Load Case Only TOP CHORD 1-2-1369,2-3=293,34=-8,4-5=47 ." BOT CHORD 1-7=1206, 6-7=1206, 5-6=206 WEBS,. 2-7=173, 2-6=1106, 3-6=451, 3-5-760 NOTES. 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.O psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 Provide adequate drainage to prevent water ponding. 3 This truss has been designed fora 10.0 psf bottom chord live load 4 This truss has been designed with ANSI/TPI 1-1995 criteria. nonconcurrent.with any other live loads per Table No. 16-B, U8697. LOAD CASE(S) Standard • - / . C05 3 XP. 2 CAl1�� 2 6- 201 0 JOD cuss russ Typey Py 01224 A18 ROOF TRUSS 1 1 (optional) . ous on Lumber Company, North Las eggs, NVs 40V IbZUUU IVIllekIndustries, Inc.–Fn Feb Z3 l:):b9:U4;eUUl Pagel 7-0-1 13-10-7 20-10-8 7-0-1 6-10.5 7-0-1 Scale = 1:35.0 48 = 1X4 II 5x8 - 3x4'11 1 2 3 4 -VLW1 W3 WS 7 8?FOS TRUSS IS INTENDED FOR 2.5x4 II 5x8= 1x4 II APPUOATIONS WHERE ROOF 4x4 = - P1iGF1154:12 OR GREATER 7.0-1 13-10-7 20-10-8 7-0-1 6-10-5 7-0-1 ae ses LOADINGsf) TCLL. (f6.0 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL In (loc Udefl PLATES GRIP TC 0.62 Vert(LL)-0.05 >999 M1120 197/144 TCDL 24.0 Lumber Increase . 1:25 BC 0.35 VeRTL-0.12 6-7 >999 BCLL 0.0 Rep Stress Incr YES WB 0.59 HOrz(TL) ' 0.03 5 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 91 Ib LUMBER, BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-" oc purlins, except end verticals. t BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD. Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 WEBS 1 Row at midpt 3-5 REACTIONS (Ib/size) 8=988/0-3-8,5=988/0-3-8 Max Horz8=90(load case 3) FORCES (Ib -F irst Load Case Only TOP CHOii22 -8=927, 1-2=1205, 2-3-1212, 3-4=-73, 4-5=255 BOT CHORD 7-8=75, 6-7=1209, 5.6=1208 ' WEBS . 1-7=1313, 2-7=568,37=2, 3.6=105, 3-5-1319 NOTES r + 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for 10.0 bottom live load a psf chord nonconcurrent 4 This truss has been designed with ANSI/TPI1-1995 criteria. with any other live loads per Table No. 16-13, UBC -97. LOAD CASE(S) Standard V3 FESSlpy F El A. y1 A C0567 1P. V a00 CAL1 ., • - err: , .. L `J L7 n Ll L n u 11 F-1 LA J013 1 russ- fruss lype. y y _, 01224 A18A ROOF TRUSS 1 1 (optional) ous on um er ompany, NoRh Las Vegas, NV 8901 4.ZU1 bK1 s 40V lb Zuuu mi I e nus nes, Inc. ne age 7-11-10 12-0-0 15.5-0 7-11-10 I I I 4-0-6 3-5-0 Scale =1:32.6 4x8 = 2x4 11 3 4 4.00(TZ- 3x4 p Nr 4IN `. W2 • 7 6 3x8 c 10 II 3x4 — 3x4 0 I 7-11-10 12-" 15-5-0 7=11-10 4-0-6 3-5-0 Plate Uffsets LOADING(psf) m7-0SPACING O TCLL 16.0 CSI DEFL in (loc) l/defl' PLATES GRIP Plates Increase 1.25 TCOL 24.0 Lumber Increase 1.25 TC 0.60 BC 0.51 Vert LL -0.09 1-7 >999 Vert( TL; -0.27 1-7 >676 M1120 197/144, BCLL 0.0 Rep Stress Incr YES WB 0.38. Horz(TL)' 0.02 5 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 58 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-1-10 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E 'BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=722/0-5-8,5=722/0-3-8 Max Horz1=105(load case 4) FORCES (lb) - First Load Case Only 'TOP CH0RD 1-2=1360,2-3=543,34--23,4-5=-141 BOT CHORD 1-7=1196, 6-7=1196, 5-0=458 WEBS 2-7=175, 2-0=898, 3-0=488, 3-5=-692 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure, B 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 Provide adequate drainage to revent water ponding. 3) This truss has been designed for 10.0 bottom live load live loads Table No. 16-8, UBC psf chord nonconcurrent 4) This truss has been designed with ANSI/TPI 1-1995 criteria. with any other per -97. LOAD CASE(S) Standard RGFESSgpyq / N 0667 IN 00 i cillo r 2 6 9 lZ 0 0 J n ►J 0, Jou russ I russ lype Qly My 01224 A19 ROOF TRUSS (optional) . ous on Lumber- ompany, North Las Vegas, s ov i e nus nes, Inc. n e age 7-0-1 13-10-7 20-10.8 7-0-1 „ 6-10-5 7-0-1 Scale = 1:35.0 44 = 10 II 5x8 = 3x4 II 1 2 3 4 Wt 134 W, W3 W5 IM 7 • 2.5x4 II 5x8 0 6 THIS TRUSS IS INTENDED FOR. 1x4 II• APPLICATIONS WHERE ROOF ' 4x4 = PITCH IS 4:12 OR GREATER 7-0-1 13-10-7 20-10-8 7-0-1 6-1075 7-0-1 I -late Uttsets LOADING.(psfl TCLL 16.0 SPACING 2-0-0 Plates CSI DEFL in (lo c) I/defl PLATES GRIP Increase 1.25 TC' 0.53 VertLL -0.05 5 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.38 Vert(TL) -0.15 6-7- >999 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.03 5 n/a BCDL . 8.0 Code UBC97/ANSI95 (Matrix) - .1st LC LL Min I/defl = 360 Weight: 86 Ib LUMBER "' BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 5-6-0 oc purlins, except end verticals. • BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X.4 SPF No.2 WEBS 1 Row at midpt 3-5 REACTIONS (Ib/size) " 8-388/0-3-8, 5=988/0-3-8 ax Horz8=76(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-8=926,1-2=1440,2-3-1448,3-4--94,-4-5=258 BOT CHORD 7-8=96, 6-7=1445, 5-0=1444 WEBS 1-7=1500, 2-7=564, 3-7=3, 3-0=104, 3-5=-1507 _ NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psi bottom chord dead load, in the gable and roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 Provide adequate drainage to prevent water ponding. - 3) This truss has been designed for 10.0 bottom live load a psf chord nonconcurrent-with 4 This truss has been designed with ANSI/TPI 1-1995 criteria. any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard i 4 0 0 43 E .. 6✓ 2009 OFC ;� 2 2 0 ion russ I rusS I ype -y y 5 1 UN INUIU- 01224 A19A ROOF TRUSS 1 1 a tional) . ous on Lumber Company, o as eggs, s ov i e n us nes, Inc. n Febage 5-4-14 10_" 15-5-0 54-74 4-7-2 5-5-0 Scale = 1:28.6 r 46 4x4 = 3 4 4.00 frZ 1x4 a 2 W3 1 In 6 3x8 = . 3x8,_ . .. _ 10 6 10-0-0 15-5-0 10_" 5-5-0 LOADING(1 TCLL 6. SPACING 2-0-0 Plates Increase 1.25 CSI DEF.L -in (loc) Udefl PLATES GRIP TC 0.36 VertLL -0.20 1 >886 M1120 197/144 TCDL 24.0. Lumber Increase 1.25 BC 0.54 Vert(TL) -0.43 1-6 >418 BCLL 0.0 Rep Stress Incr YES F WB 0.29 Horz(TL) 0.02 5 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 55 Ib' LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5.4-1 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=722/0-5-8,5=722/0-3-8. - Max Horz 1=88(load case 4) FORCES (lb) - First Load Case Only TOPCHO 1-2=1518, 2-3=914, 34---803,4-5=-699 BOT CHORD 1-6=1394,5-6=45 . WEBS 2-6=-621, 3-6=144, 4-0=907 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, In the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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 Provide adequate drainage to prevent water ponding.' 3 This truss has been designed for a 10.0 ppsf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -97. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard VQIFESSIp yq No 7 _ t QQ q CALW T y** yI► tit . a :I 7 Job fuss I fuss I ype Uty y 01224 A2 ROOF TRUSS 1 1 (optional) . ous on um erompany, o as Vegas, NV 89U31 4.ZU1 bKTs Nov lb YUUU MilekIndustries, Inc: n e age 8-M 10-0-0 14-0-9 19-11-7 24-" 26-0-0 34-0-0 8-0-0 2-" 4-0-9 5-10-13 4-0-9 2-U 8-0-0 Scale = 1:56.7 DO NOT INSTALL THIS 1x4 TRUSS BACKWARDS; II 4x4 = 1x4 II 1x4 II 4x6 = 5x12 1x4 II 8x8 = 8x8 = 4.00 iT g 9 4x6 ` W f Vvl1"7A VA2 10 a 11 2 M Wa Em W5 W7 IN 1 12 ES d 3x8 18 17 •18 15 14 13 3x8 = 2.5x8 3x4 = 1x4 II 48 0 3x4 = 3x4 = 2-9-4 8-0-0 14-0-9. 19-11.7 26-0-0 34-0-0 ' 2-94 5-2-12 6-0=9 5-10-13 6-0-9 8-" Plate se s ge LOADING 1sf TCLL ( 6.b SPACING '2-M Plates Increase CSI DEFL in (loc) Udefl PLATES GRIP 1.25 TC 0.90 Vert(LL) -0.21 14-16 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.94 Vert(TL) -0.63 14-16 >593 BCLL 0.0 Rep Stress Incr NO WB 0.78. Horz(TL) 0.17 - 12 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1 st LC LL Min Udefl = 360 _ Weight: 140 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E'Except• TOP CHORD Sheathed or 2-9-7 oc purlins. Except: T2 2 X 4 SPF 165OF 1.5E, T4 2 X 4 SPF 1650F 1.5E' 3-7-0 oc bracing: 2-11 *1.5E BOT CHORD 2 X 4 SPF 1650F BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, . Except: WEBS 2 X 4 SPF No.2 6-0-0 oc bracing: 1-18. WEBS 1 Row at midpt 2-18.5-17 REACTIONS (Ib/size) 12--1496/0-5-2,18=1148/0-6-8 Max Horz 18=34(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=394,2-4-1256,2-3=1374,3-5= -1392, 5-7-2987, 7-10=-2365, 10-11=-2341, 9-11-1273, 11-12=-3861, 4-6=1168, 6-8-1171, 8-9=1172 BOT CHORD 1-18=284, 17-18=2557, l6-17=3930,15-16=3930,14-15=3930, 13-14--4157,12-13=3580 WEBS 2-18=3162, 2-17=620, 5-17=1488, 5.16=111, 5-14=248, 7-14=27, 7-13=-674,11-13=432, 3-4=94, 9-10=119, 5-6=-405, 7-8=-065 NOTES 1This truss has been checked for unbalanced loading conditions. 23 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft aboveground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B ASCE 7-95 per UBC97/ANSI95 If and 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 10.0 bottom live load a psf chord nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Design assumes 4x2 (flat orientation) puriins at cc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ?tRVESSjon L A l r c o. 43 ;= E .6/ 2001 CM- GFC Lk7 % l% Ls J00 cuss 1 russ 1 ype Qty Fly 01224 A20 ROOF TRUSS 1 2 ous on um er Company, No as egos, NV 89031 4.zuls ov optional I e nus nes, nc. Yne age 7-0-1 13-10-7 20-10-8 7-0-1 6.10-5 7-0-1 Scale = 1:34.8 4x8 = 1x4 II 1 5_ 3x4 II 2 38 4 W1 W3 W Ev 7 4x4 0 8x8 = 8 8 3x8 II THIS TRUSS IS INTENDED FOR 5x8 = APPLICATIONS WHERE ROOF PITCH IS 4:12 OR GREATER 7.0-1 13-10-7 20=10-8 7-0-1 8-10-5 7-0-1 ae ses LOADING(ppsfl TCLL 16. SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.85 DEFL in (loc) I/defl Vert LL -0.09 6-7 >999 PLATES GRIP , TCDL 24.0 BCLL -0.0 Lumber Increase 1.25 BC 0.59 Ve"(TL) -0.27 6-7 >919 M1120 197/144 . BCDL 8.0 Rep Stress Incr NO Cade UBC97/ANS195 WB 0.62 (Matrix) Horz(TL) 0.04 5 n/a 1st LC LL Min I/deft = 360 Weight: 190 Ib LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 SPF 165OF 1.5E BRACING TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. WEBS 2 X 4 SPF No.2 *Except* Rigid BOT CHORD gid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at mldpt 3-5 EV2 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 8=2950/Mechanical, 5=4229/0-3-8 Max Horz 8=59(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 14=-2267, 1-2=5484, 2-3=5494, 3-4=98, 4-5-296 BOT CHORD 7-8=343, 6-7=5781, 6-9=5752, 5-9=5752 WEBS 1-7=5508, 2-7=536, 3-7=308, 3-6=1604, 3-0=5628 NOTES ' 1) This truss has been designed for the wind loads generated by 75 mph winds at load, in the gable end roof zone on an occupancy category II, condition I enclosed 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead building, with exposure B ASCE 7-95 exist, they are exposed to wind. If porches exist, they are not exposed to wind. 2 Provide adequate drainage to prevent water ponding. per UBC97/ANS195 If end verticals or cantilevers 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 Refer to girdsr(s) for truss to truss connections. 5 This truss has been designed with ANSUTPI 1-1995 criteria. 6 2-ply truss to be connected'together with 0.131'x3" Nails as follows- Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-5-0 cc'. Webs connected as follows: 2 X 4 -1 row at 0.9-0 cc. 7) Special hanger(s) or connection(s) required to support concentrated load(s) 1395.0Ib down at 19-10-8 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Re ular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( If) Veil: 1=80.0, 5-8=201:0 Concentrated Loads (Ib) Vert: 9=1395.0 �waOFESS,�,y�fl A. c3' mac• 'CO 43' ttp. 601 CALIF Job russ 1 russ 1 ype uty my 01224 A20A ROOF TRUSS V 2 (optional) ous on Lumber company, North Las Vegas, NV 8HU31 4.ZU1 bK1s ov I e nus nes, nc. n _e age _ 8-0-0 15-5-0 8-" 7-5-0 Scale = 1:25. 4x8 = 2.5x4 11 2 3 4.00 (iT , Ej s 1 W2 r 1 ' 81 .Li 3x8 = 5 6 2 5x8 11 5x6 = 8-0-0 15-5-0 8-0-0 7-5-0 Plate ses- - LOADING (ps.2 SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.75: Vert(LL) -0.06 45 . >999 M1120 197/144 TCDL 24.0' Lumber Increase : 1.25 BC 0.35 Vert(TL) -0.17 4-5 >999 BCLL 0.0 Rep Stress Incr NO - . WB 0.71 Horz(TL) 0.02 .4 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/dell = 360 Weight: 129 Ib LUMBER. BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins,. except end verticals. BOT CHORD 2 X 6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 *Except* EV2 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 1=1417/0-5-8,4=3196/Mechanical Max Horz 1=68(load case 4) FORCES (lb) - First Load Case Only TOP CHOIR 1-2=3700, 2-3=390, 3-4=146 . BOT CHORD 1-5=3405, 5-6=3507, 4-6=3507, WEBS 2-5=1841, 2-4=3313 NOTES ,. 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof. zone on an'occupancy category II, condition I enclosed building, with exposure B 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 Provide adequate drainage to prevent water ponding. 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 girders) for truss to truss connections. , 5 This truss has bbeen designed with ANSVTPI 1-1995 criteria 6 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-0-0 cc. .Webs connected as follows: 2 X 4 -1 row at 0-9-0 cc. 7) Special hanger(s) or connections) required to support concentrated load(s) 832.Olb down and 148.51b up at 8-0-0, and 1395.Olb down at 14-5-0 on bottom chordd. Design for unspecified connection(s) is delegated to the building designer. LOAD CASES) Standard. 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 . Uniform Loadslf) " Vert: 1- =-80.0, 2-3=0.0, 1-5-16.0, 4-5=189.0 Concentrated Loads (lb) Vert: 5=832.0, 6=1395.0 $ . ' p{iOFESSiyh),4 LA ' CO Exp. 01 o russ I russ ype y y 01224 A3 ROOF TRUSS 1 1 (optional ous on Lumber company, o as egas, s ov i e nus nes, nc. n e age ' 8-0-0 12-0-0 14-0-9 19-11.7 22-0-0 26-0-0 34-0-0------------- 8-0-0 4-0-0 2-0-9 5-10-13 2-0-9 4-0-0 8-0-0 Scale = 1:56.5 - DO NOT INSTALL THIS TRUSS BACKWARrSi 4x6 = 4x6 = 10 II 1x4 11- 4.00 rTZ-' 5x12 4 6 TA e 9 4x4 a 2 11 W3 L W5 W710 U 1 12 [EM d 3x8 o 18 17 16 15 14 13 4x6 = 2.50 3x4 - 1x4 II 48 = 3x4 = 3x4 0 2.9-4 8-0-0 14-0-9 19-11-7 26-0-0 34-0-0 2-9-4 5.2-12 6-0-9 5-10-13 B-0-9' 8.0-0 Plate se s - ge LOADING(psfl TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC 1.00 DEFL in (loc) I/defl PLATES GRIP TCDL 24.0 Lumber Increase 1.25 BC 0.93. Vert LL , -0.19 1.4-16 >999 Vert(TL) -0.57 14-16 ->662 M1120 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) . 0.16 12 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 143 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E'ExcePI. TOP CHORD Sheathed or 2-9-14 cc purlins. Except: T2 2 X 4 SPF 165OF 1.5E, T4 2 X 4 SPF 165OF 1.5E 3-7-0 cc bracing: 2-11 BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORDRigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF No.2 6-0-0 cc bracing: 1-18. WEBS 1 Raw at midpt 2-18 REACTIONS (lb/size) 12=1496/0-5-2,18=1748/0-5-8 Max Horz 18=-41(load case 6) . FORCES (lb) - First Load Case Only TOPCHORD 1-2=392, 2-4=1500, 2-3=1173, 3-5=1189, 5-7=-2363, 7-10=2192, 10-11=2173, 9-11=1519, 11-12=-3865, 4-0=1367, 6-8=1368, 8-9=1367 BOT CHORD 1-18=283, 17-18=2555, 16-17=3498, 15-16=3499, 14-15=3499, 13-14=3731, 12-13=3584 WEBS 2-18=-3158, 2-17=438, 5-17=1023, 5-16=112, 5-14=253, 7-14=-27, 7-13=186, 11-13=240, 3-4=159, 9-10=180, 5-6=293, 7-8=250' NOTES 1This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph,winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Design assumes 4x2 (flat orientation) pudins at ac spacing Indicated, fastened to, truss TC w/2 -10d nails. . LOAD CASE(S) Standard gROFESS jyQ f LA. o 0.0 7 Exp 001 _ QF. CAuf r;H, 26 NG1 9 Lj 0 • 0 Job russ Iruss Type uty y 01224 A4 ROOF TRUSS 1 1 (optional) ous on 1 umber ompany, North LYS vegaS, s40II1102juUmilekinclustnes,inC. Fri e age 8-0-0 i 14-0-0 14:P-9 19-11-7 20 -0 26-0-0 34-0-0 8-0-0 6-" 0-0-9 5-10-13 0-0-9 6-0-0 • 8-0-0 Scale =1:56.6 4x6 = DO NOT INSTALL THIS Us = 15a n 6 TRUSS BACKWARDS! 3` 4.00 rrr 5x12 y 8 = 1 II 8 = 4x4 a 2 * 9 W3 { W5 W7 1 10 Es d 3x8 j::. d 16 15 •14 13 12 11 = 4x8 = 2.5x6 3x4.= 1x4 II 3x4 = 30 c 3x4 2-9-4 8-0-0 14-0-9 19-11-7 26-" 34-0-0 2-9-4 5-2-12 6-0-9 5-10-13 6-0-9 ' 8-0-0 Plate U11SMS - LOADING ( st) U6. SPACING 2-0.0 CSI - DEFIL in (loc) I/defl PLATES GRIP TCLL Plates Increase 1.25 TC 0.77 Vert LL -0.13 12 >999 M1120 197/144 TCDL 24.0 • Lumber Increase 1.25 BC 0.90 .. Vert(TL) -0.40'10-11 >940 BCLL 0.0 Rep Stress Incr NO WB 6.79 Horz(TL) 0.13 10 fila BCDL 8.0 • Code UBC97/ANSI95 (Matrix) 1st LC LL Min l/defl = 360 Weight: 145 Ib LUMBER. BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E 'Except'- TOP CHORD Sheathed or 2-11-10 oc purlins. Except: T2 2 X 4 SPF 165OF 1.5E, T4 2 X 4 SPF 1650F 1.5E 3 Rows at 1/4 pts 2-9 BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2 X 4 SPF No.2 6-0-0 oc bracing: 1-16. WEBS • 1 Row at midpt 2-16 . REACTIONS (Ib/size) 10=1496/0-5-2.16=1748/0-5-8 Max Horz 16=-48(load case 6) FORCES (Ib - First Load Case Only TOP CH01122 1-2=395, 2-3=2499, 2-4=-288, 4.6=-414, 6-7=-414, 7-9=1344, 8-9=2518,.9-10=-3895, 3.5=2307, 5-8=-2307 BOT CHORD 1-16=281, 15-16=2589,14-15=2467,13-14--2467,12-13=2467j 11-12=2720, 10-11=3618 WEBS 2-16=3194, 2-15=-10, 4-15=132,4-14--113,4-12=277, 7-12=29, 7-11=998, 9-11=-230, 3-4=328, 7-8=403, 5-0=107 ' NOTES 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 10.0 bottom live a psf chord load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard • oPaofEss%. ;, rl 0. C 74 Exp: 0 L7M JOB. russ I russ Type y y 01224 A5 ROOF TRUSS 1 1 (optional) ouson Lumber ompany, North LYS Vegas, S140V 1151=1L) Milek industries,Mile Inc. Fn.Feb 7TTF5FTT2U1T1_Page-1- 14-0'9 16-0-0 18-" 19-11-7 26-" 34-0-0 8-" 6-0-9 1-11-7 2-0-0 1-11-7 6-0-9. Scale= 1;56. DO NOT INSTALL THIS 4x6 = 4x6 = TRUSS BACKWARDS! • 8 g 4.00(Tz- 1x4 II 1x4 II 0 3 11 5x12 a . II 3x8 = 1 II -1 II 3x4 = 1 4x6CM W3 IM S W7 1 14 _N d 3x8 d 20 19 18 17' 16 15 4x6 = 2.5x8 3x4 = 10 II. 30 = 30 = + 30 = 2-9-4 8-0-0 14-0-9 ' 19-11-7 26-0-0 34-0-0 2-9-4 5-2-12 670-9 5-10-13 6-0-9 8-0.0 11lateUtIsets(X.Y): LOADING ppsf SPACING 2-0-0 CSI •DEFL in (lac) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 Vert LL -0.15 16 >999. ' M1120 - 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.88 Vert(TL) -0.47 16-18' >806 BCLL 0.0 Rep Stress lncr *NO.- WB 0.80 Horz(TL) 0.14 14 n/a BCDL 8.0 Code UBC97/ANSI95(Matrix) I 1st LC LL Min l/defl = 360 Weight: 147 lb - LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E'Except' TOP CHORD Sheathed or 3-0-6 oc pudins. Except: T2 2 X 4 SPF 165OF 1.5E, T412 X 4 SPF 165OF 1.5E 3-7-0 oc bracing: 2-13 SOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: . WEBS 2 X 4 SPF No.2 ' 6-M cc bracing: 1-20. WEBS 1 Row at midpt 2-20 ,- REACTIONS (ib/size) 14=1496/0-5-2,20=1748/0-5-8 t ax Horz20=-55(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=398, 2-3=1793, 3-6=1711, 2-4=-995, 4-5=996, 5-7=1413, 7-8=-1422,8-10=1411, 10-12=2025, 12-13=2025,9-11=1719,11-13=-1823, 13-14=3913, 6-9=1612 BOT,CHORD 1-20=280, 19-20=2617, 18-19=2808, 17-18=2808, 16-17=2808; 15-16=3034, 14-15=3637 WEBS 2-20=3224, 2-19=122, 5-19=207, 5-18=113, 5-16=247,10-16=18, 10-15=666; 13-15-103, 6-7=164, 8-9=218, 3-4=-103, 11-12=46 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 bottom chord dead psf load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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) This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. t LOAD CASE(S) Standard jppOFESSfpyq o 3 E . l 2009 OFC t 0 JOD russ I russ I ype uly my - 01224 A6 ROOF TRUSS 2 1 optional) ous on um er ompany, o as Vegas, NV 1JU01s ov I e nus nes, nc. n e age 7-0-0 12-0-0 17-0-0 22-0-0 27-U 34-" 7-M 5-0-0 5-0-0 5-M 5-M 7-U Scale =.1:56. 40 = 5 4.00 (1T 410 a 4x10 a 4 6 2.5x4 II 5 W4 WB - 2.5x4 II 1e 3 7 6x8 -- . 6x8 2 g 1 x12= 15 9 p 14 13 8x12 d 4x8 = 1x4 II 3x8 = 1x4 II d 18 17 11 10 4x6 = 3x10 = 2.5x8 II 2.5x6 II 3x10 = 2-94 7-M 17-" 27.0-0 34-M 2-9.4 4-2-12 10-0-0 10.0-0 7-0-0 Plate ses _ LOADING (ppsf) TCLL 1.6. SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.74 DEFL In (loc) Udefl VertU- -0.29 >999 PLATES GRIP TCDL 24.0 BCLL 0.0 Lumber Increase 1.25 BC 0.93 -12-13 Vert(TL) -0.88 12-13 >423 M1120 197/144 BCDL 8.0 Rep Stress Incr YES Code UBC97/ANS195 WB 0.83 (Matrix) Horz(TL) 0.35 9 n/a 1st LC LL Min Well = 360. Weight:.141 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 2-3-12 oc purlins: BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B2 2 X 4 DF 240OF 2.OE, B4 2 X 4 DF 240OF 2.0E 6-0-0 oc bracing: 1-18.. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 9= 1481 /Mechanical, 18=1771/0-5-8 ax Horz 18=59(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=153, 2-3=-3742, 3-4 -4047, 4-5=2645, 5-6=2646, 6-7=-6138, 7-8=5801, 8-9=-3937 BOT CHORD 1-18=-90, 17-18=358, 16-17=12,3-16=394, 15-16=3187, 14-15=3187, 13-14=3664, 12-13=3664, 11-12=105, 7-12=-435, 10-11=799, 9-10=3685 WEBS 2-18=-1552, 4-16=691, 4-14=-864, 5-14=1240, 6-14=1421,6-12=2458, 2-16=3574, 8-10=-777, 16-18=-461, 8-12=1765, 10-12=2972, 4-15=118, 6-13=158 NOTES . 1This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and,5.0 bottom chord dead psf - load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to If wind. 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, UB 97. 43 Refer to girders) for truss to -truss connections. 5 This truss has bbeen designed with ANSI/TPI 1-1995 criteria. ' LOAD CASE(S) Standard QaoFESS , q; 1 . COb6 3 20 F CAL)V ' u 9 JOD cuss I russ Type y_ y 01224 A7 ROOF TRUSS. 2 - 1 (optional) ous an Lumber ompany, o as Vegas, s 40V 1 b Z JUU mi I eK industries, Inc. Fn Febage '-2-6-8 4.5-8. 9-5-8 14-5-8 19.5-8 24-5-8 31.5-8 2-6-8 4-5-8 5-0-0 5-0-0 5-0-0 5-M 7-" Scale =1:74. 4x4 = 4.00 riT 4 • 3x10 1; 4x10 a 3 5 t 2x411 5 W4 WB 6 2x811 5x10 MII16s 4x4 a ' 1 7 8 h 14 6x12 13 12 17 18 1x4 11 3x8 = 1x4 II 10 9 4x = d 3x6 = 2x4 11 2.54 II 5x8 — 5x14 c _ -2.8-8 4-5-8 14-5-8 24.5-A31-5-8 2.8.8 ' 4-5.8 10-" 10-0.0 7-" Plate Offsets - - LOADING( sfl SPACING 2-0-0 6. CSI DEFL In (loo) Vdefl PLATES' GRIP TCLL Plates Increase 1.25 TC 0.92 VertLL -0.30 11-12 >999 M1120 185/144 TCDL 24.0' Lumber Increase 1.25 BC 0.94 Vert(TL) -0.9011-12 >415 M1116 119/64 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.36 8 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 136 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 2-3-6 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.51E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B22X4OF240OF2.OE,B42X4OF240OF2.0E WEBS 2 X 4 SPF No.2 *Except' . EV1 2 X 4 HF Stud REACTIONS (Ib/size) 8=1497/Mechanical, 17=1497/0-3-8 _ Max Harz 17=-60(load case 6) FORCES (lb) - First Load Case Only TOP CHOIR 1-2=-4043, 2-3=-4368, 3-4=-2705, 4-5=-2706, 5-6=-6220, 6-7=-5879, 7-8=3982,1-17-1430 BOT CHORD -16-17=403, 15-16=6, 2-15=392, 14-15=3305, 13-14=3305,12-13--3727,11-12=3727, 10-11=106, 6-11=-436, 9-10=809, 8-9=3728 WEBS 3-15=908, 3-13=935, 4-13=1279, 5-13=1429, 5-11=2476, 7-9=-786, 15-17=-28; 7-11=1796,'9-11=3005.3-14=124,5712=159. 1-15=3389 NOTES 1 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with B ASCE 7-95 UBC97/ANS195 exposure per If end verticals or cantilevers exist, they are expposed 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 All plates are M1120 unless Indicated. plates otherwise 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 Refer to girder(s) for truss to truss connections. 6 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard V%OFESSID Fyc LA _ C05 XP a0 JOD I russ _ 01224 A8 -AX.-Rouston Lumber Gompany, Northas -2-6-8 4-5-8 rusS lype - ROOF TRUSS egas, 9-5-8 14-5-8 y y 2 1 s YOV lb 2juu 19-5-8 24-5-8 (optional) mjjekin nes, nc. n e age' 31-5-8 25-8 4-5-8 5-0-0 5-0-0 5-0-0 5-" 7-" Scale =1:72. 4x4 = 4.00 jTZ 4 . 3x10 s . 3x10 a 3 5 2.5x4 II IM .WB 3x4 II 2 5 W4 - 6 B 5x8 1 0 8x1c 7 x12 _ Fr 14 13 t2 6x18 ; 17 18 ix4 11 3x8 = 1x4 p 10 9 41 'a 3x8 0 2x4 II 2x4 p 3x6 0 2 6 8 4-5-8 14-5.8 f 24-" 28-2-4 315 8 2.8-0 4-5.8 10-M - 10-0-0 35-12 3-3-4 LOADING( sfl SPACING 2-0-0 CSI ' - DEFL in (loc) I/deft PLATES GRIP TCLL 6. Plates Increase 1.25 TC 0.81 VertLL -0.13 14-15 >999 M1120 185/144 TCDL 24.0 Lumber Increase 1.25 BC 0.56 Vert(TL) -0.41 14-15 >839 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.20 9 n/a BCOL 8.0 ; . Code -. UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight:, 136 Ib - LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-5-11 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E'Except' BOT CHORD RI id ceiling directly applied or 10-0-0 cc bracing, Except: B2 2 X 4 DF 240OF 2.OE, B4 2 X 4 DF 240OF 2.OE 6 -0 EV1 2 X 4 HF Stud cc bracing: 10-11 WEBS 2 X 4 SPF No.2 *Except' 4-7-10 cc bracing: 8-9.. REACTIONS (Ib/size) 8=787/Mechanical, 17=1285/0-3-8, 9=2495/0-5 8 ` ax Horz 17=-00 load case 6 Max.Uplift8=787(load case 1; FORCES (lb) - First LoadCase Only TOP CHOIR? 1-2=-0407, 2-3=3686, 3-4=2029, 4-5=-2028, 5-6=2344, 6-7=2101, 7-8=2267, 1-17=1227 BOT CHORD 16-17=342,15-16=10, 2 -115=3911,14 -15=2652,113=114=2652' -15=391,14-15=2652,13=14=2652, 12-13=2348,11-12=2348, 10-11=35, 6-11=37'1, 9-10=74,8-9=2071 WEBS 3-15=914, 3-13=921, 4-13=845, 5-13=565,5-11=214,7-9=1772,15717=-8,7-11=3994,9-11=-2208, 3-14=114,5-12=89,1-15=2832 NOTES. 1This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone an an'occupancy category.11, condition I enclosed building, with exposure B 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, UB 97. 4 Refer to girders) for truss to truss connections. 5 Provide mechanical connection (by others) of truss to bearing'plate capable of withstanding 787 Ib uplift at joint 8. 6 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ' :-M IJ n J .0 191 u 012u24 Scale =1:67.31 3x10 s 3x10 c' + 3 5 AM 2.5x411 5 W4 W6 16 3x8 II 4x4 2 1 :6x 8-- 7 8 a7 8 A2 = 14 13 12 ..5x14 17 16 1x4 II` 3x8 = 1x4 II 10 9 3x4 = 3x4.= 2x4 11 2x4 p 4x4 -4-8-8 2-3.8 I 12-3-8 22-3-8 26-0-4 _ . 29-3 8 4-8-8 2-3-8 10-" 10-" 3-8-12 3-3-4 LOADING ( s SPACING 2 0 0 CSI DEFL in (loc) Udefl ' PLATES GRIP TCLL 6. Plates Increase 1.25 TC -0.65 VertLL -0.09 1 >999 M1120 185/144 TCDL 24.0 Lumber Increase 1.25 BC -0.41 Vert(TL) -0.2711-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL)) . 0.15 9 - n/a BCOL.. 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 126 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-5-10 oc puriins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E *Except* BOT CHORD Riggid ceiling directly applied or 1040-0 oc bracing, Except: B2 2 X 4 OF 240OF 2.0E, B4 2 X 4 DF 2400E 2.OE 6-0-0 oc bracing: 10-11 WEBS 2 X 4 SPF No.2 *Except* 5-4-8 oc bracing'r8-9. EV1 2 X 4 HF Stud , REACTIONS (Ihtslze) 8=595/Mechanical, 17=1194/0-3-8, 9=2188/0-5-8 + MMax Horz 17=70 load case 6 Max Uplift8=595(load case 1;. FORCES (lb) - First Load Case Only TOP CHORD 1-2=1704,2-3=-1944,3-4=1772,4-5=-1773.5-6=-2359 , 6-7=2127, 7-8=1761, 17-18=-1125, 1-18=-1125 BOT CHORD' 16-17=124, 15-16=7, 2-15=334, 14-15=2068, 13-14=2068, 12-13=2163, 11-12=2163, 10-11=22, 6-11=375, 9-10=107, 8-9=-1597 WEBS 3-15=329, 3-13=-521, 4.13=679, 5-13=-632,5-11=18, 7-9=-1,597,15-17=-99, 7-11=3547, 9-11=71754, 3-14=83, 5-12=90, 1-15=1632 NOTES 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, In the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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 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 Refer to girders) for truss to truss connections. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 Ib uplift at joint 8. 6 This truss has been designed with ANSI PI 1-1995 criteria. LOAD CASES) Standard ' A . Qya01F ESS10, russ russ ype y y _ A9 ROOF TRUSS 3 1 (optional) lus on Lumber company, North Las Vegas, s ov I e nus nes, nc. n e 4-8-8 2-3-8 7-3-8 12-3.8 17-3-8 '22-3-8 29-3-8 4-8.8 2-3-8 5-0-0 5-0-0 5-M 5-0-0 7-0-0 5 4x4 c 4.00 (TT 4 Scale =1:67.31 3x10 s 3x10 c' + 3 5 AM 2.5x411 5 W4 W6 16 3x8 II 4x4 2 1 :6x 8-- 7 8 a7 8 A2 = 14 13 12 ..5x14 17 16 1x4 II` 3x8 = 1x4 II 10 9 3x4 = 3x4.= 2x4 11 2x4 p 4x4 -4-8-8 2-3.8 I 12-3-8 22-3-8 26-0-4 _ . 29-3 8 4-8-8 2-3-8 10-" 10-" 3-8-12 3-3-4 LOADING ( s SPACING 2 0 0 CSI DEFL in (loc) Udefl ' PLATES GRIP TCLL 6. Plates Increase 1.25 TC -0.65 VertLL -0.09 1 >999 M1120 185/144 TCDL 24.0 Lumber Increase 1.25 BC -0.41 Vert(TL) -0.2711-12 >999 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL)) . 0.15 9 - n/a BCOL.. 