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SFD (12-1436)54575 Avenida Madero 12-1436 • e P.O. BOX 1504 44 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT BUILDING PERMIT Application Number: Property Address: APN: Application description: Property Zoning: Application valuation: Applicant: 12-00001436 54575 AVENIDA MADERO 774-261-004- - DWELLING - SINGLE COVE RESIDENTIAL 128772 FAMILY DETACHED Architect orrlEngineer: r ----------------- LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professionals Code, and my License is in full force and effect. License Class: B Licen 0584 r Da -{G-2x13 Contractor: 6 OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031 .5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars (55001.: 1 _ 1 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). 1 1 1 am exempt under Sec. , BAP.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPFRMIT VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION 1 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. iR,l} I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 1978014-2012 certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith co ith those provisi C n Date:.S 16Q0I 3 Applie > WARNING: FAILURE TO SECUaK"SkCOMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions setforth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the aboov46_ve-mentione d r r inspection purpos ` Date:;,t_l6— ignatur Ap icantorAgent): la n_,, l'%!i 7 t1`/,1,/ f1\ Date: 5/16/13 Owner: EUGENE DUCHENE, TRUSTEE OF DUCHENE FAMILY TRUST 54575 AVENIDA MADERO LA QUINTA, CA 92253 D Contractor: SUN VALLEY DEVELOPMEN M#q I 0 1 73900 DINAH SHORE DR. 0 PALM DESERT, CA 92211 CITY OfLA9UIN'fA (760) 832-7406 FINANCE DEPT Lic. No.: 940584 ----------------------------------------------- WORKER'S COMPENSATION DECLARATION 1 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. iR,l} I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Carrier STATE FUND Policy Number 1978014-2012 certify that, in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith co ith those provisi C n Date:.S 16Q0I 3 Applie > WARNING: FAILURE TO SECUaK"SkCOMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions setforth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this county to enter upon the aboov46_ve-mentione d r r inspection purpos ` Date:;,t_l6— ignatur Ap icantorAgent): la n_,, l'%!i 7 t1`/,1,/ f1\ Application Number . . . 12-00001436 Structure Information Construction Type . . . TYPE V, UNPROTECTED Occupancy Type . . ... . . DWELLG/LODGING/LONG <=10 Flood Zone . . . . . NON -AO FLOOD ZONE Other struct info . . . . . CODE EDITION 2010 # BEDROOMS 3.00 FIRE SPRINKLERS YES GARAGE SQ FTG 497.00 PATIO SQ FTG 153.00 NUMBER OF UNITS 1.00 1ST FLOOR SQUARE FOOTAGE 1972.00 ---------------------------------------------------------------------------- Permit . . . BUILDING PERMIT Additional desc . . Permit Fee• . . . 699.00 Plan Check Fee 454.35- Issue 54.35Issue Date Valuation . . . . 116996 Expiration Date 11/12/13 Qty Unit Charge Per Extension BASE FEE 639.50 17.00 3.5000 THOU BLDG 100,001-500,000 59.50 ---------------------------------------------------------------------------- Permit . . . ELEC-NEW RESIDENTIAL Additional desc . . Permit Fee . . . . 93.96 Plan Check Fee 23.49 Issue Date . . . . Valuation . . . . 0 Expiration Date . . 11/12/13 Qty Unit Charge Per Extension BASE FEE 15.00 1972.00 .0350 ELEC NEW RES - 1 OR 2 FAMILY 69.02 497.00 .0200 ELEC GARAGE OR NON-RESIDENTIAL 9.94 ---------------------------------------------------------------------------- Permit . . . . . GRADING PERMIT Additional desc . . Permit Fee . . . . 15.00 Plan Check Fee .00 Issue Date . . . . Valuation . . . . 0 Expiration Date 11/12/13 Qty Unit Charge Per Extension BASE FEE 15.00 ---------------------------------------------------------------------------- Permit . . . . . . MECHANICAL LQPERAI[T Application Number . . . Permit . . . MECHANICAL Additional desc . . Permit Fee. . . . . 60.00 Issue Date . . . . Expiration Date . . 11/12/13 12-00001436 Plan Check Fee . . 15.00 Valuation . . . . 0 Qty Unit Charge Per Extension BASE FEE 15.00 1.00 9.0000 EA MECH FURNACE <=100K 9.00 1.00 16.5000 EA MECH B/C >3-15HP/>100K-500KBTU 16.50 2.00 6.5000 EA MECH VENT FAN 13.00 1.00 ---------------------------------------------------------------------------- 6.5000 EA MECH EXHAUST HOOD 6.50 Permit . . . PLUMBING PLB WATER INST%ALT/REP 3.00 Additional desc . . EA PLB LAWN SPRINKLER SYSTEM 9.00 Permit Fee . . . . 159.00 Plan Check Fee 39.75 Issue Date . . . . EA Valuation . . . . 0 Expiration Date . . 11/12/13 Qty Unit Charge Per Extension BASE FEE 15.00 11.00 6.0000 EA PLB FIXTURE 66.00 1.00 15.0000 EA PLB BUILDING SEWER 15.00 4.00 6.0000 EA PLB ROOF DRAIN 24.00 1.00 7.5000 EA PLB WATER HEATER/VENT 7.50 1.00 3.0000 EA PLB WATER INST%ALT/REP 3.00 1.00 9.0000 EA PLB LAWN SPRINKLER SYSTEM 9.00 6.00 .7500 EA PLB GAS PIPE >=5 4.50 1.00 15.0000 EA PLB GAS METER 15.00 ---------------------------------------------------------------------------- Special Notes and Comments 1972 SF. SFD W/ 262 SF ROOF DECK. TYPE V -B CONSTR. W/ FIRE SPRINKLERS. 2010 CODES. 2013 DIF.TUMF. ARCHITECT: CHARLES GARLAND C11991. **PERMIT DOES NOT INCLUDE BLOCK WALLS, FENCES, SWIMMING POOLS, SPA, BBQ'S and DRIVEWAY APPROACH**MA 2012-651 10%ADJ. TO FRONT SETBACK (18ft). ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 6.00 DIF COMMUNITY CENTERS -RES 129.00 DIF CIVIC CENTER - RES 942.00 ENERGY REVIEW FEE 45.44 DIF FIRE PROTECTION -RES 433.00 HOURLY PLAN CHECK 455.00 DIF LIBRARIES - RES 344.00 LQPE"11T r LQPERMIT Application Number . . . . . 12-00001436 ---------------------------------------------------------------------------- Other Fees . . . . . . . . . MULTI -SPECIES (MSHCP) FEE 521.00 DIF PARK MAINT FAC - RES 40.00 DIF PARKS/REC - RES 2048.00 STRONG MOTION (SMI) - RES 12.88 TUMF: RESIDENTIAL 1837.44 DIF STREET MAINT FAC -RES 116.00 DIF TRANSPORTATION - RES 2842.00 Fee summary ----------------- Permit Fee Total Plan Check Total Other Fee Total Grand Total Charged Paid 1026.96 45.65 532.59 454.35 9771.76 .00 11331.31 500.00 Credited Due .00 981.31 .00 78.24 .00 9771.76 .00 10831.31 - w P.O. BOX 1504 Building CALLE O Address 5QUINTA, CALIFORNIA 92253 ownerAfZ K I 7Lj Address ("0. ty Zip Tel. f C12z 55 APPLICATION ONLY BUILDING: TYPE CONST. OCC. GRP. A.P. Number 2 -7 X12-& '_ 1' —7 tT, Legal Description /_ T c. %F- 2 'A C_^IV—A4t%c L--rA v u_),—r M- 2 Project Description n-)C5QJ City Tel. State Lic. City Sq. Ft. No. No. Dw. & Classif. Lic. # Size Stories Units Arch., Engr., New Add ❑ Alter ❑ Repair ❑ Demolition ❑ Designer yy- - 6,.) ' :,-f_L)T:>10ress / G C). X `FSC, --116;0 --8 ' l D 17— City Zi State AL 11-Lr A I ZZ -4–i-' Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my license is in full force and effect. SIGNATURE DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt 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). ❑ 1, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions 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 im- provement 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). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Coda: 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) O 1 am exempt under Sec. B. & P.C. for this reason WORKER'S 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.) Policy No. Company ❑ Copy is filed with the city. ❑ 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 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 if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. 1 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 Address City, State, Zip WHITE = BUILDING DEPARTMENT Estimated Valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical Plumbing S.M.I. Grading Driveway Enc. InfrastructureVA I 1 I u 4 lull lu N 1 TOTALOF A QUIN_`fA .jTyREMARKS FINANC r STg : 4 " = 2 • D 2rtd 2. - O 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 INSPECTO Issued by: Validated by: Validation: Date YELLOW = APPLICANT PINK = FINANCE Date 5/16/13 No. 31645 Owner Duchene Family Trust Address 54-575 Avenida Madero City La Quinta Zip Tract # Type Single Family Residence CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 APN # Jurisdiction Permit # No. of Units IEDSC�O BERMUDA DUNES C11 RANCHO MIRAGE N INDIAN WELLS PALM DESERT y LA QUINTA QINDIO 1p O 774-261-004 La Quinta 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 54575 Avenida Madero 1972 Unit 6 Unit 2. Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patiostwalkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking, eating or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: Addition of Sq. Ft. to New Construction This certifies that school facility fees imposed pursuant to in the amount of $3.20 X 1,972 S.F. or $6,310.40 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By Pacific Enterprise Bank/Mark Howard Check No. 7127 Bank Name/Recipient of Certificate Telephone 760-272-4691 Funding Residential By Dr. Gary Rutherford Superintendent Fee collected /exempted by Espe Lara Payment Recd" $0.00 7 --,1 $6,310.40 Ger/L ndde�, V r Signature NOTICE: Pursuant to Government Code Section 66020(d)(1), this Will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begin to run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting RECORDINd REQUESTED BY; Orange Coast Title Co. AND WHEN RECORDED MAIL TO: Brian Johnson 2531 Colby Place Costa Mesa, CA 92626 aiNtsv VcV—vij : 1339873-10 GRANT DE DOC # 2012-0405939 08/27/2012 08:00 AM Fees: $27.00 Page 1 of 5 Doc T Tax Paid Recorded in Official Records County of Riverside Larry W. Ward Assessor, County Clerk & Recorder "This document was electronically submitted to the County of Riverside for recording— Receipted by: MABRERA UKUtKJ UbL UNLT: Escrow No.: 90377- D L_ THE UNDERSIGNED GRANTOR(S) DECLARE(S) DOCUMENTARY TRANSFER TAX is $72.60 [X] computed on full value of property conveyed, or ( ] computed on full value less value of liens or encumbrances remaining at time of sale. [ ] Unincorporated area [X] City of La Quinta AND FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Entrust Administration FBO Barbara G. Schreiber IRA #28060, and Jennifer Moody, Successor Trustee of the Linda Lacy Trust, hereby GRANT(s) to: Eugene Duchene, Trustee of the Duchene Family Trust dated May 1987 the real property in the City of La Quinta, County of Riverside, State of California, described as: LEGAL DESCRIPTION ATTACHED HERETO AS EXHIBIT "A" AND MADE A PART HEREOF Also known as: Vacant Land APN #774-261-004, La Quinta, CA 92253 AP#. 774-261-004 —'7 rwv— i�- 0a0 DATED May 7, 2012 STATE OF CALIFQFj COUNTY OF On TUP7e ' before me, -=:t- tr2 SIGNATURE ATTACHED HERETO AS EXHIBIT AND MADE A PART HEREOF. ----------------- ------------ who proved to me on the basis of satisfactory evidence to be the person( whose name,W(gare subscribed to the within Instrument and acknowle ged to me that h tthey executed the Sal a In h' heir authorized cap dies), and that by his le /heir signature on the instrument the person, or the entity upon behalf of which the persow ,acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the fgaWing paragraph is true and correct. WITNESS my hand d official seal. (Seal) IF NO PARTY SHOWN, MAIL AS DIRECTED ABOVE: IRENA VANN � 19-my COMM. # 1866449 z ZNOTARYPUBLIC-CALIFORNIAALAMEOACOUNTY Comm. Expires Sept. 23, 2013 Public Record T4hf 4 4 QUWOJ P.O. Box 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 To: Burt Hanada, Plans Examiner, Inspection Supervisor From: Les Johnson, Planning Director BUILDING & SAFETY DEPARTMENT (760)777-7012 FAX (760) 777-7011 Building Plans Approval To CDD:Z Due Date/ Status: The Community Development Department has reviewed the Building Plans for the following project: Description: 0640. Address or general location: Applicant Contact: S 1* 16772 The Community Development Department finds that: ❑ ...these Building Plans do not require Community Development Department approval. ...these Building Plans are approved by the Community Development Department. ❑ ...these Building Plans require corrections. Please forward a copy of the attached corrections to the applicant. When the corrections are made please return them to the Community Development Department for review. Les Johnson, PlAiming Director Z -/, V/3 Date P.O. Box 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 August 7, 2012 (760) 777-7000 FAX (760) 777-7101 Mr. Mark Howard EI Rancho Homes, Inc. P.O. Box 10389 Palm Desert,. CA 92255 SUBJECT: MINOR ADJUSTMENT 2012-651: 54-575 AVENIDA MADERO 10% DECREASE TO THE FRONT YARD SETBACK Dear Mr: Howard. Th:is,letter.:is to.;report that the.P.fanning Department has reviewed and approved your .. .h . .. .Minor. Adjustnient applieafion.;(MA -2001:2-£51); pursUarrt to Sedtitiri "9'!2 T0.040 of the City of La Quinta Zoning Code, for the residence .at 54-.575 Avenida Madero, within ..the, La. Quinta Cove. REQUEST: Grant up to a 10% adjustment to decrease the front yard setback from. twenty (20) feet to eighteen (18) feet to accommodate the construction of a new home, as shown on the plans submitted with this application. CONDITIO.NS:. 1. A building permit shall be obtained from [he Building &.Safety Department prior to construction. 2. The proposed new home construction shall comply with all other development standards as required under the La Quinta Zoning Code. DECISION: Approval is grarite.d::for the_requested;adjustm6ht"s' biect to'the above `listed. conditions. and:. based: on t:he :following. findings.: _ _ 0 77 1. Minor Adjustment 2012-651 is consistent with the La Quinta General Plan, in that the encroachment proposed does not alter the approved land use for the . property, or affect land use on surrounding similar properties. 2. Minor Adjustment 2012-651 is consistent with the. -intent of the La Quinta Zoning Code, in that the requested adjustment will be conditioned to comply with all other development standards as required under said Zoning Code. 3. Processing and approval -of Minor Adjustment 2012-651 is in compliance with the California Environmental Quality Act. The adjustment requested falls under CEQA Guidelines Section 15305(a) as a "Minor Alterations to Land" - Class 5 Categorical Exemption. 4. Approval of Minor Adjustment 2012451 is not detrimental to the public health, safety and general welfare, nor injurious or incompatible with other properties and land use. in the vicinity. The adjustment has no impact on health or safety issues, and will not affect physical land use characteristics in the vicinity. Please be advised that the City only approves one Minor Adjustment per lot, regardless of the percentage of, the development standard adjusted. This approval relates only to allowance of the. reduction as stated above, and does not imply any entitlement or approval of a building permit for any structures shown o.n the plans on file. All other development standards of the La Quinta Zoning Code are applicable and shall be adhered to in preparing plans for building plan check. If you have any additional questions, .please contact me at 760-777-7125. Sincerely, C_ E IC CEJA . Assistant ,Planner C: Building & Safety Department Building Permit Number. I z - Project Description: SFR Exempt: C1 (Materials may contain hazardous wastes and are not.subject to racycling provisions) Construction Debris Management Plan Plan Submittal Date 2/7/2013 Job Site Address 54575 Ave Madero Owner's Name Duchene Family Trust Number, Street, or PO Box PO Box 10389 , City, State, Postal Code Palm Desert, Ca 92255 Owner's Phone Number, Mark Howard Owner's E -Mail Address I_ . Project Manager's Phone Number 760-272-4691 Project Manager's E-mail Address lenchdesign@aol.com Builder/Contractor Mark Howard Number, Street or PO Box PO Box 10389 City, Stale, Postal code Palm Desert, Ca 92255 Project Square Footage 2,469 City Approval By Date of City Approval Materials To Be Discarded: Product Tons Trash 4.69 Not recyclable Product Tons Asphalt 0.00 Recyclable Masonry (broken) 0.00 Recyclable Brick/Block 0.00 Recyclable Plaster 0.49 Recyclable Cardboard 0.81 Recyclable Scrap Metal 0.00 Recyclable Commingled 0.00 Recyclable Tile (floor) 0.42 Recyclable Concrete 0.20 Recyclable Tile (roof) 0.00 Recyclable Drywall 0.15 Recyclable Wood 6.17 Recyclable Donated /Reuse* 0.00 Recyclable Landscape Debris F---0.001 Recyclable "Describe Items Totals:. Recycle TrashProjected Diversion: .. 8.2 4.7 63.7% 1 understand It Is the property owner's responsiblllty to submit copies of weight tickets or receipts to the District Environmental Coordinator as these hauls occur. I hereby certify that completion, Implementation and adherence of the Debris Management Plan (DMP) for the above named project shall guarantee that at least 50% of the Jobsite waste is diverted from landfilling. The remaining material will be recycled or reused. I will divert, for recycling or re -use, remaining materials generated from the first day of the project through the completion of the project in accordance with this plan. This DMP is Issued In'the name of the property owner(s) and shall remain their property throughout the construction and/or demolition project. A contractor serving as agent of the owner may obtain a DMP for the owner. However, the DMP is still issued in the name or the propgoty owner(s) and the owner retains legal responsibility for ensuring that the provisions of the DMP are adhered to. The proper ar(s)-and general c9Vactor shall be kept Informed of the diversion progress through bi-monthly reports. If self -hauling, refus material fr Is oject site must be taken to an approved recycler or transfer station. Owner / Developer/ Project Manager / Superintendant Date 71-780 San Jacinto Dr. Ste. E2, Rancho Mirage, Ca. 92270 ph. (760) 834-8860 fax (760) Letter of Transmittal To: City of La Quinta Today's Date: 78-495 Calle Tampico City Due Date: La Quinta, CA 92253 Project Address: Attn: Angelica Plan Check #: 5-9-13 5/1/13 54-575 Ave. Madero 12-1436 Submittal: ❑ 1St ❑ 4th ❑ 2nd ❑ 5th ® 3`d ❑ Other: We are forwarding: ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: Descriptions: Includes: # Of Descriptions: Copies: ❑ Structural Plans ® 1 Revised Struct. Plans ❑ Structural Calculations ® 1 Revised Struct. Calcs ❑ Truss Calcs ® 1 Revised Truss ❑ Soils Report ❑ Revised Soils Report ❑ Structural P/C Comments ❑ Approved Structural Plans ® 1 Redlined Structural Plans ❑ Approved Structural Calcs ® 2 Redlined Structural Calcs ❑ Approved Truss Calcs ® 2 Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ® 2 Other: Spiral Stair Design/Details Comments: Structural content is approvable. Please replace and insert the revised plan sheet CS and D-1 into the 2nd copy of the 3rd submittal plans. Ifyouhave any questions please feel free to call. Structural Plan Review Time =2.5 HR. This Material Sent for: ❑ Your Files ® Per Your Request ❑ Your Review ❑ Approval ❑ Checking ❑ At the request of: Other: ❑ By: John W. Thompson Rancho Mirage Office: ® (760) 834-8860 Other: ❑ PROUDLY SERVING THE UNINCORPORATED AREAS OF RIVERSIDE COUNTY AND THE CITIES OF: BANNING BEAUMONT CALIMESA CANYON LAKE COACHELLA DESERT HOT SPRINGS EASTVALE INDIAN WELLS INDIO LAKE ELSINORE LA QUINTA MENIFEE MORENO VALLEY PALM DESERT PERRIS RANCHO MIRAGE RUBIDOUx CSD SAN JACINTO TEMECULA WILDOMAR BOARD OF SUPERVISORS: BOB BUSTER DISTRICT 1 JOHN TAVAGLIONE DISTRICT 2 JEFF STONE DISTRICT 3 JOHN BENOIT DISTRICT 4 MARION ASHLEY DISTRICT 5 RIVERSIDE COUNTY FIRE DEPARTMENT IN COOPERATION WITH THE CALIFORNIA DEPARTMENT OF FORESTRY AND FIRE PROTECTION 77-933 Las Montanas Rd., Ste. #201, Palm Desert,, CA 922114131 • Phone (760) 863-8886 • Fax(760)863-7072 www.rvcfire.org April 1, 2013 CFB Fire Sprinkler Design 21386 Lilium Crt. Moreno Valley, CA Re: Residential Fire Sprinkler Plan Review LAQ-13-RS-020 Medera Residence 54-575 Avenida Madero La Quinta, CA The sprinkler plans you submitted for the above referenced project have been reviewed by Riverside County Fire Department Planning & Engineering personnel and are approved with the following conditions: A minimum of three spare fire sprinklers of each type and temperature rating along with a sprinkler wrench should be located in a spare head cabinet at the system riser or other approved location. Permanently marked identification signs shall be attached to all control valves. A warning sign, with minimum '/ inch letters, shall be affixed adjacent to the main shutoff valve and shall state the following: . WARNING: The water system for this home supplies fire sprinklers that require certain flows and pressures to fight a fire. Devices that restrict the flow or decrease the pressure or automatically shut off the water to the fire sprinkler system, such as water softeners, filtration systems, and automatic shut-off valves, shall not be added to this system without a review of the fire sprinkler system by a fire protections specialist. DO NOT remove this sign. The following inspections/tests are required to be witnessed by the Fire Department Planning Division staff: (a) Overhead