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 126 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-5-10 oc puriins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E *Except* BOT CHORD Riggid ceiling directly applied or 1040-0 oc bracing, Except: B2 2 X 4 OF 240OF 2.0E, B4 2 X 4 DF 2400E 2.OE 6-0-0 oc bracing: 10-11 WEBS 2 X 4 SPF No.2 *Except* 5-4-8 oc bracing'r8-9. EV1 2 X 4 HF Stud , REACTIONS (Ihtslze) 8=595/Mechanical, 17=1194/0-3-8, 9=2188/0-5-8 + MMax Horz 17=70 load case 6 Max Uplift8=595(load case 1;. FORCES (lb) - First Load Case Only TOP CHORD 1-2=1704,2-3=-1944,3-4=1772,4-5=-1773.5-6=-2359 , 6-7=2127, 7-8=1761, 17-18=-1125, 1-18=-1125 BOT CHORD' 16-17=124, 15-16=7, 2-15=334, 14-15=2068, 13-14=2068, 12-13=2163, 11-12=2163, 10-11=22, 6-11=375, 9-10=107, 8-9=-1597 WEBS 3-15=329, 3-13=-521, 4.13=679, 5-13=-632,5-11=18, 7-9=-1,597,15-17=-99, 7-11=3547, 9-11=71754, 3-14=83, 5-12=90, 1-15=1632 NOTES 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, In the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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 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 Refer to girders) for truss to truss connections. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 595 Ib uplift at joint 8. 6 This truss has been designed with ANSI PI 1-1995 criteria. LOAD CASES) Standard ' A . Qya01F ESS10, 0 V• JOB russ fruss lype y y 01224 B1 ROOF TRUSS 1 2 (optional) . ous on Lumber mpany, North I -Ts Vegas, NV 89U31 4.ZU1 bK1 s 40V I b JUU MITeknus nes, Inc. Fri a age 4-7-14 8-M '12-6-12 18-4-8 21-4-12 25-11-8 29-3-10 33-11-8 4-7-14 3-4-2 4-6-12 5-9-12 3-0-4 4-0-12 3-4-2 4-7-14 Scale = 1:56.5 sfi - 5X8 — — 4.00fTZ- 3x8 = 3x8 = 3x6 = 5x8 = 3 4 5 8 7 3x4 y 3x4 zzr 2 W4 W6 8' 10 1 8 W2 W1 H 1 9 Q 4x10 = 17 18 15 14 13 12 11 10 4x10 = o 2x4 II 8x8 0 4x4 = 7x10 M1116 WB- :4x4 = 4x8 = 20 II 3x10 0 4-7-14 8-M 12-6-12 184-8 21-1-12 25-11-8 29-3-10 33-11-8 4-7-14 34-2 4-6-12 5-9-12 3-0.4 4-6-12 34-2 4-7-14 LOADING (psf) SPACING 2-0-0 CSI DEFL ' in (loc) Vdefl PLATES GRIP TCLL 16.0 TCDL . 24.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.86 BC 0.71 Vert LL -0.38 13-15 >999 Vert(TL) -1.15 13-15 >350 M1120 197/144 M1116 176/121 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.19 9 n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 312 Ib LUMBER BRACING. \ TOP CHORD 2 X 4 SPF 210OF 1.8E *.TOP CHORD Sheathed or 3-1-4 oc purlins. BOT CHORD 2 X 6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.. WEBS 2 X 4 SPF No.2 REACTIONS (lb/size) 1=4536/0-5-2, 9=5042/0-5-8 Max Horz 1=60(load case 5) FORCES ((Ib - First Load Case Only TOP CHORD 1-2=12920, 2-3=-13419, 3-4=-12558, 4-5=17338, 5-6=17737, 6-7=-12607, 7-8=13454, 8-9=13576 BOT CHORD 1-17=12176, 16-17=1.2176, 15-16=17338, 14-15=20111, 13-14=20111, 12-13=20111, 11-12=17737, 10-11=12829, 9-10=12829 WEBS 2-17=-436, 2-16=665, 3-16=3903, 4-16=5414, 4-15=2201, 5-15=3019, 5-13=2951, 5-12=3082, 6-12=2491, 6-11=5809, 7-11=3940, 8-11=2, 8-10=235 NOTES 1 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above level, 14.0 top dead load 5.0 ground using psf chord and psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-95 UBC97/ANS195 If per end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.33, and the plate grip increase is 1.33 3 Provide adequate drainage to prevent water ponding. 4 All plates are M1120 plates unless otherwise indicated. 5 This truss has been designed for a 10:0 psf bottom chord live load nonconcurrent with any other live loads per Table No: 16-B, UBC -97. 6 This truss has been designed with ANSI/TPI 1-1995 criteria. 7 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X'4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0A••0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 8) Special hanger(s) or connection(s) required to support concentrated load(s) 832.01b down and 290.9lb up at 840-0, and 2062.01b . down at 184-8 on bottom chord. Design for unspeclfled connection(s) is delegated to the building designer. LOAD CASE(S) Standard -1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads TIf) Vert: 1- =-80.0, 3-7=-40.0, 7-9=-40.0,1-16=-16.0, 9-16-189.8 . Concentrated Loads (lb) Vert: 16=-832.0 13=2062.0 �paOFESS. mo c A. C 74 �. 30/ 1 QF CALL Job NSS Iruss lype y _01224 B2 ROOF TRUSS Tly 1 . optional) ous on um er ompany, o as egos, s ov _ 1 e nus nes, Inc. Fn Feb 23 15:59:211 7DUT age 4-7-14 8-M 10-M 12-6-12 184-8 214-12 23-11-8 25-11-8 29-3-10 33-11-8 4-7-14 3-4-2 2-0-0 2-6.12 5-9-12 3-0-4 2-0-12 2-M 3-4-2 4-7.14 Scale =1:57. 1 x4 11 4x8 = 1x4 II 1x4 II 1x4 II 4x6 = 4x4 '1x4 II 1x4 II 1x4 II 1x4 11 4.00 jiT - 15 , WV 4 30 = Vj16 10 3x83x4 i( 3x4 = 15 4x4 a 3 41 117 3x4 a 3x4 c 2 VJ18 W6V r8 10 1 2 VV1 19- d. d 300 = 27 26. 25 24 23 22 21 20 3x10 = 1x4 II 3x8 = 3x4 = 5x8 W8= „. 3x4 = 3x8 = 1x4 11 1 x4 p 4-7-14 8-M 12-6=12 18-4.8 21-4-12 25-11-8 29-3-10 33-11.8 4-7-14 3-0-2 4-6712 5-9-12 3-013 4-0-12 34-2 4-7-14 I'late unsels - - -- LOADINGPsi (16.0 SPACING 2-0-0 CSI DEFL , in (loc) Vdefl .. PLATES GRIP TCLL Plates Increase 1.25, TC 0.94 Vert(LL) -0.2623-25 >999 M1120 197/144 TCDL 24.0, Lumber Increase 1.25 BC 0.83 Vert(TL) -0.8023-25 >503 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.22 19 . n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min VdeO = 360. Weight: 148 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E * TOP CHORD Sheathed or 3-2-5 oc purlins. Except: BOT CHORD 2 X 4 SPF 165OF 1.5E 3-6-0 oc bracing: 3-17 WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1609/0-5-2.19=1609/0-5-8 MMax Harz 1=34(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-4246, 2-3=3950, 3-5=-1925, 3-4=-1835, 4.6=-1870, 6-8=2562, 8-9=-2562, 9-11=2562, 11-13=-2489, 13-14=2489,14-16=1877,'16-17=1816, 15-17=1977,117-18=-3951, 18-19=4232, 5-7=-1812, 7-10=1812,10-12=-1812,12-15=1813 BOT CHORD 1-27=3948, 26-27=3948, 25-26=4373, 24.25=4793, 23-24=4793, 22-23=4793, 21-22=4300, 20-21=3933, 19-20=3933 WEBS 2-27=36, 2-26=230, 3-26=570, 6-26=-789, 6-25=276, 11-25=460, 11-23=67, 11-22=-049, 1422=475, 14-21=-698, 17-21=528, 18-21=211, 18-20=33, 45=177, 15-16=306, 7-8=-1163.12-113=241, 9-10=-286 NOTES 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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 10.0 bottom live load a psf chord nonconcurrent with any other live loads per Table No. 16-B, UBC-97. 5 This truss has been designed with ANSI/TPI 1-1995 criteria 6 Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard pit0FESS/o A. C 743. 30/2 1 i CALIV n U 0 0 • 0 Job russ cuss YPe Y ly - 01224 B3 ROOF TRUSS 177C 1 (optional) . ous on um er Gampany, o as Vegas, s ov i e nus nes, Inc. n e age 4-7-14 8-" 12-0-0 1 -6-12 18-4-8 21-4-12 21-1 -8 25-11.8 29-3-10 • 33-11-8 4-7-14 3-4-2 4-" 0-6-12 5-9-12 3-0-4 . 0-6-12 4-0-0 3-4-2 4-7-14 Scale =1:57. 1x4 II 46 = 1x4 II 1x4 II 1x4 p 4x4 = . 4.00 rT2- 4x4 n 5 7 9 12 — — 44 3 6 0 11 14 3x4 rm3x4 c 2 15 WV i W6 8 10 1 2 W7 d (n 0 3x10 _ 24 23 22 21 20 ,19 16 17 3x10 — 1x4 II 3x8 = 3x4 = 4x6 - 1x4 II 3x4 = 3x8 = 1x4 II 4-7-14 8-" 12-0-12- 18-4-8 ' 21-4-12 . 25-11-8 29-3-10 33-11-8 4-7-14 3-4-2 ', 4-6-12 5-9-12 •3-0-4 4-6-12 3-4-21 4-7-14 Plate Utfsets LOADING ( sfl TCLL 6. SPACING 2-" 0 Plates Increase 1.25 CSI TC DEFL in (loc) Udefl PLATES GRIP TCDL . 24.0 Lumber Increase - 1.25 0.86 BC . 0.76 VertLL -0.22 20 >999 Vert(TL) -0.66 20-22 >605 M1120 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.45 _ Horz(TL) 020 16 n/a. BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL MIn Vdefl = 360 Weight: 150 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165F 1.5E TOP CHORD Sheathed or 3-2-3 cc purtins. Except: BOT CHORD 2 X 4 SPF.165OF 1.5E 3 Rows'at 1/4 pts 3-14 WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS rlb/size) 1=1609/0-5-2, 16=1609/0-5-8 Max Hort 1=-41(load case 61 FORCES (lb) - First Load Case Only . TOP CHORD 1-2=-4236,.2-3=-3975,.3-5=2673, 3-4=1289, 4-6=-1341, 6-8=1151, 8-10=1151, 10-11=1215, 11-13=-1442,.13-14=-1383, 12-14=-2597, 14-15=-3981, 15-16=-4220, 5-7=-2430, 7-9=2429, 9-12=2342 BOT CHORD 1-24=3936, 23-24=3936, 22-23=3580, 21-22=4034, 20-21=4034, 19-20=4036, 18-19=3554,17-18=3919,16-17=3919 WEBS 2-24=44,2-23=180, 3-23=50, 6-23=217, 6-22=304, 10-22=-498, 10-20=56, 10-19=-625, 11-19=466, 11-18=259, 14-18=27,'15-18=151, 15-17=41,4-5=493. " 12-13=566, 7-8=-95, 9-10=380 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, 14.0 top dead load using psf chord and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building; with exposure B 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 bottom live load psf choid nonconcurrent with any other live loads per Table No. 16-B, UBC -97.5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Design assumes 4x2 (flat orientation) purlins at cc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S). Standard VROFESS A.1 N 056 CALW 0 0 o cuss truss TypeY my 1U- TRAI)MU 01224 84 ROOF TRUSS 1 1 (optional) ous on Umber Company, o as Vegas, NV UU931 --r—S40V1tj2JUU1VliTeknus nes, nc. n eUTTage 21-4-12 4-7-14 8-0-0 12-0-12 14-U 18-4-8 19-11-8 25-11-8 29-3-10 33-11-i 4-7-14 3-4-2 4-6-12 1-5.4 4-4-8 1-7-0 1-5-1 4-6-12 3-4-2 4-7-14 -3618 = 1:57. 4x8 = 4x6 = 1x4 II 5 10 4.00 r rr 4x4 y 4 = 1 II 1 11 3x8 = 1 0 3x _ 40 a 3 4 9 12 13 3x4 3x4 c 2 14 W WB 8 10 11 2 W1 d 3x10 = 23 22 27d 20 19 18 17 18 3x10 = 1x4 11 3x8 = 30 = 4x4 = 1x4 II 3x4 = 3x8 = 10 11 4-7-14 8-0-0 12-8-1 2 18-4-8 21-4-12 25-11-8 293-10 " 33-11-8 4-7-14 3-4-2 4-6-12 5-9-12 3-0-4 4-6-12 3-4-2 4-7-14 mate Uttsets LOADING( sfl TCLL �6. SPACING 2-00 Plates Increase 1.25 CSI TC 0.90 DEFL In (loc) Udefl PLATES GRIP TCDL 24.0 Lumber Increase 1.25 BC 0.76" Vert -0.20 19 >999 Vert �TL; -0.61 19-21 >663 MII20 197/144 BCLL 0.0 BCDL 8.0 Rep Stress Ince NO WB 0.12 Harz(TL) 0.18 15 Na Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 152 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-1-2 oc purlins. Except: BOT CHORD 2 X 4 SPF 165OF 1.5E 3 Rows at 1/4 pts. 3-13 WEBS- 2X. 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1609/0-5-2,15=1609/0-5-8 r " Max Harz 1=-48(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-4219, 2-3=-4016, 3-5=2585, 3-0=-1469, 4-6=1014, 6-7=1041,.7-9=1041, 9-11=1041, 11-12=1013, 12-13=-1464, 10-13=-2590, 13-14=-4013, 14-15=-4207, 5-8=2348,8-10=-2348 BOT CHORD 1-23=3917, 22-23=3917, 21-22=3388, 20-21=3281, 19-20=3281, 18-19=3281, 17-18=3388,•16-17=3904, 15-16=3904 WEBS 2-23=50, 2-22=99, 3-22=-134, :4-22=519, 4-21=48, 9-21=117, 9-19=66, 9-18=141, 12-18=-31, 12-17=515,13-17=127, 14-17=-87,14-16=46, 5-6=375,' 10-11=398, 7-8=-91 . NOTES 1) This truss has been checked for"unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chard dead load and 5.0 psf bottom chord•dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, B with exposure 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 toprevent water ponding. 4 This truss has been designed for 10.0 bottom live a psf chord load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard ... appOfESS���� " rr; C066 ttp. CALW �. C) .�"ii :j J00 Iruss I rus5 I ype uty y _ 01224 B5 ROOF TRUSS 1 3 " (optional) ous on Lumber ompany, o as egos, s ov i I e nus nes, Inc. ne . . age 5-7-0 9-104 14-1-8 19-10-0 24-1.4 28-4-8 33.11-8 5-7-0 4-34 4-3-4 5-0-8 4-34 4-34 5-7-0 Scale =1:56.5 4x8 = 4x8 — 5 6 _ 4.00(TI 4x4 y 40 a 6x8 4 .7. 6x6 c 4x4 a 3 10 6 10 44 2 W4 W9 W10 9 14 W5 2 w n 1 1084 T d 3x6 = .20 19 18 17 16 1521 14 13 12 11 3x6 = 3x10 11 4x8 = 6x6 = 8x8 = 4x6 = 8x8 = 6x6 c 4x6 = 3x_10 II 3x4 - 5-7-0 7-6-0 9-10.4 14-1-8 16-11-12 19-10.0 24-1.428-4-8 33-11-8 5-7-0 1-11-0 24.4 4-3-4 2710-4 2-104 4-34 .4-3 4 5-7-0 ae Uff sets - -- - LOADING (pf) SPACING 2-0-0 CSI DEFL ..in (loc) Udefl PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.48 _ VertLL -0.09 13 '>999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 _ BC , 0.35 Vert(TL) -0.23 13 >999 BCLL 0.0 Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 10 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 517 Ib LUMBER' BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins. BOT CHORD 2 X 6 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS .2 X 4 SPF No.2 REACTIONS(Ib/size) 1=1373/0-5-2, 10=3216/Mechanical, 19=14426/0-5-8 Max Harz 1=48(ioad case 5) Max Upliftl=-336(load case 9), 10=-355(Ioad case 14) Max Grav 1=1685(load case 8), 10=374 (load case 7), 19=14643(load case 8) FORCES ((lb)) - First Load Case Only TOP CHORD 1-2=2086, 2-3=5679, 3-4=1289, 4-5=-0008, 5-6=-6538.6-7=-6707, 7-8=7710, 8-9=-8238, 9-10=8696 BOT CHORD 1-20=-1883, 19-20=-1883, 18-19=-5396, 17-18=1,183, 16-17=5669, 15-16=6363, 15-21=6363, 14-21=6363, 13-14=7304, 12-13=7778, 11-12=8182, 10-11=8182 .WEBS 2-20=3754, 2-19=-4670, 4-18=-4960, 4-17=5556, 5-17=46, 5-16=1662, 6-16=334, 6-14=1392, 7-14=1220, 7-13=782, 9-12=-537, 9-11=154, 3-19=9744, 3-18=9924, 8-12=600, 8-13-715 NOTES 1) This truss has been checked for unbalanced loading conditions. ` 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the ll, gable end roof zone on an occupancy category condition I enclosed building, with exposure B ASCE 7-95 per UBC97/ANSI95 If and 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 Refer to girder(s) for truss to truss connections. 6;,Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 Ib uplift at joint 1 and 355 lb uplift at joint 10. T 7) his truss has been designed with ANSI/TPI 1-1995 criteria. 8 This truss has been designed for a total drag load of 3000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-11-8 for 88.3 plf. 9) 3 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 cc. Bottom chards connected as follows: 2 X 6 - 2 rows at 0-5-0 cc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 cc. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ((pp paOfEssld q Vert: 1-5=-80.0, 5.6=-80.0, 6-10=-80.0, 1-21=825.0; 10-21=-81.0 Fa. A. N 56 CALW ;. •.. def :tt% J00 russ I russ I ype Qty y 01224 C1 ROOF TRUSS 1 2 (optional) ous m er ompany, o as Vegas, s ov M!Tek Industries, nc. n3 15-M 22--0 0 -e0 -0 8-" 7-" 7-" 8-0-0 Scale =ag1e:49.8 1 4x8 4.00jT2 3x8 4x6 3 4 W2 1V3 W4 IVS N 1 ( r 5 Bid 16= 8 7 8 3x1 8x8 = 8x8 = 8x8 — 8-0-0 15-M 22-0-0 " . 30-0-0 80-0 7-0-0 7-0-0 8-" Plate ses LOADING (1 SPACING 2-0-0 �6. CSI DEFL in floc) Wefl PLATES. GRIP TCLL Plates Increase 1.25, TC 0.63 VertLL -0.25 6= >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0:82 Vert(TL) -0.74 6-7 >482 BCLL, 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.14 5 n/a ` BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 226 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-3-10 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E -.BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. - WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=3208/0-5-8,5=3206/0-5-2 Max Horz 1=26(load case 6) s FORCES (lb) - First Load Case Only TOP CHORD 1-2-9370, 2-3=-8663, 3-4=-8672, 4-5-9379 - BOT CHORD 1-8=8804, 7-8=11321, 6-7=11321, 5-6=8814 WEBS 2-8=2502, 3-8=2817, 3-7=1503, 3-6=2807, 44=2499 f NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 1.0.0 bottom live load a ppsf chord nonconcun'ent with any other live loads per Table No. 16-B, UBC -97. 5 This truss has been designed with ANSI/TPI.1-1995 criteria. .6 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0.7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 7) Special hangers) orconnection(s) required to support concentrated load(s) 832.0111b down and 48.Olb up at 22-0-0, and 832.Olb down and 48.Olb up at 8-0-0 on bottom_chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 ` Uniform Loads (plf) Vert: 1-2--=-80.0, 24=-40.0, 4-5-80.0, 1-8=16.0, 6-8=189.0, 5-0-16.0 Concentrated Loads (Ib) Vert: 8=-832.b 6=-832.0 a�nafss� •, i PI 0 6i . ,�"B2o"2JJ 1-1 0 Job cuss Truss—Ty—pe uty y 01224 C2 ROOF TRUSS 1 ' 1 (optional) . ous on um er ompany, North Las egas, s 40V lb ies, Inc. Fn Febage 8-0-0 10-0-0 15-M 20-0-0 22-0-0 30-0-0 8-0-0 . 2-0-0 5-0-0 5-0-0 2-0-0 .8-U Scale = 1:50.0 1x4' II ' 4x6 = 1x4 II 1x4'11 46 = 4.00 4x6 1x4 11 1x4 II 10 W 1 8 = 49 Y- II . 4x6 e 2 12 _ W2 W4 13 d 8= 18' 15 14 3x — 3x4 = 5x8 = 3x4 — 8-0-0 15-0-0 22-0-0 30-0-0 8-0-0 7-0-0 7-0-0 8-0-0 Plate Uffsets LOADING( TCLL 16.0 SPACING 2-0-0 CSI DEFL in (loc)- I/defl PLATES GRIP 61 TCDL 24.0 Plates Increase 1.25 Lumber Increase 1.25 TC, 0.99 BC 0.92 VertLL -0.20 -15 >999 Vert(TL) -0.59 15 >599 M1120 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.16 13 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 112 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5ETOP CHORD Sheathed. Except: BOT CHORD '2 X 4 SPF 1650E 1.5E 3 Rows at 1/4 pts 2-12 WEBS 2 X 4 SPF No.2 BOT CHORD' Rigid ceiling directly applied or 10-0-0 oc bracing. . REACTIONS (Ib/size) 1=1419/0-5-8, 13=1419/0-5-2 Max Horz 1=34(load case 5) FORCES (lb) - First Load Case Only TOP CH01122 1-2=3637, 2-4=-1054, 2-3=2358, 3-5=2366, 5-7=2366, 7-9=2371, 9-11=2371, 11-12=2363, 10-12=-1054, 12-13=-3641, 4-6=-968,6-8=967, 8-10=-968 BOT CHORD 1-16=3368,15-16=37T7.14-15=37.77,13-14--3373 WEBS 2-16=340, 7-16=-473, 7-15=82, 7-14=-467,'12-14=339, 3-4=39, 10-11=39, 5-6-187, 8-9=-187 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable and roof zone on an occupancy category ll, condition I enclosed building, with B ASCE 7-95 UBC97/ANSI95 exposure per 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 10.0 a psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5 This truss has been designed -with ANSVTPI 1-1995 criteria. 6 Design assumes 4x2 (flat. orientation) pudins.at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard X. No 5 3 F CAU ., ion I russ I Fuss ype uty Fly _ 01224 103 - ROOF TRUSS 1 1 (optional) ous an Lumber Company, North Las-Ve-g-a—s-,-NVTgM s ov i e nus nes, nc.n e , . age 8-0-0 12-M 15-M . 18-0-0 22-M 30-0-0 8-0-04-" 3-" 3-0-0 4-" 8-" Scale =1:49.8 4x4 = 4x4 = 1x4 8 4 6 7 4.00 (T7' 4x6 YA- =n4x6 2 W2 Ivi F CS .. X8= 13 12 11 4x = 3x4 = 5x6 0 3x4 c 8-0-0 15-" 22-" 30-0-0 8-0-0 7-0-0 7-M 8-" Plate Uffsets - - LOADING(Ps2 TCLL SPACING 2-0-0 CSi DEFL `in. (loc) Udefl PLATES GRIP 16.0 TCOL 24.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.99 BC 0.92 VertLL -0.18 12 >999 Vert(TL) -0.54 12 >662 M1120 197/144 BCLL 0.0 Rep Stress lncr NO WB 0.23 Horz(TL) 0.15 10 n/a BCOL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 114 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E j TOP CHORD Sheathed. Except: ' BOT CHORD 2 X 4 SPF 165OF 1.5E 3 Rows at 1/4 pts 2-9 . WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) 1=1419/0-5.8, 10=1419/05-2 Max Horz1=41(load case 5) . FORCES (lb) - First Load Case Only CHORD .TOP1-2=-3636, 2-4=-1352, 2-3=2130, 3-5=2139, 5-8=2144, 8-9=2135, 7-9=1352,'9-10-3641, 4-6=1213, 6-7=1213 BOT CHORD 1-13=3368, 12-13=3302, 11-12=3302, 10-11=3373 WEBS 2-13=157, 5-13=53, 5-12=86, 5-11=58, 9-11=156, 3-4=80, 7-8=80, 5-6=58 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 Psf top chord dead load and 5.0 psf bottom chord dead ' load, in the gable end roof zone on an occupancy category ll,'condition I enclosed building, with exposure B 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 ppsf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC-97., 5 This truss has been designed with ANSIfrPI 1-1995 criteria. 6 Design assumes 4x2 (flat orientation) purlins at cc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard QQRO•r ESStpy A. R4 . .100567 XP. 6/ 001 CAMS; J J00 fuss Truss lype _ Y Y - 01224 C4 ROOF TRUSS 1 1 . Housion Lumber Company, o as egos,. s ov (optional) I e nus ries, nc. n e age 16-" 8-" 14-0-0 15-0 22-M 30-0-0 8-" 6-" 1-" 1-" 6-" 8-0-0 ca =1:49. s 44 = 40 = 1x4 II 6 8 1x4 II 4.00 rTT 3 10 46 II 1 II 3x8 = 1 11 1 46 a 2 * 12 W2 W4 V 0'1 13 d 118 = 16 15 14 d 4x _ 3x4 = 5x8 c 3x4 • ` = . 8-0-0 15-0'0 22-0-0 30-0-0 8-0-0 7-0-0 7-0-0 8-0-0 a ses LOADINGsffl TCLL ( 6.6 SPACING : 2-0-0 Plates Increase 1.25 CSI TC 0.97 DEFL in (loc) Vdefl Vert(LL) -0.15 15 >999 PLATES GRIP TCDL 24.0 BCLL 0.0 Lumber Increase 1.25 BC 0.90 Vert(TL) -0.45 14-15 >791 M1120 197/144 BCDL 8.0 . Rep Stress Incr NO Code UBC97/ANS195 WB 0.21 (Matrix) Horz(TL) 0.13 13 n/a 1st LC LL Min I/deft = 360 Weight: 118 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E * TOP CHORD Sheathed. Except: BOT CHORD 2 X 4 SPF 165OF 1.5E 3 Rows at 1/4 pts 2-12 WEBS 2 X-4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 1040-0 cc bracing. REACTIONS (Ib/size) 1=1419/0-5-8,13=1419/0-5-2? Max Harz 1=-48(Ioad case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=3644, 2-3=-1935, 3-6=-1861, 2-4=1643, 4-5=-1643, 5-7=1672, 7-9=-1677,9-11=1648, 11-12=1648, 8-10=-1861, 10-12=193502-13=-3649, 6-8=-1719 BOT CHORD 1-16=3377,15-16=2572,14-15=2572,13-14=3382 WEBS 2-16=129, 7-16=870, 7-15=94, 7-14=876, 12-14=130, 5-0=411, 8-9=411, 3-4=-110, 10-11=110 NOTES 1) This truss has been checked for unbalanced loading conditions. - 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using .14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-95 UBC97/ANS195 per If and 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 31 Provide adequate drainage to prevent water ponding. 4 This truss has been designed for 10.0 bottom live a psf chord load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Design assumes 4x2 (flat orientation) purlins at cc spacing Indicated, fastened to truss TC w/2 -10d nails. LOAD CASE(S) Standard a - N . 0 43 a ""'i 4 runs russ ype YjPFY__j 01224 C5 ROOF TRUSS r g 1 5-0-0 15-0-0 5-0-0 22-1-2 25-11-8 10-0-0 7-1-2 3-10-6 Scale = 1:43 5x8 = 4 n u 4x4 = .. 4x6 = '.6x6 = - 6x6 = 4x4 = 8-0-0 20-0-0 9-0-0 - 25-11-8 — 11-0-0. 5-11-8 • LOADING (42 SPACING. 2-" CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.95 VertLL --0.28 10-11 . >999 M1120 185/144 TCDL 24.0 Lumber Increase 1.25 BC 0.99 Vert(TL) -0.75 10-11 >408 BCLL 0.0 Rep Stress Incr NO WS -0.77 Horz(TL) 0.04 7 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 125 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E ' TOP CHORD Sheathed or 2- 11-13'a c purlins, except end verticals. BOT CHORD 2 X 6 OF 2400E 2.0E 'BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. WEBS' 2 X 4 SPF No.2 *Except* EV2 2 X 4 HF Stud, W7 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 1=1307/0-5-8; 7=1296/Mechanical az Horz 1=52(load case 5) Max Upliftl=-213(load case.l l), 7=-97(load case 14) , Max Grav 1=1732(load case 8), 7=1618(load case 7) FORCES ((lb)) -First Load Case Only TOP'CHORD 1-2=3535,2-3=3534,3-4=-2177,4-5=1830,5-6=204,6-7=161 BOT CHORD 1-11=3290, 10-11=2038,9-10=2038,8-9=2038, 7 -8=1593 - WEBS 3-11=1543, 4-9=949, 4-8=-530,5-8=105, 5.7=1751, 3-10=745,2-11=380 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chard dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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) Refer to girders) for truss to truss connections. 5 Provide mechanlLai connection (by others) of truss to bearing plate capable of withstanding 213 Ib uplift at Joint 1 and 97 Ib uplift at )olnt 7. 6 This truss has been designed with ANSI/TPI 1-1995 criteria. 7; This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chard from 0-0-0 to 25-11-8 for 77.0 pif. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=125 Uniform Loads (If) Vert: 180.0, 4-6=80.0, 1-10=16.0, 9-10=41.0, 7-9=16.0 oI russ fuss Ype . Y ely 01224 C6 ROOF TRUSS 2 1 (optional) . Houston Lumber Uompany, North LTs Vegas, 17— ov I e nus nes, nc. n e age .7-10-14 15-0-0 1 6-0 25-11- 7-10-14 7-1-2 0-6-0 10-5-8 Scale =1:41.1 .4x10 3 4 4.00 jTT 1x4 • . 2 W2 ni 4x6 6 30 - 1x4 11 . 10-0-0 15-6-0 25=11 10-0-0 5-6-0 10-5-8 LOADING(pps SPACING 2CSI DEFL in (loc) I/defl PLATES GRIP S TCLL 16. -0-0 Plates Increase 1.25 TC 0.66 VertLL -0.25 1-6 >721 M1120 197/144 TCDL 24.0 Lumber Increase' 1.25 BC 0.68 Vert(TL) -0.53 1-0 >339. BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL), 0.04 • 5 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 53 Ib LUMBER BRACING, TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-0-12 oc purlins; except end verticals. BOT CHORD 2 X 4 SPF -1650F 1.5E BOT CHORD Rigid ceiling directly applied or 5-4-1 oc bracing. WEBS 2 X 4 SPFNo.2° REACTIONS (Ib/size) ' 1=726/0-5-8, 5=726/0-3-8 Max Horz 1=127(load case 14)) Max Uplift1=555(load case 11). Max Grav 1=1396(load case 8), 5=762(load case 7) FORCES (lb) - First Load Case Only TOPCHORD 1-2=-1360,2-3=920,3-4=741,4-5=-708, BOT CHORD 1-6=1206,5-6=27 WEBS 2-0=-672, 4-0=1016 NOTES 1This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated, by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building; with exposure B 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 555 Ib uplift at joint 1. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 This truss has been designed for a total drag load of 2000 Ib.•.Connect truss to resist drag loads along bottom chord from 0-0-0 to 15.8-0 for 129.0 plf. - 7) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard i IgQFESS/o A N `056 P. 6/ 2 1 Job russ russ I ype Y Y 01224 CG1 TROOFTRUSS. 15 1 , (optional) ous on um er Company, North Las egos; s 40V I I e nus nes,IF-c-. n Febage 6.0-1 11-2-4 6-0-1 5-2-3 Scale = 1:21. 3x6 11 3 2 83 f T2 3x4:::,' -2 W1 71 DI U ' S , 3x4 = 1x4 11, 40 = . 6-0-1 11-2-4 6-0-1 5.2-3 LOADING( s.2 SPACING 2-0-0 CSI DEFL.' In (loc) Vdeft PLATES GRIP TCLL . 16.0. Plates Increase 1.25 TC 0.74 VertLL -0.04 1- >999 M1120 197/144 TCDL 24,0 Lumber Increase 1.25 BC ' 0.45 Vert(TL) -0.11 1-5 >999 BCLL 0.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.03 4 n/a . BCDL 8.0 CodeUBC97/ANS195 (Matrix) 1st LC LL Min Vdef1= 360 Weight: 36 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E - TOP CHORD . Sheathed or 5-3-6 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=508/0-7-12, 4=973/Mechanical Max Horz 1=94(load case 4) FORCES ((lb)) - Fust Load Case Only TOP CHORD 1-2=165612-3=259,3-4=445 BOT CHORD 1-5=1585,4-5=1585 WEBS' 2-5=108, 2-4=1477 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at load, In the 25 ft above ground level; using 14.0_psf top chord dead load and 5.0 psf bottom chord dead gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-95 per UBC97/ANS195 If and verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. 2 This truss has been designed for 10.0 bottom live The lumber DOL increase is 1.33, and the plate grip increase is 1.33 a psf chord load nonconcurrent 3 Refer to girders) for truss to truss connections. 4 This truss has bbeen designed with ANSI/TPI 1-1995 criteria. with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S), Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plo Vert: 1= -6.6 -to -3=-223.8, 1==1.3-to4=44.8 ESSIt•}y 41% ILL 0. CO 43 Enp. OF CAl1F sJob cuss I russ ype Uty y 01224 CG1A- ROOF TRUSS 1 1 (optional ous on Lumner company, NortlI Las Vegas, s ov JUU M1 1,industries, Inc. Fn e age 4 7-0 9-2-1 4-7-0 4-7-0 •Scale= 1:21. 3x4 s 3 2 83 (TZ' US n 2 Cr x8 II ` 34 . 941 9-2-1' ae• ses LOADING(1PPs6. SPACING 2-0-0 CSI DEFL in (loc) 11defl PLATES GRIP TCLL Plates Increase 1.25 TC 0.55 Vert(LL) -0.10 4-5 >999 M1120 197/144 TCOL 24.0 Lumber Increase 1.25 BC 0.45 Vert(TL) -0.19 4-5 >564 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(TL) 0.01 4 n/a BCDL 8.0. Code UBC97/ANSI95 (Matrix) 1st LC.LL Min Udefl = 360 Weight: 35 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or,10-0-0 oc bracing. • WEBS 2 X 4 SPF No.2 , REACTIONS (Ib/size) 5=326/Mechanical, 4=651/Mechanical _ ax Horz5=72(load case 4) ' FORCES(Ib) - First Load Case Only TOP CHO 11-5=-82,1-2=239. 2-3=198, 3-4=338 BOT CHORD 4-5=754 WEBS 2-5=-563,'12-4=-652 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft aboveground level, using 14.0 psf top chord dead load and -5.0 psf bottom chord dead load, in the gable end roof zone an an occupancy category II, condition I enclosed building, with exposure B 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 girders) for truss to truss connections. 4 This truss has bbeen designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pif) - Vert: 1=0.0 -to -3=183.4, 5=0.0 -to -4=-36.7 OQaOFESS/fly, .c A. 056 6l 2001 2 J JOD- russ Truss lype uty y 01224 CG2 ROOF TRUSS 2 1 (optional) . ous on Lumber company, North Las Vegas, s ov 1 b ;4 JUU MiTeK Industries, Inc. Fri Feb 23 1:):b9A1MIJT-Pa—g—e—T s 4-7-2 84-5 4-7-2 3-9-3 y. Scale= 1:17. 1x4 11 3 2.83 (TI 2x4 a 2 EV2 1 1 1311 ` 2 5x4 _ 44 = a 8-45 - 8-4-5 LOADING(psfl TCLL SPACING 2-0-0 CSI DEFL In (loc) I/deft PLATES. GRIP 16.0 Plates Increase 1.25 TC 0.36 VertLL -0.18 1 >524 M1120 197/144 TCDL, 24.0 Lumber Increase. 1.25 BC 0.48 Vert(TL) -0.34 1-4 >280 BCLL 0.0 Rep Stress Incr NO WB 0.22 Harz(TL) 0.01 4 n/a BCDL' 8.0 Code UBC97/ANSI95 (Matrix) - 1st LC LL Min Vdefl = 360. Weight: 26 Ib LUMBER BRACING ' TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=285/0-7-12, 4=538/Mechanical . Max Horz 1=52(16ad.case 4) . FORCES (lb) - First Load Case Only TOP CHORD 1-2=-822,2-3=41.3-4=243 ' BOT CHORD 1-4=789 WEBS 2-4 -815 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead - load, In the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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 girdsr(s) for truss to truss connections. 4 This truss has been designed with ANSVTPI 1-1995 criteria. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25; Plate I6crease=1.25 , Trapezoidal Loads (plf) Vert: 1= -6.6 -to -3=167.2, 1=1.3 -to -4=-03.4 ; 1�QapROFESU04,,4� �C4 /f N 0567, CALWr ' LIM n U 0 J00 -fuss Truss lype Uty ly 01224 CG3 ROOF TRUSS 2 1 (optional ous on um er ompany, o as Vegas, s ov I e nus nes, Inc. n e age 417 ' 4-1-7 1x4 p Scale = 1:9. 3 .2 2.83 rrr T1 B1 4 1x4 11 Z50 4-1-7 4-1-7 Plate uttsets LOADING(ppsfj TCLL 16. SPACING 2-0-0 Plates Increase 1.25. CSI .0.12 DEFL' in (loc) Udefl PLATES GRIP TCDL 24.0 Lumber Increase 1.25 TC - BC 0.08 VertLL -0.01 1 >999 Vert(TL) -0.01 1-4 >999 M1120 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.01.. Horz(TL) 0.00 n/a SCOL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL MIn Udefl = 360 Weight: 10 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-1-7 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1:5E - WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0.oc bracing. REACTIONS (Ib/size) 1=63/0-7-12, 4=137/Mechanical ax Horz 1=12 load case 3 Max Grav1=77(load case 2), 4=137(load case 1) FORCES(Ib - First Load Case Only CHOi t 1-2=18, 2-3=-5 .TOP BOT CHORD 1-4=0 WEBS 2-4=117 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at load, in the gable end roof zone on an occupancy category 11, condition I enclosed 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom. chord dead building, with exposure B ASCE 7-95 UBC97/ANSI95 If per 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. 33 Refer to girders) for truss to truss connections. 4 This truss has bbeen designed with ANSVTPI 1-1995 criteria. i LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (ptf) Vert: 1= -6.5 -to -3=-82.4, 1=11.4 -to -4 -16.5- =1.4 -to -4 -16.5 • /' • . • . 567 66 8/ 2 CAU¢ Jsa U ,L J Job russ I cuss I ype uty y ff- 01224 CG4 ROOF TRUSS 2 (optional) ous on um Der ompany, o as Vegas, s 40v i I eK Industries, Inc. Fn e age 4.9-14 4-9-14 1x4 II 3 Scale =1:10. 2 2.83 (TZ- T1 W1 1 B1 - 4 1x4 0 2.50 4-9-14 4-9-14 LOADING p -0-0 si SPACING 2CSI - DEFL in (Io c) I/deft PLATES GRIP TCLL (16.0 Plates Increase 1.25 TC 0.20 Vert(LL) -0.02 1 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC . 0.13 Vert(TL) -0.03 1-4 >999 BCLL 0.0 Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 n/a• BCDL 8:0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 12 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-9-14 cc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS. 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS(Ib/size) 1=87/0-7-12; 4=188/Mechanical Mx fie1=17(load case 3) Max Grav1=101(load case 2), 4=188(load case 1) FORCES (Ib) -First Load Case Only TOP FORCES 1-2=24, 2-3=6 I BOT CHORD 1-4=0 WEBS 2-4=160 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.o psf bottom chord dead load, in the gable end roof zonaon an occupancy category 11, condition I enclosed building, with exposure B 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 gn 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 Ni 16-B, UBC -97. 3 Refer to girders) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria., LOAD CASE(S) Standard 1) Regular, Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (plf) Vert: 1=-Nlto-3=96.5, 11=11.44o-4-19.3 A. ...._......... ...... N 0567 AUS Joo I runs Nss ype Qty Ply 01224 Cil ROOF TRUSS 43 1 (optional) . ous on um er 178mpany, North Las Vegas, NV tWUJ1 4.zul ZjK1s ov i e nus nes, nc. n e15:59:51MUT7a§-e77 • 1-11-11 . ' • Scale: 1.5"=1 4.00 jiT 2 T1 81 3 I 1-11-11 • . f-11-11 i LOADING( sfl •TCLL SPACING 2-0-0 Plates Increase 1.25 'CSI TC 0.06 DEFL - in (loc) I/deft PLATES GRIP TCOL 24.0 Lumber Increase 1.25 BC 0.03' VertLL - -0.00' 1 >999 Vert(TL) -0.00 1-3 >999 M1120 197/144 BCLL 0.0 Rep Stress Incr YES ' WB 0.00 Horz(TL) -0.00 2 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 5 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 1-11-11 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (Ib/size) 1=91/0-5-8; 2=76/Mechanicai, 3=15/Mechanical Max Harz 1=16 load case 4 r , Max Grav1=91(load case 1), 2=76(load case 1), 3=34(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=20 BOT CHORD 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level, using 14.0 sf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 nonconcun-ent with any other live loads per Table No. 16-B, UBC-97. - 3 Refer to girders) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. . LOAD.CASE(S) Standard • . EpikOFESS/0 Co po CO - ',r, all ei.. Job cuss I cuss I ype 01224 CJ1B ROOF TRUSS 177,nal) ous on um er Company, Nonn Las Vegas, NV 891J31 4.201 s NOV I I eK Industries, Inc. Fn Febage 0.6-9 0-6-9 COD (TT - Scale: 1.5"=1 2 1 9 Nx8 II 0-6-9 0-6-9 LOADING psi SPACING 2-0-0 CSI. DEFL in (loc)) Udefl PLATES GRIP TCL L (16.0 Plates Increase 1.25 TC 0.00 Vert(LL) 0.00 d >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.00 Vert(TL) 0.00 _ 4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a. BCDL 8.0 • Code . 'UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 2 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or -0-6-9 oc purlins, except end. verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. .WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 4=18/Mechanical, 2=15/Mechanical, 3=3/Mechanical ax Horz4=10(load case 4) Max Uplift2=-4(oad case 4), 3=-3(load case 4) Max Grav4=18(load case 1), 2=15(load case 1), 3=7(load case 2) FORCES (Ib - First Load Case Only TOP CHORD 1-4=15,1-2=4 BOT CHORD 3-4=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone. on an occupancy category Il, condition I enclosed building, with exposure B 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. I3 Refer.to girders)) for truss to truss connections. 4 Provide mechan(cai connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at joint 2 and 3 Ib uplift at joint 3. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard `r SLA. ay 67 6! 0 q R CAii ` r -21 n. —1 , 3-11-11 3-11-11 3-11-11 3-11-11 32 11 Scale = 1:11.E LOADING pps SPACING 2-0-0 _ CSI DEFL In (loc). I/deft PLATES GRIP . TCLL (16. Plates. Increase 1.25 TC ' 0.21. Vert(LL) -0.01 1-33 >999 M1120 197/144 TCDL 24.0 Lumber Increase ° 1.25 BC 0.10 Vert(TL) -0.02 1-3 ,>999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a SCOL . 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 9 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-11-11 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD - Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 1=173/0-5-8, 2=144/Mechanical, 3=29/Mechanical Max Horz 1=31(load case 4) Max Grav1=173(load case 1), 2=144(load case 1), 3=66(load case 2) FORCES (lb) - First Load Case Only ' TOP CHORD 1-2=39 ' BOT CHORD 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5°0 psf bottom chord dead Toad, in the gable and roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-95 per UBC97/ANS195, If end verticais 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 girders) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard . - ppOiESSIpp r A. i' No 743 a 7® J14 cussTrussType. 01224 CJ2 ROOF TRUSS ' —1 , 3-11-11 3-11-11 3-11-11 3-11-11 32 11 Scale = 1:11.E LOADING pps SPACING 2-0-0 _ CSI DEFL In (loc). I/deft PLATES GRIP . TCLL (16. Plates. Increase 1.25 TC ' 0.21. Vert(LL) -0.01 1-33 >999 M1120 197/144 TCDL 24.0 Lumber Increase ° 1.25 BC 0.10 Vert(TL) -0.02 1-3 ,>999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a SCOL . 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 9 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 3-11-11 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD - Rigid ceiling directly applied or 10-M oc bracing. REACTIONS (lb/size) 1=173/0-5-8, 2=144/Mechanical, 3=29/Mechanical Max Horz 1=31(load case 4) Max Grav1=173(load case 1), 2=144(load case 1), 3=66(load case 2) FORCES (lb) - First Load Case Only ' TOP CHORD 1-2=39 ' BOT CHORD 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5°0 psf bottom chord dead Toad, in the gable and roof zone on an occupancy category 11, condition I enclosed building, with exposure B ASCE 7-95 per UBC97/ANS195, If end verticais 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 girders) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard . - ppOiESSIpp r A. i' No 743 a 7® ion cuss Iruss lype Uly ply 01224 Cm ROOF TRUSS 1 1 (optional) ous on um er mpany, Norlh Las'VUg—as, s Nov T62.100 MliaKindUS nes, nc. n e age 2-6-9 2-6-9 • 4.00 j1T 2 Scale = 1:11.6 B1 3 .3x8 II . . 2.6-9 2-6-9 LOADING (s SPACING 2 0 0 CSI DEFL . in (loc) Udefl PLATES GRIP . TCLL �6.� Plates Increase 1.25 TC 0.07 Vert LL -0.00 3 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.04 Vertf TL; -0.00 3-4 >999 . BCLL 0.0 Rep Stress Incr YES WB 0.00' Harz 0.00 2 . n/a BCDL 8.0.. Code .UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 6 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E . TOP CHORD Sheathed or 2-6-9 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 REACTIONS(Ib/size) 4=109/Mechanical, 2=84/Mechanical, 3=25/Mechanical ax Harz4=25(load case 4) Max Grav4=109(load case 1), 2=84(load case 1), 3=43(load case 2) FORCES(Ib�-First Load Case Only TOP CHO1itt 1-4=97, 1-2=21 BOT CHORD 3-0=0 NOTES a 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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, UBC97. 3 Refer to girders) for truss to truss connections. 4 This truss has been designed with.ANSIITPI 1-1995 criteria. LOAD CASE(S)' Standard • 0 n U Ll r1 U J s .1 L Job russ 1 cuss Type 01224CJ2C ROOF TRUSSous Z1'y an um er ompany, o as egas,(optional) rFek Inus nes, nc. n eI Page 3-11=11 Scale =1:11.6 2 4.00 jT2 T1 H 1 81 2x4 c _ 3 3x6 11 1-2-12 3-11-11 1-2-12 2-8-15 Plate Uses - LOADING PPs TCLL (16.2 SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.21 DEFL in (loc) I/defl Vert(LL) 1- PLATES GRIP TCDL 24.0 Lumber Increase 1.25 . BC 0.10. -0.01 >999 Vert(TL) -0.02 1-3- >999. M1120 185/144 BCLL 0.0. SCOL. 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 , n/a Code UBC97/ANSI95 (Matrix) list LC LL Min I/deft = 36.0 Weight: 10 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-11-11 ocpurlins. ' BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2 X 4 HF Stud REACTIONS (Ib/size) 1=173/0-5-8, 2=144/Mechanical, 3=29/Mechanical Max Horz 1=31(load 4) case Max Grav1=173(load case 1), 2=144(load case 1), 3=66(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=39 BOT CHORD 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top load, in the gable end roof zone on an occupancy category II, condition I building, chord dead load and 5.0 psf bottom chord dead enclosed with exposure B 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 ggripp 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 Table No. 16-B, per U8G97. 3) Refer to girder(s) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard U?RpFESSmyq C L A _ ?'gE No 743 6,1m 9 Job — russ cuss 1 ype uty ply FU INUIU-TRAUITIUN5LUT#Bff-- 01224 C.13 ROOF TRUSS 28 1 —A—.C.—Houston Lumber Company, o as Vegas, s ov (optional)I e nus nes, Inc.—Fri e age 5-11-11 + 5-11-11 Scale: 3/4'=1' 2 4.00 jTZ' T1 1 ' B1 Y 3 5-11-11 LOADING(psf) SPACING' 2-0-0 CSI DEFL in (loc) Udefl PLATES GRIP TCLL (16.0 Plates Increase 1.25 TC 0.52 VertLL -0.06 1-3 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25. BC 0.24 Vert(TL) -0.11 1-3 . >649 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a BCDL 8.0 Code. UBC97/ANSI95. (Matrix) 1st LC LL Min Udefl = 360 Weight: 14 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1'.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=269/0-5-8, 2=224/Mechanical; 3=45/Mechanical ax Horz 1=47(load case 4) Max Grav1=269(load case 1), 2=224(load case 1), 3=102(load case 2) FORCES (lb) - First Load Case Only TOP CHORD 1-2=60 BOT CHORD 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top.chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category Il, condition I enclosed building, with exposure B 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 girds, (s) for truss. to truss connections. .4 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard 1 ti • _<04RCf ESSIpP 9i t Job fuss russ Type uty y _ 01224 C,13B ROOF TRUSS 1 1 - (optional) , . ous on Lumber Uompany, North Las egas, s 40V 1132 juu mi I A Industries, Inc. Fn e age 4-6-9 .4-6-9 • Scale = 1:15. 2 4.00 (iT Ti 3x8 II 4-6-9 4-8_g LOADING (Psfl SPACING 2-0-0 CSI DEFL 'in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 - TC 0.25 VertLL • -0.01 3-4 >999 " M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.15., Vert(TL) -0.04 3.4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Harz(TL) 0.02 2 n/a BCDL 8.0 Code UBC97/ANSI95 " _ (Matrix) 1st LC Ll. Min Udefl = 360 Weight: 11 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E TOP CHORD Sheathed or 4-6-9 oc purlins,. except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS' 2 X 4 SPF No.2 = REACTIONS (Ib/size) 4=205/Mechanical, 2=156/Mechanical, 3=49/Mechanical Max Horz 4=41 (load case 4) Max Grav4=205(load case 1), 2=156(load case 1), 3=81(load case 2) - FORCES (Ib -First Load Case Only TOP CHOR 1.4=185, 1-2=39 BOT CHORD 3.4=0 .NOTES Y 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an. occupancy category II, condition I enclosed building, with exposure B 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 gripp 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, UBG97. 3 Refer to girder(s) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria LOAD CASE(S) Standard pPROf ESStO, q A. 0567 " P. 6! 2001 :7 • • ion I cuss Iruss lype Y Y 01224 CJ3C ROOF TRUSS 3 1 optional) . ous on um er Company, o as Vegas, s ov I e Industries, Inc. Fn Feb 23 1 6:UUage ' S-11-11 5-11-11 Scale: 3/4._1 2 4.00 RT Tt . 1 H ' 81 ' 2x4 - - 3 x II 1-2.12 5-11-11 1-2-12' 4-8-15 ae ses LOADING (F6. st) TCLL 6. SPACING 2-0-0 CSI DEFIL in (loc) I/defl PLATES GRIP TCDL 24.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.52 BC 0.24 VertLL .-0.06 1-3 >999 Vert(TL) -0.11 1-3 >649 M1120 185/144 BCLL 0.0 Rep Stress Incr YES WB 0.00 _ Horz(TL) -0.00 2 n/a BCDL 8.0 Code " -UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 15'Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-11-11 oc purlins. . BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 ad bracing. ' WEDGE Left: 2 X 4 HF Stud REACTIONS (Ib/size) 1=269/0-5-8, 2=224/Mechanical, 3=45/Mechanical Max Harz 1=47(load case 4) Max Grav 1 =269(load case 1), 2=224(load case 1), 3=102(load case 2) FORCES (lb) - First Load Case Only 'TOP CHORD 1-2=60 ' BOT CHORD 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11. condition I enclosed building, with exposure B ASCE 7-95 UBC97/ANS195 If verticals per end 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 10.0 bottom live a psf chard load nonconcurrent with any other live loads per.Table No: 16-8, UBC -97. 3) Refer to girders) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard oggofESSIO 41 G C05 CALP X .. t. - - h'f'• ///111 v'M i . 0 4i u 0. Job cuss 1 russ 1 ype y. y 01224 01 ROOF TRUSS 1 2 (optional) ous on Lumber Company, North Las Vegas, s ov i I eK indl.lstnes–, nc. n e age _ 8-0-0 13-7-0 19-2-0 27-2-0 8-0-0 - 5-7-0 5-7-0 8-0-0 Scale = 1:45.0 46 3x8 = .. 48 = 4.00 frr 2 3 4 W2W4 1 5 3X101= . 7 B 300 = . 4x14 8x8 = .44 - 0 -?0 8-0-0 13-7-0 19-2-0 27-2-0 I .04-0 7-10-0 5-7-0 5-7-0 8-0-0 Hate Utfsets LOADING( p61 SPACING 2-0-0 CSI DEFL In (loc I/defl PLATES GRIP TCLL 16. Plates Increase 1.25 TC 0.58 Vert LL -0.18 6- >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.66 Vert(TL) -0.54 6-7 >594. BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.11 5 n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 203 Ib LUMBER BRACING ?OP.CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-7-5 cc purlins. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/slze) 1=2915/0-3-8, 5=2912/Mechanical _ ax Horz 1=26(load case 6) ' FORCES (lb) - First Load Case Only TOP CHORD 1-2=-8441, 2-3=7805, 34=7816, 4-5=-8450 BOT CHORD 1-8=7930,7-8=9550,6-7=9550.5-6=7940 WEBS 2-8=2199, 3-8=-1905, 3-7=1246, 3-6=1893,4-6=2194 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by. 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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. 4This 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 Refer to girders) for truss to truss connections. 6 This truss has bbeen designed with ANSVTPI 1-1995 criteria. 7 2=ply truss to be connected together with 0.131'k3" Nails as follows: Top -chords connected as follows: 2 X 4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 cc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 cc. 8) Special hangers) or connection(s) required to support concentrated load(s) 832.01b down and 48.01b up at 19-2-0, and 832.01b down . and 48.01b up at 84-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard , 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform ' LoadsIf) Vert: 1- =-80.0, 2-4=40.0, 4-5=-80.0,14=-16.0, 6-8=193.0, 5-0=16.0 Concentrated Loads (lb) . Vert: 8=-832.0.6-832.0 naOFESSIO . -Pio C 74 E 001 OF CA105 •Jobcuss cuss Type Uly p IIIy - 01224 D2 ROOF TRUSS 1 1 (optional) ous on um er oany, o as egos, s ov I e nus nes, n. n c mpe age 8-" 10-" 13-7.0.17-2-0 19-2-0 27-2-0 8-" 2-" 3-7-0 3-7-0 2-" 8-0-0 • r Scale =1:45.1 46 0 4x6 = 1x4 II 4x6 s 6 4.00 (TZ- W = II 4x6 c ` ? 6 . W2 IVI W4 v d1 71 9 N 4x6 = 12 11 10 3x4 = 5x646 = 4x6 = 0- -0 8-" 13-7-0 19.2-0 " 27-2-0 0-2-0 7-10-0 5-7-0. 5-7-0 8-0-0 Plate ses _ _ _ LOADING ( s2 SPACING 2-0-0 CSI DEFL in (loc) ' Udefl . PLATES GRIP TCLL 16.0 Plates Increase ' 1.25 TC 0.91 Vert LL -0.14 11 >999 MII20 197/144 TCDL • 24.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.42 11 . >763 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) '0.12 9 n/a ' BCDL 8.0 Code . UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 99 Ib : LUMBER BRACING BOT CHORD 2 X 4 SPF 16500E 1.5E TOP CHORD 2 X 4 SPF 165F 1.5E ( TOP CHORD Sheathed or 2-5-1.oc purlins. Except: 2 Rows at 1/3 pts 2-8 WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. • REACTIONS (Ib/size) 1=1291/0-3-8, 9=1291/Mechanical Max Horz 1=34(load case 5) FORCES (lb) - First Load Case Only, TOP CHORD 1-2=-3256, 2-4=-1080, 2-3=-1978, 3-5=1966, 5-7=1971, 7-8-1983,6-8-11080, 8-9=3261,4-6=-1029 BOT CHORD 1-12=3011,-11-12=2943, 10-11=2943, 9-10=3016 WEBS 2-12=150,5-12=57,5-11=44,5-10=64,8-10=147.3-4=-60,6-7=-60 • NOTES 1) This, truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chard dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed bulding, with exposure B ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers i exist, they are exposed to wind. If porches exist, they are not exposed to wind. The umber 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 honconcurrent with any other live loads per Table No. 16-B, UBC -97. 5 Refer to girdsr(s) for truss to truss connections. 6 This truss has been designed with ANSI/TPI 1-1995 criteria. 7 Design assumes 4x2 (flat orientation) purlins at cc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard • vp0YES5/ay l:: 4 or, 4 OF CAUF u lJ 0 n u n u cuss russ ype Y Y -IUMi LU I ?Mb jio 224 D3 ROOF TRUSS 1 1 (optional) ous on umber Company, N5r1n Las Vegas, s 4ov lb ?Juumilelk industries, Inc. n e age 8-M 12-0-0 13-7-0 15-2-0 19-2-0 27-2-0 8-0-0 4-" 1-7-0 1-7-0 4-0-0 8-0-0 Scale = 1:45.1 4x4 = 40 = 4 6 _ 4.00 (TT 46 1 II 3x8 0 48 c 2 5 6 iv W2 W4 W) 1 9 `. 46 = 12 11 70 4x8 = 3x4 — 5x8 0 3x4 c 0-4-0 8-0-0 13-7-0 19-2-0 27-2-0 I 04-0 7-10-05-7-0 5-7-0 8-0-0 Plate Unsets - LOADING( sf) SPACING 2-0-0 " �6. CSI DEFL in (loc) Vdefl PLATES GRIP TCLL Plates Increase 1.25 TCDL .24.0 Lumber Increase 1.25 TC 0.91 BC 0.86 VertLL -0.13 11 >999 Vert(TL) -0.41 9-10 >778 MII20 197/144 BCLL 0.0 Rep Stress Incr NO WS 0.12 Horz(TL) 0.12 " - 9 n/a BCOL 8.0 Code UBC97/ANSI95 (Matrix)1st LC LL Min I/deft = 360 ' Weight: 101 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-5-3 cc purlins. Except: '2 BOT CHORDX 4 SPF 1650F 1.5E 2 Rows at 1/3 pts 2-8 WEBS 2,X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS(Ib/size) 1=1291/0-3-8, 9=1291/Mechanical MMax Horz 1=41(load case 5) FORCES (lb) - First Load Case Only TOP CHORD 1-2=3255, 24=1298, 2-3=1855, 3-5=1875, 5-7=1881, 7-8=1861; 6-8=1298, 8-9=3260, 4-6=1136 BOT CHORD •1-12=3011, 11-12=2626, 10-11=2626, 9-10=3016 WEBS 2-12=4, 5-12=422,_5-11=48, 5-10=428, 8-10=-6, 3-3=189, 6-7=189 _ NOTES ; 1) This truss has been checked for unbalanced loading conditions. 2 This.truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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, -97. _UBC 5 Refer to girder(s). for truss to truss connections. 6 This truss has been designed with ANSI/TPI 1-1995 criteria. 7 Design assumes 4x2 (flat"orientation) purlins at oc spacing indicated, fastened to' truss TC w/ 2-10d nails.' LOAD CASE(S) Standard j ir i NO, CO Eup 200 �a. . J Ll A 0 n 4i b1 0 runs I russ I ype Qty Piy _ 01224 04' ROOF TRUSS 2 1 (optional) ous cn um er ompany, o as Vegas, s ov i e nus nes, nc. n e age 7-2-6 13-7-0 19-11-10 27-2-0 7-2-6 6-4-10 6-4-10 7.2.6 Scale =1:44. 46 = 3 , 4.00 (TT 1x4 2 4 1 • Ln 5 4x6 = 8 7 6 '3x4 = 3x4 0 3x4 = 4x6 = 9-3-15 17-10-1 27-2-0 0-2-0 9-1-15 .8.673 9.3-15 ae ses - LOADING (psfl TCLL 16.0 SPACING 2-0-0 CSI DEFL In . (loc) Udefl PLATES GRIP _ TCDL 24.0. Plates Increase 1.25 Lumber Increase 1.25 TC 0.66 BC 0.78 VertLL -0.21. 5 >999 Vert( TL; -0.54 5.6 >594 M1120 197/144 BCLL. 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.11 5 n/a BCDL 8.0 . Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 85 Ib " LUMBER BRACING TOP CHORD, 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 2-9-12 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=1291/0-3-8,5=1291/Mechanical ax Horz 1=47(load case 5) Max Upliftl= 120(load case 11), 5=121(load 14) case Max Gravl=1629(load case 8), 5=1629(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-3142, 2-3=2723; 3-4=2726, 4-5=3148 r BOT CHORD 1-8=2896, 7-8--1955,6-7=1955,5-6=2902 WEBS .2-8=577, 3-8=800, 3-6=805,4.6=-581 NOTES Y 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building,.with exposure B 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 Refer to girders) for truss to truss connections. 5 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint 1 and 121 Ib uplift at joint 5. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. 7 This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 04)-0 to 27-2-0 for 73.6 plf. LOAD CASE(S) Standard paOf HS/0. 743 % G115G` J00 russ cuss ype y y . 01224 E1 ROOF TRUSS2 2 optional) . ous on Lumber company, o as Vegas, s ov i ek inclustnes, inc. Fn Feb 23 1tJ:Ulj!j8-2UUj Page 8-0-0 12-6-0 17-0-0 25-0-0. 8-" 4-" 4.6-0 8-0-0 Scale = 1:41.1 4x4 = 3x4 = 4x4 c 4.00 (i2- 2 3 4 PA W3W4 1 5 ' R (5 d 3x8 8 7 6 3x8 c 6x6 = 6x6 c 6x6 - 1-2-12 8-0-0 17-" 25-" 1-2=12 6-9-4 "_0 8-0-0 male Uffsets LOADING (ppsf) TCLL 16. SPACING 2-0-0 Plates Increase 1.25 CSI DEFLLL in (Io I/defl PLATES GRIP: TCDL 24.0 Lumber Increase 1.25 TC 0.58 BC 0.77 Vert -0.21 6 >999 Vert(TL; -0.64 6-8 >458 M1120 197/144. BCLL 0.0 Rep Stress Incr NO WB 0.24 " Horz(TL) .0.09 - 5 n/a .BCDL • 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 182 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E; TOP CHORD Sheathed or 4-11-7 oc purlins. BOT CHORD. 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 104-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=2634/0-5-8,5=2634/0-5-8 Max Horz1=26(load case 5) FORCES (ib) - First Load Case Only TOP CHORD 1-2=-7755,2-3-7149,3-4=7149,4=5=7755 . BOT CHORD 1-8--7265,7-8=7372.6-7=7372,5-6=7265 WEBS 2-8=2053, 3-8=-254, 3-6=-254, 4-6=2053 NOTES 1) This truss has been checked for unbalanced loading conditions. - 2) This truss has been designed•for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed bulding, with exposure B ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers i exist, they are exposed to wind. If porches exist, they are not exposed to wind. The umberDOL 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 10.0 bottom live load other loads No. 16-13, UBC a ppsf chord nonconcurrent with any live per Table -97. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 2 -ply truss to be connected togetherwith 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc: Bottom chords connected as follows: 2 X 6 - 2 rows at 0 7-0 cc. Webs connected as follows: 2 X 47 1 row at 0-9-0 oc. 7) Special hangers) or connection(s) required to support concentrated loads) 832.01b down and 48.Olb up at 17-0-0, and 832.01b down' and 48.0lb up at 8-0-0 on bottom chord. Design. for unspecified connection(s) Is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 ' Uniform LoadsIi) Vert: 1- =-80.0, 2-4=-40.0, 4.5=-80.0, 14=-16.0, 6-8=189.0, 5-6=16.0 Concentrated Loads (lb) Vert: 8=-832.0 6=-832.0 • OPRO ASSI ,yq .CO 3/ xp. © t f CAI_'c`r `` " Job russ russ ype Uty y - 01224 E2 ROOF TRUSS 2 1 I k (optional) . ous on um er ompany, a as Vegas, s,. ov i e nus nes, Inc. Fn Feb 23ago 8-0-0 10-0-0 12-6-0 15-0-0 17-0-0., 25-0-0 8-0-0 2-0-0. 2-6-0 2-6-0 2-0-0 8-0-0 Scale= 1:41.1 44 = 7x4 11 4x4 = 44s 8x8 = 7 6 4.00 rrr TA 4x8 a 2 ug 1 10 94 4x6 = d 3x8 11 13 12 11 4x6 = 3x4 = 3x4 - 3x4 — w 1.2-12 B-0-0 17-0-0 25.6-0 1-2-12 6-9-4 9-0 0 8-0-0 Plate Uttsets e, - e; - LOADING (s SPACING, " 2-0-0 CSI DEFIL In, (loo) I/defl PLATES GRIP TCLL 6 Plates Increase 1.25 TC 1.00 VertLL -0.17 11-13 >999 M1120 185/144 TCDL 24.0. " Lumber Increase 1.25 BC 0.82 ' Vert(TL). 11-13. >675 BCLL 0.0 Rep Stress Incr NO WB 0.06 .-0.44 Horz(TL) 0.10 10 n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 88 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650E 1.5E % TOP CHORD Sheathed or 2-114 oc purlins. Except: BOT CHORD 2 X 4 SPF 165OF 1.5E 1 Row at midpt 2-9 WEBS 2X4SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. - WEDGE . Left: 2 X 4 HF Stud REACTIONS (Ib/size) 1=1178/0-5-8,, 10=1178/0-5-8' Max Harz 1=34(load case 5) „ FORCES (lb) - First Load Case Only TOP CHORD 1-2=2882, 2-4=-718, 2-3=2006, 3-5=2010, 5-8-2010, 8-9=2006, 7-9=718, 9-10=2882, 4-6=-632, 6-7=-632 BOT CHORD 1-13=2654,12.13=2524,11-12=2524,10-11=2654 WEBS 2-13=112, 5.13=135, 5.11=135, 9-11=112, 3-4--19,7-8=19, 5-&=-41 NOTES 1 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable and roof zone on an occupancy category 11, condition I enclosed building; with exposure B 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 10.0 bottom live load a psf chord nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASES) ' Standard A. L \ N 56743 l 6130/2 o russ I I russ I ype y y IU- IRAL)ITIUNS 01224 E3 ROOF TRUSS 2 1 (optional): ous on um erompany, o as Vegas, s ovIll I ek indUStnes,'Inc. FriFe age 13-" 8-0-0 12-" 1 8-0 17-" 25-0-0 8.0-0 4-0-0 0 8-0 4-0-0 8.0-0 Scale =1:45.0 • 0-6-0 4x4 = 4x4 4 s ' DO NOT INSTALL THIS a.00 �1z :4x6 , 3x4 46 , TRUSS BACKWARDS! •. z 6716 a 1 9 • 4x8 = 3x8 I1 12 11 10 3x4 3x4 3x4 = .4x6 = . - = 0 1-2-12 B-0-0 17-0-0 25-0-0- 1-2-12 6-9-4 9-0-0 8 0 0 aeses • LOADING( sfl SPACING 2-0-0 CSI DEFL In (loc) Udefl PLATES GRIP TCLL �6. Plates Increase 1.25 TC 0.90 Vert LL ` -0.17 10-12 >999 M1120 GRIP TCDL 24.0 Lumber Increase -1.25 BC 0.83 Vert(TL) -0.42 10-12 >708 BCLL 0.0 Rep Stresslncr NO WB 0.18 Harz(TL) 0.09 9 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Udefl = 360 Weight: 90 Ib LUMBER BRACING BOT CHORD 2 X 4 SPF 16500E 1.5E TOP CHORD 2 X 4 SPF 165F 1.5E * TOP CHORD Sheathed or 2-11-10 oc pudins. Except: 1 Row at midpt 2-8 WEDGE • WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Left: 2 X 4 HF Stud REACTIONS (Ib/size) 1=1178/0-5-8; 9=1178/0-5-8 Max Horz 1=41 (load case 5) FORCES (Ib) : First Load Case Only TOP CHORD 1-2=-2889, 2-4=-1409, 2-3=1422, 3-5=1456, 5-7=1456, 7-8=-1422, 6-8=1409, 8-9=-2889, 4-6=1224 BOT CHORD 1-12=2660; 11-12=2033,113-.11=2033,9-10=2660 WEBS 2-12=184, 5-12=740, 5-10=740.8-10-184.3-4=320,6-7=320 •. NOTES 1 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone an an occupancy category II, condition I enclosed building, with exposure B 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. 4This 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 This truss has been designed with ANSVTPI 1-1995 criteria. • 6 Design assumes 4x2 (flat orientation) purlins at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard pVIROFESSk) A. LMI 0 0. , 0 0 ss I russ I ype -Uty ply - 01224 E4 _ ROOF TRUSS Y 5 1 (optional) ous on Lumber Company, NOrtn LaSVe—ga—s, NVTgM 4.ZUI SK 1 1-57 40V I b Z JUU MiTeknus nes, nc. n e age 6-7-14 ` 12-6-0 18.4-2 25-M 6-7-14 5-10-2. 