Rough and Hydro static test: All piping shall be visible and pumped at normal operating pressure. (b) Final inspection. The Fire Department job card, approved plans and conditions letter must be at the job site or NO inspection will be performed. Applicant/installer shall be responsible to contact the Fire Department to schedule inspection(s) a minimum of 72 hours prior to the requested inspection date. All questions regarding the meaning of these conditions should be referred to the Fire Department Planning & Engineering staff at (760) 863-8886. Applicant/installer shall be responsible to contact the Fire Department to s hedule inspection. Sincerely, Jaso Stubble Fire Safety Specialist Certificate of Occupancy 111CM oF 9wS Community Development Department This Certificate is issued pursuant to the requirements of Chapter 1 Section R110 of the California Residential Code, certifying that, at the time of issuance, this structure was. in compliance with the provisions of the Building Code and the various ordinances of the City regulating building construction and/or use. BUILDING ADDRESS: 54-575 AVENIDA MADERO Use classification: SINGLE FAMILY DWELLING Occupancy Group: R3 Code Edition: 2010 rnS Building Official Type of Construction: VB Sprinkler Installed: YES Building Permit No.: 12-1436 Land Use Zone: RC Sprinkler Required: YES Owner of Building: DUCHENE, EUGENE Address: 2531 COLBY PLACE City, ST, ZIP: COSTA MESA, CA 92626 By: AJ ORTEGA Date: SEPTEMBER 25, 2013 IN A CONSPICUOUS PLACE m"14- 1W. -n2•` jt Simplified Prescriptive Certificate of Compliance: 2008 Residential HVAC Alterations CF-lR-ALT-HVAC Climate Zones 10 - 15 Site Address: Enforcement Agency: Date: Permit #: 54575 Avenida Madero La Quinta, CA 92253 City of La Quinta I Sep 24, 2013 Duct insulation Conditioned Floor Equipment Typel List Minimum Efficiency2 requirement Area Thermostat ❑ Package Unit 10 Furnace ® AFUE 78% ❑ COP ❑ R 6 i INSTALLATION CERTIFICATE CF-61t-MECH-20-11E9 Duct Leakage Test - Completely New or Replacement Duct System (Page 1 of 2) Site Address: 54575 Avenida Madero, La Quinta CA 92253 (Split Enforcement Agency: g ° Permit Number: System) City of La Quinta 12-1436 Enter the Duct System Name or Identification/Tag: Split System Enter the Duct System Location or Area Served: Attic Note: Submit one Installation Certificate for each duct system that must demonstrate compliance in the dwelling. This certificate is required for compliance for completely new duct systems installed in new dwelling construction, and also for completely new or replacement duct systems in existing dwellings. For existing dwellings, a completely new or replacement duct system can also include existing parts of the original duct system (e.g., register boots, air handler, coil, plenums, etc.) if those parts are accessible and they can be sealed. Duct Leakage Diagnostic Test - completely new or replacement duct system Enter a value for the Allowed Leakage (CFM) for the duct system leakage verification. The value entered must be the VLLDCS criteria or one of the three calculated leakage rates described below. Verified Low Leakage Ducts in Conditioned Space (VLLDCS) Compliance Credit. If compliance credit for verified low leakage ducts in conditioned space is shown in the special features section of the Allowed CF -1R, the leakage to outside test method must be used to verify duct leakage (refer to RA3.1.4.3.4), Leakage and 25 CFM must be entered for Allowed Leakage. (CFM) Allowed leakage calculation - (select one calculation method from this section). Use 6% (leakage factor = 0.06) for calculations if tested at "final' or 4% (leakage factor = 0.04) if tested at "rough." When utilizing Low Leakage Air Handler (LLAH) credit, the allowed duct leakage may be specified by the CF -1R to be less than 6%, in which case the user-specified leakage rate must be used in the calculations below. For example, if the user-specified leakage (specified as a percentage of fan airflow) is reported on the.CFr1R as 3%, then use aleakage factor- of.0.03.in the calculations, below. -! J + ® Cooling system method: ! Nominal capacity of condenser in Tons 5 x 400 x leakage factor,= 12 FM/- ❑ Heating system meth d 1J ' 21.7 x Output Capacity in Thousands,of Bt x leaks a factor = CFM g ❑ Measured airflow method (RA3.3): Enter measured fan flow in CFM here x leakage factor = CFM Enter value for Actual leakage (CFM) in the right column, from measurement using applicable duct Actual Leakage leakage pressurization test procedure from Reference Residential Appendix RA3.1(CFM @ 25 Pa). (CFM) List Actual Leakage from duct leakage test(CFM) 113 Pass if Actual Leakage is equal to or less than Allowed Leakage ® Pass ❑ Fail For complete replacement of duct systems only, if the 6 percent leakage rate criteria cannot be met, a smoke test should be performed to verify that the excess leakage is coming only from a pre-existing furnace cabinet (air handler cabinet), and not from other accessible portions of the duct system. A HERS rater must verify the installation (No sampling allowed). List Actual Leakage from smoke test(CFM) Pass if all accessible leaks (except for existing air handler) are sealed using smoke ❑ Pass ❑ Fail 1 Reg: 213-A0073076B-M2000001A-0000 Registration Date/Time: 2013/09/24 13:37:40 HERS Provider: Ca10ERTS, Inc. 2008 Residential Compliance Forms - August 2009 INSTALLATION CERTIFICATE CF-6R-MECH-20-HERS Duct Leakage Test — Completely New or Replacement Duct System (Page 2 of 2) Site Address: 54575 Avenida Madero, La Quinta CA 92253 (Split Enforcement Agency: Permit Number: System) City of La Quinta 12-1436 Compliance Method This dwelling was: (select one of the following two choices): ® Tested at Final ❑ Tested at Rough -in (requires installer to complete the visual inspection at final construction stage described below) visual inspection at Anal construction stage (it appucable) After installing the interior finishing wall and verifying that the above rough -in tests was completed, the following procedure must be performed: ❑ For all supply and return registers, verify that the spaces between the register boot and the interior finishing wall are properly sealed. ❑ If the house rough -in duct leakage test was conducted without an air handler installed, inspect the connection points between the air handler and the supply and return plenums to verify that the connection points are properly sealed. ❑ Inspect all joints to ensure that no cloth backed rubber adhesive duct tape is used. ® Outside air (OA) ducts for Central Fan Integrated (CFI) ventilation systems, shall not be sealed/taped off during duct leakage testing. CFI OA ducts that utilize controlled motorized dampers, that open only when OA ventilation is required to meet ASHRAE Standard 62.2, and close when OA ventilation is not required, may be configured to the closed position during duct leakage testing. ® All supply and return register boots must be sealed to the drywall IN New duct,installa ions cannot -utilize •building cavities as plenums or platform, returns In'lieu of ducts. ® Mastic and draw bands'must,be used in combination with Cloth backed, rubber adhesive duct tape to seal leaks at duct connections: ! , F DECLARATION STATEMENT • I certify under penalty of perjury, under the laws of the State of California, the information provided on this form Is true and correct. • I am eligible under Division 3 of the Business and Professions Code to accept responsibility for construction, or an authorized representative of the person responsible for construction (responsible person). • I certify that the installed features, materials, components, or manufactured devices identified on this certificate (the installation) conforms to all applicable codes and regulations, and the installation is consistent with the plans and specifications approved by the enforcement agency. • I understand that a HERS rater will check the installation to verify compliance, and that that if such checking identifies defects, I am required to take corrective action at my expense. I understand that Energy Commission and HERS provider representatives will also perform quality assurance checking of installations, including those approved as part of a sample group but not checked by a HERS rater, and if those installations fail to meet the requirements of such quality assurance checking, the required corrective action and additional checking/testing of other Installations in that HERS sample group will be performed at my expense. • I reviewed a copy of the Certificate of Compliance (CF -111) form approved by the enforcement agency that identifies the specific requirements for the Installation. I certify that the requirements detailed on the CF -111 that apply to the installation have been met. • I will ensure that a completed, signed copy of this Installation Certificate shall be posted, or made available with the building permit(s) Issued for the building, and made available to the enforcement agency for all applicable Inspections. I understand that a signed copy of this Installation Certificate is required to be included with the documentation the builder provides to the building owner at occupancy. I will ensure that all Installation Certificates will come from a HERS provider data registry for multiple orientation altematives, and beginning October 1, 2010, for all low-rise residential buildings. Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) RAYBURN HEATING AND AIR CONDITIONING Responsible Person's Name: Responsible Person's Signature: Doug Rayburn Doug Rayburn CSLB License: 731939 Date Signed: 19/20/2013 Position With Company (Title): Is this installation monitored by a Third Party Quality Name of TPQCP (if applicable): Control Program (TPQCP)? ❑ Yes ❑ No Reg: 213-A0073076B-M2000001A-0000 Registration Date/Time: 2013/09/24 13:37:40 HERS Provider: CalCERTS, Inc. 2008 Residential Compliance Forms August 2009 INSTALLATION CERTIFICATE CF-6R-MECH-0 Space Conditioning Systems, Ducts and Fans (Page 1 of 2) Site Address: 54575 Avenida Madero, La Quinta CA 92253 (Split Enforcement Agency: City of La Quinta Permit Number: 12-1436 System) Duct R -value Heating Load (kBtu/hr) Space Conditioning Systems Heating Equipment Equip Type (package- heat pump) CEC Certified Mfr. Name and Model Number ARI Reference Number2 # of Identical Systems Efficiency (AFUE, etc.)1, 3 (>=CF -1R value)4 Duct Location (attic, crawl- space, etc.) Duct R -value Heating Load (kBtu/hr) Heating Capacity (kBtu/hr) Split Furnace Guardian GGLS10OC20MP11B 2017658 1 .80 AFUE Attic R-6 100 80 kBtu Type and EER) (attic, (package ARI # of 1, 3 crawl- Cooling Cooling heat CEC Certified Mfr. Name Reference Identical (>=CF -1R space, Dud Load Capacity pump) and Model Number Number2 Systems value)4 etc.) R -value (kBtu/hr) (kBtu/hr) Split — - Guardian , Cooling Equipment 1. It project is new construction, see Footnotes to Standards Table 151-8 and Table 151-C for duct ceiling alternative compliance. 2. ARI Reference Number can be found by entering the equipment model number at http://www. aridirectory. org/ari/ac. php # 3. Listed efficiency on this page must be greater than or equal ( ? ) to the value shown on the CF -IR form. 4. When CF -1R is reference it is also applicable to the CF -1R, CF -IR -AA or CF -IR -ALT ALL BOXES MUST BE CHECKED TO BE A VALID FORM ® §110-§113: HVAC equipment is certified by the California Energy Commission. ® §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA, or RCCA. ® §150(i): Setback Thermostat on all applicable heating and/or cooling systems meet the requirements of §I12(c). ® §150(j)2: Pipe insulation for cooling system refrigerant suction, chilled water and brine lines meets minimum requirements of Table 150-B and includes a vapor retardant or is enclosed entirely in conditioned space. Reg: 213-A0073076B-M0400001A-0000 Registration Date/Time: 2013/09/24 13:36:57 HERS Provider: Ca10ERTS, Inc. 2008 Residential Compliance Forms August 2009 Efficiency Dud Equip (SEER Location Type and EER) (attic, (package ARI # of 1, 3 crawl- Cooling Cooling heat CEC Certified Mfr. Name Reference Identical (>=CF -1R space, Dud Load Capacity pump) and Model Number Number2 Systems value)4 etc.) R -value (kBtu/hr) (kBtu/hr) Split — - Guardian , A/C GCGD60S41S4A i 5533221 1 13.5 SEER Attic R-6 60 5 Tons t 1. It project is new construction, see Footnotes to Standards Table 151-8 and Table 151-C for duct ceiling alternative compliance. 2. ARI Reference Number can be found by entering the equipment model number at http://www. aridirectory. org/ari/ac. php # 3. Listed efficiency on this page must be greater than or equal ( ? ) to the value shown on the CF -IR form. 4. When CF -1R is reference it is also applicable to the CF -1R, CF -IR -AA or CF -IR -ALT ALL BOXES MUST BE CHECKED TO BE A VALID FORM ® §110-§113: HVAC equipment is certified by the California Energy Commission. ® §150(h): Heating and/or cooling loads calculated in accordance with ASHRAE, SMACNA, or RCCA. ® §150(i): Setback Thermostat on all applicable heating and/or cooling systems meet the requirements of §I12(c). ® §150(j)2: Pipe insulation for cooling system refrigerant suction, chilled water and brine lines meets minimum requirements of Table 150-B and includes a vapor retardant or is enclosed entirely in conditioned space. Reg: 213-A0073076B-M0400001A-0000 Registration Date/Time: 2013/09/24 13:36:57 HERS Provider: Ca10ERTS, Inc. 2008 Residential Compliance Forms August 2009 INSTALLATION CERTIFICATE CF-6R-MECH-0 Space Conditioning Systems, Ducts and Fans (Page 2 of 2) Site Address: 54575 Avenida Madero, La Quinta CA 92253 (Split Enforcement Agency: Permit Number: System) City of La Quinta 12-1436 Ducts and Fans §150(m): Duct and Fans ® 1. All air -distribution system ducts and plenums installed, sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than 1/4 inch, the combination of mastic and either mesh or tape shall be used; and ® 1. Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or Flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. ® 2D. Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. ® 7. Exhaust fan systems have back draft or automatic dampers. ® 8. Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. ® Protection of Insulation. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. ® 10. Flexible ducts cannot have porous inner cores.. - i DECLARATION STATEMENT . I certify under penalty of perjury, under the laws of the State of California, the information provided on this form is true and correct. . I am eligible under Division 3 of the Business and Professions Code to accept responsibility for construction, or an authorized representative of the person responsible for construction (responsible person). . I certify that the installed features, materials, components, or manufactured devices identified on this certificate (the installation) conforms to all applicable codes and regulations, and the installation is consistent with the plans and specifications approved by the enforcement agency. • I reviewed a copy of the Certificate of Compliance (CF -111) form approved by the enforcement agency that identifies the specific requirements for the Installation. I certify that the requirements detailed on the CF -111 that apply to the installation have been met. . I will ensure that a completed, signed copy of this Installation Certificate shall be posted, or made available with the building permlt(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a signed copy of this Installation Certificate is required to be included with the documentation the builder provides to the building owner at occupancy. Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) RAYBURN HEATING AND AIR CONDITIONING Responsible Person's Name: Responsible Person's Signature: Doug Rayburn Doug Rayburn CSLB License: 731939 Date Signed: 19/20/2013 Position With Company (Title): Reg: 213-A0073076B-M0400001A-0000 Registration Date/Time: 2013/09/24 13:36:57 HERS Provider: CalCERTS, Inc. 2008 Residential Compliance Forms August 2009 INSTAL TION CERTIFICATE CF-6R-MECH-25-HERS Refrigerant Charge Verification - Standard Measurement Procedure (Page 1 of 6) Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 1 City of La Quints 1 12-1436 Note: If installation of a Charge Indicator Display (CID) is utilized as an alternative to refrigerant charge .verification for compliance, a MECH-24 Certificate (instead of this MECH-25 Certificate) should be used to demonstrate compliance with the refrigerant charge verification requirement. TMAH and STMS are not required for compliance when a CID is utilized for compliance. As many as 4 systems in the dwelling can be documented for compliance using this form. Attach an additional form(s) for any additional systems in the dwelling as applicable. Temperature Measurement Access Holes (TMAH) and Saturation Temperature Measurement Sensors (STMS) Procedures for installing TMAH are specified in Reference Residential Appendix RA3.2. If refrigerant charge verification is required for compliance, TMAH are also required for compliance, unless the TMAH Compliance Option is chosen. STMS are only required for completely new or replacement space -conditioning systems that utilize prescriptive compliance method. TMAH - Access Holes in Supply and Return Plenums of Air Handler System Name or Identification/Tag Split System System Location or Area Served Attic 5/16 inch (8 mm) access hole 1 upstream of evaporative coil in the ® Yes ❑ Yes ❑ Yes ❑ Yes return plenum and labeled according ❑ No ❑ No ❑ No ❑ No to Figure. in. Section RA3.2.2.2.2. Return'side of the duct system is/ la located entirely within, conditioried ❑ Yes ❑,Yes f ❑ Yes ` ❑ Yes space and return aiiflow temperature No's ❑ No ❑ No\" ❑ No to be measured,et the return grille. ❑ _ 5/16 inch (8".mm) access hole' ! / " 2 dow6s6e-im`of evaporative coil in the ® Yes ❑ Yes ❑ Yes 0 -Yes supply plenum and labeled according ❑ No ❑ No ❑ No ❑ No to Figure in Section RA3.2.2.2.2. The TMAH Compliance Option should' be checked only if it is physically impossible to drill the TMAH as required by Section RA3.2.2.2.2. Using this Compliance Option requires the HVAC installer to annotate on the HERS Provider's data registry an explanation as to why the TMAH cannot be installed on the system, and photographs of the equipment on which the TMAH cannot be installed. Use of this Compliance Option also requires minimum airflow verification through the direct measurement of airflow per RA3.3 For more information see httr)://www.energy.ca.gov/title24/2008standards/sr)eciaI case appliance/ TMAH Compliance Option ❑ ❑ ❑ ❑ Yes to 1 and 2, or Yes to la and 2, or checking the TMAH Compliance Option, is ® Pass ❑ Pass ❑ Pass ❑ Pass a pass. ❑ Fail ❑ Fail ❑ Fail ❑ Fail Enter Pass or Fail Reg: 213-A0073076B-M2500001A-0000 Registration Date/Time: 2013/09/24 13:44:35 HERS Provider: CalCERTS, Inc. 2008 Residential Compliance Forms March 2013 INSTALLATION CERTIFICATE CF-6R-MECH-25-HERS Refrigerant Charge Verification - Standard Measurement Procedure (Page 2 of 6) Site Address: TEnfc'rcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 of La Quinta 12-1436 STMS - Sensor on the Evaporator Coil System Name or T Split System Identification/Tag , '_`._ j` --- ,M_ _, __ ; 7 , 3 The sensor is factory installed, or field installed according to manufacturer's specifications, or is installed by methods/specifications approved by the Executive Director. ❑ Yes 0 No 1 ❑ Yes ❑ No 0 Yes 0 No 0 Yes 0 No The sensor wire is terminated with a standard mini plug suitable for connection to a digital thermometer. 4 The sensor mini plug is accessible to the installing technician and the HERS rater without changing the airflow through the condenser coil ❑ Yes ❑ No ❑ Yes 0 No ❑ Yes 0 No ❑ Yes 0 No 5 IThe sensor measures the saturation temperature of the coil within 1.3 degrees F ❑ Yes ❑ No 0 Yes ❑ No ❑ Yes ❑ No ❑ Yes 0 No ❑ Yes 0 No Yes to 3, 4, and 5 is a pass. ❑ N/A Enter N/A if STMS are not 0 N/A pass. Enter N/A if STMS are not 0 N/A ❑ N/A ❑ N/A ❑ N/A applicable. ❑ Pass ❑ Pass 0 Pass 0 Pass Otherwise enter Pass or ❑ Fail 0 Fail ❑ Fail 0 Fail Fail STMS - Sensor on the Condenser Coil System Name or Split System, Identification/Tag , '_`._ j` --- ,M_ _, __ ; 7 , 67 he sensor is factory installed, or field installed according to manufacturer's specifications, or is installed y methods/specifications approved by the Executive,Director. , f ❑ Yes ❑ No If 0 Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑.No . t The sensor wire is terminated with a standard mini plug suitable for connection to a digital thermometer. 7 The sensor.