5-10-2 6-7-14 Scale = 1:40.9 4x6 _ DO NOT INSTALL Y THIS 3 TRUSS BACKWARD& 4.00 rrr 1x4.,. - 1x4 2 4 4 . h d 3x8 = d 3x8 II 7 6 y 3x4 = 5x6 = 3x6 _ 1-2-12 6-10-9 15-11-0 25.0-0 ` 1-2-12 7-7-13 ° 7-0-7 9-1-0 Plate se s - - ge , LOADING( sf) TCLL 6. SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.87 DEFL In (loc) I/defl PLATES 'GRIP TCDL 24.0 Lumber Increase 1.25 BC .0.79 Vert LL -0.17 5 >999 Vartf TL; -0.45 5-6 >658 MII20 185/144 BCLL . 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.09 5 n/a r BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1sf LC LL Min Vdefl = 360 Weight: 79 Ib •. LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-9-3 oc purlins. BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-U oc bracing. , WEDGE Left: 2 X 4 HF Stud REACTIONS (Ib/size) 1=1178/0-5-8,5=1178/0-5-8 ax Horz 1=-43(load case 6) FORCES (lb) - First Load Case Only TOP CHO h. D 1-2=2820, 2-3=-2406, 3-4=-2377, 4-5=-2801 BOT CHORD 1-7=2594, 6-7=1773, 5-6=2592 WEBS 2-7-528, 3-7=665, 3-6=644, 4-6=543 NOTES - 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy. category II, condition I enclosed building, with exposure B 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. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent The lumber DOL.increase is 1.33, and the plate grip increase is 1.33 with any live loads Table No. 16-8, UBC 4) This truss has been designed with ANSI/TPI 1-1995 criteria.., other per -97. LOAD CASE(S) Standard VjWFESS/n ` N/ 0567 i • it Iv :., ✓:>v job o russ I cuss I ype uty ply 01224 EJ1 ROOF TRUSS 62 1 ous on Lumber, u, J(,ptiona vegaS,. Industries, Inc. n e age Scale = 1:21.6 1x4.11 2 4.06 jTT CS 1 r 20 p 1x4 if 8-0-0 ' LOADING( s,2 SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES . GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96 VertLL -0.19 1- >484 , M1120 197/144 TCOL 24.0 Lumber Increase, 1.25 BC 0.43 Vert(TL) -0.34 1-3 ` >269 , BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) ` 0.00 3 n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min I/defl = 360 Weight: 221b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-7-8 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=366/0-5-8, 3=366/Mechanical J Max Horz 1=69(load.case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=80,2-3=-305 ` BOT CHORD 1-3=0 . NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable and roof zone on an occupancy category 11, condition l enclosed building, with exposure B 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.O psf bottom chord live load nonconcurrent with any other live loads per Table No. 16 B, UBC97. 3 Refer to girders) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard ROFESSIpyq 0 43 ttD• 3012 q OFAL'T�~e� C / . 4, Job Truss Nss Type Uty y 01224 EJ1C ROOF TRUSS - 2 1 (optional) A. U. ous on um er ompany, North Las Vegas, s 40V 1 I ek industries, Inc. Fn Feb ZJ I tj:UU: 1 YZUTI-Faige-r 8-0-0 Scale =1:21: 1x4 11 2 4.00 f T7 1 H 2x4 = US II 1x4 11 1-2-12 8-0-0 1-2-12 8-9-4 ae ses LOADING(psf SPACING 2-0-0 CSI DEFL in (loc) I/deft PLATES GRIP TCLL 16.0 Plates Increase 1.25 TC 0.96. Vert(LL) -0.19 1-3 >484 M1120 185/144 TCDL • 24.0 Lumber Increase 1.25 BC 0.43 Vert(TL) -0.34 1-3 >269 BCLL 0.0 Rep Stress Incr. . YES WB '0.00 Horz(TL) 0.00 ' 3 n/a BCOL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 23 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-7-8 oc pudins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD • Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 . WEDGE Left: 2 X 4 HF Stud REACTIONS(Ib/slze) 1=366/0-5-8,3=366/Mechanical Max Horz 1=69(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 11-2=80,2-3-305 ° BOT CHORD 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead toad, in the gable end roof zone on an occupancy category 11', condition I enclosed building, with exposure B ASCE 7-95 per UBC97/ANSI95 If and 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. 3) Refer to girder(s) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria: LOAD CASE(S) Standard PROFE55'44j a`4 LA. 44 . e : r� U • •. russ Iruss lype Uty' y _ 01224 EJ1D ROOF TRUSS- 2 1 ' o tionae Rouston Lumber Company, North La , uses,nc. eov i g 8-0-0 8-0-0 Scale = 1:21.6 1x4 11 2 1 ,4.00 (T2 3x4'a ` 1011 8-0-0 Plate ses LOADING( 2 SPACING 24)-0 TCLL 1I Plates Increase 1.25 CSI TC 0.86 DEFL In (loc) Vdefl- VertLL -0.19. 1-3 >484 PLATES GRIP M1120 TCDL 24.0 Lumber Increase ..1.25 ' BC 0.54 Vert(TL) -0.34 1-3 >269 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3. n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) 1st LC�LL Min Vdefl = 360 Weight: 22 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Sheathed, except end verticals: BOT CHORD 2 X 4 SPF 165OF 1:5E : BOT CHORD Rigid ceiling directly applied or 4-4-14 oc bracing. WEBS 2 X.4 SPF No.2 REACTIONS (ib/siie) 1=366/0-5-8, 3=366/Mechanical MMax Horz 1=69(load case 14)) Max Uplift1=-603(load case 11) Max Grav1=1028(load case 8), 3=366(load case 1) FORCES (lb) - First Load Case Only TOP CHORD 1-2=80,2-3=305 BOT CHORD 1-3=0 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 It above ground level; using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the occupancy gable end roof zone on an category II, condition I enclosed building, with exposure B 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 2This truss has been designed for 10.0 bottom live load a psf chord nonconcurrent with any other live loads per Table. No. 16-B, UB 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 603 Ib uplift at joint 1. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 This truss has been designed for a total drag load of 2000 lb. Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 250.0 plf. LOAD CASE(S) Standard grifESS/pp � o�C056 i 41 J00 russ Truss I ype y 01224 EJ1G ROOF TRUSS 1 2 (optional) Houston Lumber Company, North Las Vegas, s ov I aK Industries, Inc. Fri Feb 23 1 b:UU: 18age 8.0-0 8-M Scale = 1:21.6 1x4 11 3 4.00 rT7- 4x4 1 B1 - x4 5 . 3x10 p 4x4 = 8'0.0 )M_0 Plate ses LOADING pssi TCLL (16.0 SPACING 24)-0 CSI DEFL in (loc) I/defl PLATES GRIP TCDL 24.0 Plates Increase 1.25 Lumber Increase 1.25 TC 0.16 BC 0.54 Vert LL -0.03 4-5 >999 Vert(TQ -0.09 445 ?999 M1120 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 4 n/a BCDL 8.0 Code UBC97/A1NSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 64 lb LUMBER , BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 ' REACTIONS (Ib/size) 1=1536/0-5-2, 4=2062/Mechanical , Max Harz 1=67(load case 4) FORCES ((Ib - First Load Case Only TOP CHORD 1-2=-4302, 2-3=42, 3-4 -166 BOT CHORD 1-5=4045,4-5=4045 WEBS 2-5=2117, 2-4=-4184 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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. 3 Refer to girder(s) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. 5 2 -ply truss to be connected together with 0.131"x3" Nails as follows: " Tap chords connected as follows: 2 X 4 -1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-4-0 cc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 cc. 6) Special hanger(s) or connection(s).required to,support concentrated load(s) 1298.01b down at 3-0-12 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Load'If) Vert: 1- — 0.0, 1-5=16.0, 4-5=381.0 Concentrated Loads (lb) Vert: 5=1298.0 oQROFESSIkonI 056'74 ttp. 61 0 !job truss cussTy- pa y y 01224 EJ1G2 ROOF TRUSS 2 2 (optional) . . ous on Lumber company, NOrIn Las Vegas, NV 8VU41 4.ZU1 iKI s 40V I lex Industries, Inc. Fn Feb 23 16:00:19 2uul Ptge 4-3-2 8-0.0 4-3-2 3-8-14 Scale = 1:21.6 • 1x4 p 3 4.00 rrr 3x4 2 W1 W2 ' • 5 - 2.5x4 - 1x4'11 3x o ' 4-3-2. 8-" 4-3-2 3-8-14 LOADING (pps SPACING '2-0-0 CSI' DEFL in (loc) I/defl PLATES GRIP • TCLL , 16.0 Plates Increase 1.25 TC 0.56 VertLL -0.01 55 >999 M1120 197/144' TCDL 24.0 Lumber Increase .1.25 BC 0.22 *Vert(TL) -0.04 5 >999 BCLL 0.0 Rep Stress Incr NO . WB 0.18 Horz(TL) 0.01 4 n/a BCDL 8.0 Code UBC97/ANSI95. (Matrix) • list LC LL Min Vdefl = 360 Weight: 541b LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. . WEBS 2 X 4 SPF No.2 • REACTIONS (Ib/size) 1=1395/0-5-8,4=1395/Mechanical ax Harz 1=247(load case 4) FORCES (lb) - Fust Load Case Only TOP CHORD 11-2=2478,'2-3=250,3-4-468 BOT CHORD 1-5=2198,4-5--2198 WEBS 2-5=38, 2-4=2370 NOTES 1) This truss has, been designed for the wind loads generated by 75 mph winds at 25 ft above ground. level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition l enclosed building, with exposure B 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 This truss has been designed with ANSI/TPI 1-1995 criteria 5 2 -ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-" oc: Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Y Webs connected as follows: 2 X 4 -1 row at 0-9=0 oc. S LOAD CASE(S) Standard 1) Regular Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads�plf) Vert: 1 --350.0, 1-4=-16.0 ��pa0FE5SAO hti� l A. 056 200+ CAI',F JOD - I russ Truss 1 ype - Q y y _ 01224 Ejls ROOF TRUSS 3 1 (optional) ous on um er ompany, IT671n fas ,Vegas, NV UUUJ 1 4.ZU1 bK1 s ov 1 leK Inclustnes, Inc. Fn e age 6-6-14 6-6-14 Scale = 1:21.6 4x4 11 2 4.00 (TT' till 3 3x8 II 3x4 p 1 . 6-6-14 ' 6-6-14 LOADING( sfl " SPACING 2-0-0• CSI DEFL In (loc) Vdefl PLATES, GRIP TCLL 6. Plates Increase 1.25 TC 0.54 VertLL : -0.03 3 >.999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25. BC '0.24 Vert(TL) -0.07 3-4 >999 ` BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 19 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E • TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 4=301 /Mechanical, 3=301/Mechanical Max.Horz4=67(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-4=284,1-2=228,2-3=218 BOT CHORD 3-4=146 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chard dead load and 5.0 psf bottom chord dead load, In the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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. 3 Refer to girders) for truss to truss connections. 4 This truss has been designed with ANSI/TPI.1-1995 criteria. _ LOAD CASE(S) Standard 'LIVULof Mop/ A. N 0567 / 1 - P. IN a0 ,Y Job (USS N55 I ype y y.. 01224 EJ2 ROOF TRUSS. 3 ` 1 . ous on Vum b e u own pany,No-RFas s ov (optional) -Fa--T , . 6-M , 6-M • Scale = 1:17. 1x4 II " 4.00 2 . ri7 . . 1 EV2 81 _ 2x4 = 10 II 8-0-0 • LOADING ( sf� TCLL 26. SPACING 2-0-0 ' Plates Increase 1.25 CSI TC 0.52. DEFL in (loc) Udefl Vert(LL) PLATES GRIP TCLL 24.0 BCLL 0.0 Lumber Increase 1.25 BC 0.24 -0.06 1-3 >999 Vert(TL) -0.10 -1-3 >669 M1120 197/144 BCDL 8.0 Rep Stress Incr YES Cade UBC97/ANSI95(Matrix) WB 0.00 Horz(TL) 0.00 3 n/a 1st LC LL Min Udefl = 360 Weight: 16 lb LUMBER TOP CHORD 2 X 4 SPF 165F 1.5E BRACING i BOT CHORD 2 X 4 SPF 16500E 1.5E TOP CHORD Sheathed or 6-0.0 oc purlins, except end verticals. WEBS 2 X 4 SPF No.2 " BOT,CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. � ' • .REACTIONSsize) 1=270/0-5-8,3=270/Mechanical Mx Harz 1=52(load case 4) FORCES- - First Load Case Only TOP CHOM 1-2=60, 2-3=225 BOT CHORD 1-3=0 NOTES 1) This truss has been,designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, B with exposure 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 non -concurrent 3j Refer to girders) for truss to truss connections. 4 This truss has bbeen designed with ANSVTPI .1 -1995 criteria. . with any other live loads per Table No. 16-B, UBC -97. LOAD CASE(S) Standard • - �pp4FE5Stpy A. fiy4 !JOD 1 cuss NSS I ype Uty y _ 01224 E.13 ROOF TRUSS 4 1 ous on um er ompany, o as Vegas, (optional) s ov i I ek Industnes, Inc. Fn Feb 23 lb:UU:23 YUUT-Page 3-M 3-0-0 • 1x4 II Scale = 1:9.9 3 4.00 (1T 2 T1 B1 4 1x4 11 ^ 2x4 3-0-0 3-0-0 LOADING(psfl SPACING 2-0-0 CSI DEFL in .(Io I/deft PLATES GRIP TCLL 16.0 Plates,increase 1.25 TC 0.10 Vert LL -0.00 1 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.05 Vert TL; -0.00. 1-4 >999 BCLL 0.0 Rep Stress Incr YES WB 0.01 Horz(TL) _ 0.00 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360" Weight: 8 ib LUMBER BRACING. TOP CHORD 2 X 4 SPF 165OF 1.5E _ TOP CHORD Sheathed or 3-0-0 oc purlins. BOT CHORD 2X 4 SPF 165OF 1.5E - BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing. WEBS 2 X 4 SPF No.2 • REACTIONS (Ib/size) 1=118/0-5-8,4--144/Mechanical Max Horz 1=24(load case 3) FORCES (lb) - First Load Case Only TOP CHORD 1-2=28,2-3=-7 BOT CHORD 1-4=0 WEBS . 2-4=124 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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 gripp 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. 33 Refer to girder(s) for truss to truss connections. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard N . 056 2001 cw 9 OF C( l1 • 0 Lj 0 0 russ _truss lype Qty y 01224 G1 ROOF TRUSS 2 2 (optional) Houston Lumber Uompany, North Las Vegas, s ov I e nus nes, nc. Fn -Fe age 8-0-0 15.0-0 23-0-0 8-0-0 7-0-0 8-0-0 - Scale =1:37. 48 = 46 = 4.00 [77- 2 3 W2 n 1 4 d • d 4x8 _ 7 8 5 4x6 = 3x8 II 5x6 = ex8 8-0-0 15-" 23-0-0 8-0-0 7-" 8-0-0 I'late Uttsets LOADING (psf) SPACING 2-0.0 CSI DEFL in . (loc) I/defl PLATES GRIP TCLL 16.0 Plates increase ' 1.25 TC 0.45 VertLL -0.12 5-7• >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.53 Vert(TL) -0.37, • 5-7 >739 BCLL 0.0 Rep Stress lncr NO , WB 0.19 Horz(TL) 0.07 4 n/a BCDL 8.0 Code UBC97/ANSI95. (Matrix) 1st LC LL Min l/defl = 360 Weight: 163 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-5-10 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 - REACTIONS(Ib/size) 1=2354/0-5-8,4=M54/0-5-8 Max Horz 1=27(load case 6) FORCES (lb) -First Load Case Only TOP CHORD 1-2=-6536, 2-3=-6168; 3.4=-6520 BOT CHORD 1-7=6093,6-7=6184, 5.6=6184, 4-5=6078' WEBS 2-7=1630,2-5=17, 3-5=1623 NOTES 1This truss has been checked for unbalanced loading conditions: 23 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, In the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure: B ASCE 7-95 per UBC97/ANSI95 If and 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 10.0PPsf bottom live load a chord nonconcurrent with any other•live loads per Table No. 16-B; UBC -97. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 2 -ply truss to be connected togetherwith 0.131°x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6- 2 rows at (-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 7) Special hanger(s) or connectlon(s) required to support concentrated load(s) 832.Olb down and 48.01b up at 15-0-0, and 832.O1b down and 48.01b up at 8-0-0 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-2-80.0, 2-3=40.0, 3.4=-80.0, 1-7=16.0, 5-7=189.0, 4-5=16.0 Concentrated Loada - Vert: 7=-8102=832.0 ' .. pRpEESStO, 4a • 1P.- P.OF 0' CALW aL' 1 r i1• 7M 0 0 Job russ I russ I ype y y 01224 G2 ROOF TRUSS 2 1 (optional) ous on Lumber Company, North Las Vegas, s qov .152 juu mi I A Industries, inc. Fn e age, 5-4-14 10-0-0 13-" 17-7-2 23-M 54-14 4-7-2 3-" 4-7-2 5-4-14 Scale = 1:38. 4x4 = 4x8 = 3 4. 4.00 (iZ 1x4 a 1x4 2 5 . 1., W ' 8 82 _ 9 8 ,. 7, 3x — 3x8 = ' 4x8 = 3x4 0 10-0-0 13-0-0 23-M 10-0-0 3-" 10-0-0 Plate UtIsets LOADING(ppsf) SPACING 2-0-0 CSI' DEFIL in (loc) Vdefl PLATES': GRIP TCLL 16. Plates Increase 1.25 TC 0.41 Vert LL - -0.23 6-7 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC. 0.64 Vert(TL) -0.54 6-7 >504 BCLL 0.0 Rep Stress Incr YES WB 0.29 . Horz(TL). 0.08 ' 6 n/a BCDL . 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/defl = 360 Weight: 77 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-0-9 cc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. WEBS 2 X 4 SPF No.2 REACTIONS.(Ib/size) 1=1082/0-5-8, 6=1082%0-5-8 MMax Horz 1=35(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-2592,2-3=-1995.34=-1844.4-5--'1994,5-6=2592 BOT CHORD 1-9=2405,8-9=1842,7-8=1842,6-7=2405 WEBS 2-9=-609, 3-9=312, 4-9=2.,4-7=313. 5-7=-611 . NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft aboveground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition l enclosed building, with exposure B ASCE 7-95 per USC97/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 This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard N© 567 ►.l .0 o NSS _ NSS lype Uty y 01224 G3 ROOF TRUSS 4 .. 1 o tional) . ous on Lum bar Company, Norm Las Vegas, NV BHU31 4.iUl bK1s ov I e nus nes, nc. n, a age 6-1-14 11 6-0 16-10-2 23-0-0 6-1-14 5-0-2 5-4-2 6-1-14 Scale = 1:37. 4x8 = „ 3 4.00 jiT 1x4 1x4 p 2 4 , 1 , 1 5 d d x4 . 7 g 4x 3x4 =Sx8 = 7-11-4 15-0-12 23-0-0 7-11-4 7-1-8 7-11-4 -Plae Utfsets - LOADING( sfl TCLL 6. SPACING 24)-0 CSI DEFL in (loc Udefl PLATES GRIP Plates Increase 1.25 TC 0.38 VertLL -0.10 >999 M1120. 197/144 TCDL 24.0, . Lumber Increase 1.25 BC 0.55 Vert(TL) -0.29 5.6 >920 BCU--' 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.07 5 n/a BCDL 8.0 Code UBC97/ANS195 (Matrix) - . 1st LC LL Min I/deft = 360 Weight: 71 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 16501F 1.5E TOP' CHORD Sheathed or 4-0-12 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=1082/0-5-8, 5=1082/0-5-8 Max Horz 1=40(load case 5) FORCES ((lb)) -First Load Case Only TOP CHORD 1-2-2581, 2-3=2240, 3-4=2240, 4-5=-2581 BOT CHORD 1-7=2371, 6-7=1620, 5-6=2371 WEBS 2-7=-460, 3-7=645, 3-0=645, 4-6=-060 NOTES 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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 This truss has been designed for 10.0 a psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard V 0.0 % ! d OF Cr1l' ' o cuss cuss Type y y _ 01224 G4 ROOF TRUSS 3 1 optional) ous on um er ompany, o as egas; NI s 40V it ries, Inc. Fn e age 6-1-14 11-6-0 16-10-2 22.6-8 6-1-14 5-4-2 5-4-2 5-8-6 0-5.8 Scale = 1:50. 46 = 3 4.00 jT7-.. 1x4 1x4 2 W 4 1 15 d 7 6 4x c 3x4 = 5x8 = 7-11.4 15-0-12 22-" 2 0 0 7-11-4 7-1-8 7-5-12 0-5-8 I'late Offsets _ LOADING( sfj TCLL 16. SPACING 2-0-0 Plates Increase � 1.25 CSI TC- .0.45 DEFL In-(loc Well VertLL 1-7 >999 PLATES GRIP M1120 TCDL 24.0 Lumber Increase 1.25 BC 0.68' .-0.12 Vert(TL) -0.31 1-7 >854 197/144 BCLL 0.0 BCDL .81.0., Rep Stress Incr YES Code UBC97/ANSI95 WB. 0.15 (Matrix) Horz(TL) 0.07 5 n/a 1st LC LL Min I/deft = 360 Weight: 70 Ib LUMBER BRACING TOP.CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 3-1-8 cc puriins. ' BOT CHORD 2 X 4 SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 6-8-8 cc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 11=1064/0-5-8,5=1064/0-3-8 Max Horz 1=40(load case 5) Max Uplift1=-364(load case 11), 5=362(load case 14). - Max Grav1=1606(load case 8)i 5=1606(load case 7) FORCES (Ib�-.First Load Case Only TOP CHO 1-2=2528,2-3=2187,3-4=2127,4-5=2433 . BOT CHORD 1-7=2321, 6-7=1568; 5-6=2215 WEBS . - 2-7=-460,3-7=648.3-6=565,4-6-388' NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above level, using 14.0 top dead load ground psf chord and 5.0 psf bottom chord dead load, -in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7795 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 gill increase is 1.33 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent with any other live loads Table No. 16-B, Per UBC -97. 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 364 Ib uplift at joint 1 and 362 Ib uplift at joint 5. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 This truss has been designed for a total drag load of 3100 Ib.. Connect truss to resist drag loads along bottom chord from 0-0-0 to 22-6-8 for 137.5 plf. P - _. LOAD CASE(S) Standard _ rjpROFESS�ry� \y1� rLl A: C056 / `• XP. a OF CA1129- �� 0 u o cuss Iruss lype 01224 H1 ROOF TRUSS 77Ctiffio7l) p ous on um er Company,, o as Vegas, s ov i e lndustnes, Inc. Fni Feb 23 Tff-UTTT7MT_Pa—ge7- 5-4-14 10-M 14-7-2 20-U 5-4-14 4-7-2 4-7-2 5-4-14 ' - Scale =1:32. 4x4 = ' ,3. 4.00 (iT 1x4 c 10 2 Ar 4 1 5 N. 3x8 a 8 3x8 = 3x6 c - 10-0-0 20-0-0 10-0-0 10-Pr0 0 ae Uffsels LOADING( sf) TCLL 6. SPACING 2-0-0- Plates Increase ` 1.25 CSI .. TC 0.36 DEFL in (loc) I/deft Vert LL -0.17 1 >999 PLATES. GRIP GRIP TCDL 24.0 BCLL- 0.0 Lumber Increase 1.25 BC 0.74 Vert(TL) -0.40 ' 1-6 >593 MII20 4 BCDL 8.0 Rep Stress Incr YES Code UBC97/ANSI95 WB 0.27 (Matrix) Horz(TL) 0.06 5 Na 1stiC LL MIn Udefl = 360. Weight: 621b - LUMBER, BRACING ' TOP CHORD 2 X 4 SPF 1650F'1.5E TOP CHORD Sheathed or 3-9-4 cc purlins. BOT CHORD, 2 X 4 SPF 165OF 1.5E BOT,CHORD Rigid ceiling directly applied or 8-11-3 cc bracing. WEBS 2 X 4 SPF No.2 REACTIONS (Ib/size) 1=938/0-5.8, 5=938/0-5-8 ' Max Horz 1=35(load case 5) Max Uplift l=-183(load case 11), 5=-183(load case 14) Max Grav 1 =1279(load case 8), 5=1279(load,case 7) FORCES (lb) - First Load Case.Only TOP CHORD 1-2=2170.2-3=1597,3-4=1597.4-5=2170 BOT CHORD 1-0=2006, 5-6=2006 WEBS 2-6=-085, 3-0=590, 4-6=-585 . NOTES. 1 This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0:psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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 live loads Table No. 16-B, other per UBC -97. % 4 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 Ib uplift at joint 1 and 183 Ib uplift at joint 5. 5 This truss has been designed with ANSUTPI 1-1995 criteria. 6 This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 far 100.0 plf. LOAD•CASE(S) Standard / X f. 100 3 ,. zp, 200 CA 1 20 d ,. • N 0 Ss 01224 H2 E n LJ ROOF TRUSS Z .20 5 s Nov ' 4-2-8 8-1-8 10-0-0 11-10-8 15-9-8 20.0-0 4-2-8 3-11-0 1-10.8 1-10-8 3-11.0 4-2-8 Scale: 3/8"=1' 8x8 = 4.00 rTZ- 3x4 2 4.6 s 4x6 a 3 5 e 2.5x8 II 8x8 = ' 8x8 = ' 8x8 = 2.54 0 5x14 0 4-2-8 8-1-8 10-0-0 11-10-8 15-9-8. 20-0-0 4-2-8 3-11-0 1-10-8 1-10.8 3-11-0 4-2-8 Plate OEM e, e, LOADING ( sfl SPACING 2-0-0 CSI DEFL in (loc) . I/deft PLATES GRIP TCLL 6. Plates Increase 1.25 TC 0.90 VertU- -0.19 11-12 >999 M1120 197/144 TCDL . 24.0 Lumber Increase 1.25 BC 0.91 Vert(TQ -0.55 11-12 • >428 BCLL 0.0 • Rep Stress Incr NO WB 0.83 Harz(TL) 0.09 7 rUa BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 210 Ib LUMBER BRACING TOP CHORD 2 X.4 SPF 1650F 1.5E TOP CHORD Sheathed or 2-1-13 oc purlins. BOT CHORD 2 X 8 DF 1950E 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 ` REACTIONS (Ib/size) 1=7356/0-5-8, 7=4900/0-5-8 Max Harz 1 =33(load case 6) Max Uplift,=160(load case 11), 7=-160(load case 14) Max Grav1=7674(load case 8), 7=5217(load case 7) FORCES (lb) - First Load Case Only TOP CHOIR 1-2=17621,2-3=-14446,3-4=12268,4-5=12260,5-6=14247,6-7=13855 BOT CHORD 1-12=16735,.11-12=16735,10-11=13676, 9-10=13478, 8-9=13138, 7-8=13138 WEBS 2-12=1545, 2-11=-3216, 3-11=3315, 3-10=-3448, 410=7367, 5-10=3111, 5-9=3032, 6-9=358, 6-8=-678 NOTES 1This miss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 gnp 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. 4I Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 ib uplift at joint 1 and 160 lb,uplift at joint 7. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 This truss has been designed for a total drag load of 2000 Ib.. Connect truss to resist drag loads along bottom chord from 0-0-0 to 20-0-0 for 100.0 plf. 7) 2 -ply truss to be connected together with 0.131'x3" Nails'as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8-- 4 rows at 05-0 oc. Webs "connected as follows: 2 X 4 - T row at 0-9-0 oc. 8) Special'hanger(s) or connection(s) required to support concentrated load(s) 2915.01b down at 11-10-8 on bottom chord: Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25; Plate Increase=1.25 Uniform Loads ( If) Vert: 120.0, 47=80.0, 1-9=-657.0, 7-9=-16.0 Concentrated Loads (lb) Vert: 9=2915.0 Y 0 0 U 0 0 Job cuss I cuss ype y y - 01224, J1 ROOF TRUSS 1 1 (optional) ous on um er ompany, North Las Vegas, NV 59UJI nus nes,Inc. Fn e age 6-0-0 9-5-8 15-5-8 6_" 3-5-8 6-0-0 F Scale = 1:25. 4x8 = 4x6 = 2 3 4.00 jiT ' W1 W3 1 4 .. - B7 4x8 = 6 5 ` 2x4 I I '3x4 = 4x6 = 6-0-0 9-5-8 15-5-8 6-0-0 3-578 Plate ses- LOADING (0 TCLL• 16. SPACING 2-0-0 CSI DEFL in (loc Udefl PLATES GRIP Plates Increase 1.25 TC 0.44" VertLL -0.07 5-6 >999 MI120 197/144 . TCDL 24.0 Lumber Increase 1.25 BC -0.46 Vert(TL) 420 5-6 >895 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horc(TL) 0.05 4 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) . 1st LC LL Min Udefl = 360 . - Weight: 54 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E -TOP CHORD Sheathed or 3-0-3 cc purlins. BOT CHORD 2 X 6 SPF 165OF 1:51E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 - REACTIONS (Ib/size) 1=1290/Mechanical, 4=1298/0-5-8 Max Harz 1=-20(load case 6) FORCES ((lb First Load Case Only TOP CHORD. = 1-2=3332, 2-3=3117, 3-4 -3310 BOT CHORD 1-0=3087, 5-6=3143, 4-5=3060 WEBS 2.8=752, 2=5=30, 3-5=757 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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 nonconcun-ent with any other live loads per Table.No. 16-B, UBC -97. 5 Refer to girder(s) for truss to truss connections. 6 This truss has been designed with ANSI/TPI 1-1995 criteria:' 7 Special hanger(s) or connection(s) required to support concentrated load(s) 432.Olb down and 24.91b up at 9-5-8, and 432.01b down and 24.91b up at 6-0-0 on bottom chord. Design for unspecified connection(s) is'delegated to the building designer. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads g) Vert: 1- =-80.0,.2-3=-40.0, 3-4=-80.0, 1-6=16.0, 5-6=146.0, 4-5=16.0 Concentrated Loads (lb) Vert: 6=432.00 55=432.0 • ' FttOri 5r0 .,,, ,,, h LA !"4` 43/ ,o/do XP, CAIJ%F r 2 • n • L To cuss Fuss ype Uty y 01224 J2 ROOF TRUSS 2 1 (optional) Houston Lum er ompany, o as eggs, s 40V I b Z JUU M! Tek Industries, Inc. Fn e age 7-8-12 15-541 7-8-12 7-8-12 Scale = 1:25.1 5x6 c ' 2 4.00 (TT 1 3• 4 _ .1x4 II 3x6 = 7-8-12 15.5.8 ' 7-8-12 7-8-12 LOADING ( sfj TCLL �6. SPACING 2-0 0 Plates Increase CSI, DEFL in (Icc)) • Udefl PLATES GRIP. 1.25 TC 0.67. Vert LL -0.07 1-4 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.59 Vert( TL; -0.21 1-4 >856 BCLL .0.0 Rep Stress Incr YES • WB 0.08 Horz(TL) 0.03 3 n/a BCDL 8.0 Coda UBC97/ANS195 (Matrix) 1st LC LL Min I/deft = 360 Weight: 39 Ib LUMBER. BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 5-2-3 cc purlins. BOT CHORD 2 X 4.SPF 1650E 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF No.2 REACTIONSU/size) 1=725/Mechanical, 3=725/0-5-8 Max Harz 1=27(load case 5) FORCES (lb) - First Load Case Only TOPCHORD 1-2--1456,2-3=-1457 BOT_CHORD 1-4=1297,3-4=.1297 WEBS 2-4=207 NOTES , 1This truss has been checked for unbalanced loading conditions: 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf.bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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) 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 girders) for truss to truss connections. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard - wpa�FESSIO � p: �/ 2/ • D n ion russ - rus5 lype ly _ - 01224 K1 ROOF TRUSS 2 1 (option 1) ous on um er Company, o as Vegas, NV b9UJ1 4.ZU1 bK1 s TO—V—Tn JUU MI I eK Industries, Inc. Fn Feb ;13 ib:=:37age 4-8-2 8-10-8 4.8-2 4-4.6 Scale: 1/2'=1 1x4 II 3 4.00 (T£ 3x4 s 2 W2 W1 71 tl 5 4x4 0 1x4 II 3x4 = 8-10-8 8-10-8 Plate Offsets - LOADINGssf) TCLL' (16.0 SPACING 241-0 CSI' DEFL In (loc)• Vdefl PLATES GRIP Plates Increase 1.25 TC 0.42 Vert(LL) -0.04 5 >999 M1120 197/144 TCDL 24.0 Lumber Increase 1.25. BC 0.27 Vert(TL) -0.06 1-5 >999 BCLL 0.0 Rep Stress Incr YES WB " 0.25 Horz(TL) 0.02 4 n/a. BCDL 8.0 Code UBC97/ANS195 (Matrix) 1st LC LL Min Vdefl = 360 -Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-2-1 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly 6-U applied or oc bracing. WEBS 2 X 4 SPF No.2 r REACTIONS (Ib/size) 1=412/0-3-8; 4=412/0-3-8 ' Max Horz 1=77(load case 13) Max Upliftl=-609(load case 11) Max Gravl=1087(load case 8), 4=422(foad case 7) , FORCES (lb) - First Load Case Only TOP CHORD 11-2=-742,2-3=-64,34=120 BOT CHORD 1-5=665,4-5=665 WEBS 2-4=715, 2-5=76• NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category. II, condition I enclosed building, with exposure B 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 Table No. 16-B, UBC per -97. 3 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 609 Ib uplift at oint 1. 4 This truss has been designed with ANSI/TPI 1-1995 criteria. 5 This truss has been designed for a total drag load of 2000 Ib. Connect truss to resist drag loads along bottom chord from 0-0-0 to 8-10-8 for 225.4 plf. LOAD CASE(S) Standard 1p%o ESSfp o. 56 43 E . 2001 J013 fuss Truss I ype y y 01224 L1 ROOF TRUSS (optional) A.177. ous on Lumber C-offi-pa-5yWOffn Las Vegas, . s ov, i e nus nes, nc. n eage 5-9-0 11-6-0 5-9-0 5-9-0 Scale = 1:23.6 5x8 II 2 4.00 f1T _ 1 Tt W2 4x8 46 a 1• II . II 3 W 7 6 1x4 II 1x4 II 1x4 II 4 1x4 II 3x8 3x8 = 1x4 11. -3-4 10-2-12 11-0 0 1-3-4 8-11-8 1-3.4 LOADING( (FsSPACING 2-0-0. CSI • - DEFL in (loc) I/deft PLATES GRIP' TCLL 6. Plates'Increase 1.25 TC . 0.71 VertLL -0.11 5-6 >995 M1120 185/144 TCDL 24.0 Lumber Increase 1.25 - BC' 0.43 Vert(TL) -0.20 5-6 >556 BCLL • 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 - 5 n/a BCDL 8.0 Cade UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 49 Ib LUMBER - BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 *Except' EV1 2 X 4 HF Stud, EV2 2 X 4 HF Stud OTHERS 2 X 4 HF Stud REACTIONS (Ib/size) 6=538/0-5-8,5=538/0-5-8 Max Horz6=19(load case 6) FORCES (lb) - First Load Case Only TOP CHORD 1-2=154,2-3-154,11-7=1100.3-4=100 BOT CHORD 6-7=216, 5-6=431, 4-5=216 WEBS 2-6=-406, 2-5=406,.1-0=197, 3-5=197 _ NOTES 1) This truss has been checked for unbalanced loading conditions. +' 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf Bottom chord dead load, In the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 Gable studs spaced at 240.0 oc. 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 This truss has been designed with ANSI/TPI 1-1995 criteria. ` LOAD CASE(S) Standard SPI ..Job,cuss -I NSS I ype Y Y , 01224 L2 ROOF TRUSS 6 1 al) ous on um er ompany, o as Vegas, s ov I optione industries, Inc.. ne age 5 9-0 5-9-0 Scale = 9:23.6 4x8 2 4.00 (1T • 1 W2 4x8 s 4x8 1 3 W 7 8 4 1x4 II. 3x8 0 3x8 = 1x4 p ' 10-2-12 11-0-0 1-0-4 8-11.8 1_3.4 LOADING (s SPACING 2-0-0 CSI DEFL In (loo) Vdefl PLATES!;GRIP TCLL �6.� Plates Increase, 1.25 TC 0.71 Vert(LL) -0.11 5 >995 MII20 185/144 TCDL 24.0 Lumber Increase 1.25 BC 0.43 Vert(TL) ' -0.20 5-6 >556 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 -• 5 n/a BCDL 8.0 Cade UBC97/ANSI95 (Matrix) 1st LC LL Min Vdefl = 360 Weight: 43 Ib . LUMBER BRACING TOP CHORD 2 X 4 SPF 1650* 1.5E TOP CHORD Sheathed or 6-0-0 cc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650* 1.5E WEBS 2 X 4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. EV1 2 X 4 HF Stud, EV2 Z X 4 HF Stud REACTIONS (Ib/size) .6=538/0-5-8,5=538/0-5-8* ax' Harz 6=1 9(load case 5) a , FORCES (lb) -First Load Case Only TOP CHORD 1-2=154,2-3-154.1-7=100,3-4--100 BOT CHORD 6-7=216, 5.6=431, 4-5=216 WEBS 2-6=406.2-5=406,1-6=1197, 3-5=-197 NOTES .. 1) This truss has been checked for unbalanced loading conditions: , 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground. level; using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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 ppsf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC=97. 4; This truss has been designed with ANSUTPI,1-1995 criteria. LOAD CASE(S) Standard , 10 C 743 9 • .• • 0 JOD russ Iruss lype uly ply.- 01224 M1 ROOF TRUSS 1 1 m ous on uer Company, a as egos, (o tional) s ov I e n us nes, nc. n e age 0-6-10 4-9-14 9-4-10 0_6-10 4-3-4 4-6-12 4.00 (TZ' Scale = 1:151 4x4 = 3x4 II 2 31x4 II 4x4 = 1 4 T1 T2 W2 EVII EV2 83x8 VMS APPUCCA ONS W DEO FO 2x4 II ROOF PITCH IS 4:12 OR GREgTEA 2x4 II 4-9-14 9-4-110 ' 4-9-14 4-6-12 LOADING (psf) TCLL 16.0 SPACING 2-0-0 Plates Increase 1.25 CSI TC' 0.64 DEFL in (loc I/defl . Vert LL -0.01 PLATES GRIP TCDL 24.0 Lumber Increase 1.25 BC . 0.15 >999 Vert(TL) -0.04 6 >999 MII20 185/144 BCLL 0.0 BCDL 8.0 Rep Stress Incr YES Code UBC97/ANSI95. WB 0.16 (Matrix) Horz(TL) 0.00 5 n/a 1st LC LL Min Udefl = 360 Weight: 35 Ib LUMBER' TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except and verticals. WEBS 2 X 4 SPF No.2 *Except* BOT CHORD Rigid -ceiling directly applied or -14- 0 oc bracing. - a EV1 2 X 4 HF Stud REACTIONS (Ib/size)' 5=436/0-3-8, 7=436/0-5-2 Max Horz7=32(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-307, 2-3=-777, 3.4=777, 4-5-384,11-7=380 BOT CHORD 6-7=195,5-6=123 WEBS - 2-0=613, M=-365,44=687 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B ASCE 7-95 exist, they are exposed to wind. If porches exist, they are not exposed to wind. •2 Provide adequate drainage to per UBC97/ANSI95 If end verticals or cantilevers The lumber DOL increase is 1.33, and the plate grip increase is 1.33 Prevent water ponding. 3 This truss has been designed for a 10.0 bottom live load psf chord nonconcurrent 4 This truss has been designed with ANSI/TPI 1-1995 criteria. with any other live loads per Table No. 16-13, UBC -97. LOAD CASE(S) Standard QVj10FESSl ,y w EI A. lFyc CO 43 np. 3A/2 CAU ' / '.n ;0 .. 0 7 0 Job russ cuss ype Y Y - 01224 M2 ROOF TRUSS. 1 1 ' (optional) . ous on um er ompany, o as egas,_ s ov I e nus nes, Inc. n e age 2-6-10 94-10 2-6-10 6-10-0 c Scale= 1:19. 4x10 4.00 jTT 44 = 2 3 . 3x4 s 1 1 W2 W ,. EV2 EV1 CL2 3x4 = 1x4 0 3x4 — — 20 1-5-1 2.6-10 5-9-14 94-10 ` 1-5-1 1-1-9 3-3-4 3-6-12 _ ae ses - LOADING (ppsfl SPACING 2-0-0 TCLL 16. Plates Increase 1.25 CSL DEFIL in (loc). Vdefl PLATES GRIP TC 0.53 Vert LL -0.00. 6 >999 M1120 185/144 TCDL 24.0 Lumber Increase 1.25 BC 0.13 Vert(TL) ' -0.01 5-0 >999 y BCLL 0.0 Rep Stress Incr YES WB. 0.13 Horz(TL) 0.00 4 n/a BCDL 8.0 Code UBC97/ANSI95 .(Matrix) 1st LC LL Min Udefl = 360 Weight: 38 Ib LUMBER BRACING "TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-U ac purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid.ceiling directly applied or 6-U oc bracing, WEBS 2 X 4 SPF No.2 *Except* EV1 2 X 4, HF Stud ' REACTIONS (Ib/size) 4=436/0-3-8, 7=436/0-5-2 Max Horz7=50(load case 4) FORCES (lb) - First Load Case Only TOP CHORD 1-2=-532; 2-3=-352, 3-4=389, 1-7=414.. - BOT CHORD 6-7=-14,5-6=495,4-5=153 . WEBS, 2-6=-216, 2-5=169, 3-5=233.,1-6=585 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25'ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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 Provide adequate drainage to prevent water ponding. 3 This truss has been designed for a 10.0 psf bottom chord"live toad nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 4 This truss has been designed with ANSUTPI 1-1995 criteria. - LOAD CASE(S) Standard cpVg0FESS/a,+�! PIA.A Pio. 00'1 /. f ur�, •Job cuss Truss TYPO uty Hly 01224 M3 ROOF TRUSS 1 1 (optional) ous on um er company, o as egos, s a i e nus nes, nc.frn e 4-6-10 9-4-10 4.6-10 4-10-0 4x10 2x4 II Scale = 1:22.91 4.00 (ir 2 3 40 • 1 W2 W3 1 CL2 . I oil 24 II 30 = 30 _ 2-5-1 4-0-10 6-9-14 9-2-10 "-10 2-5-1. 2-1-9 2-3-4 ` 2-4-12 0-2-0 Plate Uses LOADING'( s.2 SPACING' 2-0-0 CSI DEFL in (loci Udefl PLATES GRIP TCLL 6Plates Increase 1.25 TC 0.36 VertLL -0.01 4-5 >999 MI120 185/144 TCDL 24.0 Lumber Increase 1.25 BC • 0.14 Vert(TL) -0.02 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.00 4 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360 Weight: 39 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD . Sheathed'or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 1650* 1.5E • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.' WEBS 2 X 4 SPF No,2'Except• EV1 2 X 4 HF Stud REACTIONS (Ib/size) 4=436/0-3-8.6=436/0-5-2 ax Horz6=67(load case, 4) . FORCES (lb) - First Load Case Only TOP CHO D 1-2=-499, 2-3=52, 3-4=-176, 1-&=393 BOT CHORD 5-6=110,4-5=423 WEBS 2-5=29, 2-4=-429,1-5=326 NOTES 1) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft aboveground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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) Provide adequate drainage to Prevent water ponding. 31 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 This truss has been designed with ANSI/TPI,1-1995 criteria LOAD CASE(S) Standard ` b gaUFESS1p*41F r 0 0 L] o fuss I russ I ype Uly y 01224 M4 ROOF TRUSS . ous on um er ompany, o s egos, optional) s ov 'I e Industries, age 6-6-10 8-3-10 9-4-10 6-6-10 1-9-0 1-1-0 Scale =. 1:27.5 4x10 = 4x4 = 2 3 2x4 II . 4.00 (TZ' ' 5x8 W3 C 1 1 ' 7 6 25x4 li 4x4 = 3x4 c 3860 6-6-10 8-3-10 9-2-10 6-0-10 1-9-0 0-11-0 0-2-0 ae Onsets LOADING (psf) TCLL 16.0 SPACING 240-0 Plates Increase 1.25, CSI TC 0.90 DEFL in (loc) Udefl VertLL 7-8 PLATES GRIP TCDL 24.0 BCLL Lumber Increase 1.25 BC 0.21 -0.03 >999 Vert(TL) -0.06 7-8 >999 M1120 185/144 0.0 BCOL 8.0 Rep Stress lncr YES Code. UBC97/ANSI95 WB 0.12 (Matrix) Horz(TL) 0.00 5 n/a 1 st LC LL Min Udefl = 360 Weight: 48 Ib LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Sheathed or 6-M oc purlins, except end verticals. WEBS 2 X 4 SPF No.2 *Except* BOT CHORD ' Rigid ceiling directly applied or 10-0-0 oc bracing. EV1 2 X 4 HF Stud, WCR1 2 X 4 SPF 165OF 1.5E, EV2 2 X 4 HF Stud - REACTIONS (Ib/size) 8=436/0 -5 -2,5=436/0 -3 -8 - Max ax Horz 8=74(load case 4) FORCES (lb) - Flrst Load Case Only TOP CHORD 1-2=-418, 2-3=109, 3.4=-46, 1-8=377, 4-5=108 BOT CHORD 7-8=252, 6-7=323, 5-6=91 WEBS 2-7=79, 2-6=503, 3-0=409, 1-7=68, 3-5=298 NOTES 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 R above ground- level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, In the gable end roof zone on an occupancy category II, condition I enclosed building, with B ASCE 7-95 exist, they are exposed to wind. If porches exist, they are not exposed to wind. The 3 Provide adequate drainage to exposure per UBC97/ANSI95 If end verticals or cantilevers lumber DOL increase is 1.33, and the plate grip increase is 1.33 prevent water ponding. 4 This truss has been designed for a 10.0 bottom live load psf chord nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 5 This truss has been designed with ANSI/TPI 1-1995.criteria. LOAD CASE(S) Standard Q ptiof ESS s . CO 43 KP. 9 CALIF o cuss Uty y 01224 M5 ROOF TRUSS 5 1 optional) s ous on Lumber Company, o as Vegas, sTv i I eK Industries, Inc. n e age 7-5-2 9-4-10 7-5-2 1-11-8 ' = ' Scale =1:29. 4x6 2 4.00 (TT 2x4 II W 6x6 . 1. 2x4 II .4x6-= 30 4-8-5 9-2-10 94-10 4-0.5 ' 4-6-5- 0-2-0 LOADING( ss SPACING 2-0-0 CSI DEFL in (loc) Vdefl PLATES GRIP TCLL ULU . Plates Increase 1.25 TC 0.68 - VertLL -0.01 4-5 >999 M1120 185/144 TCDL , 24.0 Lumber Increase 1.25 BC 0.14 Vert(TL) -0.02 , 4-5 >999 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 4 n/a BCOL 8.0' Code . UBC97/ANS195 (Matrix) ... 1st LC LL Min I/defl = 360 Weight: 41 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-O.oc bracing. WEBS 2 X 4 SPF No.2 *Except' EV2 2 X 4 HF Stud REACTIONS(Ib/size) 6=436/0-5-2,'4=436/0-3-8 Max Horz6=71(load case 4) FORCES (lb) - First Load Case Only TOPCHORD '1-2=-406, 2-3=83, 1-6=-392, 3-4=107 BOT CHORD 5-6=301, 4-5=245 WEBS 2-5--84,1-5=-4, 2-4=-565 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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) 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 This truss has been designed with ANSI/TPI 1-1995 criteria.' LOAD CASE(S) Standard TROFESSID p la K. 0. CO 43 Exp. 1 OF CAL%q 0 0 0 0 fuss I fuss ype my 01224 N1 ROOF TRUSS 1 1 (optional) ous on um er ompany, o as ,Vegas, . s ov I e nus nes, nc. n e age 6-U 12-0-0 800 "_0 •' Scale =1:21.3 5x8 = 3x4 2 3x4 r 1x4 11 4.00(T7- 3x4 s 1x4 p 3x4 c 3x4 3x4 c 3x4 W1 T3 T4 3x4 c . 1 t 3. 3x8 = 5x6 0 ;• '1x4 11 41x4 5x6 0 3x8 — II — 1x4 11 12-0-0 12-" ae UtIsets - LOADING(pps2 TCLL . 16. SPACING 2-0-0 Plates Increase 1.25 CSI TC 0.18 DEFL• 'in (loc) I/defl Vert LL -0.02 1-4 >999 PLATES GRIP GRIP TCDL 24.0 Lumber Increase 1.25 BC 0.31 Vert(TL) -0.06 1-4 '- >999 MII20 4 BCLL. 0.0 BCDL 8.0 Rep Stress Incr NO WB 0.08 • Horz(TL) 0.02 3 n/a Code UBC97/ANSI95 (Matrix) 1st LC LL Min I/deft = 360' Weight: 44 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 6-0-0 oc purlins. . BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD- Rigid ceiling directly applied or. 10-0-0 oc bracing. WEBS 2 X 4 HF Stud OTHERS 2 X 4 HF Stud - REACTIONS (Ib/size) 1=562/0-3-8,3=562/0-3-8 Max Horz 1=19(load case 5) THIS TRUSS MAY HAVE UP TO 1.5' X 4.0' FORCES (Ib -First Load Case Only NOTCHES FOR OUTLOOKERS ' CHORD1-2=1140, .TOP 2-3-1140 - . (BY OTHERS) IN TOP CHORD AT 24'0.6 BOT CHORD 1-4=1044,3-4=1044 DO NOT CUT OR NOTCH PLATES. WEBS 2-4=112 OVERHANGS. NOTES OR WITHIN 24' FROM ENDS. (UNOI 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads'generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord.dead load and 5.0 psf bottom chord dead Icad,'in the gable end roof zone on an occupancy category II, condition I enclosed buiiding,'wlth exposure B 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), MiTek "Standard see Gable End Detail" 4 Gable studs spaced at 2-0-0 oc. 5 This truss has been designed for a 10.0 ppsf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6 This truss has been designed with ANSI PI 1-1995 criteria. LOAD CASES) Standard . - Yk0 c5Stp •,,. No 6567 CAUe •Job russ 01224 N2 ous on lumber i cuss I ype Y Y ROOF TRUSS 1 1 optional as Vegas, s ov 11152JUD MiTekIndustries, Inc. Fri Feb 23 ISTU.5U2uul pa—g-e—T- 6-M 12-0-0 6-0-0 6-0-0 Scale =1:19.9 4x8 ` 4.ao jiT • W1 1 I 3 4x4 _' I x4 I 4x4 = 6-0-0 12-" 6.0'0 6.0,0 LOADING( sf) SPACING 2-0-0 CSI DEFIL in (loc)) I/deft PLATES GRIP TCLL 6. Plates Increase 1.2& TC 0.39 VertLL , -0.03 3-4• >999 - M1120 197/144 TCDL 24.0 Lumber Increase 1.25 BC 0.42 Vert(TL;. -0.09 3-4. >999 BCLL 0.0 Rep Stress Incr YES WB 0.06 • Horz(TL) 0.02' 3 n/a BCDL 8.0 Code UBC97/ANSI95- (Matrix) 1st LC LL Min Vdefl.= 360 Weight: 30 Ib LUMBER• BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Sheathed or 4-7-5 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 2 X 4 SPF No.2 REACTIONS(lb/size) 1=56210-3-8,3=562/0-3-8 - ax Horz 1 =21 (load case 5) Max Uplift1=243(load case 11), 3=243(load case 14) " Max Grav1=900(load case 8), 3=900(load case 7) FORCES (lb) - First Load Case O TOP CHORD 1-2=1117,2-3=-1M BOT CHORD 1-"92,3-4=992 WEBS 24=157 NOTES 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category ll, condition I enclosed building, with exposure B 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 243 Ib uplift at joint 1 and 243 lb uplift at joint 3. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. - 6 This truss has been designed for a total drag load of 2000 lb. Connect truss to resist drag loads.aloAg bottom chord from 0-0-0 to 12-0-0 for 166.7 pif. LOAD CASE(S) Standard pROFESS/00 A. 56'4 QF CAL j o.J 2 0 L 0 0 . 0 0 Job russ russ ype y y - 01224 P1 ROOF TRUSS 1 1 - (optional) . ous on um er Coffipany, N57n Las Vegas, NV BUUJI 4.VU1 SR1 s ovi e nus nes, Inc. Fri Feb 23 1tJ:UU:!)1 2XIT-175—g—e-7 4-M 4-0-0 4-0-0 1 Scale = 1:14.1 . 5x8 = ,2 3x4 % 4.00 rTZ- 3x4 _ • 3x4 s • 3x4 a T1 T3 W1 T4 T2 1 3 Sz14.— t 41x4 II 5x14 = 8-U Plate Uffsets e, ge LOADING(ppsjfl TCLL 16.6 SPACING 2-0-0 Plates Increase 1.25 CSI DEFL In (loc Udefl PLATES GRIP TC 0.12 Vert LL -0.01 >999 M1120 185/144 TCDL 24.0 Lumber Increase 1.25 BC 0.18 Vert(TL) -0.02 3-4 >999_ BCLL 0.0 Rep Stress Incr NO WB .0.06 Harz(TL) 0.01 3 n/a BCDL 8.0 Code UBC97/ANSI95 (Matrix)' 1stLC LL Min Udefl = 360 Weight: 28 Ib LUMBER BRACING TOP CHORD, 2 X 4 SPF 165OF 1.5E. TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS . 2 X 4 HF Stud REACTIONS (Ib/size) 1:F370/0-3-8,3=370/0-3-8 =370/0-3-8,3=370/0-3-8Max. Max.Horz 1=12(load case 6) FORCES R - Load Case Only TOP CHORD 1-2=-667,2-3=-668 THIS TWSS MAY HAVE UD TO L8' X 4.ir NOTCHES FOR OUrir)ONEAS . BOT CHORD 1-4=602,3-4=602 IBV OTHERsi IN Top CHORD AT 24.O.0 00 NOT CUT OR NOTCH PLATES WEBS 2-4=68 OVERHANGS. NOTES OR WITHIN 24• FROM ENDS (UNO) 1 This truss has been checked for unbalanced loading conditions. 2; This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure B 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 Table No. 16-8, UBC 4) This truss has been designed with ANSI/TPI 1-1995 criteria. per -97. LOAD CASE(S) Standard ES A0 n OpROF E3' ;A 056 IS/ 2 9 Of CALO 0 0 0 0 ion russ Iruss lype y y - 01224 P2 ROOF TRUSS ' 1 1 (optional) ous on Lumber Company, o as egas, s ov I e Industries, Inc. n Feb 23 1 0:53 20ul age 4-0-0 8-M 4-0-0 4-M Scale = 1:14.8 44 0 2 4.00 j rr W1 T1 T2 1 3 3x4 .42X4 li 3x4 = 4-0-0 B-0-0 ` 4-0-0 4-0-0 Plate ses - LOADING (psf) TCLL SPACING 2-0-0 CSI DEFL in (loc) I/defl . PLATES GRIP 16.0 TCDL 24.0 Plates Increase 1.25 Lumber Increase .1.25 TC 0.29 _. BC 0.21 VertLL -0.01 4 >999 Vert(TL) -0.03 _ 4 >999 M1120 197/144 BCLL 0:0 Rep Stress Incr NO . WB 0.07 Harz(TL) 0.01 3 n/a BCDL 8.0 Code UBC97/ANSI95.. (Matrix) 1st LC LL Min Udefl = 360 Weight: 25 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Sheathed or 4-10-11 oc purlins. BOT CHORD 2 X 6 SPF 1650F 1;5EBOT CHORD Rigid ceiling directly applied or, 10-0-0 oc bracing. WEBS 2 X 4 SPF No.2 F REACTIONS (Ib/size) 1=592/0-5-8, 3=592/0-5-8 Max Horz 1=-13((load case.6) Max Uplift1=-259(load case 11), 3=-259(load case 14) Max Grav1=912(load case 8), 3=912(load case 7) FORCES (lb) - First Load Case Only TOP CHORD 1-2=985, 2-3=985, BOT CHORD 1-4=896,3-4=896 WEBS 2-4=306 NOTES - 1) This truss has been checked for unbalanced loading conditions. 2 This truss has been designed for the wind loads generated by 75 mph winds at 25 ft above ground level, using 14.0 psf top.chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure B 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 259 Ib uplift at joint 1 and 259 Ib uplift at joint 3. 5 This truss has been designed with ANSI/TPI 1-1995 criteria. 6 This truss has been designed for a total dreg load of 2000 Ib. Connect truss to'resist drag loads along bottom chord from 0-0-0 to 8-0-0 for 250.0 plf. LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform LoadsIf) .Vert: 1- =-80.0, 2-3=-80.0,1-3=77.0 " • �Q�OFESS� q Ivo. 567 E .61 2001. / CW CFC z< ' Received orp: a :page *from x•760 77.1 1163 Sun Vista Dev^: Corp.- 15-02 17:96pm 15-0 CONTRACTORS;" : 760,771 11&a MAR 13 01 4:34PIA, PAGE i/2 " SENT`'BY: HEOOE ELECTRICAL. 'CUSTOMER, t UNVISTA DEVELOPMENT LOT# 86,TRADITIONS DATE, SQUARE FEET ' GDE x• rE'r . e { bw 2 SMALL APPLIANCES "'1'•' - 3 ' MICRO OVEN COOKTOP'ELECTRIC 000}(TOP-GAS =1 : • ;" "` 1 '; , , . WASHER _ DRYER -ELECTRIC' +, (ext -" 1 ; k: ' . i • ti " • [DRYER -GAS, . ' , 3 FAU,,f s,fi f iri, t t POOL FUTURE x } r 1; .. r=• b LANDSCAPE FUTURE TOTAL -WATTS,' :. .. PERCENT WATTSvgm , 1st 10,000 WATTS R€MAINDER a - ,;,; ,2y AIC COMPRESSORS . 8,000 4 ..... TOTAL , z r--' i:+ DIVIDED 9Y 240 V. , ,.. ,AMPS Y. a t r= wCITY O FLA QUI D TA• BUILDING & SAFE 5 ' DEPT" r ." + FOR CONSTRUCTION ; SDArE BY "7 • •,. . - ♦ -. Ela f. ' * - ; ' a + ; , r a ' 41 ^ i -a: ~ t •r y Received 15-02 17:96pm from 760 771 1163 Sun Vista Dev. Corp. page 2 - SENT BY: HEOOE ELECTRICAL CONTRACTORS; 760 771 1163; MAR -13.01 4:34PM; PAGE 212 3•e Ct!(WR 400 AMP SPLIT HMS 08 CU GAS 8 WATER 80M -4 Aff owff MAMMOUSE 1W AMP SU®PANK "C -UX * *6 2 PVC , . "GUI(7a 14#SCiJ 1117PV6 + CONDUIT AS PER IID SINGLE LINE DIAGRAM LOT# 06 TRADITION I I ' •r: .: i r ,f i. a `Tse • r.. ,'r - ''VICE" A AULTI) - • Y ,.J 11 TITLE 24 ENERGY CALCULATIONS, INC. 7544 E. SADDLEHILL-TRAIL, ORANGE, CA 92869 (714) 771-1507' r ° November 29; 2000,{ Owner:.Sun`Vista Development' w ' ` • * .77899 Wolf Road-, #104 . Palm Desert, CA 92260 ' r Designer: Sun`Vista Development «' 77899 Wolf Road, #104 CITY OF LA QUINTA` Palm Desert,,CA'v 92260 BUILDING & SAFETY -DEPT `Project: "Tradition" Lot #86`` `` ,s FOR'CONSTRUCTION Custom Residence &' Guest Suite ' La'Qui nta; California c DArE o 0 13Y . , ri ` STATEMENT•OF CONFORMANCE N 't} 4 This Calculation contains all the building features and performance specifications required for compliance by the California Code of Regulations Title 24; Part 1, , Administrative Requirements;'Part,6, Building Energy Efficiency Standards, and ;. portions of,Title 20, Appliance Efficiency Standards.„When these features are r - incorporated into the arch itectural'pIans the design will be'in c0 mplianc6with the 1998 Energy Efficiency Standards as they apply in Climate Zone ,15 ,using MICROPAS5 Version 5.10, a California Energy Commission approved computer performance method,program. r ” - r. v ` .,. ' 5 • , ;,: s. .. • F°Pre tired B ,, < •. • - ", Rick Maurer w Energy Plans Examiner 'Certificate No: RES -88-1006 and NRE-88-1052 ' California State License No. 502290 C20 • ..A - -,4^:. .Sr .YI . - ` •1.1-' i .'.. iY1y r.E- yt t. f. . i .• _ ' ** SUMMARY SHEET ** Project: Sun Vista_ Development -- La Quinta, CA Zone: 15 "Tradition" Lot #86 Custom Residence & Guest Suite Wall Insulation: R-19 (Min. 2X6 Walls Required) Ceiling Insulation: R-38 Raised Floor Insulation: n/a Slab Edge Insulation: None Glazing Type:. All glass is DUAL PANE except the following, which is SINGLE:, ** Main House Entry Door Glass Shading Devices: No shading devices required. Hard Surface Flooring: None Required . Minimum Furnace AFUE: 80% AFUE Minimum Heating Capacity: 146,976 BTUH Minimum A/C SEER: 12.0 SEER A/C Tonnage: 16.0 Tons (Min.8ens.=120,903 @ 1150) Duct Insulation: R-6.0 Note(s): 1) The main residence requires R-4 or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is in addition to the insulation required by the mandatory measures. 2) The water heaters for the main residence can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. 3) All windows and glass doors will be tinted and have vinyl, wood or fiberglass frames except the segmented nook window and sliding glass doors which can have metal frames.. 10 MANDATORY MEASURES CHECKLIST: RESIDENTIAL (Page I of 2) MF -1R Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (') may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER I ENFORCEMENT Building Envelope Measures: • §150(a): Minimum R-19 ceiling insulation. §150(b): Loose fill insulation manufacturer's labeled R -Value. V• • §150(c): Minimum R-13 wall insulation in wood framed walls or equivalent U -value in metal frame walls (does not apply to exterior mass walls). ✓ • §150(d): Minimum R-13 raised floor insulation in framed floors. §150(1): Slab edge insulation -water absorption rate no greater than 0.3%, water vapor transmission rate no greater than 2.0 perm/inch. / A A §118: Insulation specified or installed meets insulation quality standards. Indicate type and form. §116-17: Fenestration Products, Exterior Doors, and lnfiltration/Exfiltration Controls 1. Doors and windows between conditioned and unconditioned spaces designed to limit air leakage. 2. Fenestration products (except field-fabricated)have label with certified U -value, certified Solar Heat Gain Coefficient (SHGC), and infiltration certification. / V/ 3. Exterior doors and windows weatherstripped; all joints and penetrations caulked and sealed. §150(g): Vapor barriers mandatory in Climate Zones 14 and 16 only. 1 F iZECe O. §150(f): Special infiltration barrier installed to comply with § 151 meets Commission quality standards. §150(e): Installation of Fireplaces, Decorative Gas Appliances and Gas Logs. 1. Masonry and factory -built fireplaces have: a. Closeable metal or glass door b. Outside air intake with damper and control c. Flue damper and control 2. No continuous burning gas pilot lights allowed. Space Conditioning, Water Heating and Plumbing System Measures: §I 10-§ 113: HVAC equipment, water heaters, showerheads and faucets certified by the Commission. .§150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA or ACCA. § 150(i): Setback thermostat on all applicable heating and/or cooling systems. ✓ §150& Pipe and tank insulation 1. Storage gas water heaters rated with an Energy Factor less than 0.58 must be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. 2. First 5 feet of pipes closest to water heater tank, non -recirculating systems, insulated (114 or greater) 3. Back-up tanks for solar system, unfired storage tanks, of other indirect hot water tanks have R-12 external insulation or R-16 combined intemal/extemal insulation. 4. All buried or exposed piping insulated in recirculating sections of hot water systems. 5. Cooling system piping below 55° F insulated. 6. Piping insulated between heating source and indirect hot water tank. July 1, 1999 R MANDATORY MEASURES CHECKLIST: "RESIDENTIAL (page 2 of 2)MF-IR Note: Lowrise residential buildings subject to the Standards must contain these measures regardless of the compliance approach used. Items marked with an asterisk (•) may be superseded by more stringent compliance requirements listed on the Certificate of Compliance. When this checklist is incorporated into the permit documents, the features noted shall be considered by all parties'as minimum component performance specifications for the mandatory measures whether they are shown elsewhere in the documents or on this checklist only. Instructions: Check or initial applicable boxes when completed or enter N/A if not applicable. DESCRIPTION DESIGNER ENFORCEMENT Space Conditioning, Water Heating and Plumbing System Measures: (continued) • §150(m): Ducts and Fans I. All ducts and plenums constructed, installed, insulated, fastened, and sealed to comply with the ICBG 1997 UMC sections 601 and 603; ducts insulated to a minimum installed R-4.2 or ducts enclosed entirely within conditioned space. Openings shall be sealed with mastic, tape, aerosol sealant or other duct closure system that meets the applicable regOiremetns of UL181, UL18IA, or UL181B and other applicable specified tests for longevity given in §150(m).. 2. Exhaust fan systems have back draft or automatic dampers. % 3. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, \/ manually operated dampers. § 114: Pool and Spa Heating Systems and Equipment. 1. System is certified with 78% thermal efficiency, on-off switch, weatherproof operating instructions, no electric resistance heating and no pilot light. 2. System'is installed with: a. At least I 36" of pipe between filter and heater for future solar heating. b. Cover for outdoor pools or outdoor spas. 3. Pool system has directional inlets and a circulation pump'iime switch. § 115: Gas fired central furnaces, pool heaters, spa heaters or household cooking appliances have no'. continuously burning pilot light. (Exception: Non -electrical cooking appliances with pilot < 150 BftAr) S/ Lighting Measures: §150(k)l.: Luminaires for general lighting in kitchens shall have lamps with an efficacy of 40 lumens/watt or greater for general lighting in kitchens. This general lighting shall be controlled by a switch on a readily accessible lighting control panel at an entrance to the kitchen. § I50(k)2.: Rooms with a shower or bathtub must either have at least one luminaire with lamps with an efficacy of 40 lumens/watt or greater switched at the entrance to the room or one of the altematives to ✓ this requirement allowed in § 150(k)2.; and recessed ceiling fixtures are IC (insulation cover) approved. CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 1 CF -1R Project Title.......... Sun Vista Devp. - Lot #86 Date..11/29/00 14:34:18 Project Address........ Tradition ******* La Quinta, California *v5.10* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24 754-4 E Saddlehill Trail Plan Check Date Orange, CA 92869 714-771-1507 Field Check/ Date Climate Zone. ..... 15 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 v5.10 File-SUNVSTI5 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Home & Guest,Suite GENERAL INFORMATION Conditioned Floor Area..... Building Type..... .... .. Construction Type........ Building Front Orientation. Number of Dwelling Units... Number of Stories.. .... Floor Construction Type Glazing Percentage......... Average Glazing _U -value.... Average Glazing SHGC....... Average Ceiling Height..... 5256 sf ., Single Family Detached New Front Facing 45 deg (NE) 1 1 Slab On Grade 23.5 % of .floor area 0.69 Btu/hr-sf-F. 0.55 11 ft • BUILDING SHELL INSULATION Component Frame Cavity Sheathing Type Type R -value R -value Wall Wood R-19 R-n/a Total Assembly R -value U -value Location/Comments R-19 0.065 Front all, Gar. Wall Roof Wood R-38 R-n/a R-38 0.025 Door Wood R-0 R-n/a R-0 0.330 S1abEdge None R-0 R-0 Yes F2=0.760 S1abEdge None R-0 R-0 Yes F2=0.510 Yes Standard Yes Standard Yes FENESTRATION Yes Area U- Interior Orientation (sf) Value SHGC Shading Window Front (NE) 18.0 0.620 0.550 Standard Window Front (NE) 3.5 0.620 0.550 Standard Window Front (NE) 25.0 0.650 0.530 Standard Door Front (NE) 80.0 0.600 0.530 Standard Door Front (NE) 48.0 0.990 0.600 Standard Window Front (NE) 18.0 0.620 0.550 Standard Door Front (NE) 48.0 .0.600 0.530 Standard Door Front (NE) 48.0 0.600 0.530 Standard Door Left (SE) 24.0 0.600 0.530 Standard Window Left (SE) 25.0. 