-niirii"plug is accessible to the installing technician and the HERS rater without changing the airflow through the condenser coil ❑ Yes ❑ No ❑ Yes 0 No 0 Yes ❑ No 0 Yes 0 No 8 IThe sensor measures the saturation temperature of the coil within 1.3 degrees F ❑ Yes ❑ No ❑ Yes 0 No 0 Yes ❑ No ❑ Yes ❑ No Yes to 6, 7, and 8isa pass. ❑ N/A Enter N/A if STMS are not 0 N/A ❑ N/A ❑ N/A applicable. ❑ Pass 0 Pass 0 Pass 0 Pass Otherwise enter Pass or ❑ Fail ❑ Fail ❑ Fail ❑ Fail Fail Reg: 213-A0073076B-M2500001A-0000 Registration Date/Time: 2013/09/24 13:44:35 HERS Provider: Ca10ERTS, Inc. 2008 Residential Compliance Forms March 2013 INSTALLATION CERTIFICATE CF-6R-MECH-25-HERS Refrigerant Charge Verification - Standard Measurement Procedure (Page 3 of 6) Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 City of La Quinta 12-1436 Standard Charge Measurement Procedure (for use if outdoor air dry-bulb temperature is 55°F or above) Procedures for determining Refrigerant Charge using the Standard Charge Measurement Procedure are available in Reference Residential Appendix RA3.2. As many as 4 systems in the dwelling can be documented for compliance using this form. Attach an additional form(s) for any additional systems in the dwelling as applicable. • The system should be installed and charged in accordance with the manufacturer's specifications before starting this procedure. • The system must meet minimum airflow requirements as prerequisite for a valid refrigerant charge test. • If outdoor air dry-bulb temperature is less than 55°F, the installer must use the RA3.2.3 Alternate Charge Measurement Procedure (Weigh -In Charging Method). If the Weigh -In Method is used, the dwelling cannot be included in a sample group for HERS verification compliance.) Space Conditioning Svstems System Name or Identification/Tag Split System (must be re -calibrated monthly) Date of Thermocouple Calibration 9/1/2013 System Location or Area Served Attic Outdoor Unit Serial # W1F3794441 Outdoor Unit Make Guardian Outdoor Unit Model GCGD60S41S4A Nominal C000ling.Capacity _-_ 5 Tons __ C-1__ _ f _ .� Date of Verification" �^ 9/20/201 3 , Calibration of Diagnostic Instruments n 1, I Date of Refrigerant Gauge Calibration 9/1/2013 (must be re -calibrated monthly) Date of Thermocouple Calibration 9/1/2013 (must be re -calibrated monthly) Measured Temperatures (°F) System Name or Identification/Tag Split System Supply (evaporator leaving) air dry-bulb 52.6 temperature (Tsu I db) 37.2 Return (evaporator entering) air 73.6 dry-bulb temperature (Treturn db) 80.6 Return (evaporator entering) air 60.1 wet -bulb temperature (Treturn wb) Evaporator saturation temperature 37.2 (Teva orator sat) Condensor saturation temperature 80.6 (Tcondensor, sat) Suction line temperature (Tsuction) 56.1 Liquid Line Temperature (Tliquid) 72.1 Condenser (entering) air dry-bulb 76 temperature (Tcondenser, db) Reg: 213-A0073076B-M2500001A-0000 Registration Date/Time: 2013/09/24 13:44:35 HERS Provider: CalCERTS, Inc. 2008 Residential Compliance Forms March 2013 INSTALLATION CERTIFICATE CF-6R-MECH-25-HERS Refrigerant Charge Verification - Standard Measurement Procedure (Page 4 of 6) Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 1 City of La Quinta 12-1436 Minimum Airflow Requirement Temperature Split Method Calculations for determining Minimum Airflow Requirement for Refrigerant Charge Verification. The temperature split method is specified in Reference Residential Appendix RA3.2. V System Name or Identification/Tag Split System Calculate: Actual Temperature Split = 21.00 Treturn db - Tsupply, db Target Temperature Split from Table RA3.2-3 19.4 using Treturn wb and Treturn db Calculate difference: Actual Temperature 1.6 Split - Target Temperature Split = Passes if difference is between -3°F and +3°F or, upon remeasurement, if between PASS -3°F and -100°F Enter Pass or Fail Note: Temperature Split Method Calculation is not necessary if actual Cooling Coil Airflow is verified using one of the airflow measurement procedures specified in Reference Residential Appendix RA3.3. If actual cooling coil airflow is measured, the value must be equal to or greater than the Calculated Minimum Airflow Requirement in the table below. Minimum Airflow Requirement! (CFM) = Nom fnal Capacity (ton) X+300 (Calculated oling cfm/ton) System Name or`Identification/Tag+ , JSplit System Calculated Minimum Airflow Requirement (CFM) Measured Airflow using RA3.3 procedures (CFM) Measurement Method Passes if measured airflow is greater than or equal to the calculated minimum airflow requirement. Enter Pass or Fail Reg: 213-A0073076B-M2500001A-0000 Registration Date/Time: 2013/09/24 13:44:35 HERS Provider: Ca10ERTS, Inc. 2008 Residential Compliance Forms March 2013 INSTALLATION CERTIFICATE CF-6R-MECH-25-HERS Refrigerant Charge Verification - Standard Measurement Procedure (Page 5 of 6] Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 1 City of La Quinta 12-1436 Superheat Charge Method Calculations for Refrigerant Charge Verification. This procedure is required to be used for fixed orifice metering device systems System Name or Identification/Tag Split System Calculate: Actual Superheat = 8.5 Tsuction - Teva orator sat Target Superheat from Table RA3.2-2 10 using Treturn wb and Tcondenser, db 4-25 Calculate difference: Actual Superheat - Target Superheat = j System passes if difference is between ! , C- -5°F and +5°F PASS \ Enter Pass or Fail Subcooling Charge Method Calculations for Refrigerant Charge Verification. This procedure is required to be used for thermostatic expansion valve (TXV) and electronic expansion valve (EXV) systems. System Name or Identification/Tag Split System Calculate: Actual Subcooling = 8.5 Tcondenser, sat - Tli uid Target Subcooling specified by 10 manufacturer 4-25 Calculate difference: Actual Subcooling Target Subcooling, System passes if difference is between j -3°F and +30FPASS ! , C- { Enter Pass or Faill PASS \ J17 / ' -i; f t A ! It 1 Metering Device Calculations for Refrigerant Charge Verification. This procedure is'required to be - used for thermostatic expansion valve (TXV) and electronic expansion valve (EXV) systems. System Name or Identification/Tag Split System Calculate: Actual Superheat = i8.9 Tsuction - Teva orator sat Enter allowable superheat range from manufacturer's specifications (or use range 4-25 between 4°F and 25°F if manufacturer's specification is not available) System passes if actual superheat is within the allowable superheat range PASS Enter Pass or Fail i Reg: 213-A0073076B-M2500001A-0000 Registration Date/Time: 2013/09/24 13:44:35 HERS Provider: CalCERTS, Inc. 2008 Residential Compliance Forms March 2013 INSTALLATION CERTIFICATE CF-6R-MECH-2S-HERS Refrigerant Charge Verification - Standard Measurement Procedure (Page 6 of 6) Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 City of La Quints 12-1436 Standard Charge Measurement Summary: System shall pass both refrigerant charge criteria, metering device criteria (if applicable), and minimum cooling coil airflow criteria based on measurements taken concurrently during system operation. If corrective actions were taken, all applicable verification criteria must be re -measured and/or recalculated. System Name or Identification/Tag Split System CSLB License: 731939 Date Signed: 19/20/2013 Position With Company (Title): System meets all refrigerant charge and Name of TPQCP (if applicable): Control Program (TPQCP)? O Yes O No airflow requirements. PASS Enter Pass or Fail ® Residential Appendix RA3.2.2 requires that if the outdoor temperature is between 55°F and 65°F the return air dry bulb temperature shall be maintained above 70°F during the Standard Charge Measurement Procedure. The signature of the Responsible Person in the declaration statement below certifies this requirement has been met for all applicable system verifications reported on this certificate. DECLARATION STATEMENT . I certify under penalty of perjury, under the laws of the State of California, the information provided on this form is true and correct. . I am eligible under Division 3 of the Business and Professions Code to accept responsibility for construction, or an authorized representative of the person responsible for construction (responsible person). . I certify that the installed features, materials, components, or manufactured devices identified on this certificate (the installation) conforms to all applicable codes and regulations, and the installation is consistent with the plans and specifications approved by the enforcement agency. . I understand that a HERS rater will check the installation to verify compliance, and that that if such checking identifies defects, I am required to take corrective action at my expense. I understand that Energy Commission and HERS provider representatives will also perform quality assurance checking of installations, including those approved as part of a sample group but not checked,by a HERS rater, and if those installations fail,to"meefthe,requirements of such quality assurance checking, the required corrective action and additional checking /testing of other installations in that HERS sample group will be performed at my expense./ I %- . I reviewed a copy of the Certificate of Compliance (CF -1R) form approved'by the enforcement agency that identifies the specific requirements for the installation. I certify that the requirements detailed on the CF -1R that apply to the installation have been met. ] 'A .4 , . I will ensure.tfili a completed,"signed copy of this Installation Certificate shall be posted,.or made available•.. with the building permit(s) issued for the building, and made available to the enforcement agency for all applicable inspections. I understand that a signed copy of this Installation Certificate is required to be included with the documentation the builder provides to the building owner at occupancy. I will ensure that all Installation Certificates will come from a HERS provider data registry for multiple orientation alternatives, and beginning October 1, 2010, for all low-rise residential buildings. Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) RAYBURN HEATING AND AIR CONDITIONING Responsible Person's Name: Responsible Person's Signature: Doug Rayburn Doug Rayburn CSLB License: 731939 Date Signed: 19/20/2013 Position With Company (Title): Is this installation monitored by a Third Party Quality Name of TPQCP (if applicable): Control Program (TPQCP)? O Yes O No Reg: 213-A0073076B-M2500001A-0000 2008 Residential Compliance Forms Registration Date/Time: 2013/09/24 13:44:35 HERS Provider: Ca10ERTS, Inc. March 2013 CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING CF-4R-MECH-20 Duct Leakage Test - Completely New or Replacement Duct System (Pagel of 2) Site Address: 54575 Avenida Madero, La Quinta CA 92253 (Split Enforcement Agency: Permit Number: System) City of La Quinta 12-1436 Enter the Duct System Name or Identification/Tag: Split System Enter the Duct System Location or Area Served: Attic Note: Submit one Installation Certificate for each duct system that must demonstrate compliance in the dwelling. This certificate is required for compliance for completely new duct systems installed in new dwelling construction, and also for completely new or replacement duct systems in existing dwellings. For existing dwellings, a completely new or replacement duct system can also include existing parts of the original duct system (e.g., register boots, air handler, coil, plenums, etc.) if those parts are accessible and they can be sealed. Duct Leakage Diagnostic Test - completely new or replacement duct system Enter a value for the Allowed Leakage (CFM) for the duct system leakage verification. The value entered must be the VLLDCS criteria or one of the three calculated leakage rates described below. Verified Low Leakage Ducts in Conditioned Space (VLLDCS) Compliance Credit. If compliance credit for Allowed verified low leakage ducts in conditioned space is shown in the special features section of the CF -111, the Leakage leakage to outside test method must be used to verify duct leakage (refer to RA3.1.4.3.4), and 25 CFM must (CFM) be entered for Allowed Leakage. Allowed leakage calculation — (select one calculation method from this section). Use 6% (leakage factor = 0.06) for calculations. When utilizing Low Leakage Air Handler (LLAH) credit, the allowed duct leakage may be specified by the CF -111 to be less than 6%, in which case the user-specified leakage rate must be used in the calculations below. For example, if the user-specified leakage (specified as a percentage of fan airflow) is reported on the CF -1R as 3%, then use aleakage factor of 0.03 in the calculations below. ® Cooling system method:_ . Nominal capacity of condenser in Tons 5 x 400 x leakage factor = - 120 CFM V ❑ Heating system method: 21.7 x Output Capacity in Thousands of Btu/hr x leakage factor = CFM ❑ Measured airflow method (RA3.3): Enter measured fan flow in CFM here x leakage factor = CFM Enter value for Actual leakage (CFM) in the right column, from measurement using applicable duct leakage Actual Leakage Pressurization test procedure from Reference Residential Appendix RA3.1(CFM @ 25 Pa). (CFM) List Actual Leakage from duct leakage test(CFM) 113 Pass if Actual Leakage is less than Allowed Leakage ® Pass ❑ Fail For complete replacement of duct systems only, if the 6 percent leakage rate criteria cannot be met, a smoke test should be performed to verify that the excess leakage is coming only from a pre-existing furnace cabinet (air handler cabinet), and not from otheraccessible portions of the duct system. A HERS rater must verify the installation (No sampling allowed). List Actual Leakage from smoke test(CFM) Pass if all accessible leaks (except for existing air handler) are sealed using smoke ❑ pass ❑Fail Reg: 213-A0073076B-M2000001A-M20A Registration Date/Time: 2013/09/24 13:45:03 HERS Provider: Ca10ERTS, Inc. 2008 Residential Compliance Forms August 2009 CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING CF-4R-MECH-20 Duct Leakage Test - Completely New or Replacement Duct System (Page 2 of 2) Site Address: 54575 Avenida Madero, La Quinta CA 92253 (Split Enforcement Agency: Permit Number: System) City of La Quinta 12-1436 feaOutside air (OA) ducts for Central Fan Integrated (CFI) ventilation systems, shall not be sealed/taped off during duct kage testing. CFI OA ducts that utilize controlled motorized dampers, that open only when OA ventilation is required to meet ASHRAE Standard 62.2, and close when OA ventilation is not required, may be configured to the closed position during duct leakage testing. ® All supply and return register boots must be sealed to the drywall ® New duct installations cannot utilize building`cavities'as plenums or.platform retums in lieu of ducts'. ` Mastic and draw bands must be used in combination with Cloth backed, rubber adhesive duct tape to seal leaks at uct connections. DECLARATION'STATEMENTt + • I certify under penalty of perjury, under the laws of the State of California, the information provided on this form is true and correct. • I am the certified HERS rater who performed the verification services identified and reported on this certificate (responsible rater). • The installed feature, material, component, or manufactured device requiring HERS verification that is identified on this certificate (the installation) complies with the applicable requirements in Reference Residential Appendices RA2 and RA3 and the requirements specified on the Certificate(s) of Compliance (CF -1R) approved by the local enforcement agency. • The information reported on applicable sections of the Installation Certificate(s) (CF -611), signed and submitted by the person(s) responsible for the installation conforms to the requirements specified on the Certificate(s) of Compliance (CF -1R) approved by the enforcement agency. Builder or Installer information as shown on the Installation Certificate (CF -6R) Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) RAYBURN HEATING AND AIR CONDITIONING Responsible Person's Name: CSLB License: Doug Rayburn 1731939 HERS Provider Data Registry Information Sample Group # (if applicable): N/A ® tested/verified dwelling ❑ not-tested/verified dwelling in la HERS sample group HERS Rater Information CaICERTS Certificate # CC1-1798799444 HERS Rater Company Name: Rapid Duct Testing & Air Balancing Responsible Rater's Name: Responsible Rater's Signature: Armen Soghomonyan Armen 5oghomonyon Responsible Rater's Certification Number w/ this HERS Provider: Date Signed: 9/20/2013 CC2006131 Reg: 213-A0073076B-M2000001A-M20A Registration Date/Time: 2013/09/24 13:45:03 HERS Provider: CalCERTS, Inc. 2008 Residential Compliance Forms August 2009 CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING CF-411-MECH-25 Refrigerant Charge Verification - Standard Measurement Procedure (Page 1 of 6) Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 City of La Quinta 112-1436 Note: If installation of a Charge Indicator Display (CID) is utilized as an alternative to refrigerant charge verification for compliance, a MECH-24 Certificate (instead of this MECH-25 Certificate) should be used to demonstrate compliance with the refrigerant charge verification requirement. TMAH and STMS are not required for compliance, when a CID is utilized for compliance. As many as 4 systems in the dwelling can be documented for compliance using this form. Attach an additional form(s) for any additional systems in the dwelling as applicable. Temperature Measurement Access Holes (TMAH) and Saturation Temperature Measurement Sensors (STMS) Procedures for installing TMAH are specified in Reference Residential Appendix RA3.2. If refrigerant charge verification is required for compliance, TMAH are also required for compliance, unless the TMAH Compliance Option is chosen. STMS are only required for completely new or replacement space -conditioning systems that utilize prescriptive compliance method. TMAH - Access Holes in Supply and Return Plenums of Air Handler System Name or Identification/Tag Split System System Location or Area Served Attic 5/16 inch (8 mm) access hole 1 upstream of evaporative coil in the ® Yes ❑ Yes ❑ Yes ❑ Yes return plenum and labeled according ❑ No ❑ No ❑ No ❑ No to Figure -in Section RA3.2.2.2.2. Return side of the duct system is located ❑ Yew I ❑aYes la entirely within, conditioned r ❑ Yes 13 Yes space and return,eirflow temperature ❑ No ❑ No ❑ No'-,, ❑ No to'be measuredrat the return grille. , 5/16 inch,(8,rTim)`access hole \ J ' ' _J _ / 2 downstream of evaporative coil in the ® Yes ❑ Yes ❑ Yes ❑ Yes supply plenum and labeled according ❑ No ❑ No ❑ No ❑ No to Figure in Section RA3.2.2.2.2. The TMAH Compliance Option should be checked only if the HERS Rater is able to confirm that it was physically impossible for the HVAC Installer to drill the TMAH as required by Section RA3.2.2.2.2. Using this Compliance Option requires the HVAC installer to annotate on the HERS Provider's data registry an explanation as to why the TMAH cannot be installed on the system, and photographs of the equipment on which the TMAH cannot be installed. Use of this Compliance Option also requires minimum airflow verification through the direct measurement of airflow per RA3.3. For more information see http://www.eneray.ca.gov/title24/2008standards/special case appliance/ TMAH Compliance Option ❑ ❑ ❑ ❑ Yes to 1 and 2, or Yes to la and 2, or checking the TMAH Compliance Option, is ® Pass ❑ Pass ❑ Pass ❑ Pass a pass. ❑ Fail ❑ Fail ❑ Fail ❑ Fail Enter Pass or Fail Reg: 213-A0073076B-M2500001A-M25A Registration Date/Time: 2013/09/24 13:46:01 HERS Provider: Ca10ERTS, Inc. 2008 Residential Compliance Forms February 2013 CERTIFICATE OF FIELD VERIFICATION & DIAGNOSTIC TESTING CF-4R-MECH-25, Refrigerant Charge Verification - Standard Measurement Procedure (Page 2 of 6)i Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 City of La Quinta1 12-1436 STMS - Sensor on the Evaporator Coil System Name or Split System ` Identification/Tag f ' , 3 The sensor is factory installed, or field installed according to manufacturer's specifications, or is installed by methods/specifications approved by the Executive Director. ❑ Yes ❑ No 1 ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No The sensor wire is terminated with a standard mini plug suitable for connection to a digital thermometer. 4 The sensor mini plug is accessible to the installing technician and the HERS rater without changing the airflow through the condenser coil ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No 5 When attached to a digital thermometer, the sensor provides an indication of the saturation temperature of the coil. ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No Yes to 3, 4, and 5 is a pass. Enter N/A if STMS are not ® N/A ❑ N/A ❑ N/A ❑ N/A applicable. ❑ Pass ❑ Pass ❑ Pass ❑ Pass Otherwise enter Pass or ❑ Fail ❑ Fail ❑ Fail ❑ Fail Fail STMS - Sensor on the Condenser Coil System Name or-\` y -77 8p1it,System ` Identification/Tag ' f ' , 6 The sensor is factory; installed, or field installed'according to' manufacturer's specifications, or is installed by methods/specifications approved by the Executive Director. ❑ Yes ❑ Nod ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No The sensor wire is terminated with a standard mini plug suitable for connection to'a digital thermometer. 7 The sensor mini plug is accessible to the installing technician and the HERS rater without changing the airflow through the condenser coil ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No 8 When attached to a digital thermometer, the sensor provides an indication of the saturation temperature of the coil. ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No ❑ Yes ❑ No Yes to 6, 7, and 8isa pass. Enter N/A if STMS are not ❑ N/A ❑ N/A ❑ N/A ❑ N/A applicable. ❑ Pass ❑ Pass ❑ Pass ❑ Pass Otherwise enter Pass or ❑ Fail ❑ Fail ❑ Fail ❑ Fail Fail Reg: 213-A0073076B-M2500001A-M25A Registration Date/Time: 2013/09/24 13:46:01 HERS Provider: CalCERTS, Inc. 2008 Residential Compliance Forms February 2013 INSTALLATION CERTIFICATE CF-4R-MECH-25 Refrigerant Charge Verification - Standard Measurement Procedure (Page 3 of 6) Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 City of La Quinta 12-1436 Standard Charge Measurement Procedure (for use if outdoor air dry-bulb is above 55°F) Procedures for determining Refrigerant Charge using the Standard Charge Measurement Procedure are available in Reference Residential Appendix RA3.2. As many as 4 systems in the dwelling can be documented for compliance using this form. Attach an additional forms) for any additional systems in the dwelling as applicable. • The system should be installed and charged in accordance with the manufacturer's specifications before starting this procedure. • The system must meet minimum airflow requirements as prerequisite for a valid refrigerant charge test. • If outdoor air dry-bulb temperature is less than 55°F, the, installer must use the RA3.2.3 Alternate Charge Measurement Procedure (Weigh -In Charging Method). If the Weigh -In Method is used, the dwelling cannot be included in a sample group for HERS verification compliance.) Space Conditionina Svstems System Name or Identification/Tag Split System (must be re -calibrated monthly) Date of Thermocouple Calibration 9/1/2013 System Location or Area Served Attic Outdoor Unit Serial # WiF3794441 Outdoor Unit Make Guardian Outdoor Unit Model GCGD60S41S4A Nominal Cooling Capacity 5 Tons [Da7teof Verification4 2013 9/20/ f ] • /1 / ' Calibration of Diaqnostic Instruments Date of Refrigerant Gauge Calibration 9/1/2013 (must be re -calibrated monthly) Date of Thermocouple Calibration 9/1/2013 (must be re -calibrated monthly) Measured Temperatures (°F) System Name or Identification/Tag Split System Supply (evaporator leaving) air 52.6 dry-bulb temperature (Tsu I db) Return (evaporator entering) air 73.6 dry-bulb temperature (Treturn db) Return (evaporator entering) air 60.1 wet -bulb temperature (Treturn wb) Evaporator saturation temperature 37.2 (Teva orator sat) Condensor saturation temperature 80.6 (Tcondensor, sat) Suction line temperature (Tsuction) 56.1 Liquid Line Temperature (Tliquid) 72.1 Condenser (entering) air dry-bulb 76 temperature (Tcondenser, db) Reg: 213-A0073076B-M2500001A-M25A Registration Date/Time: 2013/09/24 13:46:01 HERS Provider: Ca10ERTS, Inc. 2008 Residential Compliance Forms February 2013 INSTALLATION CERTIFICATE CF-411-MECH-25 Refrigerant Charge Verification - Standard Measurement Procedure (Page 4 of 6) Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 City of La Quinta 1 12-1436 . Minimum Airflow Requirement Temperature Split Method Calculations for determining Minimum Airflow Requirement for Refrigerant Charge Verification. The temperature split method is specified in Reference Residential Appendix RA3.2. System Name or Identification/Tag Split System Calculate: Actual Temperature Split = 21.00 Treturn db - Tsupply, db Target Temperature Split from Table RA3.2-3 19.4 using Treturn wb and Treturn db Calculate difference: Actual Temperature 1.6 Split - Target Temperature Split = Passes if difference is between -4°F and +4°F or, upon remeasurement, if between PASS -4°F and -100°F Enter Pass or Fail Note: Temperature Split Method Calculation is not necessary if actual Cooling Coil Airflow is verified using one of the airflow measurement procedures specified in Reference Residential Appendix RA3.3. If actual cooling coil airflow is measured, the value must be equal to or greater than the Calculated Minimum Airflow Requirement in the table below. Calculated Minimum Airflow Requirement (CFM) — Nominal Cooling Capacityt(ton) X'300 (cfm/ton)r ' `r ~ "4010117 r .s7? s System Name.or,Identification/Tag\ Calculated Minimum Airflow Requirement (CFM) Measured Airflow using RA3.3 procedures (CFM) Measurement Method Passes if measured airflow is greater than or equal to the calculated minimum airflow requirement. Enter Pass or Fail Reg: 213-A0073076B-M2500001A-M25A Registration Date/Time: 2013/09/24 13:46:01 HERS Provider: CalCERTS, Inc. 2008 Residential Compliance Forms February 2013 INSTALLATION CERTIFICATE CF-4R-MECH-25 Refrigerant Charge Verification - Standard Measurement Procedure (Page 5 of 6) Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 City of La Quinta 1 12-1436 Superheat Charge Method Calculations for Refrigerant Charge Verification. This procedure is required to be used for fixed orifice metering device systems System Name or Identification/Tag Split System Calculate: Actual Superheat = 8.5 Tsuction - Teva orator sat Target Superheat from Table RA3.2-2 using 10 Treturn wb and Tcondenser, db 3-26 Calculate difference: Actual Superheat - Target Superheat = System passes if difference is between -6°F PASS and +6°F PASS Enter Pass or Fail Subcooling Charge Method Calculations for Refrigerant Charge Verification. This procedure is required to be used for thermostatic expansion valve (TXV) and electronic expansion valve (EXV) systems. System Name or Identification/Tag Split System Calculate: Actual Subcooling = 8.5 Tcondenser, sat - Tli uid Target Subcooling specified by 10 manufacturer 3-26 Calculate difference:a 'f`1 Actual Su6c6oling -.Target Subcooling specification is not available) Systemrpasses if difference is between 1 ` -4°F and +4-F/,,'Enter PASS Pass Fail PASS A or Metering Device Calculations for Refrigerant Charge Verification. This procedure is required to be used for thermostatic expansion valve (TXV) and electronic expansion valve (EXV) systems. System Name or Identification/Tag Split System Calculate: Actual Superheat = i8.9 Tsuction - Teva orator sat Enter allowable superheat range from manufacturer's specifications (or use range 3-26 between 3°F and 26°F if manufacturer's specification is not available) System passes if actual superheat is within the allowable superheat range PASS Enter Pass or Fail Reg: 213-A0073076B-M2500001A-M25A Registration Date/Time: 2013/09/24 13:46:01 HERS Provider: Ca10ERTS, Inc. 2008 Residential Compliance Forms February 2013 INSTALLATION CERTIFICATE CF-4R-MECH-25 Refrigerant Charge Verification - Standard Measurement Procedure (Page 6 of 6) Site Address: Enforcement Agency: Permit Number: 54575 Avenida Madero, La Quinta CA 92253 City of La Quinta 1 12-1436 Standard Charge Measurement Summary: System shall pass both refrigerant charge criteria, metering device criteria (if applicable), and minimum cooling coil airflow criteria based on measurements taken concurrently during system operation. If corrective actions were taken, all applicable verification criteria must be re -measured and/or recalculated. System Name or Identification/Tag Split System 1731939 HERS Provider Data Registry Information Sample Group # (if applicable): N/A System meets all refrigerant charge and [3 not-tested/verified dwelling lin a HERS sample group airflow requirements. PASS Rapid Duct Testing & Air Balancing Responsible Rater's Name: Responsible Rater's Signature: Enter Pass or Fail Armen Soghomonyan Responsible Rater's Certification Number w/ this HERS Provider: Date Signed: 9/20/2013 g CC2006131 ® Residential Appendix RA3.2.2 requires that if the outdoor temperature is between 55°F and 65°F the return air dry bulb temperature shall be maintained above 70°F during the Standard Charge Measurement Procedure. The signature of the Responsible Person in the declaration statement below certifies this requirement has been met for all applicable system verifications reported on this certificate. DECLARATION STATEMENT . I certify under penalty of perjury, under the laws of the State of California, the information provided on this form is true and correct. . I am the certified HERS rater who performed the verification services identified and reported on this certificate (responsible rater). . The installed feature, material, component, or manufactured device requiring HERS verification that is identified on this certificate (the installation) complies with the applicable requirements in Reference Residential Appendices RA2 and RA3 and the requirements specified on the Certificate(s) of Compliance (CF -1R) approved by the local enforcement agency. . The information reported on applicable sections of the Installation Certificate(s) (CF -6R), signed and submitted by the person(s) responsible for the installation conforms to the requirements specified on the Certificate(s) of -Compliance (CF-1R).approved by the enforcement.agency. ` Builder, or Installer information as shown on,the Installation Certificate (CF -6R) Company Name: (Installing Subcontractor or General Contractor or Builder/Owner) RAYBURN HEATING AND AIR CONDITIONING Responsible Person's Name: CSLB License: Doug Rayburn 1731939 HERS Provider Data Registry Information Sample Group # (if applicable): N/A Fal tested/verified dwelling [3 not-tested/verified dwelling lin a HERS sample group HERS Rater Information CaICERTS Certificate # CC1-1798799444 HERS Rater Company Name: Rapid Duct Testing & Air Balancing Responsible Rater's Name: Responsible Rater's Signature: Armen Soghomonyan Armen Soghomonyan Responsible Rater's Certification Number w/ this HERS Provider: Date Signed: 9/20/2013 g CC2006131 Reg: 213-A0073076B-M2500001A-M25A Registration Date/Time: 2013/09/24 13:46:01 HERS Provider: CalCERTS, Inc. 2008 Residential Compliance Forms February 2013 Riverside County Fire Department Fire Protection Planning Section Riverside Office: 2300 Market St., Ste. 150, Riverside, CA 92501 Ph. (951) 955.4777 Fax (951) 955.4886 Murrieta Office: 39493 Los Alamos Rd., Ste A, Murrieta, CA 92563 Ph. (951) 600-6160 Fax (951) 600-6164 Palm Desert Office: 77.933 Las Momahas Rd., '# 201 Palm Desert, CA 92211-4131 Ph. (760) 863-8886 (760) 863-7072 Fire Department. Clearance/Release Date: Z 3 To: Vit J Fax: Tract/Parcel Map #: Permit/Lot Job Site Address: `7 r 9 vii Ci Final For Recordation Release For Building Permit(s) Shell Final Only (No Tenant) Final For-eesupaiaGy f i ► 'F ✓ Building Plan Check Fees Paid . Building Plan Check Fees Not Paid Other Fees Fees Not Required If you should have any questions, please contact the appropriate Riverside County Fire Protection Planning office for further assistance.. A Auth Print Name Form C — Revised 7/10/2013 ie HEITEC C 0 N S U L T I N G May 21, 2013 City of La Quinta 78-495 Calle Tampico La Quinta, CA 92253 Re: 54-575 Ave Madero, Permit #12-1436 To Whom It May Concern: I hereby certify that the forms for the above referenced property are one foot eight inches (1'-8") above the top of curb at the midpoint of the adjacent street. Sincerely, Michael D. Hacker, PE /o QFtOF ESS/ON D. c L NO. 55606 M EXP. 12-31-1 t sTgT Clvl - FOF ckF 42-575 Melanie Place • Suite P . Palm Desert, CA 9221 1 • 750.340.9060 • Fax 760.340.4080 www.heitecinc.com 2ND STORY 5TA/R5 VINYL TOP GAP, WHERE OCCURS 5TAAlDARD i ; r WELDED RA/L 6UAR7 BY PIPE GOLtIMN PER IRON SHOP PER 2/ SCHEDULE SEE 4X OR DBL. 2X FLOOR . T OR HEADER TD HWORA/L, 5EE 3 BE DE516NEV FOR VE TAIL PLATFORM LOAD FOR ! EACH PRO -E6 T 5P1 -/GE a 2AV STORY, 5EE DETAIL / p ti i II W I TOP LAND/N6 fu CLOSED ENP TREAD DPT/O,'VAL ON 5TAIR 2 Q TYP/GAL TREAV, `4 PROY/DE GL05E0 R/5ER OR DEGORA77VE FILLER TO PREVENT• F1455A65 $, Q OF 4" 0 SPHERE, 5EE =1111 =1111=III , i \IIII. * =1N1 =1111=IIII, IIII * 577VkU RE 7VSHALL BE CAPABLE BEAR/N6 PLATE OF RE51.5TIA6 210# W1M7 OR (REGE95 OPTIONAL,), PER 168# 5E/6M/6 LATERAL LOAD /N \y SFE DETAIL 5G S ULE, ADD1T./ON TO /620 LATERAL FROM Jr COLUMN DUE TO VABALANCED LOAD.. 20 OR 22 (372# MIN. LATERAL) T 'P/CAL 41-in/A7-1 N fJ 112" _ /-O" " 'i'Z" -PER 5GHEDULF 5EE( ,,, • } '` ` f 314"550. x /6 6A. TUBE a/P,E 51-EEVE OVER P/PP COLUMN o ) RIB 5T/FFENER5 15" MAX. / I n -L ---V- - - 1 En EQ. j. EQ. 43 " MAX. 1/2 MAX. RADIUS Ile " STEEL OR 5/16 " ALUMIAZIM J { PLA 7_- LAND/N6 90 DEGREE _ BEIM TYPfCA4 R16 STIFFENER I.I. 114" AT STEEL 3/8" AT ALUMINUM N. T.5. w lYP/GAL WOOD OVERLAYMENT M01IN7-/N6 HOLE (5EE TREAO AL TERNAT/VES) TYF/G.4L R/5, X5 R15ER HE/6HT LAND/NG TO LAAVIN6 HT. - 'H" 12 RI5ER5 /3 R/5ER5 /4 R/5ER5 /5 R/5ER5 /6 R/5ER5 /7 R/5ER5 0 R15ER5 lYP/GAL WOOD OVERLAYMENT M01IN7-/N6 HOLE (5EE TREAO AL TERNAT/VES) TYF/G.4L R/5, X5 R15ER HE/6HT LAND/NG TO LAAVIN6 HT. - 'H" 12 RI5ER5 /3 R/5ER5 /4 R/5ER5 /5 R/5ER5 /6 R/5ER5 /7 R/5ER5 0 R15ER5 =3"x 8=8" 94lO=Bi' V-3" x 7=3" 'r" MAX. LOAD P/PE DIA. O.D. (/J /.2X4, (LBS.) 4E, TYPE (y) 50/L BR6. VALUE /500 P.5. F „ 8-6 9-2 1/2 q,_1111/O'-7'//.2" 1/-4 ----- ----- u CTr " , n , n M-51, / n 16 3/8" 9 //2 q-6 j IC -3 //2 M-1- l! -l0 I/2 ----- ----- 6''1-" p/plE 51-EEVE 43" MAX. OVER P/PE GOL!/N/N R{B 57-IFFENER5 l/8 57FE1- PLA TF - OR 3/16 "ALUMINUM LAIC/NG (SQUARE Ikk Q j OR 60 27,56REE \ 5UPPLIM2 C T/DNAL a% ROL,AV 90 60 DEGREE SMOOTH, I DIAMOND PLA7F \ `l FAN D55/6N, OR \` I PLASMA GUT / N (5) /12"DIA. x 4"1 A(5BOL 7-5 (6AL V. /N/ AlZJMIM" TO W005' HEADER (BY OTHERS) 6 " FROM ENO -57 AND EOVAL1- Y 5PACEV (270404F QUANT/TY OF LA65 AT INTERMEDIATE LAIC/N5 OF 2 5TORY STAIR5). WHERE LAND/N6 /5 EXP05ED A7' \ ` EXTERIOR, 415E 6AL V. LA65. \ (57A/NLE55 5TFEL REQUIRED WITH ALUMINUM LANDING). 6VARORA/1- NOT SHOWN FOR CLARITY 'VAR/E5 l3" M/NlMUM 60 4Pe6REE LAIVVING F'L.A1,. '' .¢ 3/!6"STC. ry L/2 L L17 1. 3/4 B $ MIN/MUM F1/1l/5H FRAMED OPENING FOR 5TA/R.5 STAIR DIA. "L'" FIN16HED OPENING COLUMN, f F007-ING _15CHE 7ULE STAIR DIAMETER TREAD =3"x x V-3" x 7=3" r, 5NER141. NOM5 (THESE NOTES 5HALL APPLY LINLE95 07-HERWI5E NOTED) NOTE WHERE GORE /5 SPEC/FIFO, !T 5HALL BE THE 20!/ 405 ANGELES Cl TY B61I4D/N6 GODS 20/0 GAL/FORMA BV/LO/N6 GOOF' WITH L.A. GfTYAMENDMENTS AND 20/0 GALIFORN/A oUILDIN, GOOF 2009 /NTFRNAT/ONAL BU/LD/N6 GOOF; 2010 CALIFORNIA RF5lDFNT/AL GOOF" AND 2009 /N7FRNA TONAL RE5/DENTIAL CODE. I. GONMAC I -OR SHALL VERIFY ALL GOND/T/ON5 AND D1MEN5/0Ne, AT THE ..dvV 517E 2 S0/4 BEAR/N6 MINIMUM = %500 FS PER TABLE 18042 FOR CLAY, SAAbY CLAY, 5/1- TY CLAY, CLAYEY 5/1- T, 5/1- T AND SANDY 511- T PER 6"011V5 PRE/N5)-EG T/ON OR 50/45 REPORT. J. CONCRETE FOR NEI'V FG!c?T/N65 SN,ALL BE STANDARD M13,1 P.S.I. AT 28 DAYS. DEPUTY FRAME ROUGH OPEN/N6 LAR6ER TO ALLOW FOR F/N/5.H IN5PEGTOR NOT REQUIRED. MATERIAL SUCH A5 6YJ- BD., TRIM, ETC. 4. Y_r /GTURAL 57EFL PLA 5 AND B,4R5 SHALL BE A.5. T.M. A-36 (OR HIGHER% YIELD 6T;III, rH. FlN/5H cl FzvlN6 ALUMINUM PLATE TREADS SHALL BE 5052-h"52. ALL OTHER PLATE 5HALL B56061 -r6. a.I TIP.- AW .GHAT 61 6. STEEL PIPE CM -IN5 AND SLEEVES SHALL BE A.5. T.M. A-5.5 GRADE B OR ROUND H.5.5., A.6.7.M. l % ' H%"H N i VF T - - 4 A500 6iZADE B ALUMINUM PfPE COLUMNS A/ID ROUND 77,0E GOLWN5 5HAL.L BE 6061-T6. 4 I I ) 6. STEEL TUBES SHALL BE A.5. T.M. A500 GRADE G. (Fy = 50,<5 .1 MIN,) ALUMINUM ,TUBES 5HALL BE NOTE. I I t b 16 6o6/ -r6. rz = ' 7304 75 SHALL BE A.S. T.M. A-507. SET SCR'E61L5 SHALL BE A.S. T.M. F912. B01 -7r, /N ALUMINUM SHALL /3 R/SFR LAYOUTS 16 I 1 7 , ti %+sv BE NOT DIPPED 6AL VANIZED A.5 - 7-M A/53 OR ELECTRO-6AL VANIZED A.S. T.M. B633. / LAl1lt7/N6) e _. e _. S. FASTENERS FOR EXTEi2/OR EXPOSURE 5HALL BE 6AL VANJZED FOR STEEL 5TA/RWAY AND I 8 ` ro ) I q`" n ) I a a I STAINLE55 5TEEL FOR ALUM/NUM 57/4/R?YAY. L-- 4-.-- L-- ro -J L 9. STEEL WELDLAk5 SHALL BE PER GORE 415/N6 5H/E1_DED METAL ARG PR4 "dE55 W/TH E70XX ® /ND'GATES ® w ® ELEG7i?OOES OR EG?UAL IN AN APPROVED FABR/GATORS SHOP. ALUM/AVM P ELDlN6 5HALL BE D/REC 774N TO - - - - - PER CODE WITH 5356 WELD FILLER. ENTER STAIR( 4 4 •s 4 s i 10. ALL FABR/GAT/ON 5HALL BE.DONE IN THE SHOP OF A L/CEN55D FABR/GATOR OF THE G/TY OF v 405 ANC -El -E5 OR EQUAL. 11. STAIRWAY 5HAL1- BE USED FOR ONE AND 7"* 0 FAM/L. Y D!1EL1_1N6 ONLY. I mor s noii9v 7 12. 5P/RAL 57-A/RWAY_ ARE PERM/TTFD TO BE USED A5 A COMPONENT IN THE MEAN5 OF ECRE55 rr I I I I I ONL7'WlTH/NDWELLI1v6 UNITS. (NOTE THAT A PRIYA7F 5TA/R{1AY /5 A STAIRWAY THAT SERIES LEFT HAND (ff J8 I I u a ( ( n ` ` 4' ° I A SIN6LE TENANT. A SINGLE TENANT MAYBE ONE OR MORE OCCUPANTS JNA DWELLING). 13. PROV105 MINIMUM OF 26"WIDE WALKING AREA FROM OUTER EDGE of SUPPORT COLUMN TO 1. LANDING 15 REVERS/BLE,• 60 OR 90 DEGREE ED6E OF LANDING MAY BE USED INNER EDGE AT AIvV BELOW HANDRAIL, '.7 //2" MINIMUM TREAD AT_A POINT 12" FROM AHERE THE FOR TOP STEP. TREAD /S NARROWF5T. MINIMUM 6-6" HEAD ROOM, AAV,'II NOT TO EXGEE7 9 1/2': STAIR .. THE TOLERANCE BETWEEN THE 3. IF DOORWAY OGGVR5 AT LA/V17/N6, A LARGER LAND/N6 MAYBE REQUIRED LARGEST AND SMALLF_57 i?15ER HE/CHT OR BETWEEN THE LARGEST ANI7 5MALLE57' TREAD 5EE NOTE /6 f DETAIL /6 DEPTH 5HALL NOr.EXGEEI7 3/8" (0,67.5 INCH) IN ANY FI-16H'T OF 5rA/R5. 14 THE TOP OF GIIA RLY?AIL5 (GUARDS) 5HALL BE 42" M/N/MlIM !N NE 6 / HT. OPEN 6UARDRA/1-5 (GUARDS) 5HALL HAVE /NTFS•'MED/ATE RA/1-5 OR AN ORNAMENTAL PATTERN 5L/GH THAT A 4" SPHERE CANNOT P,455 THROUGH. 15. HANORA/1-5 SHALL BE CONTINUOUS THE FULL LENGTH OF THE 5TA/R5. FOR PRIVATE 5TA/R`1!A7'5, HANDRAII 5 ARE NOT REQUIRED TO EXTEAV /2" BEYOND THE THE TOP OR BOTTOM R/5ER PER CODE 5ECT/ON 10126. 16. LAhD/N65 AIS? LA,ri7D1N6.5 A T D0OR5 5HAL1- GOMPL Y WITh' GODS 5EG 7*10N5 1008.1.6 AND /009.5. 1T. REDUCED PLAN5 OR POOR CUAL/7Y PR/N7:5 (TOO DARK OR TOO L/GHTi` 1N/LL NOT BE ACCEPTABLE FOR OBTAINING A Bl/lLD/N6 PERMIT 10 A PLOT PLAN AND/OR FLOOR PLAN /5 RCOU/RED FOR OBTAINING A BUILD/NG PERMIT Z15IN45 TH/5 PRODUCT. 19. REPRESENTATIONS OF PATTERNS AND Y/EA5 SHOWN ON TH/5 PLAN MAY NOT MATCH CURRENT PRODUC 770N. 20. ALL PVRK M115 GOMPL Y HI TH L. A. Cl7 Y PLANNING AND ZONING GODF5 ANI, LOCAL GOOFS. T7 _ 91. 57RUG77Jfv'AL OBSE. c'YAT10N 15 NOT REQU/RED PER L.A. GI7Y /NFORMAT/ON BULLET/N 'P 4 6 W /"3)SEEDE'rA6 Pr TA / f 96 ,, f P/B 2008-024. (Gt3G1I.BG. SECT/ON 1704.2.2% as DE5/6N LOADS: N_ 2L TO (4) FOR PLASMA TRO 5 5EE 7 d 7A A. LIVE LOADS: FLOOR: 40 PS.F OR 300 LB. ON 4 50. /N. ON T;2EAD5 40 F$. F. ON LAM7/N6. JvE.YT SLOT -' ` C w B. SPEG/AL LOAD;z HANDRA/L AND GUARDRAIL t1C ARD 200 LB. 1N ANY D/REGT/ON " \ I ry (5) 1E, 5o/L BEAR/NG VALUE /5 GREATER THAN 1,x00 P.S.F, USE "1N" FOR /,arDD P.S.F INTERMEDIATE RA/1-5: 50 LB. ON ONE SQ FT. LONG SLOT o + 6 MUST BE W k -m - Q V EX15T1NG OR NEW CONCRETE FLOOR OR nOOD FLOOR FRAM/NG 5HALL }3E OES/6N5D C. 5N0W LOADS: , _ g = 40 P.S.F. GROUND SNOW LOAD,• -- FDR THE 5PEC/F/C GOLlJM,N LOAD FOR EACH IN57AL -AT/0N Pi = 0.7 Ge Gt / P 0.7(1.2)(1.2)(!.0)40 = 40 P.5.F.• Ce = J.2 SHELTERED (MOST SEVERE 1/ .l (6) 2-5 TORY 5TAIR5 424'-0" MAX. HT. WITH LANDING ATM/D HEIC-H7"). g 5PINDLE (TYP/GA! ), 5EE /d ` ` !I B Q b MAX. MAX. 1 1/2" L/D (7) GOMPA,RABl-E DIAMETER AND WALL THICKNESS OF STEEL ROUM7 H.5.5. OR ALUMINUM FAGTORI, Gt - /.. UNHEATED (MOST SEVERE FACTOR,, 1 = /.O (OGGL 'ANGY GATEGOR>' / OR !/) D. 1N/W 2E5/6N DATA; BAS/G W/M7 SPEED: 90 MP`H (5-SfGOND 64157) AT _50'A.60 VE 6RADF M V .155C7 /CIN 6A B -$ ROUND TUB/NG MAYBE 54105 T/TOTED FO,? PNPB ShiGWN. !w = 1.0; EXPOSURE• G; /NTERNAL. PRE55URE GOEFF/GIEN7; NIA • COMPONENTS AAV _ rQ ry B^B REQU/REMEN75 FOR OPEN/NGS TOP OF 73?EA7 C *Tr (IC /'J1 // L CLADDING: N/A TIP. A( -,-OD TREAD N T.s 0 50% MINIMUM COVERAGE IN ✓ 1 J"r / .Jf✓i7 G/ .G Np7F. Wt1EN 5TA/,=?WAY /5 USED ON EXTERIOR OF BU1LD/N6, 1T 5HALL NOT BE LOCATED NEAR MOUNT/N6 HOLE -''I i d = DIAMETER OF HOLE EA. DIRECTION PER ®. HILI -5, R/DGE5, OR ESCARPMENTS_ - o o $ s 3/4" MA C n 3 7READ W/7TH W O AL 7,7RNA77V 5 yv2 a t1t/2 c = LENGT F H04E 61ZE /5 5 x //2' E. EARTHQUAKE DE516N DATA: /e = /.O (OCCUPANGYGATEGORY I OR //% 5s = 2.85y 51 = /.30g, Z !t) - 3/4" D/A W/SURROUAQ7/N6 ,rr 5/7E, GLA55: D, 5n = /.DOg; 5vr = 1.308; 5E/5M/C DE5/6N CATEGORY E 5E/5M/G FORGE - $ M VERA6E PER A • RE5l5TlNG 5Y5TEA! ORD/NARY MOMENT FRAME DE5/6N BASE SHEAR: Y = 0.39/W (A.S.DJ /• // 3" OR /O GA STEEL PLATE OR 3/16"AL41M/MIM PLATE 2W { y s W/ D, O P 9 -- --' -'----"--'-- -"- - - ' W .) OLE GED 2 VIAM. M1,V AT 30 F7: At30VE 6RADF• Gs = G!333, R = 3.0,• ANAL>'51.5 PROCEDURE.• EQUIVALENT Q! W (3//d"STEEL REQUIRED FOR DIAMETERS OVER 6 =6 j = 1 „ I { CIRCULAR HOLE 4AAVIA6 TYPICAL FLOOR LATERAL FORGE 0 4 OMIT ' / / , DM/T _ '" / - 2. FAN GRATE (lA1DUS77 lALi 5EE DETA/L SECTION 5% 'iia C/ T SAO,=,L " N 23. ADD/T/ONAL REQU/REMEMM U / A. PLASMA GUT 5HALL HAVE A SOL JD SURFACE. 3. 7/AMOND F1 -00R PLATE• 1/8" 5TFEL OR 3/16" ALUM/NUM / //2" _ /'-O" * 3003-H22 TREAD FLA 7E (5 =0 " MAX D/A. W/ ALUMINUV. R .0 R15ER SHALL HAVE 5PAGE REDLG TION BAR PER DETA/L 23 OR EQUAL. 6A HOLES FOR 4. HOT-D/PPE7 6AL VAN/ZED. 5"/ 112„ 041TOCOR STA/ReIAY5 '5HALL BE GON57RL 50 TED THATWA7FR n11 -1 -NOT ACCUMULATE ON \ , 5P/N17LE5 5. HOT -DIPPED GA4 Y. DIAMOND FLOOR PLATE: C. LAG, 5EE PLAN WALK/N6 SUI 'FAGES. 