0.650 0.530 Standard Window Left (SE) 3.0 0.600 0.530 Standard Window Left (SE) 70.0 0.720 0.600 Standard Window Left (SE) •30.0 0.600 0.530 Standard Left Wall, Back Wall Right Wall Vented Attic Garage Door ,To Outside To Garage Exterior Shading Over - hang/ Fins Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes Standard Yes CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 2 CF-lR Project Title.......... Sun Vista Devp. - Lot #86 Date..11/29/00 14:34:18 MICROPAS5 v5.10 File-SUNVSTI5 Wth=CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Home & Guest Suite FENESTRATION Interior SHGC Shading 0.550 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.590 Standard 0.530 Standard 0.590 Standard 0.550 Standard 0.530 Standard 0.600 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard THERMAL MASS Area Thickness Type Exposed (sf) Area U_ orientation 2004 (sf) Value Window 'Left (SE) 12.0 0.570 Window Left (SE) 8.0 0.600 Door Left (SE) 48.0' 0.600 Window Left (SE) 8.0 0.600 Door Left (SE) 48.0 0.600 Door Back (SW) 72.0 0.850 Window Back (SW) 30.0 0..600 Door Back (SW) 200.0 0.850 Window Back (SW) 6.0 0.570 Door Back (SW) 24.0 0.600 Window Back (SW), 70.0 0.720 Door Back (SW) 40.0 0.550 Window Back (SW) 25.0 0.650 Window Right (NW) 3.0 0.600 Window Right (NW) 6.0 0.600 Window Right (NW) 25.0 0.600 Door Right (NW) 96.0 0.600 Door Right (NW) 48.0 0.600 Window Right (NW) 25.0. 0.650 FENESTRATION Interior SHGC Shading 0.550 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.590 Standard 0.530 Standard 0.590 Standard 0.550 Standard 0.530 Standard 0.600 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard 0.530 Standard THERMAL MASS Area Thickness Type Exposed (sf) (in) S1abOnGrade Yes 2004 3.5 SlabOnGrade No 3252 3.5 InteriorHorz Yes 194 1.0 InteriorVert Yes 407 1.0 Gas Standard 1 .60 HVAC SYSTEMS Over - Exterior hang/ Shading Fins Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Standard Location/Comments Exp.Conc.Slab-See Note Covered Concrete Slab Tile-Kit:Ctr,Fp,Tub/Sh Tile-Kit.Ctr,Fp,Tub/Sh Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Minimum Duct Duct Tested Duct ACOA Thermostat Equipment Type Efficiency Location R -value Leakage Manual D Type Furnace 0.800 AFUE Attic R-6 No No Setback AirCond 12.00 SEER Attic R-6 No No Setback Tank Type WH1 HOUSE Storage WH2 GUEST Storage WATER HEATING SYSTEMS Number Tank External in Energy Size Insulation Heater Type Distribution Type System Factor (gal) R -value Gas Recirc/TimeTemp 2 .60 50 R- n/a Gas Standard 1 .60 50 R- n/a CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 3 CF-iR Project Title.......... Sun Vista Devp. - Lot #86 Date..11/29/00 14:34:18 MICROPAS5 v5.10 File-SUNVSTI5 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer.Title.24 Run -Custom Home & Guest Suite SPECIAL FEATURES AND MODELING ASSUMPTIONS *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a High Mass Design. This building incorporates non-standard Duct R -value. Leaks in the air distribution system connections shall not be sealed with cloth backed rubber adhesive duct tapes unless such.tape is used in combination with mastic and drawbands. This building incorporates non-standard Water Heating System REMARKS - 1) The main residence requires R-4 or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is in addition to the insulation required by the mandatory measures. 2) The water heaters for the main residence can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. 3) All windows and glass doors will be tinted and have vinyl, wood or fiberglass frames except the segmented nook window and sliding glass doors which can have metal frames. 4) The following rooms will have"hard surface,flooring: ** Entry/Gallery/Hall. ** Dining ** Family ** Service ** Kitchen/Nook/Pantry ** Bar/Wine/Powder E CERTIFICATE OF COMPLIANCE: RESIDENTIAL Page 4 CF -1R Proiect Title.......... Sun Vista Deva. - Lot #86 Date..11/29/00 14:34:18 MICROPAS5 v5.10 File-SUNVSTI5 Wth-CTZ15S92 Program -FORM CF -1R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Home & Guest Suite COMPLIANCE STATEMENT This certificate of compliance lists the building features and performance specifications needed to comply with Title -24, Parts 1 and 6 of the California Code of Regulations, and the administrative regulations to implement them. This certificate has been signed by the individual with overall design responsibility. 'When this certificate of compliance is submitted for a single building plan to be built in multiple orientations, any shading feature that is varied is indicated in the Special Features Modeling Assumptions section. DESIGNER or OWNER DOCUMENTATION AUTHOR Name.... Name.... Rick {Maurer Company. Sun Vista Development Company: Rick Maurer Title 24 Address. .77899 Wolf Road, #104 Address. 7544 E Saddlehill Trail Palm Desert,.CA 92260 Orange, CA 92869 Phone... (760) 772-2626 Phone... 714-771_-1507 License. Signed.. igned.. Ley date at ENFORCEMENT AGENCY ` Name... Title... Agency.. Phone... Signed.. date a COMPUTER METHOD SUMMARY Page 1 C -2R Project Title........... Sun Vista Devp. - Lot #86 Date..11/29/00 14:34:18 dd d. ******* Project A ress........ Tra ition La Quinta, California *v5.10* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24 7544 E Saddlehill'Trail Plan Check Date Orange, CA 92869 714-771-1507 Field Check/ Date Climate Zone. ..... 15 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc. MICROPAS5 x5.10 File-SUNVSTI5 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Home & Guest Suite Zone Type HOUSE Residence MICROPAS5 ENERGY USE SUMMARY " Building Type .............. Energy Use Standard Proposed Compliance (kBtu/sf-yr) Design' Design Margin Space Heating.......... 3.29- 3*.29 0.00 Space Cooling..,........ 38.59 36.05 2.54 Water Heating.......... 5.42 .6.91 -1.49' .Total 47.30 46.25 1.05 *** Building complies with Computer Performance *** GENERALINFORMATION Conditioned Floor Area..... 5256 sf Building Type .............. Single Family Detached Construction Type.......... New Building Front Orientation. Front Facing`45.deg (NE) Number of Dwelling Units... 1 Number of Building Stories. 1 Weather Data Type.......'... ReducedYear' Floor Construction'Type..... Slab On Grade Number of Building Zones... 1 Conditioned Volume......... 57816 cf Slab -On -Grade Area......... 5256 sf Glazing Percentage......... 23.5 % of floor area Average Glazing U -value.... 0.69 Btu/hr-sf-F Average Glazing'SHGC....... 0.55 Average Ceiling Height..... 11 ft BUILDING ZONE INFORMATION Floor # of Vent Vent' Area Volume Dwell Cond- Thermostat Height Area (sf) (cf) Units itioned. Type (ft) (sf) 5256 57816 1.00 Yes Setback 2.0 Standard Air Leakage Credit RE COMPUTER METHOD SUMMARY Page 2 C -2R Project Title.......... Sun Vista Devp. - Lot #86 Date..11/29/00 14:34:18 MICROPAS5 v5.10 File-SUNVSTI5 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Home & Guest Suite OPAQUE SURFACES Area U- Insul Act Solar Form 3 Location/ Surface (sf) value R-val Azm Tilt Gains Reference Comments HOUSE 1 Wall 702 0.065 19 45 90 Yes None Front Wall 2 Wall 199 0.065 19 45- 90 No None Gar. Wall 3 Wall 1165 0.065 19 135 90 Yes None Left Wall 4 Wall 33 0.065 19 135 90 No None Gar. Wall 5 Wall 743 0.065 19 225' 90 Yes None Back Wall 6 Wall 1271 0.065 19 315 90 Yes None Right Wall 7 Roof 5256 0.025 38 n/a 0 Yes None Vented Attic 8 Door 21 0.330 0 45 90 No None Garage Door Door Front (NE) 48.0 PERIMETER LOSSES 45 90 9 Door Length F2 Insul Solar 0.530 135 90 Surface (ft) Factor R-val Gains Location/Comments 0.530 HOUSE 90 11 Window Left (SE) 3.0 0.600 9 SlabEdge 465 0.760 R-0 No To Outside 70.0 0.720 10 S1abEdge 23 0.510 R-0 No To Garage 30.0 0.600 0.530 135 90 FENESTRATION SURFACES Left Orientation Area U- Act Exterior Shade Interior Shade (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC HOUSE 1 Window Front (NE) 18.0 0.620 0.550 45 90 2 Window Front (NE) 3.5 0.620 0.550 45 90 3 Window Front (NE) 25.0 0.650 0.530 45 90 4 Door Front (NE) 80.0 0.600 0.530 45 90 5 Door Front (NE) 48.0 0.990 0.600 45 90 6 Window Front (NE) 18.0 0.620 0.550 45 90 7 Door Front (NE) 48.0 0.600 0.530 45 -90 8 Door Front (NE) 48.0 0.600 0.530 45 90 9 Door Left (SE) 24.0 0.600 0.530 135 90 10 Window Left (SE) 25.0 0.650 0.530 135 90 11 Window Left (SE) 3.0 0.600 0.530 135 90 12 Window Left (SE) 70.0 0.720 0.600 135 90 13 Window Left (SE) 30.0 0.600 0.530 135 90 14 Window Left (SE) 12.0 0.570 0.550 135 90 15 Window Left (SE) 8.0 0.600 0.530 135 90 16 Door Left (SE) 48.0 0.600 0.530 135 90 17 Window Left (SE) 8.0 0.6000.530 135 90 18 Door Left (SE) 48.0 0.600 0.530 135 90 19 Door Back (SW) 72.0 0.850 0.590 225 90 20 Window Back (SW) 30.0 0.600 0.530 225 90 21 Door Back (SW) 200.0 0.850 0.590 225 90 22 Window Back (SW) 6.0 0.570 0.550 225 90 23 Door Back (SW) 24.0 0.600 0.530 225 90 24 Window Back (SW) 70.0 0.720 0.600 225 90 25 Door Back (SW) 40.0 0.550 0.530 225 90 2.6 Window Back (SW) 25.0 0.650 0.530 225 90 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 COMPUTER METHOD SUMMARY Page 3 C -2R Project Title.......... Sun Vista Devp. - Lot #86 Date..11/29/00 14:34:18 MICROPAS5 v5.10 File-SUNVSTI5 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Home & Guest Suite Orientation FENESTRATION SURFACES Area U- Act Exterior Shade Interior Shade (sf) Value SHGC Azm Tilt Type/SHGC Type/SHGC 27 Window Right (NW) 3.0 0.600 0.530 315 90 28 Window Right (NW) 6.0 0.600 0.530 315 90 29 Window Right (NW) 25.0 0.600 0.530 315 90 30 Door Right (NW) 96.0 0.600 0.530 315 90 31 Door Right (NW) 48.0 0.600 0.530 315 90 32 Window Right (NW) 25.0 0.650 0.530 315 90 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.76 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 Standard/0.68 OVERHANGS AND SIDE FINS Window- Overhang Left Fin Right Fin - Area Left Rght Surface (sf) Wdth Hgth Dpth Hght Ext Ext Ext Dpth Hght Ext Dpth Hght HOUSE 1 Window 18.0 n/a 6.0 1.5 1.5 n/a n/a n/a n/a n/a n/a n/a n/a 2 Window 3.5 n/a 1.5 1.5 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 3 Window 25.0 n/a 5.0 1.0 0.3 n/a n/a n/a 'n/a n/a n/a n/a n/a 4 Door 80.0 n/a 8.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 5 Door 48.0 n/a 8.0 3.5 4.3 n/a n/a n/a n/a n/a n/a n/a n/a 6 Window 18.0 n/a 3.0 3.5 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 7 Door 48.0 n/a 8.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 8 Door 48.0 n/a 8.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 9 Door 24.0 n/a 8.0 7.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 10 Window 25.0 n/a 5.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 11 Window 3.0 n/a 2.0 20. 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 12 Window 70.0 n/a 9.3 3.5 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 13 Window 30.0 n/a 5.0 2.0 3.8 n/a n/a n/a n/a n/a n/a n/a n/a 14 Window 12.0 n/a 2.0 0.5 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 15 Window 8.0 n/a 2.0 2.0 3.8 n/a n/a n/a n/a n/a n/a n/a n/a 16 Door 48.0 n/a 8.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 17 Window 8.0 n/a 2.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 18 Door 48.0 n/a 8.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 19 Door 72.0 n/a 8.0 10. 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 20 Window 30.0 n/a 6.0 1.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 21 Door 200.0 n/a 10. 14. 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 22 Window 6.0 n/a 2.0 7.5 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 23 Door 24.0 n/a 8.0 7.5 2.0 n/a n/a n/a n/a n/a n/a n/a n/a 24 Window 70.0 n/a 9.3 7.5 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 25 Door 40.0 n/a 8.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 26 Window 25.0 n/a 5.0 5.0 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 27 Window 3.0 n/a 2.0 0.5 0.3 n/a n/a n/a n/a n/a n/a n/a n/a 28 Window 6.0 n/a 3.0 11.5 0.5 n/a n/a n/a n/a n/a n/a n/a n/a 29 Window 25.0 n/a 5.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 30 Door 96.0 n/a 8.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 31 Door 48.0 n/a 8.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a 32 Window 25.0 n/a 5.0 2.0 1.8 n/a n/a n/a n/a n/a n/a n/a n/a COMPUTER METHOD SUMMARY Page 4 C -2R Project Title.......... Sun Vista Devp. - Lot #86 Date..11/29/00 14:34:18 MICROPAS5 v5.10 File-SUNVSTIS Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User -Rick Maurer Title 24 Run -Custom Home & Guest Suite THERMAL MASS Tank Type WH1 HOUSE 1 Storage WH2 GUEST 2 Storage Heater Type Gas Gas WATER HEATING SYSTEMS Number Tank in Energy Size Distribution Type System Factor (gal) Recirc/TimeTemp Standard 2 .60 1 .60 SPECIAL FEATURES AND MODELING ASSUMPTIONS 50 50 External Insulation R -value *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a,High Mass Design. This building incorporates non-standard Duct R -value. Leaks in the air distribution system connections shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. This building incorporates non-standard Water Heating System REMARKS 1) The main residence requires R-4 or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is in addition to the insulation required by the mandatory measures. 2) The water heaters for the main residence can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. R- n/a R- n/a Area Thick Heat Conduct- Surface - Mass Type (sf) (in) Cap ivity UIMC R -value Location/Comments HOUSE 1 S1abOnGrade 2004 3.5 28.0 0.98 4.60 R-0.0 Exp.Conc.Slab-See Note 2 S1abOnGrade 3252. 3.5 28.0 0.98 1.80 R-2.0 Covered Concrete Slab 3,InteriorHorz 194 1.0 24.0 0.67 1.70 R-0.0 Tile-Kit.Ctr,Fp,Tub/Sh 4 InteriorVert 407 1.0 24.0 0.67 1.70 R-0.0 Tile-Kit.Ctr,Fp,Tub/Sh HVAC SYSTEMS Minimum Duct Duct Tested Duct ACCA Duct System Type Efficiency. Location R -value Leakage Manual D Eff HOUSE Furnace 0.800 AFUE Attic R-6 No No 0.770 AirCond 12.00 SEER Attic R-6 No No 0.626 Tank Type WH1 HOUSE 1 Storage WH2 GUEST 2 Storage Heater Type Gas Gas WATER HEATING SYSTEMS Number Tank in Energy Size Distribution Type System Factor (gal) Recirc/TimeTemp Standard 2 .60 1 .60 SPECIAL FEATURES AND MODELING ASSUMPTIONS 50 50 External Insulation R -value *** Items in this section should be documented on the plans, *** *** installed to manufacturer and CEC specifications, and *** *** verified during plan check and field inspection. *** This building incorporates a,High Mass Design. This building incorporates non-standard Duct R -value. Leaks in the air distribution system connections shall not be sealed with cloth backed rubber adhesive duct tapes unless such tape is used in combination with mastic and drawbands. This building incorporates non-standard Water Heating System REMARKS 1) The main residence requires R-4 or greater insulation on .75 inch or larger hot water main lines or recirculating lines. This is in addition to the insulation required by the mandatory measures. 2) The water heaters for the main residence can have a recirculating pump with a thermostatic controller and time clock, or a hot water demand type recirculating system. R- n/a R- n/a 'COMPUTER,METHOD SUMMARY Page 5 C -2R Project Title.......... Sun Vista Devp. - Lot #86 Date..11/29/00 14:34:18 MICROPAS5 v5.10 File-SUNVST15 Wth-CTZ15S92 Program -FORM C -2R User#-MP0357 User-Rick"Maurer Title 24 Run -Custom Home & Guest Suite REMARKS 3) All windows and glass doors will be tinted and have vinyl, wood or fiberglass frames except the segmented nook window and sliding glass doors which can have metal frames. 4) The following rooms -will have hard surface flooring: ** Entry/Gallery/Hall ** Dining ** Family ** Service ** Kitchen/Nook/Pantry ** Bar/Wine/Powder I= HVAC SIZING Page 1 HVAC Project Title.......... Sun Vista Devp.. - Lot #86 Date..11/29/00`14:34:18 Project Address........ Tradition ******* La Quinta, California *v5.10* Documentation Author... Rick Maurer ******* Building Permit Rick Maurer Title 24 7544 E Saddlehill Trail Plan Check Date Orange, CA 92869 714-771-1507 Field Check/ Date Climate Zone. ..... 15 Compliance Method...... MICROPAS5 v5.10 for 1998 Standards by Enercomp, Inc'. MICROPAS5 v5.10 File-SUNVSTI5 Wth-CTZ15S92 Program -HVAC SIZING User#-MP0357 User -Rick Maurer Title 24 Run -Custom Home & Guest Suite GENERAL INFORMATION Floor Area ................. 5256 sf Volume.. ............ 57816 cf Front Orientation.......... Front Facing 45 deg'(NE) Sizing Location............ LA QUINTA Latitude... .... ...... 33.7 degrees Winter Outside Design...... 32 F Winter.Inside Design....... 70 F Summer Outside Design...... 112 F Summer Inside Design....... 78 F Summer Range..... .. ..34 F Interior'.ShadingUsed...... No Exterior Shading Used...... Yes` Overhang Shading Used...... Yes Latent Load Fraction....... 0.30 HEATING AND COOLING LOAD SUMMARY Sensible Load .................. 113059 120903 Latent Load.. ..... ............ n/a 36271 Minimum Total Load 113059 157174 Note: The loads shown are only one of the criteria affecting he selection of HVAC equipment. Other relevant -design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider, all factors when selecting the HVAC equipment. Heating Cooling Description (Btuh) (Btuh) Opaque Conduction and Solar...... 29291 15716 Glazing Conduction............... 32204 28814 Glazing Solar................ .. n/a 28543 Infiltration................41286 27139 Gain Internal ..... ......... .....: n/a 9700 Ducts ............................ 10278 10991 Sensible Load .................. 113059 120903 Latent Load.. ..... ............ n/a 36271 Minimum Total Load 113059 157174 Note: The loads shown are only one of the criteria affecting he selection of HVAC equipment. Other relevant -design factors such as air flow requirements, outside air, outdoor design temperatures, coil sizing, availability of equipment, oversizing safety margin, etc., must also be considered. It is the HVAC designer's responsibility to consider, all factors when selecting the HVAC equipment. MICROPAss Table 2-2. Standard U-t•alues of Wood Frame Roofs/Ceilings and walls, Roo f/Ceiling Framine Reference-' Insulation Spacing Name U-value R-03 R-03 16" o.c. R-0-2X6.16 0.299 R-113 24" o.c. R.OZX4.24 0.306 R-1 13 16" o.c. R.1I?X6.16 0,077 R-133 - 24" O.C. R. I 1 ?X4.24 0.076 R-133 16" o.c. R.13 2X6.16 0.069 R-19 24" o.c. R.13 2X4.24 0.068 16" o.c. R.19?X8. 16 OAS t R-!9 24" o.c. R. 19.2X4.24 0.047- R-22 16" o.c. R.22?XI0.16 0.044 R-22 24" O.C. R.32.2X4.24 0.041 R-30 16" o.c. R?0.2X10.16 0.036 R-30 16" o.c. R.30 2XI2.16 0.035 R-30 24" o.c. R.30.2X4.24 0.031 R-38 16" O.C. R.3S.2X12.16 0.029 R-38 16" o.c. R.38.2X14.16 / 0.028 R-38 24" o.c. R.38.2X14?4' - 0.025 //ko ' R-49 16" o.c. R.=9?X4.16 R-49 24" 24" o.c. R.49.2X4.24 0.019 Wall Insulation R-03 R-03 16" o.c. W-0.3X4.16 0.386 R•73 2.'" o.c- R'.0?. 0.393 R-73 16" o.c. W.7.2X4:16 0.130 R-1 13 24" o.c. W.7.2X4 24 0.127 R-1 13 16' o.c. W.I 1.2X4.16 0.098 24" O.C. W. I 1.2X-'. 24 0.095 R-13 16" o.c. W. 13.2X4:16. 0.088 R-13 14" o.c. W. 13.2X,'.24 0.055 R- 15 R-15 16" o.c. W. 15.2X4.16 0.081 24" o.c. W.15?X4:24 0.077 R-19 16" o.c. W. 19.2X6.16 0.065 R- 19 .4" O.C. W,19 2X6.24 0.063 R-21 16' o.c. W-21.2X6.,16 0.059 R-21 24" O.C. Ni'.21?X6.24 - 0.056 R-25 R-29 16" o.c. W.25.2X6.16 0.046 Solidcore wood 167_o.c. W-29?X4.I6 0.035 door (no insulation) D.O.SCW ' 0.330 1-. Based on ASHRAE Parallel heat Flow Calculation. ASHRAE Handbook of Fundamentals. 2. These Reference Names are taken from Appendix H of the Residential Manual. 3. Does not meet the minimum level required as a mandator measure (see Part 2.2 of the Residential 4. Roof/ceilins assemblies whose reference names list 2x4 framins include Afm:ual)- an attics ace. 3 2-3.4 COtv1PLIANCE 06/10/99. - m 1999 by Ertert:omp, Inc Chapter Z INPUT REFERENCE Table 2-4. Standard U -Values of 'food Foatn Panel Roofs/Ceilings and it'allsl Table 2-3. Standard U-Yalues of hood Frame Raised Floors' Floor Reference-' Reference-' t Insulation Condition Name ame U_Value R-03 No crawlspace FXO.M.16 0.339 R-1 13 Crawlspace FCO.2X6.16 0.097 R-1 i 3 1\o crawlspace FX11.2X6.16 0.071 R-13 Crawlspace FC11.2X6.16 0.049 R-13 No crawlspace ' FXI3.2X6.16 0.064 R-19 Crawlspace FC13.2X6.16 0.036 0.046 R-19 No crawlspace FX 0.048 R-21 Crawlspace FC I 9.2X8. 16 0.037 R-31 No crav-Ispace Fa21.2X8. 16 0.035 R-30 Crawlspace FC21.2X8.16 0.035 R-30 \'o crawispace FX30.2X10.I6 0.034 R-7 Crawlspace FC30.2X10.16 - 0.028 I. Based on RSHRAE Parallel heat Flo- Calculation, ASHRAE Handbook of Fundamentals. 0:64 r 2. The Names given to the standard assemblies used to calculate these U -values in Appendix H of the Residential Manual. 3. Does not meet the minimum level required as a mandator- measure (see Part 2.3 of the Residential ,ifa ural). Table 2-4. Standard U -Values of 'food Foatn Panel Roofs/Ceilings and it'allsl Roof/Ceiling Framing Reference-' Insulation Spacing —=— \'arae r U -t slue - R-1 1 3 48- O.C. R-22 RP. 14.2X,.,8 0.064 48" o.c. R-28 48" RP -2 ,, - -2 a6.48 0.044 O.C. R-36 3$" O.C. RP.28.2X8.48 0.035 . %VaII Insulation ZP,36.2X10.38 .0.028 R-1-4 48- O.C. R-'-'- WP.14.2X4.48 71 0.04 48" O.C. «'P._22 > - _ 638 0.039 I. Based on RSHRAE Parallel heat Flow Calculation, ASHRAE Handbook of Fundamentals. 2. The names given to the standard assemblies used to calculate these U -Values inAppendix H of the Residenrial.lfarrual. 3. Does not meet the minimum level required as a mandator• measure (see Part 2.2 of the Residential Manual). Table 2.5. Slab Edge Heat Loss Rate (F2 Factor) F Insulation R -Value Insulation Depth (in.) R-0 R-3 R-5 R-7 0 8 0.76 '0.76 0.76 0.76 18 0.76 0.66 0.64 0:64 0.16 0 .62 0.58 0.56 0.76 0.58 0.54 24 0.51 1 0.76 0.57 0.53 0.50 © 1999 by Enercomp, Inc. 06/10/99 COtv1PLlANCE 2 3 5 - MICROPASS Table 2-6. Default Fenestration Product U -Values (this table to be used by manufacturer's to establish a U -value rating without performance testing) Single Pane Double Pane Frame Type t Product Type U -value U-valui:2 Metal Operable 1.38 0.87 Metal Fixed 1.19 0.72 Metal Grecahouse/Garden window 2.26 1.40 ?Metal Doors (?S 0.85 Metal Skylight , 1.72 0.94 Metal. Thermal Break Operable 0.71 Metal. Thermal Break Fixed 0.60 Metal. Thermal Break "Grecnhouse/Garden window 1.12 Metal. Thermal Break Doors 0.61 Metal. Thermal Break Skylight 0.80 010* Non -?Metal Operable 0.99 0.60 Non -Metal Fixed 1.04 0.57 Non -Metal Doors 0.99 0.55 Non -Metal Greenhouse/Garden windows 1.94 1.06 Non -Metal Skylight 1.47 0.68 I. Ntetal includes any field -fabricated product with metal cladding. Non-metal framed manufactured fenestration products with metal cladding must add 0.03 to the listed U - value. Non -Metal frame types can include metal fasteners. hardware. and door thresholds. Thermal break product dcsi_en characteristics are: a. The material used as the :hermal break must have a thermal conductivity of not f more than 3.6 Btu-inch/hr/ft?t=F. b The thermal break must produce a cap of not less than 0.210-'. and c All metal members of the fenestration product exposed to interior and exterior air must incorporate a thermal break meeting the criteria in (a) and (b) above. In addition. the fenestration product must be clearly labeled by the manufacturer that it qualifies as'a thermally broken product in accordance with this standard. 2. For all dual glazed fenestration products. adjust the listed U -values as follo«•s: a. Subtract 0.05 for spacers of 7/16" or wider. b. Subtract 0.05 for products certified by the manufacturer as low -E glazing. C. Add 0.05 for products with dividers between panes if spacer is less than 7116' wide. d. Add 0.05 to any product with true divided lite (dividers through the panes). (� !rote: - U-values/Operator t)pes: The default U -value of fenestration product changes based on the operator type. for example. a sliding-rj pe a indo�t a ill hart a different U -value than a fired «•indow that is otherwise identical (see Table 2-6) As the U -value, orientation, tilt, shading device, solar !teat gait coefficient. overhang and frit conflguratiort are all input variables. it is recommended that each Window of a building be entered into MICROPAS individnalh•. 2-38 COMPLIANCE 061101-99. 0 1999 by Enercomp, Inc Chapter 2: INPUT REFERENCE Note - La6eling: As of Januar- 1. 1993. all fenestration products used for new. retrofit or remodel construction, must display a label stating the window line's perfonnance.8egrnning in July 1999. the only exception to labeling is for field fabricated fenestration products. These are products constructed at dee building site from materials not cut or formed with the intention of making a fenestration product. All other products must be labeled with a CEC Default or NFRC-rated U -value and solar /rear gain coefficient (see Table 2-6 and Table 2-7). Table 2-7. Default Solar Neat Gaut Coefficient SHGC = Solar Heat Gain Coefficient .dote Lox --e Glass Default SHGC: Although low -e glass is a coated product, for purposes of compliance. if you do not have or A'FRC value for the SHGC. use the uncoated values front Table 2-7. Low-e•glcss is nor c tinted product. Glazing Area The area for glazing or fenestration products is calculated from the nominal (e.g.. 5030) or rough opening dimensions. Doors: Any door havin_ glass must be entered in MICROPAS as glazing area. For any door with an KFRC rating (doors with more than 50 percent of their surface arca made up of glass), the entire area of the door must be entered in MICROPAS as glazing area. since the product rating is for the entire door. For doors with 50 percent or less of their surface area made up of class enter either the entire door area as glazing or the actual area of glass plus a two inch frame extending on all sides (the remaining door area is modeled as an OPAQUE SURFACE. The U -value and solar heat gain coefficient of the door is taken from Table 2-6 and Table 2-7 or manufacturer data. Greenhouse (garden) Windows: Greenhouse %indow glazing area is calculated using the rough opening for the unit (see Fi_ure 2-23). The typically higher U -value of greenhouse windows accounts for additional heat loss from the projecting top, sides and bottom of the unit. Glazing Orientation Orientation (azimuth) for fenestration, products is always relative to the designated "front" orientation (referred to as the Plait Azimuth) (see Table 2-1). The designations 'Right' and Left' are from the perspective of someone outside. facing the franc of the house. Also see Figure 2-18 (under opaque surfaces) for a sample diagram- ® 1.999 by Enercomp, Inc. 0&10/99 COIvpL1ANCE 2-,39 Total Window SHGC Frame Type Product Giazine Single Pane Double Pane Metal Operable~ - • Uncoated o.s0 ---------- 0.70 Metal Fixed Uncoated 0.83 0.73 :Metal Operable Tinted 0.67 0.59 'Metal Fixed Tinted 0.68. 0.60 r)l000'* Metal. Thermal Break Operable Uncoated 0.72 0.63 ?Metal. Thermal Break Fixed Uncoated 0.78 0.69 :Metal. Thermal Break Operable Tinted 0.60 0.5: Metal. Thermal Break Fixed Tinted 0.65 0.57 Kon -Metal Operable Uncoated 0.74 0.65 Kon -?Metal Non -Metal Fixed Operable Uncoated" Tinted 0.760.67 0.60 0.53 Kon -metal Fixed Tinted 0.63 0-55 SHGC = Solar Heat Gain Coefficient .dote Lox --e Glass Default SHGC: Although low -e glass is a coated product, for purposes of compliance. if you do not have or A'FRC value for the SHGC. use the uncoated values front Table 2-7. Low-e•glcss is nor c tinted product. Glazing Area The area for glazing or fenestration products is calculated from the nominal (e.g.. 5030) or rough opening dimensions. Doors: Any door havin_ glass must be entered in MICROPAS as glazing area. For any door with an KFRC rating (doors with more than 50 percent of their surface arca made up of glass), the entire area of the door must be entered in MICROPAS as glazing area. since the product rating is for the entire door. For doors with 50 percent or less of their surface area made up of class enter either the entire door area as glazing or the actual area of glass plus a two inch frame extending on all sides (the remaining door area is modeled as an OPAQUE SURFACE. The U -value and solar heat gain coefficient of the door is taken from Table 2-6 and Table 2-7 or manufacturer data. Greenhouse (garden) Windows: Greenhouse %indow glazing area is calculated using the rough opening for the unit (see Fi_ure 2-23). The typically higher U -value of greenhouse windows accounts for additional heat loss from the projecting top, sides and bottom of the unit. Glazing Orientation Orientation (azimuth) for fenestration, products is always relative to the designated "front" orientation (referred to as the Plait Azimuth) (see Table 2-1). The designations 'Right' and Left' are from the perspective of someone outside. facing the franc of the house. Also see Figure 2-18 (under opaque surfaces) for a sample diagram- ® 1.999 by Enercomp, Inc. 0&10/99 COIvpL1ANCE 2-,39 Chapter 2: INPUT REFERENCE Note — Interior and Exterior. Shading TypesSolar Neat Gaut Coefficients: Br choosing either 'Standard' or 'Nolte' as the shading device type, the CEC standard assure prion for interior and exterior shading is modeled by MICROPAS (drapes and bug screens on gjazi,rC other than skylights. and no interior or exterior shading on skylights). ` Table 2-8. Solar Near Gain Coefficientsfor Interior Shading Devices Standard: Drapery 0.681 Blinds: Venetian Blinds. Vertical Blinds or MiniBlinds 0.47 Roller Shade Opaque Roller.Shades 0.472 None (for Skylights only) 100 None (for vertical _lazing surfaces) . 