2,V MAXIMUM SLOPE MAX. MIN. TIP. 6. FOR PLASMA GUT 7R'EAD5, SEE DETA/1-5 0 - 7A . OM/T i 5" MAX .1112' M/N. 2"501-!7 N, PLASMA GUT T'7EAD5 .DlME,VS/0N R' 42" 39" 36" 33" 30" EE 5" 4 !3/16" 4 5/8" 4 7/16" 4 1/4" D- Y164LK/N6 5VRFAGE5 5HALL BE SOLID 5URFACE5_ EACEPT OPENINGS PERMITTED THAT WILL (2) 2x OR 4x BEAM NOT PA55 A l/2" DIAMETER ,SPHERE FLOh'GATEO OPEN/NGS 5HALL BE PERPEh'D/GULAR TO 7RA VEL FIN15H E. (/SEABEE SPACE aWUR 9T/R5 5HALL NOT BE EN:L.05ED. F. AL4 INTER/OR AND EXTERIOR ,STAIRWAYS 5HALL BE ILLUMINATED. ' ' TYP/GAL TREAD a THE5TAIRNA Y GO'A5ZROCT/ON 5HALL AV 'T RESi ' f A F/VE FOOT CLEAR Al1D UNDB573CUGTED fRADRA/4 UP i A. / ///d " TH/GK OAK. -: i + ' f 3 THICKV5/7Y PART/C F ARD CARPET. $U/GD/NG' B /4 N H L BO ({OR i ACGE55 TO ANY WA TER OR POWER DISTRIBUTION FAG/LIT/E5 POWER PO ES V _ G NN Tl ( L PLL BOXES, N, TLNiN .r R c cr T - ,T X., 1 77?AN5F0RM rv._ CAUL TS PUMP . V 5 , , .z _ GUT ! ` -}^N E _..__ .q1- VE r METES , APPU,2TEA: INC._s .c . G,% c; . Tc * INGLU7E5 HOLES FOR MOUNTING WOOD OVERLAYMENT PER L I n • .- - ` - f / 1/Z= /-O/-O LOGAT/ON OF Tri- HOOK -UF THE GdN573G'1/GT/ON 5HALL h27T BE !!!/THIN TEN FEET OFANY % A Gh'Z B ADOYE (5 'EG/AL ORDER AYA!L$LE W/T, UT HOLES% / 11211- /'-O" POWER LINES-INH,6rHER OR NOT THE LINES ARE 40GATED ON THE PROPERTY FAILURE 7 COAlPLY MAY CAU5E GON57RVCTION DELAYS AND/OR ADD/TIONA4 EXPENSE5. 5P/Ati7LE 24: GREEN BUILDING GORE REQUIREMEN /TS /ZL /"i i. ' FLAN ii I f I 7)"P/GAL TREAD 5QA. A$SOR$AVLE MA MMAL$ AE-IZZ E'ED TO THE GON5MA;ZION SITE 5HALL BE PROTECTED . x /4 6A. FROM RAIN OR OTHER SOURCES OF MOISTURE. "Mt3 ) TUBE STARTER G.L. OF 114".01A. M. IA. B. ($EYOND) 3/4" x /d 6A.114 DIA. A. I I P05 T (F 50 K.5.1J B. OA(L)" A Cl T)"' GER T/FLED HAULER W/LL BE USED FOR THE HAUL /NG OF DONS TRUG TION WA5 7E ESP/hU7LE 4" 0.7. COLUMN I I I I y= C. T A / E L 0 2i NTS 5HALL GOMPL Y TYP'IG/al TREAD I (B .p ) _ ?' _ 5/8" ROUMJ I 5 I/2" D/A. x //8" WITH THE VOLA r/LE ORGANIC COMPOUND (VOG) L!M/r5 L/5TED /N TABLE' 4.504.1-4.504.3_ 3 //2 O.D. INNER COLUMN 1/4"DIA. MB W/ TUBE (lN5ERT) csONGRET FLOOR 3" M/N.J: D. THE MANUFAGTURERr, SPEC/F/GAT/0N5 5HODW/N6 YDG GO ZEVE FOR ALL APPL/GABLE I I I I PLATE, 5EE " PRODUGr5 5HALL BE READILY AYA/CABLE AT rHE -105 51 r AND BE PROVIDED r0 THE 4a I ) STAR WASHER - (2) 1/4 DIA. POWER -STUD 0/7 LAMP/N6 PER DETAIL, (,2 j OR (4 J I d NUT TYPICAL I PYODD FLOD,+E': OR TRUBDLT AW6E I/8 ) I ) DETAIL l;3 (2) 'S//6"D/A. x I /!2" AIVGHORS 11% / I/4" MIN INSPECTOR FOR IVR/FICA71ON. NEW HASOI I E. YVOD, PLHO'YOD PARTICLE BOARD AND MED/UM DENS/TY FIBERBOARD LA6 BOL TS TO MIN EMBED COMPOS/TE IOD PRODUGTa USED /N THE /NTFR/e?R OR TER/Ott' OF THE BUILDING 5HALL J Zx XJ/5T, DECK, OR I MEET THE FORMALDEHYDE L IMI 715 4 /5 TED IN TABI-C 4,504.5 --- I - - „ ~I END PLATT 7YP. TREAD COLLAR /L 'f 'J F. THE mf wr-AC77JRER5 SPEGIF/GAT/ON5 SHOWING Epgy&DEHYDE CON7BNT FOR ALL l //2 MIN. SAME MATER/AL / / L%TlL 'a APPLICABLE WOOD PRODLrGTS 5HALL BE READIL r AYA/CABLE AT THE .k?B SITE AND BE A5 TREAD 4 OD GOLLl1 >N / " = t" _ N r5 %AR7-IN6 F''0j T )=LAN '' PRO✓/DED TO THE FIELD INSPECTOR FDR VE! '/f7GATfON. (OPTIONAL ONLj ' ^ ~ , G. BVILD/NG MATER/AL5 W/rH VIS/BLE SIGNS OF WAT R DAMAGE 5HALL NOT BE 1NSTALLEV lh 5 -O" MAX DIA. (4) 5//6"D/A. SET SGRE/ 5 (2 PLACES% r h TS 2S. CITY OF SAN D/EGO REQU1REMEN75: (8 TOTAL% COLUMN TD INNER COLUMN CONT/NUOUS HANDRA/L SECURE r,_ I (2) #12-24 x / //2 SDS. T.5.M.5. STAIR) TO EACH 5PIIYDLE 5EE ( i A. FABRICATOR MUST BE REG/57jMED AND APPROVED BY THE G/TY OF 5AN D/E6O, 4 HOLES TEL'S (P. R. .26 76e) SGREH5 MAY f9 ' DrvELGPMEN7- 5ERYIGE5 FDR THE FABR/GAT/ON e2- MEMBERS AAV A56D-OL/E5 ON THE CALIJ,%'N SFLIC,ff aNZ1.45TQR)' ~ ' TAPPED FOR $E INSTALLED /N HOLE -15 FOR r /% PREMISES OF THE F4BRIGATOR5 SHOP. I 5ET 5GREA5 WHERE PIPE i8" MN. FOR 5TFEL 5/16 "VIA. N. 7.5. GONTINUOU5 B. FABRICATOR 5HALL SUBMITA N APDL /GA7/ON TO PERFORM 0)`F-61 71F FASR/CATJON' TO THE SET 5GREA5 SLEEVE COLLARS BEAR ONE ON 23" M/N. FOR ALUM/NUM HA,AVRA1L, IN5PF6T/ON 5ERVICE5 DIVISION FOR APPROVAL PR/OR 7'O GDMMENGEMENT OF FABRICATION. OPENINGS /N GUARD 5HALL NOT ALLOW - C. FABR/GATOR 5HALL SUBMIT A GERT/FIGA7E OF COMPLIANCE FOR OFF -5/7E FABRICATION TO TOP OF ANOTHER TEK SCREWS , SAFETY TERM/NAL THE PASSAGE OFA 4"D/AMETEK SPHERE /9THE INSPECT/ON SERV/GES DIY/5/ON PR/OR TO ERECT/ND ON OF FABRICATED /TENS A ARE NOT READ. OPTIONAL, PIPE COLUMN PER / A55EMBLlES. / 5CHEQULE, SEE I/4" x /O" DIA. 57EP4 5 N0 EE 7E 15 OPTIONAL TI DECORAVE FILLER PIPE SLEEVE COLLAR 5EE /tt, OR ALUMINUM $EAR/NG r / „ O I PLATE (3/8 " x /O"7/A. '~ ~ ` 3/4" 5Q. x /6 6A. (0.060 ) TUBE SP/AVLE / I (l) #lO x 3/4 (i'/PE SLEEVE COLLAR MAY 8E _ _ ( (Fy = 50 K.5.1.,/ 57FEL OR 606/ -Tb AL VMfNUN1 . SHEET METAL SCREW G, / 1, 1 'r4L NO'TL . l AT (2) STORY)oA OMlT1F7 WHE7?E TREAD /5 WELDED O - - i --- ; ) W/ EAST ALUMINIJry HEAD (ANS/ AA -3/9 00 F) , // D /RSG•-T LY T rOrCOLUM N'j% tttlrtttl 5/8 :Q4506 -/D INSERT TO 113 ASO VE TT7 "FIGJ"i.L. 1 Gf✓T' G/N G7 --_ _ _ -- - „ '( ~__,'' I UPPEEAZ? FOR STEEL (ry = 50 K5 4) - FORCEFIT HEAD GUARDRAIL, 5EE ,2/ \. GROOVES -7 _ 123' FOR ALUMINUM " I 3/4" 5Q, x /d GA. I INTO SPINDLE / //2 GA5T ALUMINUM DRIVE FIN m a HEAD r, I Q n 5 1/2" OR 4 l.D. NOTE PLEA5E CONT -A6 r ' l % ' tY (AIV -51 AA -49147.00-F) 3//d PIPE GOLL/MN PFR \ i PIP S I E LEFYF - SGHEaULF 5EE ': Y" PER. SCHEDULE THS• IRON SHOP PR/OR TD = rf r / //4 x a /16"SET SCREW = i in n O `- 9E77tN6 LOGATtO,N FOR m I I ` I x /46A. (0.075) ' , I I iii m , • N i (4) H0LE5 5EE 5 } AArHOR BOL 75. I INSE R T TAPPED FOR (/NI -B.SE%T 5116 "VIA. x/,/6"L5P/NDLN /LUNI✓{.15" 9PLATE L'FYFE8NA5E III )II - -m Ni i ii i inpii IiNnn iqIiriir iip n^ \ Imm41r 1" t //2'/ N r5 I \ i / //2" V 2TYP/GAL 7READ m P/PF COLUMN PER S,-Ha%/4 5EE 5 I$ 4 P i9'( i2 ! -- !/4 =20 PAN HEAD PH/LL /P5 C '1"I 9 1 , lo , X /1- HA / } 114 x /O D/A. $EARIA6 PLATE (- /" = I =D" _ - (2) 1/4" DIA. I x 3/4" LONG 5GREW K ONS HAN,C /1. .15 %G AT'FLOOR LEVEL, OR RECESSED I FOR BEA)VA6 PLATE ON " I - HOLES AT IMOD 111161, (,, " ` EX15T1My 3 112 MIN SLAB 5=0 MAX. GONNEC r/42/V, BALGOW17=10CR FRAMIN6 O' N. T.5. CONCRETE PAD A .4'>H S/TE SPEC/FIG {1 ----- - (V 11-4 ".17/A. $ GUARDRAIL BY OTHER5, A _fns 517r 5 APPROVAL /5 S/REOVIREV FROM rHE L.A. 4" SQ x 16 6A. (0.060, p IN L J HdLE Ar 5TFEL / NCrA PART OF 5TA/R5 //4" P M.B. W/STAR WAaHER / / I- 6/L . :.L. Y +Vt/L4✓"T ,4 NEW OR EXIST/AU I BLDG. DEPTAPPROVAL /5 (5TFEL OR .ALUMINUM) m CONNECT/ON /12n = I/ ,t ,r d NVT (TYPICAL) CONCRETE SLAB I / 112" SQ x 14 6A. (0.075) I/6' L,+"[NL INf✓' L7,ET L a N.T.S. ($Y OTHERS) AL -50 REQUIRED BY THF TUBE rrr (STEEL OK3/8"D/A. x 4" LONG LA6 BOL 75 ENGINEER OF THE 5TA/2ARD CAST ALUMINUM )II CONNECTOR 0.6E NOTE /6) 1 T• S. ALVM1M)9%) /B INTO 2X MIN BLOGKI(6 OR /v PLAN DOME GAP i v (OPT/ONALI FOISTS 123Y OTHERS) '- P COLUMN $ BEAR/N6 © ( i FLOOR PANEL ' - _ -I 0 OPENINGS !N - - r - - PLATE, 5EE /5 L3Z4 'INC f LA7 ANGHC7r c'4GF - i #- - - , - -r I--1 I I -III- GUARD 5HALL 50LlDK r (2) #12 x 2' M/N. !2 SQUARE (4) 112" DIA. x /O" A.B (6AL V. W/ ALUMINUM BASE PLATE) I I - I If I I #-' = ry NOT A440W THE I I j 3" MIN. EDGE D/5 T. h {' f'A55A6E OF A N 11112 "/ SGREf Y5 R r FOR EXTFR/OR /N5TALLAT/ON 415E 6AL Y. A.B• I _ " c l //2 INTO 577,0 9 Cl_ T. 1.1E/6HT -III-_) I-- N Q 4 D/AMM 7FR _ ts- (5TAJNLE55 57FEL REQU1RE0 W1 ALUMINUM PLAT -E) OR REBAR FOR 5PHERE OR BLOCK ~ I -! OI✓GRE7F (4) 3/P"D/A M/N H/4 T! KW/,' BOL T 3 (KB.S) AA/,l-R5 h% -III j { EXPAN9/YE 50/L N WHERE OCCURS 47PENIN65 IN R15ER 5HAL4 NOT ALLOW THE 9116"x 314" BAR PA55A6E OF A 4" DIAMETER 5PHERE DRAWN ,K. MOURA Fz/5,69 5,4=40' R, UC 7-I N AGAR 23 CHAD p _ `fir 1. W, -51 2" MIN. EMBE .. (20 E,T-LB5. TORQUE) L.A. RR. #25577. /fi r N. i 5. _ -' i i- I '2-74' x / 112" //B ` R 6x6 #2 D.F L. I \ - 5/MP50N A35 (4) 5/DE5 L.A. CITY (INSTALL ANGI•,ORS AFTER CONCRETE HA5 GUREI7, 78 DA1 a•I Il--"{yQUARE PAD I #' 1-7-f1 STANDARD r • TM / • • J PER 5GHEPME, 7r,<6 SCREWS RAIL CONNECTOR 5/A?PSON I-CB66 FOOT/NG FOR SUPPORT STA JJt1RD PLAN # 1 1 1 SCALE NOTE, K$3 ANCHORS INSTALLED !N EXTERIOR LOCATION5 FOR EXPANS/VF 50/1-5: (R R. 237681. OR HELD OF STAIRS ONLY, 5EE t ( t 14.55140"N 5HALL BE HOT -DIPPED 6AL VAN/ZED OR STA/NLE55 5TFEL. SEE [ B } l8" MIN DEEP AT INTERIOR, L.A. CITY LICEN LICENSED C j i SIMARD 45 7A 5TFEL REQUIRED WITH ALUN/INUM PLAT J 4 24" MIN. 17EEP AT (1-.A. G/TY / `-_ n ;I f r JOB N0. APPROVED) / 112 W. x /4 6A. //4 DIA. M.D. FABRICATOR #1150 EX7FR/OR OF BUILDJNS / - -i / NA7YlRAL OR n1(2) #4 EACHWAY TOP rr - - - OPTIONAL P05T I C- I- Z•./ 1 rE D NO -7E CONCRETE FLOOR OR WOOD FLOOR FRAMIN6 (EX15T/h'G OR GOMPAG7FD r WITH FOOT/rL6 CITY' OF SAN DIEGO A r"o. Barg 5 yarn ' ' fcSRADE le BoTTOMW/5 CLEAR 0_2 /` -I _ _ _I l ^ X71 t NEVNEl {i 5HALL }3E DE5/6NED FOR THE SPECIFIC COLUMN LOAD F01'Z TO 501E / `(q 1 5/M,rLAR TOP LAM7/NG OR (4) WHERE REQU/RED 7 -III -`f I I- I # fTt N IJAIVJ EACH A5TALLAT/0N. ANY REQUIRED 57RI16WRAL CALGULAT/ON ,/ G ,r // / , + / , - • /A kf"'.C`'1+v71 .1) BY I AIN OR ENGINEER/A6 5HALL BE PROYID ED BY OH'NER C,, 2Z_U/ /N 8A.55 .5, EC 7- .+'N I-ANVIN6 RAIL 6UAl V C,0/.(J/ SIN ,0A5,,E -55C 77ON APR 1 7 13 - aC a % as MASTER PLAN # 2 5 I N. T.S. N. 77.5. (1"dR / 2 STORY 5TA/RS) N. T.S. OF /C + I• NTA 0 , .. . -.. :., ., ..... .. _ .,,, t +-..,a;C; +. u..y,.. ,w..+ hA. .... b.T.: aafisw wN„ SwSri,.:±,4•.V'e. ,w4'§ .,+5¢t a.n+ 1Y,..KRk t +ceer..v:.xD . / tt< - kNYx,wr•. t t„ a ,. s. ... R t. k_,t. .,a . ,. " ... m,.0 f ... V F. V:' #fir ' r .. t. }ru RtiNk. st , ,.' r. _n, .. r r k>` .. t •'+... ,t , x xa .., waro...>n ,r - ..rs f .<.. t.rn,r w rte. ,-«. , .. .. , ..'.m ...d•+m ++r.,. 4 .+ `r ,:.>. .. s sJ k r+ .. y .:u .H 77W4V, COLUMN, f F007-ING _15CHE 7ULE STAIR DIAMETER TREAD COLUMN GONG. PAD ':`Y/' OA,.v) 'r" MAX. LOAD P/PE DIA. O.D. (/J /.2X4, (LBS.) 4E, TYPE (y) 50/L BR6. VALUE /500 P.5. F 5 I BUILDING ENERGY ANALYSIS REPORT I PROJECT: EI Rancho Homes Inc. Avenida Madera La Quinta, CA Project Designer: Lench Design Studio 78215 Calle Cadiz La Quinta, Ca 92253 760-564-1860 Report Prepared by: Joan D. Hacker Insu-form, Inc. 77810 Las Montanas Road, Suite 201 Palm Desert, Ca 92211 760-345-1352 CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DAT BY 6— I Job Number: Date: 2/11/2013 RECEIVED APR 17 2013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT The EnergyPro computer program has been used to perform the calculations summarized in this compliance report. This program has approval and is authorized by the California Energy Commission for use with both the Residential and Nonresidential 2008 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. EnergvPro 5.1 by EnerovSoft User Number 2655 RunCode: 2013-02-11T15:31:09 ID: 1 I TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF -1 R Certificate of Compliance 3 Form MF -1 R Mandatory Measures Summary 9 HVAC System Heating and Cooling Loads Summary 12 EnergyPro 5.1 by EnergySoft Job Number: ID: User Number: 2655 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name El Rancho Homes Inc. Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2/11/2013 Project Address Avenida Madera La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 1,972 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST ❑ Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. ❑ Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Construction Type Area Special Cavity Features see Part 2 of 5 Status Wall Wood Framed R-13 1,210 New Door Opaque Door None 28 New Roof Wood Framed Attic R-38 1,948 Radiant Barrier New Slab Unheated Slab -on -Grade None 1,972 Perim = 51' New FENESTRATION U- Orientation Area Factor Exterior SHGC Overhang Sidefins Shades Status Front (W) 4.0 0.330 0.29 4.0 none Bug Screen New Front (W) 25.0 0.330 0.29 2.0 none Bug Screen New Left (N) 51.0 0.330 0.29 2.0 none Bug Screen New Rear (E) 128.0 0.330 0.29 4.0 none Bug Screen New Rear (E) 12.0 0.330 0.29 2.0 none Bug Screen New Rear (E) 64.0 0.330 0.29 6.0 none Bug Screen New Right (S) 45.0 0.330 0.29 2.0 none Bug Screen New Right (S) 9.0 0.710 0.73 2.0 none Bug Screen New Skylight 24.0 0.330 0.29 none none None New HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status Whole House Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Ot . Type Gallons Min. Eff Distribution Status 1 Small Gas 50 0.62 All Pipes Ins New Ener Pro 5.1 by Ener Soft User Number. 2655 Run Code: 2013-02-11T15:31:09 ID: Pa e 3 of 12 PERFORMANCE CERTIFICATE: Residential Part 2 of 5 CF -1 R Project Name EI Rancho Homes Inc. Building Type ® Single Family ❑ Addition Alone 1 ❑ Multi Family ❑ Existing+ Addition/Alteration Date 2/11/2013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HIGH MASS Design - Verify Thermal Mass: 1,072.0 ft' Exposed Slab Floor, 3.500" thick at Whole Houser HIGH MASS Design - Verify Thermal Mass: 900.0 ft2 Covered Slab Floor, 3.500" thick at Whole Houser The Roof R-38 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. HERS REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each of the measures listed below for final to be given. The Cooling System York includes credit for a 11.9 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System Whole House incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System Whole House incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. Ener Pro 5.1 by EnerqySoft User Number: 2655 RunCode: 2013-02-11T15:31:09 ID: Page 4 of 12 PERFORMANCE CERTIFICATE: Residential Part 3 of 5 CF-1 R Project Name Building Type m Single Family ❑ Addition Alone Date EI Rancho Homes Inc. 1 ❑ Multi Family ❑ Existing+ Addition/Alteration 2/11/2013 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2- r Space Heating 2.33 2.55 -0.22 Space Cooling 50.56 47.40 3.16 Fans 10.16 13.16 -3.00 Domestic Hot Water 16.48 14.94 1.54 Pumps 0.00 0.00 0.00 Totals 79.53 78.05 1.47 Percent Better Than Standard: 1.9% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (M 270 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (wl 400 29 Fuel Available at Site: Natural Gas (N) 380 51 Raised Floor Area: 0 (E) 416 204 Slab on Grade Area: 1,972 (S) 380 54 Average Ceiling Height: 9.0 Roof 1,972 24 Fenestration Average U-Factor: 0.34 TOTAL: 362 Average SHGC: 0.30 Fenestration/CFA Ratio: 18.4% REMARKS STATEMENT OF COMPLIANCE This certificate of compliance lists the building features and specifications needed to comply with Title 24, Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Insu-form, Inc. 2/11 013 Address 77810 Las Montanas Road, Suite 201 Name Joan D. Hacker City/State/ZipCity/State/Zip Palm Desert, Ca 92211 Phone 760-345-1352 Si Date The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company Lench Design Studio D/ _ - - ,2 . Address 78215 Calle Cadiz Nam ` 61FW / `fASig6e City/State/Zip La Quinta, Ca 92253 Phone 760-564-1860 License # Date Ener Pro 5.1 by Ener Soft User Number: 2655 RunCode: 2013-02-11715:31:09 ID: Page 5 of 12 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5 CF -1 R Project Name EI Rancho Homes Inc. Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1211112013 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Factor Cavity Exterior Frame Interior Frame Azm Joint Appendix Tilt Status 4 Location/Comments Wall 343 0.102 R-13 270 90 New 4.3.1-A3 Whole House Door 28 0.500 None 270 90 New 4.5.1-A4 Whole House Wall 329 0.102 R-13 0 90 New 4.3.1-A3 Whole House Wall 212 0.102 R-13 90 90 New 4.3.1-A3 Whole House Wall 326 0.102 R-13 180 90 New 4.3.1-A3 Whole House Roof 1,948 0.025 R-38 270 0 New 4.2.1-A21 Whole House Slab 1,072 0.730 None 0 180 New 4.4.7-A1 Whole House Slab 900 0.730 None 0 180 New 4.4.7-A1 Whole House FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC2 Azm Status Glazing Type Location/Comments 1 Window 4.0 0.330 NFRC 0.29 NFRC 270 New IWC 6200 AlumiLow-E Whole House 2 Window 25.0 0.330 NFRC 0.29 NFRC 270 New IWC 6200 Alum/Low-E Whole House 3 Window 8.0 0.330 NFRC 0.29 NFRC 0 New IWC 6200 AlumiLow-E Whole House 4 Window 25.0 0.330 NFRC 0.29 NFRC 0 New IWC 6200 Alum/Low-E Whole House 5 Window 18.0 0.330 NFRC 0.29 NFRC 0 New IWC 6200 Alum/Low-E Whole House 6 Window 64.0 0.330 NFRC 0.29 NFRC 90 New IWC 6200 Alurnkow-E Whole House 7 Window 64.0 0.330 NFRC 0.29 NFRC 90 New IWC 6200 Alum/Low-E Whole House 8 Window 12.0 0.330 NFRC 0.29 NFRC 90 New IWC 6200 Alum/Low-E Whole House 9 Window 64.0 0.330 NFRC 0.29 NFRC 90 New IWC 6200 Alum/Low-E Whole House 10 Window 4.0 0.330 NFRC 0.29 NFRC 180 New IWC 6200 Alum/Low-E Whole House 11 Window 4.0 0.330 NFRC 0.29 NFRC 180 New IWC 6200 Alum/Low-E Whole House 12 Window 4.0 0.330 NFRC 0.29 NFRC 180 New IWC 6200 Alum/Low-E Whole House 13 Window 4.0 0.330 NFRC 0.29 NFRC 180 New IWC 6200 Alum/Low-E Whole House 14 Window 9.0 0.710 Default 0.73 Default 180 New Double Metal Clear Whole House 15 Window 25.0 0.330 NFRC 0.29 NFRC 180 New IWC 6200 Alum/Low-E Whole House 16 Window 4.0 0.330 NFRC 0.29 NFRC 180 New IWC 6200 Alum/Low-E Whole House (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window Hat Wd Ove hang Left Fin Len I H t LExt I RExt Dist Len Right Fin H t Dist Len H t 1 Bug Screen 0.76 2.0 3.0 4.0 0.1 4.0 4.0 2 Bug Screen 0.76 6.8 5.0 2.0 0.1 2.0 2.0 3 Bug Screen 0.76 2.0 4.0 2.0 0.1 2.0 2.0 4 Bug Screen 0.76 5.0 5.0 2.0 0.1 2.0 2.0 5 Bug Screen 0.76 6.0 3.0 2.0 0.1 2.0 2.0 6 Bug Screen 0.76 8.0 8.0 4.0 0.1 4.0 4.0 7 Bug Screen 0.76 8.0 8.0 4.0 0.1 4.0 4.0 8 Bug Screen 0.76 6.0 2.0 2.0 0.1 2.0 2.0 9 Bug Screen 0.76 8.0 8.0 6.0 0.1 6.0 6.0 10 Bug Screen 0.76 3.0 3.0 2.0 0.1 2.0 2.0 11 Bug Screen 0.76 3.0 3.0 2.0 0.1 2.0 2.0 12 Bug Screen 0.76 3.0 3.0 2.0 0.1 2.0 2.0 13 Bug Screen 0.76 3.0 3.0 2.0 0.1 2.0 2.0 14 Bug Screen 0.76 3.0 3.0 2.0 0.1 2.0 2.0 15 Bu Screen 0.76 5.01 5.0 2.0 0.1 2.0 2.01 1 16 Bug Screen 1 0.76 2OF 2.0 2.0 0.1 2.0 2.01 1 EnergyPro 5.1 by Ener Soft User Number: 2655 RunCode: 2013-02-11 T15:31:09 ID: Page 6 of 12 CERTIFICATE OF COMPLIANCE: Residential of Project El Rancho Homes Inc. 0 Single Family 0 Multi Family ■ Addition 0 Existing+ Addition/Alteration OPAQUE SURFACE DETAILS Joint Appendix FENESTRATIONM mi1Rs Location/Comments ... ..- -. EXTERIOR SHADING DETAILS CERTIFICATE OF COMPLIANCE: Residential Part 5 of 5 CF -1 R Project Name EI Rancho Homes Inc. Building Type la Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1211112013 BUILDING ZONE INFORMATION System Name Zone Name Floor Area ft New Existing Altered Removed Volume Year Built Whole House Whole Houser 1,972 17,748 Totals 1 1,9721 01 01 0 HVAC SYSTEMS System Name Qty. I Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status Whole House 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Cooling Duct Location R -Value Ducts Tested? Status Whole House Ducted Ducted Attic, Ceiling Ins, vented 8.0 m New WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status A. 0. SMITH FPS -50-224 1 Small Gas All Pipes Ins 43,000 50 0.62 n/a n/a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length (ft)o vIn a — System Name Pipe Length Pipe Diameter Insul. Thick. Qt . HP Plenum Outside Buried Ener Pro 5.1 by Ener Soft User Number: 2655 RunCode: 2 01 3-02-11 71 5:31:09 ID: Page 8 of 12 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name EI Rancho Homes Inc. Date 2/11/2013 NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. More stringent energy measures listed on the Certificate of Compliance (CF -1 R, CF -1 R -ADD, or CF - 1 R -ALT Form) shall supersede the items marked with an asterisk (*) below. This Mandatory Measures Summary shall be incorporated into the permit documents, and the applicable features shall be considered by all parties as minimum component performance specifications whether they are shown elsewhere in the documents or in this summary. Submit all applicable sections of the MF -1 R Form with plans. Building Envelope Measures: 116 (a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. §116(a)4: Fenestration products (except field -fabricated windows) have a label listing the certified LI -Factor, certified Solar Heat Gain Coefficient SHGC and infiltration that meets the requirements of 10-111 (a). 117: Exterior doors and windows are weather-stripped; all joints and penetrations are caulked and sealed. 118(a): Insulationspecified or installed meets Standards for Insulating Material. Indicate type and include on CF -6R Form. §118(i): The thermal emittance and solar reflectance values of the cool roofing material meets the requirements of §118(i) when the installation of a Cool Roof is specified on the CF -1 R Form. *§150(a): Minimum R-19 insulation in wood -frame ceiling orequivalent U -factor. §150(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -Value. *§1 50 c : Minimum R-13 insulation in wood -frame wall orequivalent U -factor. *§1 50 d : Minimum R-13 insulation in raised wood -frame floor orequivalent U -factor. §150(f): Air retarding wrap is tested labeled and installed according to ASTM E1677-95 2000 when specified on the CF -1 R Form. §150(g): Mandatory Vapor barrier installed in Climate Zones 14 or 16. §150(1): Water absorption rate for slab edge insulation material alone without facings is no greater than 0.3%; water vapor permeance rate is no greater than 2.0perm/inch and shall be protected from physical damage and UV light deterioration. Fireplaces, Decorative Gas Appliances and Gas Log Measures: 150 e 1 A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)113: Masonry or factory -built fireplaces have a combustion outside air intake, which is at least six square inches in area and is equipped with a with a readily accessible, operable, and tight -fitting damper and or a combustion -air control device. §150(e)2: Continuous burning pilot lights and the use of indoor air for cooling a firebox jacket, when that indoor air is vented to the outside of the building, are prohibited. Space Conditioning, Water Heating and Plumbing System Measures: §110-§113: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified by the Energy Commission. §113(c)5: Water heating recirculation loops serving multiple dwelling units and High -Rise residential occupancies meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of §113(c)5. §115: Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appliances with an electrical supply voltage connection with pilot lights that consume less than 150 Btu/hr are exempt), and pool and spa heaters. 150(h): Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA. 150(i): Heating systems are equipped with thermostats that meet the setback requirements of Section 112(c). §150(j)1A: Storage gas water heaters rated with an Energy Factor no greater than the federal minimal standard are externally wrapped with insulation having an installed thermal resistance of R-12 or greater. §150(j)1 B: Unfired storage tanks, such as storage tanks or backup tanks for solar water -heating system, or other indirect hot water tanks have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. §150(j)2: First 5 feet of hot and cold water pipes closest to water heater tank, non -recirculating systems, and entire length of recirculating sections of hot water pipes are insulated per Standards Table 150-13. §150(j)2: Cooling system piping (suction, chilled water, or brine lines),and piping insulated between heating source and indirect hot water tank shall be insulated to Table 150-B and Equation 150-A. §150(j)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 psi, meets the requirements of Standards Table 123-A. §150(j)3A: Insulation is protected from damage, including that due to sunlight, moisture equipment maintenance, and wind. §150(j)3A: Insulation for chilled water piping and refrigerant suction lines includes a vapor retardant or is enclosed entirely in conditioned space. §150(i)4: Solar water -heating systems and/or collectors are certified by the Solar Rating and Certification Corporation. EnergyPro 5.1 by EnergySoft User Number. 2655 RunCode: 2 01 3-02-11 71 5:31:09 ID: Page 9 of 12 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date EI Rancho Homes Inc. 2/11/2013 §150(m)1: All air -distribution system ducts and plenums installed, are sealed and insulated to meet the requirements of CMC Sections 601, 602, 603, 604, 605 and Standard 6-5; supply -air and return -air ducts and plenums are insulated to a minimum installed level of R- 4.2 or enclosed entirely in conditioned space. Openings shall be sealed with mastic, tape or other duct -closure system that meets the applicable requirements of UL 181, UL 181 A, or UL 181 B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings reater than 1/4 inch, the combination of mastic and either mesh or tape shall be used §150(m)1: Building cavities, support platforms for air handlers, and plenums defined or constructed with materials other than sealed sheet metal, duct board or flexible duct shall not be used for conveying conditioned air. Building cavities and support platforms may contain ducts. Ducts installed in cavities and support platforms shall not be compressed to cause reductions in the cross-sectional area of the ducts. §150(m)2D: Joints and seams of duct systems and their components shall not be sealed with cloth back rubber adhesive duct tapes unless such tape is used in combination with mastic and draw bands. 150(m)7: Exhaust fans stems have back draft or automatic dampers. §150(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers. §150(m)9: Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation that can cause degradation of the material. 150 m 10: Flexible ducts cannot have porous inner cores. §150(o): All dwelling units shall meet the requirements of ANSI/ASHRAE Standard 62.2-2007 Ventilation and Acceptable Indoor Air Quality in Low -Rise Residential Buildings. Window operation is not a permissible method of providing the Whole Building Ventilation required in Section 4 of that Standard. Pool and Spa Heating Systems and Equipment Measures: §114(a): Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency Regulations; an on-off switch mounted outside of the heater; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating ora pilot light. §114(b)1: Any pool or spa heating equipment shall be installed with at least 36" of pipe between filter and heater, or dedicated suction and return lines, or built-up connections for future solar heating. 114(b)2: Outdoor pools ors as that have a heat pump or gas heater shall have a cover. §114(b)3: Pools shall have directional inlets that adequately mix the pool water, and a time switch that will allow all pumps to be set or programmed to run only during off-peak electric demand periods. 150 : Residential pool systems orequipment meet the pump sizing, flow rate, piping, filters, and valve requirements of §150 Residential Lighting Measures: §150(k)1: High efficacy luminaires or LED Light Engine with Integral Heat Sink has an efficacy that is no lower than the efficacies contained in Table 150-C and is not a low eff icacy luminaire asspecified by §150(k)2. §150(k)3: The wattage of permanently installed luminaires shall be determined asspecified by §130(d). §150(k)4: Ballasts for fluorescent lamps rated 13 Watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. §150(k)5: Permanently installed night lights and night lights integral to a permanently installed luminaire or exhaust fan shall contain only high efficacy lamps meeting the minimum efficacies contained in Table 150-C and shall not contain a line -voltage socket or line - voltage lamp holder; OR shall be rated to consume no more than five watts of power as determined by §130(d), and shall not contain a medium screw -base socket. 150(k)6: Lighting integral to exhaust fans, in rooms other than kitchens, shall meet the applicable requirements of §150(k). 150(k)7: All switching devices and controls shall meet the requirements of §150(k)7. §150(k)8: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. EXCEPTION: Up to 50 watts for dwelling units less than or equal to 2,500 ft2 or 100 watts for dwelling units larger than 2,500 ft2 may be exempt from the 50% high efficacy requirement when: all low efficacy luminaires in the kitchen are controlled by a manual on occupant sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all permanently installed luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rooms are high efficacy and controlled by a manual -on occupant sensor. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. EnergyPro 5.1 by EnergySoft User Number: 2655 RunCode: 2013-02-11715:31:09 ID: Page 10 of 12 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF-1 R Project Name Date EI Rancho Homes Inc. 2/11/2013 §150(k)10: Permanently installed luminaires in bathrooms, attached and detached garages, laundry rooms, closets and utility rooms shall be high efficacy. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by a manual-on occupant sensor certified to comply with the applicable requirements of §119. EXCEPTION 2: Permanently installed low efficacy luminaires in closets less than 70 square feet are not required to be controlled by a manual-on occupancy sensor. §150(k)11: Permanently installed luminaires located in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, closets, and utility rooms shall be high efficacy luimnaires. EXCEPTION 1: Permanently installed low efficacy luminaires shall be allowed provided they are controlled by either a dimmer switch that complies with the applicable requirements of §119, or by a manual- on occupant sensor that complies with the applicable requirements of §119. EXCEPTION 2: Lighting in detached storage building less than 1000 square feet located on a residential site is not required to comply with §150 k 11. §150(k)l2: Luminaires recessed into insulated ceilings shall be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; and have a label that certifies the lumiunaire is airtight with air leakage less then 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; and be sealed with a gasket or caulk between the luminaire housing and ceiling. §150(k)13: Luminaires providing outdoor lighting, including lighting for private patios in low-rise residential buildings with four or more dwelling units, entrances, balconies, and porches, which are permanently mounted to a residential building or to other buildings on the same lot shall be high efficacy. EXCEPTION 1: Permanently installed outdoor low efficacy luminaires shall be allowed provided that they are controlled by a manual on/off switch, a motion sensor not having an override or bypass switch that disables the motion sensor, and one of the following controls: a photocontrol not having an override or bypass switch that disables the photocontrol; OR an astronomical time clock not having an override or bypass switch that disables the astronomical time clock; OR an energy management control system (EMCS) not having an override or bypass switch that allows the luminaire to be always on EXCEPTION 2: Outdoor luminaires used to comply with Exceptionl to §150(k)l3 may be controlled by a temporary override switch which bypasses the motion sensing function provided that the motion sensor is automatically reactivated within six hours. EXCEPTION 3: Permanently installed luminaires in or around swimming pool, water features, or other location subject to Article 680 of the California Electric Code need not be hi h efficacy luminaires. §150(k)14: Internally illuminated address signs shall comply with Section 148; OR not contain a screw-base socket, and consume no more than five watts of power as determined according to §130(d). §150(k)l5: Lighting for parking lots and carports with a total of for 8 or more vehicles per site shall comply with the applicable requirements in Sections 130, 132, 134, and 147. Lighting for parking garages for 8 or more vehicles shall comply with the applicable requirements of Sections 130, 131, 134, and 146. §150(k)l6: Permanently installed lighting in the enclosed, non-dwelling spaces of low-rise residential buildings with four or more dwelling units shall be high efficacy luminaires. EXCEPTION: Permanently installed low efficacy luminaires shall be allowed provided that they are controlled by an occupant sensors certified to comply with the applicable requirements of 119. EnergyPro 5.1 by EnergySoft User Number. 2655 RunCode: 2013-02-11715:31:09 ID: Page 11 of 12 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name EI Rancho Homes Inc. Date 2/11/2013 System Name Whole House Floor Area 1,972 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 937 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 70,000 22,340 2,031 545 20,043 Total Output Btuh 70,000 0 Output Btuh/s ft 35.5 1,290 985 Cooling System 0 0 Output per System 58,000 0 0 0 0 Total Output Btuh 58,000 0 L 2,031 0 Total Output Tons 4.8 1,290 985 Total Output Btuh/s ft 29.4 Total Output s ft/Ton 408.0 24,920 22,013 Air System CFM per System 2,055 HVAC EQUIPMENT SELECTION Airflow cfm 2,055 York 44,029 5,694 70,000 Airflow cfm/s ft 1.04 Airflow cfm/Ton 425.2 Outside Air % 0.0% Total Adjusted System Output 44,029 (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 5,694 Aug 3 PM 1 70,000 Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions Jan 1 AM HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 70 OF O Outside Air 0 cfm Supply Fan 2,055 cfm 70 OF 70 OF 105 OF _ Heating Coil _ _ 105 OF Roots . 70 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112 / 78 OF 79 / 63 OF 79 / 63 OF 55154 OF Outside Air 0 cfm AL Supply Fan Cooling Coil 56 / 54 OF 2,055 cfm 42.2% ROOM FA., 79 / 63 OF 78 / 63 OF EnergyPro 5.1 by EnergySoft User Number: 2655 RunCode: 2013-02-11715:31:09 ID: Page 12 of 12 E11actronically Filed by Joan D. Hacker and Authenticated at CalCERTS.com - 4/16/2013 Electronically Signed at Ca10ERTS.com by Mark Howard (E1 Rancho Homes Inc.) 4/16/2013 PERFORMANCE CERTIFICATE: Residential V, Part 1 of 5 CF -1 R Project Name El Rancho Homes Inc. Building Type ® Single Family ❑ Addition Alone ❑ Multi Family q Existing+ Addition/Alteration Date 4/16/2013 Project Address Avenue Madera La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 1,972 Addition n/a # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST El Yes ❑ No HERS Measures -- If Yes, A CF -4R must be provided per Part 2 of 5 of this form. El Yes ❑ No Special Features -- If Yes, see Part 2 of 5 of this form for details. INSULATION Area Special Construction Type Cavity (ft`) Features (see Part 2 of 5) Status Wall Wood Framed R-13 1,048 New Door Opaque Door None 20 New Roof Wood Framed Attic R-38 1,948 Radiant Barrier Slab Unheated Slab -on -Grade None 1,972 Penm = 338' pR C 3 MU A FV A FENESTRATION' .' U- Exterior 4 .0 e.r •. ,— S' Orientation ,o, ea(ft)' Factor SHGC Overhang Sidefins Shades FNT Status Front (W) .it" 4.0 r, ', 0.330 0.29 4.0 none Bug Screen New Front (W) 25.0 0.330 ." *'019. -none none, Bug Screen ` + New Lett (N) ;' 51.0 0.330— ` 0.29 none - ,none •' T, `.,.Bug Screen S New 0.310 r-".0.24' none, .none Bag Screen-, ' ' ; New Rear (E)„ ° _ ,, ,140.0 ' 0.330. 0'29 none none r ".F Bug Screen x..- Right (S)'' 54.0, ;' 0.330 0.29 none ;none Bug Screen; Skylight -'24,0.: 0.330 0.29 -none none None + ` New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status I Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R -Value Status Whole House Ducted Ducted Attic, Ceiling Ins, vented 8.0 New WATER HEATING Ot . Type Gallons Min. Eff Distribution Status 1 Small Gas 50 0.62 All Pipes Ins 0— New EnergyPro 5.1 by EnergySott User Number:2655 RunCodo: 20 -04-16T :1B Page i of 6 Reg: 21ARft21977"f3000000-0000 Registration Date/Time rs-,'V' C)F LA QUINTA COrvimUNITY DEVELOPMENT =013/0471Y' 1 Y VuSt HERSt Provider: a10ERTS, Inc DATE 6" 5' L3 By__t5,_- C pF pICG_ 5'6-T E],ectronically Filed by Joan D. Hacker and Authenticated at CalCERTS.com - 4/16/3013 Electronically Signed at CalCERTS.com by Mark Howard (E1 Rancho Homes Inc.) 4/16/013 PERFORMANCE CERTIFICATE: Residential (Part 2 of 5) CF -1 R Project Name EI Rancho Homes Inc. Building Type M Single Family ❑ Addition Alone 1 O Multi Family 0 Existing+ Addition/Alteration Date 1411612013 SPECIAL FEATURES INSPECTION CHECKLIST The enforcement agency should pay special attention to the items specified in this checklist. These items require special written justification and documentation, and special verification to be used with the performance approach. The enforcement agency determines the adequacy of the justification, and may reject a building or design that otherwise complies based on the adequacy of the special justification and documentation submitted. HIGH MASS Design - Verify Thermal Mass: 1, 072.0 ft' Exposed Slab Floor, 3.500" thick at Whole Houser HIGH MASS S Design - Verify Thermal Mass. 900.0 ft' Covered Slab Floor, 3.500' thick at Whole Houser The Roof R-38 Roof Attic includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. HER"REQUIRED VERIFICATION Items in this section require field testing and/or verification by a certified HERS Rater. The inspector must receive a completed CF -4R form for each.of the measures listed below for final to be. given. The Cooling System York GCGD 60S 415 3A includes credit for a 11.9 EER Condenser. A certified HERS rater must field verify the installation of the correct Condenser. The HVAC System Whole House incorporates HERS Verified Refrigerant Charge or a Charge Indicator Display. The HVAC System Whole House incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. Ener Pro 5.1 by Ener Soft User Number. 2655 Runcode: 2013-04-16T11:34:13 ID: Pa e 2 of 6 Reg: 313-N0022427A-000000000-0000 Registration Date/Time: 2013/04/16 14:36:05 HERS Provider: CalCERTS, Inc El,-ctronically Filed by Joan D. Hacker and Authenticated at Ca10ERTS.com - 4/16/=013 Electronically Siqned at CalCERTS.com by Mark Howard (E1 Rancho Homes Inc.) 4/16/013 PERFORMANCE CERTIFICATE: Residential (Part 3 of 5) CF -1R Project Name Building Type 4 Single Family Addition Alone Date EI Rancho Homes Inc. Multi Family Existing+ Addition/Alteration 4/16/2013 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2- r Space Heating 3.26 2.62 0.64 Space Cooling 51.47 50.13 1.33 Fans 10.40 13.89 -3.49 Domestic Hot Water 16.48 14.94 1.54 Pumps 0.00 0.00 0.00 Totals 81.61 81.59 0.02 Percent Better Than Standard: 0.0 BUILDING COMPLIES -HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (w1270deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (btu 400 29 Fuel Available at Site: Natural Gas (N) 300 51 Raised Floor Area: 0 (E) 416 204 Slab on Grade Area: 1,972 (S) 290 54 Average Ceiling Height:.:' 9.0 Roof 1,972 24 Fenestration Average U -Factor: 0.33 TOTAL: 362 Average SHGC:, '. 0.29 Fenestration/CFA Ratio: 18.4% .REMARKS 16TATEMENT-OF COMPLIANCE This certificate.of compliance lists the building features and specifications needed to comply with Title 24,.Parts 1 the Administrative Regulations and Part 6 the Efficiency Standards of.the California Code of Regulations. The documentation author hereby certifies that the documentation is accurate and complete. Documentation Author Company Inti -form, Inc. 4/16/2 13 Address 77810 Las Montonas Road, Suite 201 Name .loan D. Hacker City/State/Zip Palm Desert, Ca 92211 Phone 760-345-1352 Signe Date_ —------._._..- ...._..... _.... ...... -..... ... - --------.._•--. The individual with overall design responsibility hereby certifies that the proposed building design represented in this set of construction documents is consistent with the other compliance forms and worksheets, with the specifications, and with any other calculations submitted with this permit application, and recognizes that compliance using duct design, duct sealing, verification of refrigerant charge, insulation installation quality, and building envelope sealing require installer testing and certification and field verification by an approved HERS rater. Designer or Owner (per Business & Professions Code) Company lEJt k0A,5STLMZ% 1 OC_ Address a 1*PX 4<'D Name • s 7 (9 City/State/Zip Phone Sig License # e 6 - /D F;? - Ener Pro 5.1 by Ener Soft User Number., 2655 RunCode: 2013-04-16T11:34:13 ID: Pa e 3 of 6 Reg: 213 -N00224 -7A-000000000-0000 Registration Date/Time: ?013/04/16 14:36:05 HERS Provider: CalCERTS, Inc P1— Electronically Filed by Joan D. Hacker and Authenticated at CalCERTS.com - 4/16/2013 Electronically Signed at CalCERTS.com by Mark Howard (El Rancho Homes Inc.) 4/16/2013 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name EI Rancho Homes Inc. Building Type 4 Single Family Addition Alone Multi Family Existing+ Addition/Alteration Date 1411612013 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Wall 351 0.102 R-13 270 90 New 4.3.1-A3 Whole House Door 20 0.500 None 270 90 New 4.5.1-A4 Whole House Wall 249 0.102 R-13 0 90 New 4.3.1-A3 Whole House Wall 212 0.102 R-13 90 90 New 4.3.1-A3 Whole House Wall 236 0.102 R-13 180 90 New. 4.3.1-A3 Whole House Roof 1,948 0.025 R-38 270 0 New 4.2.1-A21 Whole House Slab 1,072 0.730 None 0 180 New 4.4.7-A1 Whole House Slab 900 0.730 None 0 180 New 4.4.7-A 1 Whole House FENESTRATION SURFACE'DETAILS ID Type Area s'' U-F.adtor:. SHGC-'Azm Status Glazing Type Location/Comments 1 Window 4,0 0.330, NFRC 0.29 NFRC 270 New IWC 6200 Alum/Low-E Whole House 2 ' Window,;;.., , _ 25.0 0.330 NFP. C 0.29 NFRC 270 New IWC 6200 Alum/Low-E Whole House `e 3 Window. 8.0 0.330 NFRC : 0.29 NFRC 0 New IWC 6200 Aluin/Low-E Whole House 4 ; Wndow 25:0 0.330 NFRC•e, 0.29 NFRC 0 New IWC 6200A1uin/Low-E Whole House ,5t; Wndow?, ';' 18.0 0.330 NFRC 0.29 NFRC--- •---- 0 New IWC 6200 Alum/Low-E,,. Whole House 6 ` Wndow . * ' 64.0 0.310 NFRC _ .0.29 NFRC,' •-+..'90 New : Dual Pane Windows.. Whole House Ti. Window , , 64.0 0.330 NFRC ' - 0.29 NFRC. r ... 90 New: _ IWC 6200 Alum/Low-E Whole House,,,- -, 8 i Window. '12:0 0.330 NFRC +Q29 NFRC"; 90 New _ .. IWC 6200Alumkow-E::. Whole House 9 Window. '64. 0 ° 0.330 NFRC . 0.29 NFRG , 90 New IWC 6200 Alum/Low-E .. Whole use 'z 10 % WindoW . .-4:0 ' -0.330 NFRC, 0.29 NFRC ` • 180 New IWC 6200 Alum/Low=E` a,- Whole House 11.'; Wfndow.' Vo, 4.0 .••0.330 NFRC 0:29 NFRC 180 New IWC 6200 Alum/Low-E . ;' whole -House, 12' Window , 4:0 - 0.330 NFRC 0.29 NFRC 180 New IWC 6200 Alum/Low-E - ; Whole House 43 Window.., - 4.0 ' 0.330 NFRC". 