0.68 1. 0.68 is the default value used when there is no interior shading device installed on vertical fenestration products. 2. On January 1. 2002. Opaque Roller Shades must be modeled with a 0.68 SHGC. Table 2.9. Solar Heat Gain Coefficients for Exterior Shading Devices w/ Single Pane Shading Device2 Clear Glass3 Standard (Bu: Screens) 0.76 i Woven Exterior Shades.reens (53x 16/inch weave) 0.30 Louvered Shadescreens /louvers as wide as openings 0.30 27 Low Sun angle (LSA) Louvered Shadescreens 0.13 Roll down (awnings. blinds, or slats) 0.13 \one (for skylights only) 100 None (for vertical dazing surfaces), 0.76 Substantially Shaded/Building Shade 0.20 I. Exterior operable awnings (canvas, plastic or metal) except those that roll vertically down and cover the entire window, should be treated as overhangs: 2. Standard bug `screens are assumed for all vertical glazing unless replaced by other exterior shade screens. The SHGC for bug screens is an area-weighted value that assumes that the screens are only on operable windows. The SHGC of exterior shade screens that are applied to some of the window areas is area-weighted with the SHGC of bug screens for the remainder of the glazing. 3. Reference'-lass for SHGCs is 1/8 inch double strength sheet (DSS) glass. Values from the Residenrial ifalrual. ® 1.999 by Enercomp, Inc. 06/10/99— / 1 COMPLIANCE `'t 1 11/22/00 12:00 FAX 760340550 Lam ohn`son C�01 I II GLAZING -AREAII 19M y373 + 8 S3 = SZSio PMF,AV, E Z88.S N to x 3 N x L= Fr yvesr ovq. 3 x co = 8 Fr x vesT girl• 3° /L►?, s 3.SN, Fix jve5T SVIM SXs = ZS O X 3 = 1 $ N^ InV5/c x8 = yFr hl F•v DWNP/L -5. tpx s' = y r F. o. TOTAL. GLAMIN = I Z 3 , S G Vvt Nene- 5 . 9 x g = 7L s (,, SKYLIGHTS EA'M • ?'0 x /0 = Z'ov S 6.O O Y- . % t = to WAS X rxpK axe 7 x 9y '70xeo seSr»en.S G,Vesr S'AF = 40 17-1F.AP ST 5xS L5-< o yve r 3 xy = 2,14 F,v. o wnen..vfST X.ro wren.25x,4.• i. x.30 r?. wN P/ -L I V. ( x 8= c oj9)F,i4r,O01- -7 9y -70 F 00' mvs1 xs' = ySfmrojp"Tw S `1 S% G, e~- s X.5, -- i S PMF,AV, E Z88.S N to x 3 N x L= Fr yvesr ovq. 3 x co = 8 Fr x vesT girl• 3° /L►?, s 3.SN, Fix jve5T SVIM SXs = ZS O X 3 = 1 $ N^ InV5/c x8 = yFr hl F•v DWNP/L -5. tpx s' = y r F. o. TOTAL. GLAMIN = I Z 3 , S G E ' ENT O R EQUAL- - SV N V 15TA P>E'V p. A.M E.RI GAN- WATER 1-1 EA-T-. ZS MAOI T10Q :'. La-T eke GAiMIEL _G_O_. H.EATIt-1 .A/C- I-A C VI TA, GA.. O' NE STOPAIi FAM.1I-y EMS2y - - p TAGI-:Er1 epevaoom 2+3 wl_T BA2 t lvs,c G►v ST _ STH 2t3 bUTGHEAJ Ll lwt. , PWDf2 tpv) TE SERV le. E OwmeassulTe ...... _. boo/. eTv__-O-uTP_uT _... _..15,000 113,000 931000. ._ __.53,000 _ .CFM_. _ ...► SAO _ . ZZ35 _ . .235 _._._..l3.00. _ .... _ .. VF-v T,..G..o.0..4 ,.,_Go. . __ — _ _ - _ c,O5AA,03 _.__.__...__... _. . 1- .ae.►z..Goo G_.Go1 cE3t&A048 cE3,aA0(o0. S"2-;OAAO(0 _; - _._............ GoN.gEN. IN.I . UN►T St RcO IZ gRGO(O O gj$Stc.O DO $' LG.0,3( _ ..._.__.. __._.. 5EE_R. M IPI, 12, t7 To Nom. 3 l L - S S - . 2I/2- - .... ------ _. H0l 5 0O S5,000.... 55,000--l- Z9)(000 . t. 5 ° z9139 1 39 ,900 .. _ 59j9 00 2 I 1 )H _........ k/ATEIZ t7rw 0) . 6, 52.- SOI BIB -3N S A . .esY ..t-off _.__._.._. _ ... _ ....N/A.. . . ................._..__._-.__...__._.___. _._____..N%A..........._ ...... _ .._._.-_ _EN_EiZGY__.FA -_T..QR _.._.._. ... ►100.-.........._ _ 5'4'T TANK w,IZA- - ........ Nt2T . _ R.-(o. O _►.N.SV<.-ATID.N_.....2.' `Q.D,_.. oN OVG't . LN._.VIJG01Nb1TIc N D. SPAG - HEATING & COOLING Product 58PAV Data High -Efficiency Induced -Combustion Upflow Furnace Input Capacities: 45,000 thru 155,000 Btuh Copyright 1996 Carrier Corporation 80% AFUE At Budget Price Carrier provides an 80% Annual Fuel Utilization Efficiency (AFUE) gas furnace for the budget conscious consumer and builder. The 58PAV offers the same high quality you demand and receive from Carrier. The cabinet is constructed from a specially selected galvanized steel. There is also double protection for the cabinet. First, a galvanized steel substrate provides resistance to rusting. Then the cabinet is constructed of prepainted steel — the same high- quality finish found on refrigerators and dishwashers. The 58PAV offers a hot surface ' ignition system which provides a superior and more reliable ignition system than older spark relight systems. The heat exchangers are constructed of aluminized steel and covered by a 20 -year Limited Warranty. They are Carrier's patented Super -S heat'exchangers that improve heat transfer and enable downsizing of this furnace to only 40 -in. tall. To improve the sound level, we have incorporated a soft mount inducer assembly and a slow opening gas valve. Thecontrol board is the brain of this induced -combustion gas furnace. It offers a unique self -test feature that checks all the major functions of the furnace within 1 minute- The control board also features a 3 -amp fuse that protects the transformer and control board. Another feature on.the control board is a LED status indicator light to ensure top furnace performance. Form No. 58PAV-6PD Carrier accessories* 1 S/E C r FILTER r t 4 nLTER \ A FURNACE A93067 RETURN -AIR PLENUM Custom made return -air plenum can be mounted on either side of the furnace. Includes washable filters. A 25 in. B 16 in. C 39-7/8 in. FILTER FRAME 4 0 B FILTER C A FURNACE DOOR A93068 SIDE FILTER RACK Custom made filler rack for easy connection when a return plenum already exists. Provides easy access for cleaning filler. A 23-1/8 in. B 2-3/8 in. C 14-1/2 in. A91465 A91365 MODEL 31KAX ELECTRONIC AIR CLEANER Cleans the air of smoke, din, and many pollens commonly found. Saves decorating and cleaning expenses. MODEL 49FH HUMIDIFIER By adding moisture to winter -dry air, a Carrier humidifier can often improve the comfort and keep furniture, rugs, and draperies in better condition. Moisturizing household air also helps to retain normal body heat and provides comfort at lower temperatures. ^_UNIT:SIZE . '045-0f3 12 070-08 &12 09D 14'& 7'6 516'&':20k `535-16 BSO g ' 135-20 ` ELECTRONIC AIR CLEANER Model 31 KAX HUMIDIFIER Model 49FH THERMOSTAT See Master Price Pages RETURN -AIR PLENUM (With Washable Filters) KGARP0101ALL SIDE FILTER RACK (With Washable Filter) KGAFRO101ALL TWINNING KIT KGATWO401 HSIt GAS CONVERSION KIT Natural -To -Propane KGANP2001ALL Propane -To -Natural KGAPN1601 ALL Factory -authorized and field installed. Gas conversion kits are A.G.A. recognized. t 16 and 20 sizes only. Physical data , >, res' t'. .':r ::;•,. +.. eUNRSIZE08 : x .'12{=0; ` d =U 1 y. 35::•.'r4 `2 ,',0£: 155; ',.'.:-2 OUTPUT CAPACITY (BTUH)t Nonweatherized ICS 35,000 35,000 53,000 53,000 71,000 71,000 89,000 89,000 89,000 107,000 107,000 124,000 INPUT BTUH' 44,000 44,000 66,000 66,000 88,000 88,000 110,000 110,000 110,000 132,000 132.000 154,000 SHIPPING WEIGHT (Up) 114 116 124 126 140 144 150 156 172 168 182 192 CERTIFIED TEMP RISE RANGE (°F) 25-55 15-45 40-70 30-60 40.70 30-60 55-85 45-75 25-55 50-80 40-70 50-80 CERTIFIED EXT STATIC PRESSURE Heating Cooling 0.10 0.5 0.10 0.5 0.12 0.5 0.12 0.5 0.15 0.15 020 020 0.5 0.5 0.5 0.5 020 0.5 0.20 0.20 0.5 0.5 020 0.5 AIRFLOW CFM$ Heating Cooling 855 930 1070 1270 830 950 1175 1300 1150 1445 1175 1415 1335 1740 1210 1575 1720 2210 1645 1975 1620 1980 1695 1905 LIMIT CONTROL SPST HEATING BLOWER CONTROL Solid -State Time Operation BURNERS (Monoport) 2 1 2 1 3 1 3 4 1 4 1 5 1 5 1 5 1 6 1 6 1 7 GAS CONNECTION SIZE 1/2 -in. NPT GAS VALVE (Redundant) Manufacturer White -Rodgers Minimum Inlet Pressure (In. wc) 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) IGNITION DEVICE Hot Surface Gas input ratings are certified for elevations to 2000 ft. For elevations above 2000 ft, reduce ratings 4% for each 1000 ft above sea level. Refer to National Fuel Gas Code Table F4. In Canada, derate the unit 10% for elevations 2000 ft to 4500 ft above sea level. t Capacity in accordance with U.S. Government DOE test procedures. t Air delivery above 1800 CFM requires that both sides, or a combination of 1 side and bottom, or bottom only, of the furnace be used for return air. A fitter is required for each retum-air supply. IGS—Isolated Combustion System 4 Dimensions CLEARANCES (In.) UNIT SIZE 045 AND 070 Sides — Single -Wall Vent 1 Type B-1, Double -Wall Vent 0 Back 0 Top of Plenum 1 Vent Connector — Single -Wall Vent 6 Type B-1, Double -Wall Vent 1 Front' — Single -Wall Vent 6 Type B-1, Double -Wall Vent 3 Service 30 'The 3 -in. front clearance is needed for combustion -air and ventilation -air entry. 090-155 0 0 0 1 6 1 6 3 30 4 AIRFLOW J2IAC FLUE COLLAR 2 „° DI. 4. 'Ne" - �OlmEi� rs ' T1 -IN. DIA HOLE S W I o gg POWER EMRv o 0 o S W I POWER EMRY A -IN. DIA I , 1271f 0 0 ACCESSORY 2 A 1M -IN. DIA 6'71e' o o � 5'i1i *� '+ Rl1. GAS ENTRY � W 1 Y.•IN. DU HOLE + 0 271 i1.1N. DIA ACCESSORY .. , GAS ENTRY o 0 0 0 I N. DW HOLEJ 271' O o '?W. OtA THERMOSTAT THERMOSTAT WIRE ENTRY WIRE ENTRY - v v v a f . SIDE INLET SIDE INLET TYP 1' J G LC �{ �-- z4 i+e"i r ---'I •'nr E l NO �IL AIR INLET _ Z:1 .4.. TYP SIDE RETURN - DUCT LOCATON NOTES: 1. Twp eddift al Air. 111. W—p -b ate located in the top Plate. - 2. MlNmum mbrm.air operriry at I— a. Fa, 800 CFM -164n. muM or I.W z 124.. recsan .- It FW1200 CFM -20 -in. round m 141&4 19'/e -h+. rete. c Fa 00 16CFM-224.. rand or 1414. 23, reotaMJ1B. d. For aireaw reairemems above 1800 CFM, use both side 44eet. a TAmbi.hon of l side inlet aW the Meant. a dle bodpm only. 468367 DIMENSIONS (In.) UNIT SIZE:.. A D E VENT CONN' 045-08- `- 14-3/16 12-9/16 11-11/16 4 045-12 = 14-3/16 .12-9/16 11-11/16 4 070-08' 14-3/16 12-9/16 11-11/16 4 070-12 14-3/16 12-9/16 11-11/16 4 090-14 17-1/2 15-7/8 16 4 090-16 21 19-3/8 .18-1/2 4 111-12 17-1/2 15-7/8 16 4 11.1-16 21 19-3/8 18-1/2 4 111-20 24-1/2 22.7/8 22 4 5::135-16 21 19-3/8 18-1/2 5 E 135-20 :: 24-1/2 22-7/8 22 5 1155-M.--]" 24-1/2 22.7/8 22 5 'Refer to the furnace Installation Instructions for proper venting procedures. 5 Performance data .UNIT SIZE 045070 08 . 12 !:08 12 090 14 16 12 111 16 20 .:: 135 , n16..; .:;20 155 '-•'20,':. DIRECT -DRIVE MOTOR Hp (PSC) 0.7 1/5 1/3 1/5 1/3 1/3 1/2 1/3 1/2 3/4 1/2 3/4 3/4 MOTOR FULL LOAD AMPS 855 2.9 5.8 2.9 5.8 5.8 7.9 5.8 7.9 11.1 7.9 11.1 11.1 RPM (Nominal) - SPEEDS 605 1075-3 1075-4 1075-3 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 1075-4 BLOWER WHEEL DIAMETER x WIDTHS (In.) 045-12:.,. 10x6 10x6 10x6 10x6 10x7 10x8 10x7 10x8 11x10 10x8 11x10 11x10 WASHABLE 16 x 25 x 1 -In. FILTER City 1 1 1 1 1 805 Low 1070 1035 1010 970 WASHABLE 20 x 25 x 1 -In. FILTER oty - - - - - 1010 975 935 880 810 735 640 WASHABLE 24 x 29 x 1 -In. FILTER Qty - I - I - - - 660 600 490 Med-Low 745 715 PSC -Permanent Split Capacitor ENERGY EFFICIENCY 0451 070 4 1 080 111 <135 .155 'UNIT SIZE 08 1 12 '08 12 12 16 12 .. 16 .;20 16' 20 20 CAPACITY BTUH' Nonweatherized ICS 35,000 35,000 53,000 53,000 71,000 71,000 89,000 89,000 89,000 107,000 107,000 124,000 AFUE%* Nonweatherized ICS 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 80.0 Capacity and AFUE in accordance with U.S. Government DOE test procedures. ICS -Isolated Combustion System AIR DELIVERY -CFM (With Filter)* Air oenvery aoove i ovv t,rM requires mat Dotn woes, or a combination of 1 side and bottom, or bottom only of the furnace be used for return air. A filter is required for each retum-air supply. -indicates unstable operating conditions. 6 EXTERNAL STATIC PRESSURE (In. wc) UNIT SIZE SPEED 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 High 1030 1005 970 925 880 815 745 615 045-08.. Med-High 855 830 800 765 720 670 595 485 Med-Low 755 725 695 650 605 555 475 400 High - 1485 1410 1350 1270 1180 1080 970 045-12:.,. Med-High - 1375 1315 1240 1165 1095 1000 905 Med-Low 1250 1205 1165 1120 1060 985 905 805 Low 1070 1035 1010 970 930 875 805 720 High 1040 1010 975 935 880 810 735 640 070-08 'i . Med-High 855 830 800 765 715 660 600 490 Med-Low 745 715 690 650 605 550 475 385 High - 1485 1430 1365 1300 1220 1140 1045 07012: .j Med-High - 1355 1305 1260 1200 ' 1135 1055 960 Med-Low 1175 1170 1140 1110 1055 1005 950 860 Low 1020 1015 995 970 930 885 825 745 High 1585 1540 1470 1410 1335 1220 1110 980 090 14`' Med-High 1355 1325 1280 1230 1175 1090 1015 910 Med-Low 1150 1125 1105 1085 1035 965 895 786 Low 960 950 935 910 880 815 715 580 High 2010 1950 1875 1810 1740 1660 1550 1455 0913-16 '. Med-High 1675 1660 1625 1600 1545 1490 1395 1295 Med-Low 1445 1430 1415 1400 1370 1325 1265 1170 Low 1260 1260 1260 1250 1210 1180 1115 1030 _ - ' High 1490 1435 1370 1300 1210 1135 1020 880 111-12 Med-High 1375 1325 1265 1195 1125 1055 945 810 Med-Low 1205 1175 1130 1075 1025 925 830 675 Low 1045 1020 1000 960 905 820 700 565 High 1880 1815 1745 1690 1575 1500 1400 1265 111=16,. Med-High 1660 1615 1570 1505 1435 1355 1260 1170 Med-Low 1455 1410 1375 1350 1290 1235 1145 985 Low 1265 1265 1240 1210 1180 1110 995 855 High 2475 2405 2330 2265 2210 2130 2040 1945 111-20 Med-High 2055 2025 2000 1965 1930 1865 1795 1720 Med-Low 1725 1720 1705 1685 1665 1630 1585 1525 Low 1500 1515 1510 1500 1480 1460 1415 1370 High 1900 1845 1780 1705 1620 1530 1445 1320 135-16 Med-High 1695 1645 1580 1520 1460 1385 1280 1155 Med-Low 1460 1415 1375 1340 1290 1205 1110 - Low 1275 1260 1245 1230 1180 1135 - - High - 2210 2130 2055 1980 1895 1795 1680 135-20 Med-High 2015 1975 1925 1880 1805 1735 1655 1555 Med-Low 1730 1710 1670 1635 1590 1535 1470 1385 Low 1525 1520 1495 1450 1410 1375 1315 1245 High - 2145 2060 1975 1905 1800 1680 1565 155-20 Med-High - 1950 1885 1815 1710 1645 1545 1435 Med-Low 1730 1695 1660 1600 1540 1465 1400 1305 Low 1520 1500 .1460 1410 1360 1310 1245 1155 Air oenvery aoove i ovv t,rM requires mat Dotn woes, or a combination of 1 side and bottom, or bottom only of the furnace be used for return air. A filter is required for each retum-air supply. -indicates unstable operating conditions. 6 Tf fit HEATING & COOUNG Copyright 1997 Carrier Corporation Product - 58ZAV Data WeatherMaker® 8000 Deluxe High -Efficiency Downflow/Horizontal Gas Furnace Input Capacities: 50,000 thru 135,000 Btuh i 0 0 0 0 oor r oo 000 000 o 0C==30 0 0 0 0 0 0 000 000 0a0o o r DOWNFLOW 'r MPH DDDDO S HOW DDDDDDDDG DDDDDD DDDDDDDDG HORIZONTAL Advanced Technology for High -Efficiency Gas Furnaces Carrier leads the industry with our new WeatherMaker® 8000 Induced - Combustion Gas Furnace. This furnace is built with the most advanced manufacturing equipment, processes, and technology available in order to ensure top quality. Packed into the cabinet are the industry's foremost dealer and homeowner features. The 58ZAV Downflow/ Horizontal Furnace is the newest addition to Carrier's list of product leadership in the gas furnace industry. These induced -combustion, gas- fired furnaces offer not only low installation costs, but fuel economy as well—delivering an Annual Fuel Utilization Efficiency (AFUE) rating of 80.0%. The Carrier WeatherMaker 8000 utilizes a hot surface, silicon carbide ignition system to save energy and increase reliability. Our engineers have incorporated the patented S-shaped 4 -pass heat exchanger, a new soft mount inducer assembly, and a slow opening gas valve to improve sound level. The Super -S heat exchanger provides better heat transfer while enabling us to make a compact furnace. This provides more room in closet, utility room, and short basement installations. The heat exchanger is constructed of aluminized steel and is backed by a 20 -year Limited Warranty. The Carrier WeatherMaker 8000 Gas Furnace will meet your home heating requirements. This furnace family provides the widest range of heating capacities available. Form No. 587-AV-6PD Carrier accessories A88202 DOWNFLOW SUBBASE One base fits all furnace sizes. The base is designed to be installed between the furnace and a combustible floor when no coil box is used, or when a coil box other than a Carrier cased coil is used. it is A.G.A. design certified for use with Carrier 58ZAV furnaces. A95432 MECHANICAL OR ELECTRONIC AIR CLEANER Cleans the air of smoke, dirt, and marry pollens commonly found. Saves decorating and cleaning expenses by keeping carpets, furniture, and drapes cleaner. Mechanical air cleaner is shown. UNIT. SIZE. 050-08 &':12 AIR CLEANER HUMIDIFIER VENTILATOR THERMOSTAT — NON -PROGRAMMABLE THERMOSTAT — PROGRAMMABLE DOWNFLOW SUBBASEt A91365 MODEL 49FH HUMIDIFIER By adding moisture to winter -dry air, a Cartier humidifier can often improve the comfort and keep furniture, ngs, and draperies in better condition. Moisturizing household air also helps to retain normal body heat and provides comfort at. lower temperatures. 070-08412'.'09C>12 &:16 .. ; 115-16;20'& 22" ' .: 17-1135-20 Model AIRA, KEACA, 31 MF, or MECH Model 49BF, 4913G, 49FH, 49FP, or 49WS Model VA3B, VB5B, VC5B, or VL3A For Use With Air Conditioner — TSTATCCNAC01-A For Use With Heat Pump — TSTATCCNHP01-A For Use With Air Conditioner — TSTATCCPAC01-A For Use With Heat Pump — TSTATCCPHP01-A .KGASB0101ALL GAS CONVERSION KIT Natural -To -Propane KGANP2001ALL Propane -To -Natural KGAPN1601 ALL ' Factory -authorized and field installed. Gas conversion kits are A.G.A. recognized. t Required for installation on combustible floors when no coil box is used, or when any coil box other than a Carrier cased coil is used. Physical data l 050 070 096 135 UNIT SIZE 7 08 12 08 -..1 12 12 116— 16 20 22. 20 OUTPUT CAPACITY (BTUH)t Nonweatherized ICS 37,000 137,000 56,000 56,000 74,000 75,000 93,000 93,000 93,000 110,000 INPUT BTUH• 46,000 1 46,000 69,000 69,000 92,000 92,000 115,000 115,000 115,000 135,000 SHIPPING WEIGHT (Lb) 124 1 127 141 145 154 154 171 181 181 192 CERTIFIED TEMP RISE RANGE (°F)30-60 20 —50 50 — 80130 — 60 45 — 75 30 — 60 50 — 80 35 — 65,35 — 65 45 — 75 CERTIFIED EXT STATIC PRESSURE Heating 0.10 1 0.10 0.12 1 0.12 0.15 0.15 0.20 0.20 0.20 0.20 Cooling 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.50 0.80 0.50 AIRFLOW CFM Heating 720 1165 660 1165 1060 1350 1400 1735 1740 1690 Cooling 895 1 1160 930 1195 1255 1580 1595 1950 1955 2055 SECONDARY LIMIT CONTROL 1 Manual Reset LIMIT CONTROL SPST HEATING BLOWER CONTROL Solid -State Time Operation BURNERS(Monoport) 2 3 45 6 GAS CONNECTION SIZE 1/2 in. NPT GAS VALVE (Redundant) Manufacturer White -Rodgers Minimum Inlet Pressure (In. wc) 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) MAIN BURNER IGNITER Hot Surface y Gas input ratings are certified for elevations to 2000 ft. For elevations above 2000 ft, reduce ratings 4% for each 1000 ft above sea level. Refer to National Fuel Gas Code Table F4. In Canada, derate unit 10% for elevations 2000 ft to 4500 ft above sea level. t Capacity in accordance with U.S. Government DOE test procedures. ICS — Isolated Combustion System 3 .'Dimensions CLEARANCES (In.) UNIT SIZE 050 AND 070 I 096-135 UNIT SIZE I 050.AND 070 I ' 096-135 DOWNFLOW (In Alcove or Closet) HORIZONTAL (In Attic, Alcove, or Crawlspace) 14-3/16 Sides —Single -Wall Vent 1 0 Sides' 1 0 Type B-1 Double -Wall Vent 0 0 Back 0 0 Back 0 0 Top — Single -Wall Vent 1 1 Top 1 1 Type B-1 Double -Wall Vent 1 1 Front — Single -Wall Vent 6t .6t Front$—Single-Wall Vent 6t 6t Type B-1 Double -Wall Vent 3t 3t Type B-1 Double -Wall Vent 3t 3t Vent — Single -Wall Vent 6 6 Vent — Single -Wall Vent 6 6 Type B-1 Double -Wall Vent 1 1 Type B-1 Double -Wall Vent 1 1 4 HORIZONTAL (In Closet) 21 19-3/8 s Indicates supply or return sides when furnace is in the horizontal position. Sides' 1 1 t Clearance shown is for outlet end. The inlet end must maintain 6 -in. mini- Back 3 3 mum clearance from the vent to combustible materials when using single 22-7/8 1 23 1 5 wall vent. Top —Single -Wall Vent 2 2 t Minimum 18 -in. front clearance required for alcove. Type B-1 Double -Wall Vent 2 2 NOTES: Front — Single -Wall Vent 6 6 1. Provide 30 -in. front clearance for servicing. An open door in front of the Type B-1 Double -Wall Vent 3 3 furnace can meet this requirement 2. A minimum clearance of 3 in. must be provided in front of the furnace for Vent — Single -Wall Vent 6 6 combustion air and proper operation. Type B-1 Double -Wall Vent 1 1 28 1h" 20"- 13/16" I INLET — VENT CONNECTION D-7 1/2" DIA 12V16- —I 4 , 11 2" WIRE ENTRYT I j_ 39/g" ACCE SORDIAY 91/6 1 3/4" DIA HOLE I 10'i GAS ENTRY 1 O 9TL :T 2 1/8" r -I 11/16 NOTE: ADDITIONAL 7/8" DIA K.O. ARE LOCATED IN THE TOP PLATE AND BOTTOM PLATE ' ""-7 /g"DIA ACCESSORY 215/16 7/8" DIA HOLE POWER ENTRY 1 1/2" DIA 0 0 o i R.H. GAS ENTRY o o 0 16 1/1fi' 7/8" DIA 1,YP 0 0 o ACCESSORY 0 0 0 t—E ,13 5i1s" I 101/q" 17L5/8,TYP 1 t/16" 1 /16" 4 !-.--2 1/8" AIRFLOW DIMPLES TO DRILL HOLES FOR HANGER BOLTS (4 PLACES) IN HORIZONTAL POSITION DIMENSIONS (In.) •. -UNIT.SIZE" , A D E VENT CONN' -:050-W . - 14-3/16 12-9/16 12-11/16 4 12 ,`z 14-3/16 12-9/16 12-11/16 4 070-08 ' 14-3/16 12-9/16 12-11/16 4 ::'.070-12:;.*_: 14-3/16 12-9/16 12-11/16 4 096=12::•, 17-1/2 15-7/8 16 4 : 096-16-': '; 17-1/2 15-7/8 -16 4 11516 :': 17-1/2 15-7/8 16 4 115=20 : ; 21 19-3/8 19-1/2 4 115-22 j 21 19-3/8 19-1/2 4 135=20:: 24-1/2 22-7/8 1 23 1 5 s Refer to the furnace Installation Instructions for proper venting procedures. 4 A88324 • ''Performance data UNIT SIZE DIRECT -DRIVE MOTOR Hp (PSC) MOTOR FULL LOAD AMPS RPM (Nominal) -SPEEDS BLOWER WHEEL DIAMETER x WIDTH (In.) FILTER SIZE (In.) -WASHABLE PSC -Permanent Split Capacitor 050-08 1 050-12 1 070-06 1 070-12 1 09612.1 096-16 1 115-16 1 115-20 1 115-22 1 .135-20 1/5 1/3 1 1/5 1/3 1 1/3 1/2 1 1/2 3/4 3/4 3/4 2.9 5.8 2.9 5.8 5.8 7.9 7.9 11.1 11.1 11.1 1075 - 3 1075 - 4 1075 - 3 1075 - 4 1075 - 4 1075 - 4 1075 - 4 1075 - 4 1075 - 4 1075-4 10x6 10x6 10x6 10x6 10x7 10x8 10x8 11 x 10 11 x 10 11 x10 (2)14x20x1 (2)16x20xI ENERGY EFFICIENCY 050 .. , , `070 096 11.5:. 135 .....;UNIT:SIZE .08 12 ::.08 12 °12 .-16 :1:6. 20,, ::22 :20 CAPACITY BTUH* Nonweatherized ICS 37,000 37,000 56,000 56,000 1 74,000 75,000 93,000 93,000 1 93,000 110,000 AFUE %* Nonweatherized ICS 80.0 80.0 80.0 1 80.0 1 80.0 80.0 80.0 80.0 1 80.0 80.0- * Capacity and AFUE in accordance with U.S. Government DOE test procedures ICS -Isolated Combustion System AIR DELIVERY -CFM -Indicates unstable operating conditions. 6 EXTERNAL STATIC PRESSURE (In. wc) UNIT SIZE.: --^. SPEED 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 ctr High 1100 1050 1000 950 895 840 760 650 050=08.~: ".>::;r Med-High 860 820 790 760 710 655 580 480 } Med Low 720 685 650 615 560 505 440 360 High 1450 1385 1320 1245 1160 1060 970 855 Med-High 1305 1270 1225 1160 1090 1000 910 810 050 12 Med-Low 1165 1135 1090 1045 990 905 830 730 Low 1005 980 955 915 870 810 740 650 High - - 1010 975 930 885 825 745 070-08 Med-High - 815 800 765 725 685 620 550 Med-Low - 660 645 620 590 545 480 415 High 1435 1385 1320 1265 1195 1145 1080 1000 .:; Med-High 1300 1265 1230 1185 1135 1070 1010 940 70 12 . 070A2'' Med-Low 1165 1140 1100 1055 1005 975 920 850 E Low 985 950 1 945 920 890 850 810 1745 High 1445 1420 1380 1320 1255 11801075 940 Med-High 1255 1250 1220 1180 1140 1065 975 830 - 09642::: Med-Low 1060 1055 1045 1025 975 915 820 680 Low 900 895 890 870 830 760 665 545 High 1855 1765 1710 1665 1580 1570 1410 1310 Med-High 1595 1570 1530 1485 1410 1355 1280 1200 096 16:p u:`. Med-Low 1355 1345 1305 1270 1220 1170 1110 1025 .= Low 1170 1170 1140 1110 1075 1025 965 890 High 1930 1850 1770 1685 1595 1505 1405 1305 Med-High 1685 1630 1580 1525 1445 1370 1285 1195 11576. i* Med-low 1425 1400 1370 1325 1280 1225 1155 1070 =` Low 1250 1240 1210 1170 1150 1095 1035 950 High 2235 2185 2110 2030 19501835 1700 1540 Med-High 1995 1970 1915 1845 1765 1680 1545 1415 115 20 Med-Low 1735 1735 1675 1625 1565 1480 1370 1265 - Low 1510 1500 1 1485 1455 1400 2235 1320 1230 1130 High 2520 2460 2405 2315 2150 2050 1955 Med-High 2065 2090 2060 2025 1980 1890 1815 1720 115=22 Med-Low 1675 1740 1725 1720 1705 1640 1595 1525 Low 1525 1530 1515 1525 1485 1450 1400 1340 High - 2250 2190 2130 2055 1960 1875 1760 Med-High - 2000 1960 1910 1850 1785 1710 1615 13''x. Med Low 1700 1690 1670 1650 1610 1560 1490 1435 Low 1480 1480 1480 1460 1430 1380 1320 1255 -Indicates unstable operating conditions. 6 y u I t HEATING & COOLING 1 Product- 58RAV Data High -Efficiency Downflow/Horizontal Induced -Combustion Gas Furnace Input Capacities: 50,000 thru 135,000 Btuh I O 000 000 o 000 o _ o opo 000 `=000 C==%0 0 0 0 0 000 DO.WNFLOW y ° D DODD AVMS DDD000 000DooDoc 1)1)1)1)1)1) DDD DDDDG HORIZONTAL Copyright 1996 Carrier Corporation 80% AFUE At Budget Price Carrier provides an 80% Annual Fuel Utilization Efficiency (AFUE) gas furnace for the budget conscious consumer and builder. The 58RAV offers the same high quality you demand and receive from Carrier. The cabinet is constructed from a specially selected galvanized steel. There is also double protection for the cabinet. First, a galvlanized steel substrate provides resistance to rusting. Then the cabinet is constructed of prepainted steel —.the same high- quality finish found on refrigerators and dishwashers. The 58RAV offers a hot surface ignition system which provides a superior and more reliable ignition than older spark relight systems. The heat exchangers are constructed of aluminized steel and covered by a 20 -year Limited Warranty. They are Carrier's.patented'Super-S heat exchangers that improve heat•transfer and enable downsizin& of this furnace to only 40 -in. tall. To improve the sound level, we have incorporated a soft mount inducer assembly and a slow opening gas valve. The control board is the brain of this induced -combustion gas furnace. It offers a unique self -test feature that checks all the major functions of the furnace within 1 minute. The control board also features a 3 -amp fuse that protects the transformer and control board. Another feature on the control board is an LED status indicator light to ensure top furnace performance. Form No. 58RAV-6131) Carrier accessories* A88202 DOWNFLOW SUBBASE One base fits all furnace sizes. The base is designed to be installed between the furnace or coil box and a combustible floor. It is A.G.A. design certified for use with Carrier 58RAV furnaces. A91465 MODEL 31KAX ELECTRONIC AIR CLEANER Cleans the air of smoke, din, and many pollens commonly found. Saves decorating and cleaning expenses. A91365 MODEL 49FH HUMIDIFIER By adding moisture to winter -dry air, a Carrier humidifier can often improve the comfort and keep furniture, rugs, and draperies in better condition. Moisturizing household air also helps to retain normal body heat and provides comfort at lower temperatures. UNIT SIZE 050 08 & 12 ' 070-08 & 12 1-095-12 &.16 115-16 & 20::, ? . :. 135-20.. ELECTRONIC AIR CLEANER Model 31KAX HUMIDIFIER Model 49FH THERMOSTAT See Master Price Pages DOWNFLOW SUBBASE KGASBO101ALL GAS CONVERSION KIT Natural -To -Propane Propane -To -Natural KGANP2001ALL KGAPN 1601 ALL 'Factory authorized and field installed. Gas conversion kits are A.G.A. recognized. 110,000 Physical data UNIT SIZE 050 08--;. 12 070 095 08 12' 17 16 175:. ;;.:.' . ^-;. 16... .. .20` 1351 20. OUTPUT CAPACITY (BTUH)t Nonweatherized ICS 37,000 37,000 56,000 56,000 75,000 75,000 94,000 94,000, 110,000 INPUT BTUH' 46,000 46,000 69,000 69,000 92,000 92,000 115,000 115,000 135,000 SHIPPING WEIGHT (Lb) 118 121 135 139 146 146 163 171 182 CERTIFIED TEMP RISE RANGE (°F) 30-60 20-50 50 — 80 30 — 60 45 — 75 30 — 60 50 — 80 35 — 65 45-75 CERTIFIED EXT STATIC PRESSURE Heating Cooling 0.10 0.50 0.10 0.50 0.12 0.50 0.12 0.15 0.15 0.50 0.50 0.50 0.20 0.50 0.20 0.50 0.20 0.50 AIRFLOW CFM Heating Cooling 720 895 1170 1215 660 930 1200 1155 1350 1300 1395 1580 1400 1595 1735 1950 1690 2055 SECONDARY LIMIT CONTROL Manual Reset LIMIT CONTROL SPST HEATING BLOWER CONTROL Solid -State Time Operation BURNERS(Monoport) 2 3 14 5 6 GAS CONNECTION. SIZE 1/2 -in. NPT GAS VALVE (Redundant) Manufacturer White -Rodgers Minimum Inlet Pressure (In. wc) 4.5 (Natural Gas) Maximum Inlet Pressure (In. wc) 13.6 (Natural Gas) IGNITION DEVICE Hot Surface Gas input ratings are certified for elevations to 2000 ft. For elevations above 2000 -ft, reduce ratings 4% for each 1000 ft above sea level. Refer to National Fuel Gas Code Table F4. In Canada, derate unit 10% for elevations 2000 ft to 4500 ft above sea level. t Capacity in accordance with U.S. Government DOE test procedures. ICS — Isolated Combustion System 3 Dimensions CLEARANCES (IN.) UNIT SIZE O50'AND 070 095 —135 DOWNFLOW (In Alcove or Closet) Sides — Single -Wall Vent 1 0 Type B-1 Double -Wall Vent 0 0 Back 0 0 Top 1 1 Front — Single -Wall Vent 6t 6t Type B-1 Double -Wall Vent 3t 3t Vent— Single -Wall Vent 6 6 Type B-1 Double -Wall Vent 1 1 Indicates supply or return sides when furnace is in the horizontal position. t Clearance shown is for outlet end. The inlet end must maintain 6 -in. mini- mum clearance from the vent to combustible materials when using single- wall vent. t Minimum 18 -in. front clearance required for alcove. NOTES: 1. Provide 30 -in. front clearance for servicing. An open door in front of the furnace can meet this requirement. 2. A minimum clearance of 3 in. must be provided in front of the furnace for combustion air and proper operation. 28 20"- 13/16 I INLET 39 7/8" 4 7/8" DIA ACCESSORY 1 3/4"• DIA HOLE - GAS ENTRY UNIT SIZE ;::• 050_'AND!070 #995 `1135 HORIZONTAL (In Attic, Alcove, or Crawlspace) Sides* 1 0 Back 0 0 Top— Single -Wall Vent 1 1 Type B-1 Double -Wall Vent 1 1 Front$— Single -Wall Vent Type B-1 Double -Wall Vent 6t 3t 6t 3t Vent— Single -Wall Vent Type B-1 Double -Wall Vent 6 1 6 1 HORIZONTAL (In Closet) 050-12 14-3/16 Sides' 1 1 Back 3 3 Top — Single -Wall Vent 2 2 Type B-1 Double -Wall Vent 2 2 Front#— Sinale-Wall Vent Type B-1 Double -Wall Vent 6 3 6 3 Vent — Single -Wall Vent Type B-1 Double -Well Vent 6 1 6 1 • VENT CONNECTION A D 13/16" I 2.. 4 3116" 1 1_ 1/2" DIA THERMOSTAT WIRE ENTRY T 7/8" DIA ACCESSORY 2 15/16" 7/8" DIA HOLE POWER ENTRY 1 112" DIA R.H. GAS ENTRY 9 1/8" o o o ilia 16 /16"1"TYP 7 DIA 101/4' o o 0 1I 111'1'01 --ACCESSORY 11/16" OUTLET 2 1/86" A - 11/1 13 6 5/16"I I 1 1 L 5/8 " TYP 10 1/4" /16 11/16" 1---2 1/6" NOTE: ADDITIONAL 7/8" DIA K.O. ARE AIRFLOW DIMPLES TO DRILL HOLES LOCATED IN THE TOP PLATE FOR HANGER BOLTS (4 PLACES) AND BOTTOM PLATE IN HORIZONTAL POSITION A8a324 DIMENSIONS (In.) UNIT SIZE A D E VENT CONN* 050-08' 14-3/16 12-9/16 12-11/16 4 050-12 14-3/16 12-9/16 12-11/16 4 070-08 14-3/16 12-9/16 12-11/16 4 070-12 14-3/16 12-9/16 12-11/16 4 095-12 17-1/2 1577/8 16 4 095-16 17.1/2 15-7/8 16 4 115-16 17-1/2 15-7/8 16 4 115-20 21 19-3/8 19-1/2 4 135-20 24-1/2 22-7/8 23 5 ' 'Refer to the furnace Installation Instructions for proper venting procedures Performance data . UNIT SIZE '.050-08 050-12 -.070-08 -070=12 -:095-12 1 095-16 115-16 115-20 . ;'.135420: DIRECT -DRIVE MOTOR 0.6 0.7 0.8 High 1100 1050 1000 Hp (PSC) 1/5 1/3 1/5 1/3 1/3 1/2 1/2 3/4 3/4 MOTOR FULL LOAD AMPS 2.9 5.8 2.9 5.8 5.8 7.9 7.9 11.1 11.1 RPM (Nominal)—SPEEDS 1075 — 3 1075 — 4 1075 — 3 1075 — 4 1075 — 4 1075 — 4 1075 — 4 1075 — 4 1075 — 4 BLOWER WHEEL DIAMETER x WIDTH (In.) 10 x 6 10 x 6 10 x 6 10 x 6 10 x 7 10 x 8 1 10 x 8 1 11 X10 11 x 10 FILTER SIZE (In.�—WASHABLE 1300 1215 1130 (2) 16 x 20 x 1 960 `050-12 Med-High — PSC—Permanent Split Capacitor AIR DELIVERY—CFM (With Filters) —Indicates unstable operating conditions. ENERGY EFFICIENCY 050 ..070 UNIT SIZE O8 '12 08 12 . CAPACITY BTUH* Nonweatherized ICS 37,000 37,000 56,000 56,000 AFUE %* Nonweatherized ICS 80.0 80.0 80.0 80.0 Capacity and AFUE in accordance with U.S. Govemment DOE.test procedures. ICS—Isolated Combustion System 6 095 12 16 16 5,000 75,000 94,000 80.04 80.0 80.0 115 135 20 20 94,000 110,000 80.0 80.0 EXTERNAL STATIC PRESSURE (In. wc) UNIT SIZE SPEED 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 High 1100 1050 1000 950 895 840 760 650 050-08 Med-High 860 820 790 760 710 655 580 480 Med-Low 720 685 650 615 560 505 440 360 High — 1400 1355 1300 1215 1130 1050 960 `050-12 Med-High — 1295 1255 1190 1115 1045 975 890 Med-Low 1170 1150 1115 1060 1005 950 880 800 Low 1020 1010 980 945 985 1 850 785 715 High — — 1010 975 930 885 825 745 '070-08 Med-High — 815 800 765 725 685 620 550 Med-L6w — 660 645 620 590 545 480 415 High — 1490 1425 1365 1300 1240 1175 1100 0*12 ^ Med-High — 1345 1300 1255 1200 1140 1075 1000 Med-Low 1200 1180 1140 1100 1060 1015 960 895 Low 1020 1000 985 950 915 880 835 780 High — 1575 1515 1455 139525 1230 1120 "095.12^.'. g Med-High — 1380 1340 1285 1230 1165 1095 1005 Med-Low 1165 1145 1130 1090 1055 1005 940 870 Low 965 955 940 910 885 840 785 705 High 1855 1765 1710 1665 1580r,1570 1410 1310 Med-High 1595 1570 1530 1485 1410 1355 1280 1200 Med-Low 1355 1345 1305 1270 1220 1170 1110 1025 { Low 1170 1170 1140 1110 1075 1025 965 890 ;.. High 1930 1850 1770 1685 1595 1505 1405 1305 J" Med-High 1685 1630 1580 1525 1445 7370 1285 1195 Med-Low 1425 1400 1370 1325 1280 12251155 1070 Low 1250 1240- 1210 1170 1150 1095 1035 950 High 2235 2185 2110 2030 1950 1835 1700 1540 115 20 ;; Med-High 1995 1970 1915 1845 1765 1680 1545 1415 Med-Low 1735 1.735 1675 1,625 1565 1480 1370 1265 Low 1 1510 1 1500 1 1485 1 1455 1 1400 1320 1 1230 1130 s:- High — 2250 2190 2130 2055 1960 1875 1760 ..1355'20:-. Med-High — 2000 1960 1910 1850 1785 1710 1615 Med-Low 1700 1690 1670 1650 1610 1560 1490 1435 Low 1480 1480 1480 1460 1430 1380 1320 1255 —Indicates unstable operating conditions. ENERGY EFFICIENCY 050 ..070 UNIT SIZE O8 '12 08 12 . CAPACITY BTUH* Nonweatherized ICS 37,000 37,000 56,000 56,000 AFUE %* Nonweatherized ICS 80.0 80.0 80.0 80.0 Capacity and AFUE in accordance with U.S. Govemment DOE.test procedures. ICS—Isolated Combustion System 6 095 12 16 16 5,000 75,000 94,000 80.04 80.0 80.0 115 135 20 20 94,000 110,000 80.0 80.0 4=*0 HEATING & COOLING Product Data 1-7 n 38BRC (60 Hz) Air Conditioner t Sizes 024 thru 060 Model 38BRC Energy -Efficient Air Conditioner incorporates innovative technology to provide quiet, reliable cooling performance. Built into these units are the features most desired by homeowners today, including SEER ratings of at least 12.0 when used with specific Carrier indoor sections. All models are listed with UL, c -UL, ARI, CEC, and CSA-EEV. The 38BRC meets the Energy Starsm guidelines for energy efficiency. FEATURES/BENEFITS Electrical Range — All units are offered in single phase 208/230v. The 38BRC 036 through 060 models are offered in 208/230v 3 phase. Wide Range of Sizes —Available in 6 nominal sizes from 024 through 060 to meet the needs of residential and light commercial applications. Compressor — This unit features a scroll compressor- This compressor is significantly more efficient than conventional compressors. Its simple design offers improved reliability. Each compressor is mounted on rubber isolators for additional sound reduction. The scroll compressor will start under most system loads, minimizing the need for start assistance components. For improved serviceability, the 024 through 042 models are equipped with a compressor terminal plug. Continuous operation is approved down to 55°F (12.8°C) in the cooling mode. (See cooling performance tables.) Operation down to 0°F or –20°F is approved when low -ambient requirements are met. Weather Armor II Cabinet — The access panels and top are protected Copyright 1997 Carrier Corporation Form 38BRC-1PO 30' SO -- fu1 —►I AIR IN AIR DISCHARGE - AIR DISCHARGE FIELD POWER SUPPLY CONN Q Q - 7/a -IN. DIA HOLE WITH ° o I I/e -IN. OIA KNOCKOUT N AND 13/a -IN. DIA KNOCKOUT 20- _ 271/1 8' 4— AIR IN FIELD CONTROL SUPPLY AIR IN —10-299/18• CONN 7/e -IN. DIA -IN. DIA 8 H _ TIEDOWN KNOCKOUTS IL /8 (2) PLACES IN 0 3/e -IN. DIA LIQUID 8ASEPAN I LINE CONN Q o 0 p + 0 0 4 AIR DISCHARGE I 1 -An I 7/a^ C 81/2 AIR IN • 23 1/2' —0 I D DIA VAPOR LINE CONN 11/4" go 27'/4- ----0- 4 293/4•-- NOTES: 1. Allow 30 in. clearance to service side of unit, 48 In. above unit, 6 in. on one side, 12 in. on remaining side, and 24 In. between units for proper airflow. 2. Minimum outdoor operating ambient in cooling mode is 55"F, max. 125°F. 3. Series designation Is the 13th position of the unit model number. 4. Center of gravity 19: A97075 DIMENSIONS (IN.) UNIT MINIMUM SIZE SERIES 8 MOUNTING PAD C D M N P DIMENSIONS 024 30 27.15/16 3.3/16 5/6 14-3/4 14 11 30 X 30 024 31 23.15/16 3-3/16 5/8 14-3/4 14 10 30 X 30 030 30 33.15/16 3.3/16 3/4 14-3/4 14 13 30 X 30 030 31 27-15/16 3.3/16 3/4 14.3/4 14 11 30 X 30 036 30,50 33-15/16 3-3/16 3/4 14-3/4 14 13 30 X 30 036 31 33.15/16 3-3/16 3/4 14.3/4 14 13 30 X 30 036 32.52 27-15/16 3-3/16 3/4 14-3/4 14 11 30 X 30 042 30.50 39.15/16 3-1/4 7/8 14-3/4 14 15 30 X 30 042 31 39.15/16 3.1/4 7/8 14-3/4 14 15 30 X 30 042 32,52 33-15/16 3-1/4 7/8 14-3/4 14 13 30 X 30 046 30 33.15/16 3-1/4 7/8 15-1/2 14.3/4 13 30 X 30 048 32.52 33.15/16 3-1/4 7/8 15.1/2 14-3/4 13 30 X 30 060 1 30 39.15/16 3.1/4 7/8 15.1/2 14-3/4 15 30 X 30 060 32,52 39.15/16 3 1/4 7/8 15-1/2 14.3/4 15 30 X 30 Combination ratings UNIT SIZE -SERIES 024-30,31 030-30,31 See notes on pg. 15. CC5A/CO5A/CD5BA024 CC5A/CD5A/CD5BA030 - 23.200 23.400 -- -• - TDR TDR -vr 13.00 13.00 SEER 13.00 - 11.65 78 78 78 78 78 78 78 78 78 78 78 FACTORY- 23.200 TDR 13.00 CARRIER GAS 13.00 - 11.95 SUPPLIED -CC5A/C05A/CD5BW030 23.400 INDOOR TOT. CAP. ENHANCE- STANDARD FURNACE OR ACCESSORY ACCESSORY 78 SOUND RATING TXV* LLS MODEL BTUH MENT RATING TDRt EER (dBA) CC5A/CD5A/CD5BA024' CC5A/CD5A/CD56A030 23.000 23,400 NONE - - 12.00 12.00 12.00 10.80 78 CCSAJC05A/CD5BW024 23.000 NONE NONE - 12.10 12.10 12.10 10.90 78 CC5A/C05A/CD5BW030 23.400 NONE - 12.00 12.00 12.00 10.80 78 CD3(A,B)A024 23.000 NONE - 12.10 12.10 12.10' 10.90 78 CO3(A.B)A030 23.400 NONE - 12.00 12.00 12.00 10.80 78 CE3AA024 23.400 NONE - 12.10 12.10 12.10 10.90 78 CE3AA030 23.600 NONE - 12.00 12.10 12.00 12.10 12.00 12.10 10.90 78 CF5AA024 CG5AA024 23,400 23.400 NONE - 12.00 12.00 12.00 11.00 10.90 78 78 CJ5A/CK5A/CK5BA024 23.000 TXV NONE - 12.00 - 12.00 10.90 78 CJ5A/CK5A/CK5BA030 23.400 NONE - 12.00 12.00 12.00 10.80 78 CJ5A/CK5A/CK5BW024 23.000 NONE - 12.10 12.10 12.10 10.95 78 CJ5A/CK5A/CK58W030 23,400 NONE - 12.00 12.00 12.00 10.80 78 CK38AO24 23.000 NONE - 12.10 12.10 12.10 10.95 78 CK3BA030 23.400 NONE - 12.00 12.00 12.00 10.80 78 CMSA/CM56024 23.400 NONE - 12.10 12,00 12.10 1200 12.70 10.95 78 F(A,B)4AN(F.C)024 23,200 TDR 12.00 1200 11.10 78 F(A,8)4AN(F,C)030 23,600 TOR 12.20 - 12.00 - 10.90 78 FC48NF024 23.200 TOR & TXV 12.00 - 72.20 - 11.75 78 FC46NF030 23.600 TOR & TXV 12.20 - 10.90 78 FC48NF033 24,000 TDR & TXV 12.40 -71.15 78 FD3ANA024 FD3ANA030 23,200 23,800 NONE - 12.00 12.00 12.00 11.35 11.00 78 78 FF1(A.B,C)NA024 23,200 NONE TOR 12.00 12.20 12.20 12.20 11.05 78 FF1(A,B,C)NA030 23,400 TDR 12.20 - 12.00 72.20 10.80 78 FG3AAA024 FK4CNF001 23,000 23,800 NONE TOR & TXV 11.80 11.80 - 11.80 11.05 10.65 78 78 FK4CNF002 23,800 TDR & TXV 13.00 1350 -12.30 - 78 FK4CNF003 23.800 TOR & TXV . 1240 78 rnii c co wonwn ..... .,..... ..---- ------- -- 78 ' CC5A/CO5A/CD5BA024 CC5A/CD5A/CD5BA030 - 23.200 23.400 -- -• - TDR TDR -vr 13.00 13.00 ecu rvnwAl,C - 13.00 - 11.65 78 78 78 78 78 78 78 78 78 78 78 CCSA/CD5A/CD5BW024 23.200 TDR 13.00 - 13.00 - 11.95 78 -CC5A/C05A/CD5BW030 23.400 TDR 13.00 - 13.00 - 11.65 78 CO3(A.B)A024 23.200 TDR 13.00 - 13.00 - 11.95 78 CD3(A,B)AO30 23.400 TDR 13.00 - - 13.00 13.00 - 11.65 78 CJ5A/CKSA/CK5BWO30 23.400 TDR 13.00 - 71.95 78 CK38AO24 23.200 TDR 13.00 13.00 13.00 - 11.95 78 CK38AO30 23.400 TOR 13.00 - 13.00 - 11.65 78 . - 11.95 78 CC5A/C05A/CD58A024 CCSA/CD5A/CD5BA030 CC5A/CD5A/CD5BW024 CC5A/CD5A/CD58W030 CD3(A.B)A024 CD3(A.B)A030 CJ5A/CK5A/CK5BW024 CJ5A/CK5A/CK5BW030 CK38AO24 CK38A030 23.200 23.400 23,200 23.400 23,200 23,400 23.200 23.400 23.200 23.400 TDR TOR TDR TDR TDR TDR TDR TDR TDR TDR ..r,...o c-arccv 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 runnnc;t - - - - - - 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 - - - - - - - - - - 11.65 11.95 11.65 11.95 11.65 11.95 11.65 11.95 11.65 11.95 78 78 78 78 78 78 78 78 78 78 CC5A/CD5A/C5BA024 CC5A/CD5A/CO 5BA030 CCSA/COSA/CDSBW024 CC5A/CD5A/CD5BWO30 CO3(A,B)A024 CD3(A,B)A030 CJ5A/CK5A/CK58W024 CJ5A/CK5A/CK5BW030 CK38AO24 CK3BA030 COILS 23.200 23.400 23,200 23.400 23,200 23.400 23.200 23,400 23,200 23.400 + 58MVP080-14 TDR TDR TOR TDR TDR TOR TDR TOR TDR TDR VARIABLE -SPEED 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 FURNACE - - - - - - 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 - - - - - - - - - - 78 78 78 78 78 78 78 78 78 78 11.65 11.95 11.65 11.95 11.65 11.95 11.95 12.15 11.95 12.15 CC5A/CD5A/CD5BAO24 CC5A/CDSA/CD5BA030 CCSA/CD5A/CD5BW024 CCSA/C05A/CDSBW030 CO3(A,B)A024 CD3(A,B)A030 CE3AA024 CE3AA030 CJ5A/CK5A/CK58A024 CJ5A/CK5A/CK5BA030 CJSA/CK5A/CK5BW030 CK3BA024 CK36A030 CCSA/CD5A/CD5BA030- CCSA/CD5A/C058AO36 CC5A/CD5A/CD5BW030 CO3 CO3(A,B)A036 CD5A/CO5BW036 COILS + 23.200 23,400 23.200 23,400 23,200 23,400 23,400 23.600 23,200 23.200 23,200 23,200 23.200 29,000 29,600 58U(H,X)V060-12 TDR TDR TDR TDR TDR TDR TOR TDR TDR TDR TDR TDR TOR NONE NONE NONE NONE NONE NONE VARIABLE -SPEED 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 - FURNACE - - - - - - 12.00 12.20 12.00 12.00 12.20 12.20 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 13.00 - - - - - - - - - - - - - 78 78 78 78 78 78 78 78 78 78 78 78 78 78 r 78 78 78 78 11,75 11.95 11.75 11.95 1175 11.95 11.80 12.05 11.85 12.10 12.10 11.85 12.10 12.00 12.20 12.00 1200 12.20 12.20 12.00 1220 12.00 12.00 12.20 12.20 1 10.70 11.1578e-... 10.70 10.70 11.15 11.15 29,000 29,600 29,600 - - E ' Z. ', u Combination ratings continued I(_ Ic ACCESSORY LLS EER SOUND RATING (dBA) TXV# SEER 12.00 10.65 82 12.00 FACTORY- 82 -- - CARRIER GAS 12.00 10.65 82 - SUPPLIED UNIT SIZE -SERIES INDOORTOT. CAP. ENHANCE- STANDARD FURNACE OR RY ACCro 82 MODEL BTUH MENT RATING t CE3AA042 40.000 NONE - 12.00 CE3AA048 NONE 12.00 -- 40.500 82 CF5AA048 40,500 NONE - 12.00 CG5AA048 40,500 TXV 82 12.00 CJ5A/CK5A/CK5BA042 40,000 NONE - 12.00 CJ5A/CK5A/CKSBA048 40.500 NONE - 12.00 CJ5A/CK5A/CK5BN042 39.000 NONE - 12.00 CJ5A/CK5A/CK5BN048 39.500 NONE - 12.00 CJ5A/CK5A/CK58W048 40.500 NONE - 12.00 CK38AO42 40.000 NONE - 12.00 CK3BA048 40,500 NONE - 12.00 CM5A/CM5BA042 40.000 NONE - 12.00 CM5A/CM5BA048 40,500 NONE - 12.00 F(A.B)4AN(F,B.C)042 40.000 TDR 11.50 - F(A,B)4AN(F,B,C)048 40,500 TDR 12.00 12.50 FC48N(F.B)042 40.000 TDR & TXV 11.50 - FC48N(F,8)048 40,500 TDR & TXV 12.00 40,500 FC48NB054 42,000 TDR & TXV 12.50 40,000 FC4BNF038 41,000 TDR & TXV 12.00 TDR FG3AAA048 40.500 NONE - 12.00 FK4CN8006 42,000 TDR & TXV 14.00 - FK4CNF003 41,000 TDR & TXV 12.50 40,500 FK4CNF005 41,500 TDR & TXV 13.00 - ACCESSORY LLS EER SOUND RATING (dBA) TXV# 12.00 12.00 10.65 82 12.00 12.00 10.70 82 -- - 12.00 12.00 10.65 82 - 12.00 10.65 82 12.00 12.00 10.60 82 12.00 12.00 10.65 82 12.00 12.00 10.60 82 12.00 12.00 10.65 82 12.00 12.00 10.65 82 12.00 12.00 10.60 82 12.00 12.00 10.65 82 12.00 12.00 10.70 82 12.00 12.00 10.70 82 11.50 - 10.45 82 12.00 - 10.65 82 - - 10.45 82 - - 10.65 82 - - 11.35 82 - - 10.85 82 12.00 12.00 10.60 82 - - 12.20 82 - - 11.30 82 - I - 1 11.85 82 CC5A/CD5A/CD5BA042 CC5A/CD5A/C05BW042 40,000 40,000 TDR 12.80 - 12.80 12.30 11.15 82 CC5A/CD5A/CD5BW048 40,000 TDR TDR 12.80 13.00 - 12.80 12.80 11.15 82 CD3(A,B)A042 40,000 TDR 12.80 - - 13.00 12.80 - 11.25 11.15 82 82 CO3(A.B)A048 C05A/CD58A048 40,000 40.000 TDR TDR 13.00 - 13.00 - 11.25 82 CJSA/CK5A/CK5BA042 40,000 TDR 13.00 12.00 - - 13.00 12.00 - 11.25 82 CJ5A/CK5A/CK58A048 40,500 TDR 12.40 - 12.40 - 10.65 82 CK3BA042 CK36A048 40,000 TDR 12.00 - 12.00 - - 10.85 10.65 82 82 TOR 40.500 TDR 12.40 - 12.40 - 10.85 82 CJ5A/CK5A/CK5BA048 CK38AO48 CC5A/CD5A/CD5BA042 042-30,50, CC5A/CD5A/CO5BW042 31, 32, 52 CCSA/CD5A/C05BW048 CD3(A,B)A042 CD3(A,B)A048 CD5A/CD58A048 CJ5A/CK5A/CK5BA042 CJ5A/CK5A/CK56A048 CK38A042 CK3BA048 See notes on pg. 15. CJ5A/CK5A/CK58A042 CJ5A/CK5A/CK58W048 CK36AO42 CC5A/CD5A/CD5BA042 CC5A/C05A/CD5BW042 CCSA/CD5A/CD5BW048 CO3(A.B)A042 CD3(A.8)A048, CD5A/CD5BA048 CE3AA042 CE3AA048 CJ5A/CK5A/CK58A042 CJ5A/CK5A/CK5BA048 CK3BA042 CK33A048 CCSA/COSA/CD5BA042 CC5A/C05A/CD58W042 CCSA/CD5A/CD58W048 CO3(A,B)A042 CD3(A.B)A048 CD5A/CD58A048 CE3AA042 CE3AA048 CJ5A/CK5A/CK56A042 CJ5A/CK5A/CK5BW048 CCSA/CD5A/CDSBA042 CC5A/CD5A/CD5BW042 -- -- - •.o cvrccu runrvw ,t 40.500 TDR 12.30 - 40.500 TDR 12.30 - COILS + 58MVP100-20 VARIABLE -SPEED FURNACE 40,000 TDR 12.80 - 40.000 TDR 12.80 - 40.000 TDR 13.00 - 40,000 TDR 12.80 - 40.000 TDR 13.00 - 40.000 TDR 13.00 - 40.000 TDR 12.40 - 40.500 TDR 12.50 - 40,000 TDR 12.40 - 40.500 TDR 12.50 - COILS + 58MVP120-20 VARIABLE -SPEED FURNACE 40,000 TDR 12.50 - 40.500 TDR 13.00 - 40.000 TOR 12.50 - COILS + 58U(H.X)V080-16 VARIABLE -SPEED FURNACE 40,000 TDR 12.50 - 40,000 TDR 12.50 - 40,500 TDR 13.00 - 40.000 TDR 12.50 - 40,500 TDR 13.00 - 40.500 TOR 13.00 - 40.000 TDR 13.00 - 40.500 TDR 13.00 - 40.000 TDR 12.50 - 40.500 TDR 12.80 - 40,000 TDR 12.50 - 40,500 TDR 12.80 - COILS + 58U(H X)V100-20 VARIABLE -SPEED FURNACE 40,000 TOR 12.50 - 40,000 TDR 12.50 - 40,500 TOR 13.00 - 40.000 TOR 12.50 - 40.500 TDR 13.00 - 40,500 TDR 13.00 - 40,000 TDR 13.00 - 40,500 TOR 13.00 - 40.000 TDR 12.50 - 40,500 TDR 13.00 - 40,000 TDR 12.50 1 - COILS + 58U(H,X)V120-20 VARIABLE -SPEED FURNACE 40,000 1 TDR12.50 40.000 TOR 12.50 1 - 12.30I - I 10.75 82 12.30 10.75 82 12.80 - 11.15 82 12.80 - 11.15 82 13.00 - 11.25 82 12.80 - 11.15 82 13.00 - 11.25 82 13.00 - 11.25 82 12.40 - 10.90 82 12.50 - 11.10 82 12.40 - 10.90 82 12.50 - 11.10 82 12.50 - I 11.00 I 82 13.00 11.50 82 12.50 11.00 82 12.50 - 11.15 82 12.50 - 11.15 82 13.00 - 11.30 82 12.50 - 11.15 82 13.00 - 11.30 82 13.00 - 11.30 82 13.00 - 11.20 82 13.00 - 11.25 82 12.50 - 11.10 82 12.80 - 11.25 82 12.50 - 11.10 82 12.80 - 11.25 82 12.50 - 11.15 82 12.50 - 11.15 82 13.00 - 11.30 82 12.50 - 11.15 82 13.00 - 11.30 82 13.00 - 11.30 82 13.00 - 11.20 82 13.00 - 11.25 82 12.50 - 11.40 82 13.00 - 11.50 82 12.50 - 11.40 82 12.50 I - I 11.15 11.15 I 82 12.50 82 13 IN Combination ratings continued [ - 15. FACTORY - SUPPLIED CARRIER GAS .' UNIT SIZE -SERIES INDOOR TOT. CAP. ENHANCE- STANDARD FURNACE OR ACCESSORY ACCESSORY SOUND . RATING MODEL BTUH MENT RATING TORI TXV$ LLS EER (dBA) 048-30, CJ5A/CK5A/CK5BA060 CJ5A/CK5A/CK58W048 47,500 47,000 TDR TDR 12.50 12.50 - 12.50 11.2582 32,52 { CJSA/CK5A/CK5BX060 48,000 TDR 13.00 - 12.50 13.00 - 11.00 82 CK3BA048 CK38A060 47,000 TDR . 1250 - 12.50 - - 11.50 11.00 82 82 47.500 TDR 12.50 - 12.50 - 11.25 82 CCSA/CD5A/CD58W060* CC5A/CD5A/CD5BA060 58.000 56.006 NONE - 12.00 12.00 12.00 10.35 82 CD3(A.B)AO§O 56.000 NONE NONE - - 11.50 11.50 11.50 11.50, 10.15 82 CE3AA060 CJ A/CK5A/CK5BA060 58.000 56,000 NONE NONE 12.00 11.50 12.00 11.50 12.00 10.15 10.45- 82 82 44= -- CJ5A/CK5A/CK5BNO60 56,000 NONE - - 11.50 11.50 11.50 11.50 10.55 82 CJ5A/CK5A/CKSBX060 58,000 NONE - 12.00 11.50 12.00 11.50 12.00 10.75 10.70 82 82 CK38AO60 F(A,B)4AN(FB)060 56,000 58,000 NONE TDR 11:50 11.50 11.50 10.70 82 F64ANS070 58,500 TDR 11.50 12.00 - - 11.50 12.00 - 10.05 10.50 82 82 060-30, FC48N(F,B)060 FC4BN8054 58,000 58,000 TDR & TXV TDR & TXV 11.5010.05 12.20 10.65 82 32,52 FC48NB070 58,500 TDR & TXV 12.00 - - - - 1050 82 82 F060 FK4CNBK4CN8006 57,500 59.000 NONE TDR & TXV 13.00 11.50 11.50 11.50 10.30 82 - - - 10.95 82 COILS + 58U(H,X)V100-20 VARIABLE -SPEED FURNACE CJ5A/CK5A/CK58A060 CJ5A/CKSA/CKSBXO60 56,000 58,000 TDR 72.20 - 12.20 10.80 82 CK36AC 56,000 TDR TDR 12.50 - 12.50 i t 10 82 12.20 - 12.20 - 10.80 82 COILS + 58U(H.X)V120-20 VARIABLE -SPEED FURNACE CJ5A/CK5A/CK58A060 CJ5A/CK5A/CK5BX060 56,000 58,000 TDR 12.20 - 12.20 - 10.65 82 CK38A060 56,000 TDR TDR 12.50 12.20 - - 12.50 12.20 - 11.00 82 Tested Combination - 10.65 82 t In most cases, only 1 method should be used to achieve TDR function. Using more than 1 method in a system may cause degradation in mance. Use either the accessory Time -Delay Relay KAATD0101TDR perfor- or a furnace equipped with TDR. All Carrier furnaces TDR except for the 58GFA. are equipped with $ Based on computer simulation. TXV must be hard shutoff type. EER - Energy Efficiency Ratio LLS - Liquid -Line Solenoid Valve SEER - Seasonal Energy Efficiency Ratio NOTES: 1. Ratings are net values reflecting the effects of circulating fan motor heat. Supplemental electric heat is not included. 2. Tested outdoor/indoor combinations have been tested in accordance with DOE test procedures for central air conditioners Ratings other combinations are determined under DOE computer simulation procedures. for 3. Determine actual CFM values obtainable for your system by referring to fan performance data in fan coil or furnace coil literature. [ - 15. do RESIDENTIAL GAS WATER HEATER' Available in 30, 40 and 50 Gallon Gas Models S -Year Limited Warranty*. on Tank " 5 -Year Limited Warranty* on Parts m 2" of Polyurethane Foam - Non -CFC m Fused Ceramic Shield Tank'" • Energy Saving Thermo -Plastic Drain • Set and Forget Thermostat • Aluminized Multi -Port Lo-NOX Burin _ Natural Gas - Cast Iron for Prova'nf 1 v w Side Temperature and Pressure Relief :•-M- Valve Opening (for Top T&P opening specify when ordering) G52 -30530-3N G52 -30T33 -3N PROLine' 5-YearGas West Coast Availability Only452-4OS33-3N G52-4OT34-3N G52-4OS40-3N G52 -40T40 -31N Dimensions in all charts shown in inches. G52 -50T38 -3N G52 -50T40 -3N C-52-40T34-31NIC0 000 GHT -APPROX. Btu INPUT BTU G.r.H. G.P.H. HUGHTTO HEIGHT HEIG HEIGHT HEIGHT MODEL - GALLON MIMI. INPUT RECOVERY RECOVERY 70P OF JACKET TO TjP OF TO GAS JO TOP SIDE SHIPPING NUMBER CAPACITY G43' PROPANE NATURAL PROPANE E.E. VENT DIAMETER HEATER CONN. A 652-30530-3N" 30 30,000' 27,000 30.3 27.3— —'-(TO— -4812 48112* ---20'-- 64/4 12112 451/4 0 125 G52 -30133-3N** 30 33.000 33.000 33.4 33.4 .61 591/4 111 56 121/2 56 491/2 125 G52 -40S33 -3N" 40 33,000 33.000 33.4 33.4 .59 501/4 22 47 .1212 47 41 155 G52 -40T34 -3N 40 34,000 34.000 34.4 34.4 .62 601/4 20 57 121/2 57 561/2 155 G52A0T34-3NC( 40 34.000 34.000 34.4 34.4 .62 601/4 20 57 12112 57 5012 155 G52-.40S4D-3N'- 40 40,000 40.000 40.4 40.4 .57 513/4- 22-- 481/2 1212 481/2 421/4 155 OV404@ @I-- Z" Sri Al 117 20 it A I ,i G52650T38-3N 50 38,000 38,6i 385 38.5 .'.60 601/4 .22. 57 1212 57 50112 170 000 40 • -Above,models are natural gas.-Jo.order. propajng.rjqqe!s,-._0an6e -N* sunix to -F, suffix. Limited warranty on lank and parts. Complete details in manual. Available in both side.ot too T&P opening versions. -Available with 10 -Year lank. 5 -Year pads warranty. Change '1352' to '13102' when ordering._..... CO - Hand hole clean out available - this model only. - G5: 50150-4N 50 50 40.000 50,000 40.000 ;50,000 40. 0 50.7 ,A&w 50.7 wfiR-w -..57 -V" 60 114 22 '57 62t 1212 57 12 1711 170 -Above,models are natural gas.-Jo.order. propajng.rjqqe!s,-._0an6e -N* sunix to -F, suffix. Limited warranty on lank and parts. Complete details in manual. Available in both side.ot too T&P opening versions. -Available with 10 -Year lank. 5 -Year pads warranty. Change '1352' to '13102' when ordering._..... CO - Hand hole clean out available - this model only. PAGE 126 SECTION 1 GAS WATER HEATERS APRIL 1991 Model Foot ZZ 49 .57 30 MHSCG51-30T30-3N =cm 49 aE: 3 G101 -30530-3N :5O Number Notes ^¢ c -Q •-030' ¢N>° c~ - o> 6,7,10 Foot ¢ o oo m ¢30O S1 6,7,10 SO .58 30 G81 -30530-3N Qur Number es 30 > 6,7,10 m= .60 30 612-30530-3N ' 6,7,10 50 .60 30 652-30530-3N 6,7,10 50 QW AMERICAN WATER HEATER COMPANY Trade Name: ACE American, American Hardware, America's Best, Apex Aqua Temp- Aqua Therm, Aquamatic. Best. Best Deluxe. Champion. Craftmaster, De -Omer, Deluxe, Eagle. The Earl's Energy Conservation Water Heater, The Earl's Energy Saver Plus. Envirotemp, Four Most, Hotmaster. Hotstream, King-Kleen. King -Line. MasterPlumber, Nationaline. Neptune. Penquin. Prestige. Proline and Proline Plus.Quaker, Quick -Flo, Raywall, Revere, Riviera, Sands, Sentinel, Servi-star, Shamrock Special. Deluxe, Standard Super Eagle. Super -Flo, Supreme, Sure -Fire, Thoro-Clean,Tru-Test, Tru Value. U.S. Supply or XCL Energy Saver. NATURAL GAS MHSCGII-30T30-3141 2,7,10 49 .57 30 MHSCG51-30T30-3N 2,7,10 49 .5T 30 G101 -30530-3N 6,7,10 50 .58 30 Gll-30530-3N 6,7,10 SO .58 30 G5I-30S30-3N 6,7,10 SO .58 30 G81 -30530-3N 6,7,10 50 .58 30 G102 -30530-3N 6,7,10 SO .60 30 612-30530-3N ' 6,7,10 50 .60 30 652-30530-3N 6,7,10 50 .60 30 682-30530-3N 6,7,10 50 .60 30 MHG11-30T31-3N 2,7,10 53 .56 30 MHGSI-3OT31-3N 2,7,10 53 .56 30 MHSCGII-40T30-3N 2,7,10 54 .56 40 MHSCGSI-40T30-3N 2,7,10 54 .56 40 6101-30733-301 6,7,10 54 .58 30 Gll-30T33-3N 6,7,10 54 .58 30 G51 -30T33 -3N 6,T,10 54 .51 30 G81 -30T33 -3N 6,7,10 54 .51 30 G102 -30T33 -3N 6,7,10 54 .61 30 G12-3OT33-3N 6;7,10 54 .51 30 A GS2-30T33-3N 6.7,10 S4 .61 30 G82 -30T33 -3N 6,7,10 54 .61 30 MHG11-40T31-3N 2,7,10 60 .5S 40 M14GS1-dOT31-314 2,7,10 60 .55 40 OVG102-40S38-3N 4,7,10 60 .59 40 DYG12-dOS36-3M 4,7,10 60 .59 40 DVGSZ-d0538-3N 4,7,10 60 .59 40 OYG82-dOS38-3N 4,T,10 60 .59 40 G101 -40533-3N 6,7,10 62 .56 40 G11 -40533-3N 6,7,10 62 .56 40- G51 -40S33 -3N 6,7,10 62 .56 40 (G81 -40533-3N 6.7,10 62 .56 40 G10Z-40S33-301 6,7,10 62 .59 d0 G12-4OS33-3N 6,7.10 62 .59 40 G52 -40533-3N 6,7,10 62 .59 40 G82-40533-3141 6,7,10 62 .59 e0 G101 -40T34-311 6,1,10 63 .57 - 40 G11 -40T34-3141 6,7,10 63 .57 40 GSI -40T34 -3M 6,7,10 63 .57 40 G81 -40T34-3141 6,7,10 63 .57 40 G102-40T3d-3N 6,7,10 63 .62 40 G12 -40T34 -3N 6,7,10 63 7,10 40 G52 -40T34 -3N 6,7,10 63 .62 .62 40 G82 -40T34 -3N 6,7,10 63 .6Z 40 G101 -4040-3N 7,10 59 .56 40 6101 -40T40 -3N 7110 69 .56 40 G11-40540-314 7,10 59 .56 40 Gll-40T40-3N 7,10 69 .55 40 G5I-40S40-3N 7,10 69 .56 40 G51 -40T40 -3N 7,10 69 .56 40 G81 -40540-3N 7,10 69 .56 . 40 G81 -40T40 -3N 7,10 69 .56 40 .G102 -40540-3N 7,10 69 .57 40 G1Z-40340-3N 1,10 69 .57 40 G52 -40S40 -3N 7,10 69 ST 40 G82 -40540-3N 1,10 69 .57 40 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 30.0 31.0 31.0 30.0 30.0 33.0 33.0 33.0 33.0 33.0 33.0 33.0 33.0 31.0 31.0 38.0 38.0 38.0 33.0 33.0 33.0 33.0 33.0 33.0 33.0 33.0 33.0 34.0 34.0 31.0 34.0 34;0 34.0 34.0 34.0 40.0 40.0 40.0' 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 40.0 76 76 76 76 76 76 77 77 77 77 7S 75 76 76 76 76 76 76 76 76 76 76 TO 76 76 76 T7 77 T7 T7 77 T7 77 77 7T 77 77 77 T7 TT 77 77` 76 T9 75 79 76 79 76 79 I 75 75 76 76 AMERICAN WATER HEATER COMPANY (CONT -D) G102-dOT4073N 7,10 69 .60 40 d0.0 G12 -401`40-3N 7,10 69 .60 40 40.0 G52 -40T40 -3N 7,10 69 .60 40 40.0 G82 -40T40 -3N 7,10 69 .60 40 40.0 OVG102-SOT42-3N 4,7,10 70 .57 SO 42.0 DYGIZ-5OT42-3N 4,7,10 TO .57 50 42.0 OYG52-SOT42-3N 4,7,10 TO .57 50 42.0 0VG12-SOT42-3N 4,7,10 70 .57 SO 42.0 GIOI-40T16-4N 7,10 74 .56 40 46.0 Gll-40T46-4N 7,10 74 .56 40 46.0 G51 -40T46 -4N 7,10 74 .56 40 46.0 G81-40746-dN 7, to 74 .56 40 46.0 G102-40Td6-4141 7,10 74 .58 40 46.0 G12-4OT46-4N 7,10 74 .58 40 46.0 G52 -40T46 -4N 7,10 74 .58 40 46.0 G82 -40T46 -4N' 7,10 74 .58 40 46.0 aPVG102-dOTS0-3N 3,7,10 74 .61 40 50.0 JPYGIZ-40750-34 3,1,10 74 .61 40 50.0 :PYG5Z-40T50-3M 3,7,10 74 .51 40. 50.0 aPYG82-40TSO-3N 3,7,10 74 ..61 40 50.0 6101-5OT3S-3N 7,10 79 .55 50 35.0 6101-50T33-3141 7,10 79 .SS So 38.0 JG101-SOT40-3N 7,10 79 .55 SO 40.0 G11-SOT35-3M G11 -50T38-311 7,10 79 .5S SO 35.0 .51 7,10 79 .55 50 38.0 9G I I - SOT40- 3H 7,10 79 .55 SO 40.0 G51-SOT35-3N 7,10 79 .55 s0 35.0 GSI -507`38-3N 7,10 79 .55 SO 38.0 :G51-SOT40-3N 7,10 79 .55 50 40.0 G81 -50715-3N 7,10 79 .5S SO' 35.0 G81-SOT38-3N 7,10 79 , .5S SO 38.0 9681-50T40-311 7,10 79 .55 SO 40.0 G102 -50T40 -3N 7,10 T9 .57 So 40.0 G12 -50T40-3101 7,10 79 ST 50 40.0 GSZ-SOT40-3N 7,10 79 .57 SO 40.0 G82-SOT40-3N 7,10 79 .57 SO 40.0 GIOZ-50735-3N 1,6,7, 79 .60 50 35.0 10 GIO2-SOT38-3N 1,6,7, 79 :60 SO 38.0 10 G12 -50T`35-3111 1,6,7, 79 .60 SO 35.0 10 G12 -50T38-3141 11617, 79 .60 SO 38.0 d5 2,;,bT35-3N 10 1 , 6.7, 7`9___ 60 SO 35.0 G52 - G82 -501`38-3N sG102-40T60-0 SG12-401`60-0 SGSZ-40T60-4N 9G82-40TSO-ut 6101-50TSO-44 Gll-SOT50-0 GSI-SOTS0-4N G81-SOT50-4N G102-50TS0-0 G12 -50T50 -4N G52 -50T50 -4N G82 -50T50 -4m PVG10Z-50T63-3H PYGt2-SOT63-3N PVGSZ-SOT63-3N PVGBZ-SOT63-3N G102-SOT63-4N 612-50763-49 G5Z-50T63-4N G82-SOT63-411 aG102-T5T75-4N sC12-7ST75-4N 902-75TT5-4N 4682 -75T75 -du /PVG102-TST75-3N SPYG12-75T75-311 STANDARD FOOTNOTES: 1. Hart Traps 2- Mam0actured (Mobile) Nome Model 4. Direct Vent S. DeWo- ignition (No Stanmrp Pace) X Rating Vohmtanty re+bsed since last directory. 'i: Rating revised by pogram since last duectory. 1,6,7, 79 .60 50 ' 38.0 10 10 1.6,7, 79 .60 50 38.0 10 7,10 16 .54 40 60.0 7,10 66 .54 40 60.0 7.10 86 -.54 40 60.0 7.10 96 .54 40 60.0 7.10 17 .55 SO 50.0 7.10 IT .55 SO 50.0 7.10 87 SS so 50.0 7.10 87 .55 SO $0.0 7.10 IT .57 50 • 50.0 7.10 17 .57 SO 50.0 7,10 IT .57 s0 50.0 7.10 87 .57 so 50.0 3,7.10 9S ..61 50 63.5 3.7,10 95 .51 50 63.$ 3.7,10 95 .61 50 63.5 3,7.10 95 .6t SO' 63.5 7,9,10 96 .55 s0 63.0 7,9,10 96 .55 SO 63.0 T,9,10 96 .55 SO 63.0 7.9,10 96 .5S SO 63.0 719,10 120 .51 75 TS.1 7.9.10 120 .51 75 75.1 7.9110 120 .51 7S 75.1 7.9,10 120 .51 75 75.1 3.7.9, 120 .51 75 75.t 10 3,7,9, 120 .51 75 7S.t 10 3, Power Combustion or Paver Vent 78 78 78 78 ' 78 75