0.29 NFRC 180 New IWC 6200 Alum/Low-E-' Whole House 14 ' Window 9:0 0.330- NFRC e - 0.29 NFRC 180 New IWC 6200 Alurnkow-E Whole House I;, 15, Window . • 25.0 0.330 NFRC 0.29 NFRC 180 New IWC 6200A1uinkow-E Whole House 16. Window • ` 4.0 10.330 NFRC 0.29 NFRC 180 New IWC 6200 Alumkow-E Whole House (1) U -Factor Type: 116-A'= Default Table from Standards, NFRC = Labeled Value 2) SHGC Type: 116-8`=:Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window H t Wd Ova hang Left Fin Len H t I LExt RExt Dist Len Right Fin H t Dist I Len H t I Bug Screen 0.76 2.0 3.0 4.0 0.1 4.0 4.0 2 Bug Screen 0.76 3 Bug Screen 0.76 4 Bug Screen 0.76 5 Bug Screen 0.76 6 Bug Screen 0.76 7 Bug Screen 0.76 8 Bug Screen 0.76 9 Bug Screen 0.76 10 Bug Screen 0.76 11 Bug Screen 0.76 12 Bug Screen 0.76 13 Bug Screen 0.76 14 Bug Screen 0.76 15 Bug Screen 0.76 16 18ug Screen 1 0.76 Ener Pro 5.1 by Ener Soft User Number. 2655 RunCode: 2013.04-16711:34:13 ID: Page 4 of 6 Reg: 213-M00234=7A-000000000-0000 Registration Date/Time: 3013/04/16 14:36:05 HERS Provider: Ca10ERTS, Inc Electronically Filed by Joan D. Hacker and Authenticated at CalCERTS.com - 4/16/2013 Electronically Signed at CalCERTS.com by Mark Howard (El Rancho Homes Inc.) 4/16/013 CERTIFICATE OF Residentialof Project Name Rancho Homes 4 Building Type Single Family Addition Alone OPAQUE SURFACE DETAILS 6-3 �•Ii��®�• Joint ix— S'L1 FENESTRATION IWC 6200 AlurrVLow E.: MENNEN (1) U -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value pe: 1,16-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING Exteriorh . • - Typem C .0 .....C.. Reg: 213-N002=427A-000000000-0000 Registration Date/Time: 2013/04/16 14:36:05 HERS Provider: CalCERTS, Inc ELectronically Filed by Joan D. Hacker and Authenticated at Ca10ERTS.com - 4/16/3013 Electronically Signed at CalCERTS.com by Mark Howard (E1 Rancho Homes Inc.) 4/16/3013 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name E/ Rancho Homes Inc. Building Type 4 Single Family Addition Alone Multi Family Existing+ Addition/Alteration Date 4/16/2013 BUILDING ZONE INFORMATION System Name Zone Name Floor Area New Existing Altered Removed Volume Year Built Whole House Whole Houser 1,972 17,748 Totals 1 1,972 0 01 0 HVAC SYSTEMS System Name City. Heating Type Min. Eff. Cooling Type Min. Eff. Thermostat Type Status Whole House 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION System Name Heating Duct Coolin Duct Location R -Value Ducts Tested? Status Whole House Ducted Ducted Attic, Ceiling Iris, vented 6.0 4 New WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Standby Loss or Pilot Ext. Tank Insul. R- Value Status A.O. SA41TH FPS -50-224 1 Small Gas All Pipes Ins 43,000 50 0.62 n/a n1a New MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM PIPING Control Hot Water Piping Length ft 0 0 v N Q System Name Pipe Length Pipe Diameter Insul. Thick. Qty. HP Plenum Outside Buried Ener Pro 5.1 by Ener Soft User Number: 2655 RunCode: 2013.04-16711:34:13 ID. Page 6 o/ 6 Reg: 313-M00=3437A-000000000-0000 Registration Date/Time: 3013/04/16 14:36:05 HERS Provider: Ca10ERTS, Inc PARTIAL STRUCTURAL CALCULATIONS A CUSTOM RESIDENCE FOR: EL RANCHO HOMES INC. 54-575 AVENIDA MADERO LA QUINTA, CALIFORNIA CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION ED ARC DAT ` gY G 5 D. CHARLES D. GARLAND, ARCHI LICENSE NO.11991 EXP 10/31/13 O FIGE T No. 74-99110NI DR. SUITE #9 PALM DESERT CA 92260 * C11991 10131 12MS PHONE: 760/340-3528 FAX:760/340-3728 .DATE RECEIVED F 0 CA%. APR 17 2013 CITY OF LA QUINTA COMMUNITY DEVELOPMENT STRUCTURAL CALCULATIONS ❖ GOVERNING CODES.....................page 3 ❖ LOAD .........................................................Pa9e 4 ❖ BEAM .................................................. Page 5 ❖ LATERAL ANALYSIS ........................ Page 7 ❖ SEISMIC ZONE ............................ Page 8 ❖ SHEAR WALL REQUIREMENTS.... Page 12 ❖ FOUNDATION ............................... Page 15 Fo-1 r STRUCTURAL CALCULATIONS GOVERNING CODES A- IBC 2009 OR CBC 2010 B- DESIGN LOADS a. ROOF LIVE LOAD 20, PSF b. ROOF DEAD LOAD 19 PSF Vil c. WIND IMPORTANCE FACTOR 1.00 WIND ZONE 95 MPH EXPOSURE C d. SITE CLASS DEFINITION ( D) e. OCCUPANCY CATEGORY II f. SEISMIC DESIGN CATEGORY (D) g. COEFFICIENT Cs 0.15 h. SEISMIC Ss1.5g i. SEISMIC Sl 0.6g j. FACTOR R 6.5 k. SEISMIC SDs 1.00 I. SEISMIC SD10.60 STRUCTURAL CALCULATIONS LOADS FLAT ROOF EXTERIOR WALLS. PSF PSF JAR / GRAVEL ► 6 WOOD STUDS = 2 PLYWOOD D 2 1/2" GYP BD. = 2 RAFTERS = --2- 7/8" STUCCO = 10 INSULATION = 2 INSULATION= W 1 CEILING = 6 ID.L = 18 D.L.= 15 PSF' L.L. = 20 TOTAL LOAD = 38 PSF INTERIOR WALLS: iiSF WOOD STUDS = 2 1/2 GYP.BD.2S[DES = 3 INSULATION = 2 DL=*l 7 PSF M STRUCTURAL CALCULATIONS r- _._ . __ _ _— u BEAM DESIGN k ! BEAM # 1 I DOUGLAS FIR -LARCH No 1= Fb = 1000 psi SPAN = 22.0 �ft - � - - _i- � - -; -- _ jf _ Fv=. 95T -psi ;. TRIB. AREA = -4.0 -ftI E _. 1700000 psi Load Factor CD= 1.2�'� Wet. Service Factor Cm= 1.00{ D.L= 19.0 .Ib/ft Temperature Factor Ct= 1.00; J Ll = 20.0 .Ib/ft Size Factor CF= TOTAL 39.0 Ib/ft Repetitive m. Fact. Cr= 1.00 . . _. _I Incising Factor Ci = 1.00# Shear siress Factor CH 1.00 W = 156.0 Ib/ft s M=WxL2/8 1% lb/It M= 9438.0 ft -Ib 4 M= 113256.in-Ib ELN,f IE 22.00 It ! V=WxL/2 BENDING_ _ V= 1716 lb i F"b = Fbx(CD)(CM)(Ct)(CF)(Cr_)(Ci) F"b =}1250 psi - -. USE - 4 y Req"d S = M / F"b S= 90.60'in^3 1 6 X 12 Area = 63.3:in^2 I f b =kM/S Section=, 121 in^3 ALLOW F'b = _-+ -� ACT. f b =� Moment of Inertia= 697 in^4 1250 psi > 934.5 psi OK _ SHEAR F v- Fv(CD)(CM)(Ct)(CH) f v- F = 119spsi > fv= 1.5 V/ A 40.7n�psi OK ; DEFLECTION _. _ _.. .._.. _ __ 4....,. .. �......_ ... ., _. ...__..__ .. _.,..... ....._ ... .. .,.__ ... .. �_. .. .. .......... i 5WLL^4 _ 0.69jin " 384 E"I_ OK _ E-= E (Cm)(C,)(Ci) 1700000 psi _ BEAMS 6»X 12 d max = L / 240 1.10 yin _ __ .... _. �...... __ . e... _ k._..: _ .. _....a.... .. .............. BEAM DESIGN BEAM #2 SPAN = 14.0 "1 ft SPAN2 = 3.0 ft TRIG. AREA '5.0 P= 600Ib DOUGLAS FIR-LARCH No 2= ft Load Factor ' Co =' 1.25 Wet. Service Factor CM = 1.00 Fb = Fv= E = i w 1000 !psi 95 'psi 1700000'psi D. L = 20.0 Ib/ft Temperature Factor Ct = 1.00 j Ll = 40.0 Ilb/ft Size Factor CF= 1.00 i TOTALS 60.0 'Ib/ft Repetitive m. Fact. Cr= 1.00 Incising Factor Ci = 1.00 i I. Shear stress Factor CH= 1.00 W = 300.0 llb/ft i P 3 M1- 6690 5 ft-Ib 300€lb/ft 3 M1=, 80286in Ib M2= 1350ft-Ib t 14.00 ft s: — M2= 16200in-Ib ' M(p)= 1800 in-lb BENDING F"b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) V= 2196.431Ib V= 600' Ib F"b = 1250 psi USE Req"d S_=M / F b S= 65.67 - in^3 f b = M/S 4 X 12 _ Area =39.4 Section=! 73.8 in^2 in^3 W.__. r...,.._..._............ ......._....._.._._.._.. ..... .... _ ........_ :.____...... ._.....___. ALLOW F"b = ! _....__._.....__ ACT. f'b = _ . _ -'--T Moment of Inertia=!- 415 ._......._.......... in^4 .. _ 1250' psi - > 1111.8 psi JbK ' SHEAR F"v = Fv(CD)(CM)(Ct)(CH) lfv= 1.5 V / A ; 1 F"v = 119 psi > fv= 106.52 psi OK i _ ...... _......_. __...... __`i_.._ ..._._._ ...__.._._ 3 .................. _..._......_.........._............. ... ..... _...._.......................__................_..........__...!_.__...........__................_....... _......_.._....... _........ ___..._........... BEAM 4 _ _..__....._.. .....__ __.--_..._....... _ _.. X _...__ 12 ....: ...........__. - .... .........._...._............... __......._.._.. r ..._....._..___ STRUCTURAL CALCULATIONS BEAM DESIGN mow.___..._.._ _ _....... w_... . ........,:...... ...... ......r.;.......-.....:........______. .... ._.._.__. ..._. ..,... . . !'DOUGLAS FIR -LARCH No 1 Fb ! 1000 psi y SPAN = 3.0 iIt t ; ! Fv=1 95 psi TRIB. AREA 17.0 ift E=l 1 psi . +I Load Factor CD= 1.20 ' lWet. Service Factor Cm= 1.00 { . D.L = 19.0 Ib/ft Temperature Factor Ct= i 1.00 j L.L = 20.0 jlb/ft ;Size Factor CF= 1.00' l i TOTAL! 39.0 ilb/ft l .Repetitive m. Fact. Cr= 1.00 Incising Factor Ci = ; 1.00 i `Shear stress Factor CH A 1.00 W = 273.0 Ib/ft l M=WxLl/ 8 2rs+ib' b/ft M=l 307.1 ft -Ib - _ M=l 3685 5hn Ib r _ _. I i i.-_..-..._......_..,...:...3YOO fiv..Y."-'-' V-' W x L/ 2i .......,........_..._..._.,..._..............................._...,,_.._.. 1...._..-.-.,_........,...{.-._...._ ........._.. _ ._._.__.._ ........_.._..,.._....:...., ..„...:_ .._.._..: BENDING _ _ 409.5 Ib .._.._..__ F, b - Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) t ._._....__........... «_.,........_. ..... .... i ............... ... ...i. ... ...... ..... ..........'s........ ........ .......... ........F.._b.........1._1250ipsi......... USE ................................_.................. .......... «.............«.?_..-........ ....«.__.........-.........._.........j..............................._.:.__........e._.........................................._..— _..__.._...._......_. Req . _-i_M._ ..F. b._l .._.._..__..._._ .::._........_5-. _....__:_..2.95 . 3...._.._._..._ _. ._ _..........._.... 4 .._X_' 12._............._Area.....}..._39.:4. ! 2.:_.... r ..............= ..._....._..._........... ««......... = n^3 _. .... ._...._..........._.............._.._.............__.._._......._:......................_....._........_................._......_......_....._.. f b ........... .. M/S ,Section 73.8 i .......... ......... ......... ALLOW F'b = _. __.. . ACT. f b = Moment of Ine.............. 12501psi I > 49.9 psi OK i SHEAR _ v Fv(CD)(CM)(Ct)(CH) f v = 1.5 V_/ A 3..._119psi r > fv 15.60 psi IO.K_.......... _........ t DEFLECTION _......_._.._.... .--« _ ._._ ._..._......_.......__...._ ..__..... ........ .......... ..... {{ 1384 E' I I ! OK 1700000psi _ ( ! i BEAMi 41X max IL L/240 = 0.15 in ' i STRUCTURAL CALCULATIONS ° _.-,__,:__,._--- _ ......___-..,_ ...__.__ . .__. _._...-_.__._ .. __. _-,r .... LATERAL FORCE ANALYSIS --- _._.._._.__ . ...._.._..._,. .. _._._.____. __ .. ......... _.._............._ _.........,.......... _ ...._...._._....._ .................. ........ ............ -... ...... CBC 2010 'ASCE WIND: 195 mph Exposure C, ENCLOSED lqz= 0.00256X Kz Kzt Kd V^2 1 Kz= 0.85 j Kzt= 1.00 Kd= 0.85 I V= 95 1= 1.00 € _.a. ........... ._........... ... .... ......_...._..:..._.......... ............ _.,..... ............ . _........ .............. _..... ................. . qz- 16 69PSF H=i 10 ft WIND LOAD = az*(1E+2E+3E+4E+0.18)*HI2 ANALYSIS I WIND LOAD=1 220.341# ft Net Pressure with Net Pressure with Velocity pressure 16.69 PSF E G Cp f qh = 0.00256 Kh KZt Kd V21 = LOW- RISE BUILDING (6.5.12.2.2) Design pressures for MWFRS p = qh [(G Cpf )-(G Cpi )] (6-18) P=16.7(1E+2E+3E+ 4E-0.18) G Cpf._.......... FIG 6-10).........., 0.61 i .__.......... (1 E+2E+3E+ 4E+0.1.8)....._.._ _._._.. _.......... G Cpi (FIG --6-5) 0.18 __._...._.... .. .......... Net Pressures (W). Basic Load Cases Roof angle 0 = 15.64 Roof angle 0 = 0.00 Net Pressure with Net Pressure with Surface G Cp f G Cp f (+GCp i) (-GCp i) (+GCp i) (-GCp i ) 1 0.49 5.21 11.22 0.40 3.67 9.68 2 -0.69 -14.52 -8.51 -0.69 -14.52 -8.51 3 -0.45 -10.48 -4.47 -0.37 -9.18 -3.17 4 -0.39 -9.50 -3.49 -0.29 -7.85 -1.84 1E 0.74 9.43 15.44 0.61 7.18 13.19 2E -1.07 -20.87 -14.86 -1.07 -20.87 -14.86 3E -0.64 -13.75 -7.74 -0.53 -11.85 -5.84 4E -0.58 -12.67 -6.66 -0.43 -10.18 -4.17 5 -0.45 -10.52 -4.51 -0.45 -10.52 -4.51 6 -0.45 -10.52 -4.51 -0.45 -10.52 -4.51 STRUCTURAL CALCULATIONS SITE CLASS DEFINITION= D OCCUPANCY CATEGORY II - ......_._.......-__._....._.__...........____._......................_.__.........._a_......._....._-_.._................ T_......._....._....._..............._..._..,_.........:_._............_....._...__..... SEISMIC DESIGN CATEGORY = D LA QUINTA CALIFORNIA ZIP 92253 0.2 seg Ss=150%g 1.0 seg S1 60%og SDs= 2/3 X SMS SDI = 2/3 X SMI SDs = ' 1.00 TABLE 12-2-1 no, SDI = 0.6 TABLE 12-2-1 Cd= ---._.. _.._.......__ ..__.._.__...__ _.____... __._..__..._.--.... _._.._.__............. ___......_ ._...__. R '6.5 ,TABLE 12.2 ASCE 7-05 IE = 1.0 ;__.... .... ........ ._._............ ............ _._._....... _........ ............ -.... _.................. _............... _... .... _............ ..... __......_.__ ............ _.. t= X0.2 BASE SHEAR V= Cs W i. 0.154 W Cs = SDS / (R/IE) _ _ ...... NOT EXCEED Cs = SDI / T( R/IE) 0.462 i G. _ ......, _............_......._....... .i,....._ ....... ...... _......... ..__._._ ...... ,............ _._...... .........._.........._....-_...... ........ ... .._.... _._._..... :.._......._......._.__.._.....T___.:.__............_..........._..._. NOT LESS THAN QCs =0.01 1 0.010 V= 0.1 ASCE G12.8-1) 12.8-2) 1.2.8-3) 12.8-5 WE STRUCTURAL CALCULATIONS CALIFORNIA BUILDING CODE 2010 MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION V:.1 -elk- , w• r fa5'-- i' _, jj _L____j -,I . ---y--- .1 vn 0 STRUCTURAL CALCULATIONS ... 'SEISMIC ..... ..... .... ....... _ ..._..... _._...__.. _i.._.._..._-_._..._ ------ .... _.... ... - ...._.......... . i ROOF D.L. 19 psi _ -g—,= EXT. WALLS 15 psi - --- SEISMIC, ..D __ --_ 0.15 WALL HT= 15 ft IA._P_H=34 X40 i ( _ TRANSVV R—E- LONGITUDINAL WORST, 34 FT WORST 140 FT _ ROOF = 646 _ ROOF = 760 2 Walls = 225 i 2 Walls = 225 X10.151 871 1 X, 19851 0.15 (MAX) w 131 1# ft (MAX) 148 1# ft .ISEISMIC =148PLF <198= WIND ._.___.___.. 1 W= 198 IT=C = WL^2 / 8b L= 40 = 1164.706 B =34 NAIL = TABLE 23 -III -C-2 ' I ............. ...... . . TOTAL NAIL = LOAD /NAIL= ._ ................ ................................. .._................ _....................... _... ............. . 6.21 ...... .............. ............. ....._:._._........... _ _............................ PROVIDE (8 PAIR)16 d COMMON @ E.A 4'-0" SPACE @ TOI' CHORDS STRUCTURAL CALCULATIONS ;SHEAR WALL REQUIREMENTS _ _ _.._... . .. ............ ....... - _ r ....._ _._ ROOF D L 19 FFT WALLS D L 15 WALL Hi 1 12 . ,,. APPENDIX D ,., ....... ...... - .. .......... ... .. ... ................... .................... _.......... _ STRENGTH REDUCTION FACT _._, _. _{,.. .._. •--...•---V rvµ If(213 (wb L^212)+(WwU2))N L ._. .. SHEAR _ .. 0 (0.65' 850 1 33'12)/shear force .FIRST FLOORy i WALL LAT.FORCE TRe. AREA TOTAL FORCE TOTAL RESLST,WALL SHEARFORCE LOAD (V) UPUFT.FORCE SHEARWALL' HOlDOM4 STRONG A35 5/8"BOLT STRUC I. _.... No. (PLF). (Ft.). (LB) .. .. WALL(Ft).. (FT). . (#/fl) WALL -SM _. .# . _ ..- TYFE. _.. .TY FE ....WALL... .EA. BLOCK SPACNG (in) NOTES....__._.. A 346 : _ 4 .}.. 1384 .. 2 2 ' 692 1384 8193 ! SSW24 _,_.. ._._._ ___..._ ..... 8 220 4 .. 880 2 2. .........440 ....... . .. ............. 5169... SSW24 _.. .i._. .....,. _ .. .. .. ........._ .,... .. ....._._. __..........._.... ................. .... C 220 14 3080 12 .... 12 ' 257 3080 1950.- 1 1 HDU2 i 1 48 1 D 200 s 10 2000 y 1 15 ' 6 j 133 800 1158 1 HDU2 1 1, „ .«,y 48 1 - ... Y... 3.-- _ i D .....201 ;..... 10 2010 ...... 15 9 134 ..:..._. 1206 ....975._.._.......'_.._..._1._.. HDU2., .___ _ _ n...c 48 ._..- .. 1. ---' ...... ... _.... .. ... ....... _..............._._.._ . .. _ E 202 14 _ 2828 15 15 189 2828 865 1 HDU2 1 48. 1 FT WALL HT,1 =02 UPLIFT FORMULA: (Vh{2/3 (wb L^2/2)+(Z2)))/ L ....... _..._..............i.._......._.........__.i.........._..........__....._..._.._....._.._.__...._.._ ....._...._...._........s . ...... _. _....__ .. .. ...... _ ._._.. _._...__......._ ... ... _....__ -.. ..............................'.................._..-_...................................._.....C.................................... ........ _......................... ...... .. .... ... .. .................._ ............... . TOTAL RE55T,WA14_ S.ERFORCE LOAD (Y) WALL_ - U2 TLIFL FORCE SFEAR WALL HOEDOWN WALL (R) (FT) (L) (# / ft) I WALL- SH3 No. ...._._ h...._...._..._Wb.._._._.213(WbL..1/2)_.. ._. .. .._.Ww _... _. # ___ .. TM __...' ---T PE.. . 2 . ... 2 ._..... .. 692 _ .... .., «...... 1384 .... A .._._.... .._._ 16608 -. ..__...._. _. 76 ._ _.,___..___..{ 102 ........... .. 180 __.__.. _ 8193 .. .} ...__. .,. ....._ 2 l 2 440 880 B 10560 i 76 ! 102 180 5 169 _ ._ _ ..... ._ r _. _.. j' ; _. ...... ..._ _ ... ..... 12 12 257 3080 1 36960 266 1 12832 1080 ) 1950 1 HDU2 ......... .. ..._.. ....... _... ._.. _L. ........_.. ....... ... 1"' __...._.. .. ......... _...._........ ....... ..._.).__. ..._._ ., ... ... ......._.. 15 6 133 800 D 9600 ! 190 I 2291 540 1 1158 1 HDU2 3 15 ...._ ... _ 9 _.._.. _... 134 1206 ....__j.__....._..._._._... D 14472 _190 - 5156 . i..__............. ...... _.._ 810 ........ ......._..._ j 975 1 __..__.____......_. _ ...__..__.. HDU2 _..._. 15 _..._..._........_ 15 ._._....._...__._.............. 189 e__._.........._... 2828 ........_....................... E ..... ? 33936 _ ..... __.._._......._.__ i 266 _............ ....:... 20050 _......._.................._._............ 1350 _... _..._._ ... 865 1 _................._...._... ........................... HDU2 STRUCTURAL CALCULATIONS PIER SHEAR WALL ENTRY TOWER F LATERAL FORCE ANALYSIS CBC 2010 JASCE ' WIND: 95 mph Exposure C' I ENCLOSED C1z- 0.00256X Kz Kzt Kd V^2 1 Kz= l 0.85 _ Kzt 1.00 f Kd=? 0.85 V= 95 1= 1.00 ' qz- 16.69 PSF H= 6 ft WIND LOAD = gz'(1E+2E+3E+4E+0.18)"H/2 ANALYSIS F WIND LOAD=i 132.21, # ft ! Velocity pressure ' qh = 0.00256 Kh Kt Kd V 1 = 16.69 PSF Design pressures for MWFRS 'LOW- RISE BUILDING (6.5.12.2.2) Y p = qh [(G Cpf )-(G Cpi )] (6-18) IP=16.7(1E+2E+3E+ 4E-0.18) t IG G Cpf , (FIG 6-10) 0.61 P=16.7(1 E+2E+3E+ 4E+0.18) IG Cpi I(FIG-6-5) s _ _ __ 1 0.18 t Net Pressures (psf), Basic Load Cases Roof angle 0 = 15.64 Roof angle 0 = 0.00 Net Pressure with Net Pressure with Surface G Cpf G Cpf (+GCp i) (-GCp i) (+GCp i) (-GCp i 1 0.49 5.21 11.22 0.40 3.67 9.68 2 -0.69 -14.52 -8.51 -0.69 -14.52 -8.51 3 -0.45 -10.48 -4.47 -0.37 -9.18 -3.17 4 -0.39 -9.50 -3.49 -0.29 -7.85 -1.84 1 E 0.74 9.43 15.44 0.61 7.18 13.19 2E -1.07 -20.87 -14.86 -1.07 -20.87 -14.86 3E -0.64 -13.75 -7.74 -0.53 -11.85 -5.84 4E -0.58 -12.67 -6.66 -0.43 -10.18 A.17 5 -0.45 -10.52 -4.51 -0.45 -10.52 -4.51 6 -0.45 -10.52 -4.51 -0.45 -10.52 -4.51 ... ._...... ....... _.................... ........ ................. ......... ....._.......:..._.__................ ........ ............ ......T ......... __.._......... .... .1__._...:........._....._...... ......_;.---- ..._._:........_..................._._....._...,...............:........................_.......__... PIER SHEAR WALL AT ROOF ...._..:._ ....................... _.._..._.__............... ........_--....................... -- ......._......_... ..............._...............,..............._........_................_............... }..._.....__,....._..............,............:.__.................... (................:.._...._........_................... _......... FIRST FLOOR PIER SHEAR WALL ENTRY TOWER ................._.................:..............,........._...__.:...._............. I.. _... _._...._. .......... ..._.._......... ..... i........ .__............... UPLIFT FORMULA: ............. ..._..._. ......_............. h-(2/3 (wb L^2/2)~(WwL/2))y L .._. ,........._._.._...j...... .:._:.t_. ..__.... .... ...._.._......_...._.................................. ........_........... ......._............... ......._. ......._......... .". .._.._........... .....i... ....... .............. ......_............. .......................... _..._......_ SEISMIC(CONTINUED) ... _._..........,............... _ _ . _ ... -.. ..................__....._.._ WALL IAT.fORCE 7F .AREA .-_.__...... _ .._._... _,,.._.. ____....._.__. TOTAL FORCE _..._r_.._............._..__ TOTAL ...._......._......-.__..... R66T,WALL SHEAR FORCE LOAD(V) UPLIFT. FORCESHEAR WALL A35 Sl6'BOLT $TRUC D.L. (Ft.) - (LB) WALL IFl) _..... .__.._._____.. ... ... .... _..... __.___..___..:.-.---._.....---._.._.- NOTES ................ __...... ? ROOF 19 psi 1 48 1 .., .................._8........ ._._......_....__....._t._. .._....,...........w.. _ ..............._. _ _.._.._..._. _ .._... _ ..... ......528......1..__._.1141 .. . ......Z_..w _.....'.:..... ...._.._...... ._...._............_'_.._..__._... C' '........132. _.... _...... ...8.._..._,. ..........1056 _._.__._....._...:.._...._......._ 4 - 2 264..,.. ....:..........___.........................._..._......:....._,_.................. ...................... EXT. WALLS 15 psi SEISMIC , V,= 0.15 1056 4 2 _....264 1 - 528__.-: -- -- ...1141__ _ _..-._ ._.... _ .'.._ .: _ .i... ..___ 1_. WALL HT 1 H 132 .....4 .............. _...... ........_e._.........._..... 8 ... .._.......... DIAP H=16X12 . 4 ! 2 264 528 1141 2 ....... .... .... ...___._f ...:._...... ....... ..______.....t..............._...._ ..... ... ... 1- ....... ............................. .............. __ ..... ....... 1 ... ._--- ... ................_....... i ...................................... RST 16 TRANSVERSEL ................................................._..._..............:..._............._._...._............._...........:..._......._.......................... FT WORST 12 LONGITUDINAL _.....................:..................................... FT ........_.................:......:......_._........................... ..b t ROOF=j Walls =1 304 72 2 ROOF = Walls = 228 72 _ 376 300 X'0.15 56.4 # ft (MAX) X, 0.15 45 # ft I (MAX) SEISMIC =57PLF <132= WIND ... ._...... ....... _.................... ........ ................. ......... ....._.......:..._.__................ ........ ............ ......T ......... __.._......... .... .1__._...:........._....._...... ......_;.---- ..._._:........_..................._._....._...,...............:........................_.......__... PIER SHEAR WALL AT ROOF ...._..:._ ....................... _.._..._.__............... ........_--....................... -- ......._......_... ..............._...............,..............._........_................_............... }..._.....__,....._..............,............:.__.................... (................:.._...._........_................... _......... FIRST FLOOR .......... _.I.._....................._...:...._t..........._........ ................._.................:..............,........._...__.:...._............. I.. _... _._...._. .......... ..._.._......... ..... i........ .__............... UPLIFT FORMULA: ............. ..._..._. ......_............. h-(2/3 (wb L^2/2)~(WwL/2))y L .._. ,........._._.._...j...... .:._:.t_. ..__.... .... ...._.._......_...._.................................. ........_........... ......._............... ......._. ......._......... .". .._.._........... .....i... ....... .............. ......_............. .......................... _..._......_ _ .. ... _._..........,............... _ _ . _ ... -.. ..................__....._.._ WALL IAT.fORCE 7F .AREA .-_.__...... _ .._._... _,,.._.. ____....._.__. TOTAL FORCE _..._r_.._............._..__ TOTAL ...._......._......-.__..... R66T,WALL SHEAR FORCE LOAD(V) UPLIFT. FORCESHEAR WALL A35 Sl6'BOLT $TRUC NO. (PLF) (Ft.) (LB) WALL IFl) _._icf-7-- (FT) (L) ....___..................._..__.......__........__.._._..._..._._.._......._._._.............................................._....._............. (# / R) WALL- SEG # NFE EA. BLOCK SPACPJG (N) _.__...__._............._........_............ NOTES ` G ? 1056 S 4 2 264 528 1141 2 1 48 1 .., .................._8........ ._._......_....__....._t._. .._....,...........w.. _ ..............._. _ _.._.._..._. _ .._... _ ..... ......528......1..__._.1141 .. . ......Z_..w _.....'.:..... ...._.._...... ._...._............_'_.._..__._... C' '........132. _.... _...... ...8.._..._,. ..........1056 _._.__._....._...:.._...._......._ 4 - 2 264..,.. ....:..........___.........................._..._......:....._,_.................. ...................... .._..... __ 48 1056 4 2 _....264 1 - 528__.-: -- -- ...1141__ _ _..-._ ._.... _ .'.._ .: _ .i... ..___ 1_. 48 w48 1 H 132 .....4 .............. _...... ........_e._.........._..... 8 ... .._.......... 1056 _._..................a:..._._.._.........._..__..._...._......_....._'.....__........_..........._......: . 4 ! 2 264 528 1141 2 ....... .... .... ...___._f ...:._...... ....... ..______.....t..............._...._ ..... ... ... 1- ....... ............................. .............. __ ..... ....... 1 ... ._--- ... ................_....... STRUCTURAL CALCULATIONS SHEAR WALL CONSTRUCTION D1/2" GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (1 112" x 0.12" DIAMETER w/ 3/8" HEADS) OR 5d COOLER NAILS AT 7" 0/C MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS (w/ 3" x 3" x 0.229" THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0" O/C MAX 16" O.C. FRAMING (ALLOWABLE LOAD: 75 plf — PER CBC 2010 TABLE 2306.7) D 7/8" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD, SILL AND PLATE @ 6" O/C MAX. wl No. 11 x 1 %Z' GALVANIZED NAILS WITH 7116' DIAMETER HEADS OR ATTACHED w/ No. 16 GAUGE STAPLES HAVING 718" LONG LEGS. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS 7" EMBED MIN (w/ 3" x 3" x 0.229" THICK PLATE WASHERS —SDC D ,BETWEEN NUT AND WOOD SILL) @ 48" OIC MAX 16" O.C. FRAMING (ALLOWABLE LOAD: 180 plf — PER 2010 CBC TABLE 2306.7 ) THE NEXT THREE (3) SHEAR WALL TYPES SHALL ALL HAVE THE FOLLOWING IDENTICAL STRUCTURAL I WOOD PANEL DIAPHRAGM: (WALL1 , 2 & 3 ONLY) 3/8" C -D EXPOSURE I APA PLYWOOD OR 3/8" ORIENTED STRAND BOARD APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 1 D8d COMMON NAILS @ 6" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12:' O/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS AT 48;' O/C. (ALLOWABLE LOAD: 280 Of — PER 2010 CBC TABLE 2306.3) * CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4 AND 6 APPLY ONLY WHEN DIAPHRAGM AT BOTH SIDES OF) 2 D8d COMMON NAILS @ 4" 0/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH 518" DIAMETER BY 12" ANCHOR BOLTS AT 32" O/C. (CALCULATE TO MAXIMUM OF 349 plf — PER 2010 CBC TABLE 2306.3) STUDS @16" O.0 CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) 3 D8d COMMON NAILS @ 3" OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" 0/C AT ALL FIELDS. ANCHOR WITH W DIAMETER BY 12" LONG ANCHOR BOLTS AT 32" OIC. (ALLOWABLE LOAD: 550 plf — PER 2010 CBC TABLE 2306.3 ) * CONSTRUCTION NOTE(S) 1, 2, 3 & 6 APPLY (NOTES 4 & 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) NOTE VALUES ARE APPLICABLE TO DOUGLAS FIR LARCH FRAMING @ 16" O.0 STRUCTURAL CALCULATIONS 1 4 D15132" STRUCT. I APA PLYWOOD OR 15132` ORIENTED STRAND BOARD (OSB) APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 2" OIC AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12- OIC AT ALL FIELDS. ANCHOR WITH %' DIAMETER ANCHOR BOLTS AT 16" OIC. —STATE EMBEDDED DISTANCE 7" MIN (ALLOWABLE LOAD: 730Lf — PER 2010 CBC TABLE 2306.3) CONSTRUCTION NOTE(S) 1, 2; 3, & 6 APPLY (4 AND 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) CONSTRUCTION NOTES: 1 3° x 3" x 0.229' PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT NUTS AND THE WOOD SILL. 2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS. 3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 pff SHALL BE APPLIED TO 3x OR WIDER STUDS. 4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A SHEAR WALL AND WITH MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE LOAD CAPACITY OF WALLS HAVING THE SAME PANELS AND NAILING APPLIED TO ONLY ONE FACE. STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND WITH EDGE NAILING LESS THAN 6" O/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES) 6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 pif SHALL BE PROVIDED WITH 3x P.T.D.F. SILL PLATES AND 12" LONG ANCHOR BOLTS OF THE DIAMETER PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET T' INTO CONCRETE) 7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEM, ALL ANCHOR BOLTS SHALL HAVE A MINIMUM LENGTH OF 14', SETTING THEM A MINIMUM OF 4" INTO THE TOP OF THE FOUNDATIONS BEFORE POURING THE SLAB. S ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE INSERTS SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL POURING OF CONCRETE. 9 ALL ANCHOR BOLTS AND HOLDOWN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE CONCRETE HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE HAS HARDENED THAT RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER OF RECORD AS HE DEEMS NECESSARY, ITS REMOVAL AND REPOURING OF THAT PORTION OF THE CONCRETE. 10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCRETE POUR IN ORDER TO ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION. 11 ATTACHMENT OF A 3x SILLPLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF SIMPSON SOS/.x6 WOOD SCREWS AT 3"o/c. 12 ATTACHMENT OF A 2x SILL PLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF 16d @ SPACING INDICATED AT THE SHEAR WALL TABULATION. STRUCTURAL CALCULATIONS !.:-.....__..._..._........_. DERIVE GRADE BEAM .........._._....._..........._..:._....._............................_........................._........-_.........._....._.._.._.........._..._ _...................._ _........... 1................._........_._..._....................,.................. I 1 ASSUME=€ 2500`vsl =NC _' i ! ! i i I 3# 5 i ....:..............:...... .... _......... ; ....... .. ............. 6077-::.._ E LOT _' i LOT I I ..............._.._........_...._......__...._........__..i............._......._.._........._{..........._.................._......_........._.._........................................__....................i..__................__.... .._....._ ....._.:.................................... .......... ................. !DATAS 1 _oFT Fy- '. 60 . 'KSI top & bot ... .... ._. _. ...... .........-__._. 1..._......_ .........{........ _.`......_...__.....:__. ... — .. _ ._. ._......._._ .......... .__ ..... _..." f {{ '1 FT 'Fc 2500 iPSI As=' 1.86 in2 h 32 " d I 29 IN _ .._...... _......._-'-----.._._..._.............- _...... - --..__._.. _...............................- __....... B= 32 ;1N lAS - __ . _r 0.93 in 3# 5 As min= 1.4336 int x ..:... 44 ......_....',...-...,.._......_._..„ ........... ..._._............._.._................. _........_'.._..._._.............1 ... _._....._i......_._ ..._._................ .........__— x ............................... ...................... ..._...... _......: ......................_..........._.............................._s_.......................... OVERTURNIG MOMENT: ;RESISTING DEAD LOAD: [ i P. ROOF+WALL+GR. BEAM i H 10 !" ,..._. _._.._ ......._.._._....__.------._.__._....._._..-'--.... -'---.._... .. ........ ........... .. _ F........ ) _._....... P=; 1.387 +K'v - ROOF =1 2500 1P= ( 101000 mu=? .i 79.3z !, I _ .. ! { __.. ! _._._. .} 1.... _.... __.................... J........... .... i_.._................ __...._..._._... RESISTING MOMENT L 3 6 FT I - ._._. ......... ...._........... .. e ........__ ......._.._. .... MO= 13.8w1v'« ! :OVERTURNING STABILITY RAT10N -Mr 27270. > ' MO=; 13.8000; OK 1.98j:1 OK 1.5:1 1 SOIL BEARING PRESSURE I .e Mo/P s 1 36634 Fr 1 igmax 2 P / 3 B eo < ALLOWABLE BEARING j. .......... _..............._......... __............................ L_.... , eo=U2-e! 1.63366 FI _....______.......:.-`_........_:_..._4max=:.1545 606 PSF 'PRESSURE 2000 PSF I ! i 1 1 + FACTORED EARTH PRESSURE € I . ............ i.._........_leu=MU/PI 2.12541'ft qu_max= 2'p ................. ''e° . __. .. _.._.......... .. ! Ieuo-L/24 0.87459 ft qu_max= ! 2598.368Ipsf ! _ `:3'euo _ 1122.565 qu ! i 'r E 1 ( 1 ...._......:.............................»........._....................:...—_.................._......... .._............ ..... .___.._............. ........ .............. .................... .......__ ..................... i 1 ! 1 t ..,.F :..............1..__..._._...__..._.........._.._.....__._...._.._.........:.....€€! .._...................................................._.._..._.._.......'--- ,! _...__._.......... Mu - u *Larm^2 + (qumiarm^2 I B Mu=i 7.8966( _ .............. ._.._._.....................I,..._.............................................._.......:........ __........... ......_:............................ . i I I Vu=1qu +qu max (Lams) B ;- _ 1 l 12 .._........ _.__.........,.... _..__........_.._:._...... ....... .-----............. :_............. _-- -....... -.. i...._.............._.......:..............._............._.... ..... ............. ....._........... .1 _.... ................. .. ...... !REINFORCING STEEL: ...,........._.._............ ... ......... ................:................_....................._..._........ ! j AS=l 0.93 a= AS FY 0 85 F C'e_.. M Mn=0.9'As'Fy'(d a/2) Mn= 11 .........;...... .... ................... ..... ............... .... ...... .... ._..... ........ ........ ._......... ... .................. -- ........ i y a Vc 10 85 2 B d 2500 Vc- !: ..... .. i ! I PROVIDE 32 IN WIIDE X I 321 IN DEEP WITH; 3# 5 1TOP AND BOTTOM CONT.: LONG FOOTING kip ft STRUCTURAL CALCULATIONS FOUNDATION SOIL PRESSURE _ 1000 PSF ROOF = EXT. WALLS =' LOADING 35 15 H-1'= 13 ft TYPICAL PERIMETER FOOTING AT 11 ISTOR7Y Trib. Area (ft)=1 18 + _ ROOF = 630 #1 WALL = 195 #1 W =j 825 #1 REQ"D WIDTH =j 0.825 FT/ FT LENDTH 12" WIDE x 12" CONTIN PER_IM _ . .. ._._..._.__.,...._...__.. AND 2 # 4 BARS, CONTIN . FT, _ .... _ s MODEL NO.: THE IRON SHOP The Leading Manufacturer of Spiral Stair Kits "A ENGINEERING. ANALYSIS OF STEEL AND ALUMINUM SPIRAL STAIR KITS 5'-0", F -6A9 6'-0-, 6-6.1 7'-0n DIAMETER CODE STAIRS STANDARD #111 CODE: 2011 CITY OF LOS ANGELES 2010 C.B.C. / 2010 I.R.C. & 2009 I.B.C. & 2009 I.R.C. LOS. ANGELES. CITY LICENSED FABRICATOR #1150 LOS ANGELES CITY STANDARD .-PLAN7 #111 CITY OF,SAN DIEGO STANDARD MASTER PLAN #25 PTS PROJECT: #231316 THIS ANALYSIS VALID ONLY. WITH WET SEAL & SIGNATURE OF QR F 0* _ .D1 v ni0. E*.12-31-13 of CAL X18 12 BUILDING CODE, CITY OF LA QUIN BUILDING & SAFETY DEP . APPROVED FOR CONSTRUCTION DATE ' / BY - I I 1*E EIVED WOOD Engineering, Inc. F Icr sir 10040 FOOTHILLBOULEVARD APR 17 2013 RANCHO CUCAMONGA, CA 91730 (9M 606-1000 • FAX (9M 606-W99 CrTy OF LA QUINTA COMMUNITY DEVELOPMENT Main Plant & Showroom P. O. Bo)t 547 400 Reed Road Broomall, PA 19008 (610) 5447100 (800) 523-7427 Fax (610) 5447297 Southem Showroom & Warehouse 6556 Superior Ave Sarasota, FL 34231 (813) 923-1479 (a00) 648-6990 Fax (813) 923-6176 Southwest Showroom & Warehouse 8718 Westpark Drive Houston, TX 77063 (713) 789-0648 (800) 438-4766 Fax (713) 789-0720 Midwest Showroom & Warehouse: 886 Cambridge Drive Elk Grove Vil., IL 60007 (708) 952-9010 (800) 453-4766 Fax (708) 952-0496 n 'llllrl Northeast Showroom & Warehouse: 500 West Avenue Stamford, CT 06902 (203)325-8466 (800) 523-4766 Fax (203) 967-4677 West Coast Showroom P. O. Box 3008 3949/D Guasti Rd. Ontario, CA. 91761-0901 (909) 605-1000 (800) 382-4766 Fax(909)605-8899 WOOD Engineering, Inc. surra 5)1/RAL SHEETNO._I OF q3 WOOD EnglneeijtW, Inc. -ECT 5P/RAL SHEET NO. -2 OF_ ser..a rEnn,.dt r,*24& w STA/RWAYyy,— JOB NO. BS -62 .f&v ;n Rb74F.Vy 5TA/RWAY JOB NO. 85-82 Armwoa6RasabiedB If'p /hsmn 10040 FOOTHILL BOULEVARD DATE /- Qam ®'d Rssuhiu/BWi'pr Llan 10040 FOOTHILL BOULEVARD DATE FON THE IRON FON THE IRON RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX(909)989-8106 DESIGNED RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY W. SHOP SHOP 5P/RAL 5TAIRNA Y 5P/RAL 57A/RWAY REQU/REMENT5 MODEL NO.: 5TANOARO #/// 0 (/009./) !WIDTH = 44" M/N/MUM a/T, FOR 5P/RAL, EXCEPTION 2, 26 " MlN/MUM PER /009.9, A T GODS.• 2011 G/TY OF L05 ANGELES 3VIL0/N6 CODE - B BELOW HANDRAIL. 20/0 GAL /FORNIA BUILD/NG GODS WITH 2) I0092) HEADROOM = BO" MIN/MUM BUT, FOR 5PlRAL, L.A. CITY AMENOMEN75, 20/0 G.B.G. Q 2009 I.B.G. EXCEPTION, 76" MIN/MUM PER /009.9, 20/0 CALIFORNIA RE5/0ENT/AL COVE $ 3J (1009.4) TREADS = //" MINIMUM, 2009 /NTERNATIONAL R55/DENT/AL CODE. R15ER5 = 4" MINIMUM 8 7" MAX/MUM BUT, FOR 5PlRAL, EXCEPTION 3, TREAD = 7.5" MINIMUM A7'12 " FROM NARROW LOA05 EDGE ANO R15ER = 9.5" MAXIMUM PER /009. O.L. = 10.0)1.5.F. 300# GONG. 4•) (/009.4.4) TOLERANCE BETWEEN LARGE5T AND L.L = 400 P.5.F. (OR 40,-.5.F. 5NOW) OR LOAD AT SMALLEST TREAD OR R15ER SHALL T.L. = 500)1.5.F. EDGE OF NOT EXCEED 0.375 /NCH. TREAD OR 300# ON 5) (1009.4.5) EX6EPT/ON5 50L49 R15ER NOT REQUIRED 4 150. IN. FOR 5PlRAL 5TA/R, BUT G.R.G. / I.R.G. LIMITS OTHER LOAO5 N/A OPENING TO NOT PA55 4" DIAMETER SPHERE. 20 PL.F. IN /-3, F, H, 8 5 06CUPANCIE5 NOT ACCE551BLE TO GENERAL PURL /G. TREAD 9/16 " MAX. RAOIU5 rJ -50 P.L.F. AT TOP OF HANDRAIL (N0N-RE5/DENTIAL) -200 La ON -HANDRAIL 1N ANY E1REG T/ON' 50# ON ONE 50 FT. ON INTERMEDIATE RAIL k l (NOT REQUIRED 511 -UL TAMEOU5L Y NI TH ABOVE /.25" MAX. n OTHER LOADS/. N O ONE-THIRD ALLONABLE 5TRE55 INCREASE NOT Spa MAX h PERM/TIED W1TH OTHER LOADS (1607.7.43 DELETED), WOOD Englneering, Inc. suBJEcT 5PlRAL SHEETNO.3' OF_ WOOD Engineering, Inc. suBJEcT'5P/RAL SHEETNo. 4 oF- S TXbi'J&,.wy STA/RNAY JOB NO. 85 -BZ S✓> 'V 5TA/RWAY. 8.)-82 BOULEVARD 1 -7 -II JOB NO. N THE IRON 10040 FOOD THRILL RANCHO CUCAMONGA, CA 91730 DATE 1 FOOTHILL RANCHO CUCAMONGA. BOULEVARD CA 91730 D , 1 -7 -II FON THE IRON SHOP SHOP (909) 989-2087 - FAX(909)98"106 DESIGNED BY . W W. (909) 989-2087 - FAX(909)989-8106 DESIGNED BY SPIRAL 5TAIRNAY REQUIREMENT5-. 5FIRAL .5TA/RNAY REQUIREMENTS 6J I'/009.5) LANDING W1OTH4 N LZ) (1009./2) HANDRAILS HANDRAIL5 BOTH SID 5, pVr FOR MV5T EQUAL N/DTH OF 26 -AIR. 5P/RAL 5TA/R5, EXCEPT/ON 2, HANDRAIL OV ONE 510E 57 LAND/NG 15 PERM/TTEO. OIMEN51ON IN D/REG T/ON OF TRAVEL MU5T EQUAL /3,) (10122) HANDRAIL HEIGHT = 34" MINIMUM8 .38" MAXIMUM.OR EXCEED N10TH OF 5TAIR5. OOOR5 5HALL 14.) (10123) HANDRAILGRA5P TYPE / OR TYPENOTOPEN OVER LANDING. CIRCULAR: 425" MINIMUM8 2" MAX/MUM.60aLA NON-GIRGULAR: 4" MINIMUM 8 6.25" MAXIMUM 7) (1009.6.1) WALK/NG 50RFAGE5 SHALL BE A 5OL10 PERIMETER d 225" MAXIMUM SURFACE. EXCEPTION OPENINGS PERMITTEO GRO55-5EGT/ON. HANORA/L5 N/TH PERIMETER GREATER THAN THAT HILL NOT PA55 1/2" DIAMETER SPHERE 6.25" 5HALL COMPLY KITH TYPE // P/mEN5/ON5 ELONGATED OPENINGS 5HALL BE OR EQUIVALENT GRA5PAB/L/TY. ED6E5 5HALL PERPENDICULAR TO TRAVEL. HAVE 0.0/ INCH MINIMUM RAD1U5. HANDRAIL 8,) (1009.62) OUTDOOR STA/R5 5HALL HAVE SLOPE NOT TO /5) (1012.4) HANDRAIL GRIP SURFACE BALLU57-ER EXCEED 23t; TO PREVENT NATER SHALL BE CONFIN410415 N/THOUT 5MALLER ACCUMULATION ON NALKING SURFACE5. /NTERUPTION BY NENEL P05T5 THAN HANDRAIL OR OTHER OB5TRU45 T10N5. 15 NOT 9,) (/009.6.3) USEABLE 5PA6E UNDER 5PlRAL 5TAIR5 5HALL (NENEL P05 r5 PERMITTED /N R-3). OB5TR4,G7ION, NOT BE ENCLO5E0. EXCEPTION 3. /6.) (10/2.6) HANDRAIL EXTEN51ON5. TOP 101 (1009.7) L2 FT. MAXIMUM BETWEEN FLOOR LEVELS OR HORIZONTA— IL EXTENO HANDRAIL 12" AT TOP LANDINGS. d BOTTOM $ RETURN CONTINUE D (1009.9) 5PlRAL 5TA/R5 MAYBE 41550 A5 A MEANS OF TO GUARD, EXCEPT SLOPE I2 HANDRAIL5 IN EC-RE53 ONL Y NI THIN DNEL L 1N6 UNI r5 OR ONELL INGS NEED ONLY EXTEND a FROM A 5)=A 6E NOT MORE THAN 250 SQ. FT. FROM TOP R15ER TO BOTTOM ANO 5ERVING NOT MORE THAN 5 OCGUPANT5 „ R15ER (NOT REQVIRED OR FROM CALLERIE5, CATNALK5, ANO TO BE A(5GE5515LE). BOTTOM 6R101RON5 1N ACCORDANCE N1 TH 556 T10N 1015.6. WOOD E neering, Inc. SUBJEcT SP/RAL SHEETNO. 5 OF_ WOOD Enoneeritg Inc. suBIEO 5P/RAL SHEENO. OF- F_ s &W--m N4m s TA/RWAY 85-82 sow Y STA/RAdb BS-82 JOB NO. /-7— FOR IRON 10040 FOOTHILL BOULEVARDTHE RANCHO CUCAMONGA, CA 91730 DATE `' 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 FOR THE IRON DATE SHOP SHOP (909) 989-2067 - FAX(909)989-8106 DESIGNED BY .Lal. (909) 989-2087 - FAX(909)989-8106 DESIGNED BY 5P/RAL STAIRWAY REQU/REMENTS GH PTER 2 (s rEE /7i (/OL2.7) CLEARANCE / //2" I,/ (2205./) ALLOWABLE 57RE55 DE5/6N PER A.45.C. 360-05 /8.) (/012.8) HANDRAIL NO SHARP EDGES ON ry WH/GH 5 IPERGEDE5 Ad -5 6. 335-895/ SHALL NOT PROJECT WALL AT HANDRAIL \ SUPPLEMENT #1 SPEC/F/GAT/ON FOR STRUG7UR4L INTD REQU/RED W/DTH WALL STEEL 54//LO/NG5 ANO A./.5.G. 34/-0-2 5E/5M/6 OF STAIRWAY MORE PROV15/ON5 FOR 5TRUG77/RAL STEEL BUILDINGS THAN 4.5 /(6HE5. 2) (2205.2) 5E15M1G DE5/6N PER A.l.5.C. 34/-05, PART l9,) 00/3. l) GUARDS, REQUIRED ON /F R /5 GREA TER THAN 3.0. STAIRWAY AND LAND/NG. (/013,2) GUARDS SHALL BE 3,) PER A./.5.C. 360 02. LOAD COMB/NATIONS PER 42" H/GH. GUARD5 U5ED A5 APRU6ABLE allLD/NG CODE. 11/3 /NGREA5E FOR AV/ND HANDRAIL IN /NDl✓/DUAL 111-2 l l/2" f 5E/5M/6 /5 NO LONGER ALLOWED BY DELET/ON. DWELLING MAY BE 34" TO HANDRAIL 5EE A.45.C. 335 A5% 38"ABOVE TREAD NOS/NG. CLEARANCES 4J A. 45.C. 341-05 5PEG/FICAT/ON5 ARE FOR MOMENT 20.) (1013-3) OPENINGS /N GUARD5 SHALL HAVE FRAMES AND BRACED FRAMES. WHERE R /5 GREATER BALLU5TER5 OR PATTERNS SUCH THAT THAN 3.0. 4" DIAMETER SPHERE WILL NOT FA -55 TR/ANGULAR OPENING AT R15ER, TREAD, d 5) (2210) GOLD-FORMED 5TEEL PER NORTH AMERICAN BOTTOM RAIL SHALL NOT PA55 A 5PE61FICAT/ON FOR THE DESIGN OF 6"DIAMETER SPHERE. 57A/R5 TO ACCESS GOLD-FORMED 5m 5TRUC771RAL MEMBERS PLUMBING, ELECTRICAL, OR MECHANICAL 5Y5TEM5 (A./5.l-NA SPEGJ. OR EQUIPMENT oR /N GRCvF 1-3, F, H, 8 5 CONGLO5/ON.• 0C6UPANOlE5.15 L /M/TED TO 21 " DIAMETER SPHERE" 4.375" DIAMETER SPHERE PERMITTED /N /NOIV/OVAL EVALUATE ALL 5TEEL PART5. 1/3 /NGREA5E PER. 3,) DWELLING UN/T5. A30VE /5 NOT FERMI TTED. AL 50, EVALUATE ALL LIGHT GAGE 5TEEL PER A.1.5,1. 5/00-0.7. BOL TS' SHALL COMPLY WITH A.5. T.M. A507. 1' n . WOOD nee "Lic. .SUBJECT :SP/RAL_ .. STA/RWAY SHEEFNO: 7 OF_ . WOOD°Epgineerin&:L1C. SUBJECF SPIRAL. STA'IRWA)' SHEETNO• 8• OF. smRri:.lE sm mg JOB NO. 85-82 saw;, 85-82 XEupy Qnmaes6Rad4inb'6BieAc n I — %—I1 m/bNad B.'Btd69 P JOB NO. /— 7—// FOR THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 97730 DATE 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 DATE SHOP SHOP (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY (909) 989-2087 FAX (909) 989.8106 DESIGNED BY { - p GH/,AF / E , ZO (ALu1mlNUM% LATERAL LOAD5- 04200-2.1) WIND, (2010 G.B.G. /2009 I.B.C. PER A.SG.E. 7-05) ANALYTICAL PROCEDURE (A.5.G.E. 7-05, 6.5.1) 4155.- AA A5M 35 ANO AA ADM 1-05 FOR DESIGN, H = 36' MAX. 5'MIN. WITH LOAD5 PER CHAPTER 16. V = 90 M.P.H. G' 11F16. 6-1) 7 MAX. Kd = 0.85 (TABLE 6-4) (SIMILAR TO LATTICE FRAMEWORK) h l„. = Lo (TABLE 6-1) (OCCUPANC)' CATEGORY l OR N Kt = Ki, = 0.98 AVG. (TABLE 6-3) t FOR EXP. G ' CA5E / d 2 nl z = 30' (CENTER OF AREA) 1NOR5T EXPOSURE HEIGHT >h Krt = /.O (NO H1LL5, R/06E5, OR ESCARPMENTS) (6-5.7b Xlt = (l + KI K2 K-0-2 WHERE K7 = O OR K3 = O) G = 0.85 (6.58.1, RIGID 5TRVC711RE) (H/W= 12/5=2.414.0.: RIC7108GrNIA) A.S.G.E PAGE 207 Crr = 0.00256 Kr Kt Kd V2,11) = 0.00256(0.98)(I0)(o.85J(9o 2(i o) = 17275AY18.OP.5.F. WOOD Engineering, Inc. su&,ECT 5PIRAL SHEEr NO. 9 OF_ WOOD Engineering, Inc. suwECr 5P/RAL SHEETNO. /0 OF_ P bn'GY 5 rA/RN 4 Y JOB NO. 65-82 &wft'w&v-m rAb 24&-W 5 TARP" Y JOB NO. 85-62 100400040 FOOTHILL BOULEVARD DATE /- 7-// 1O0g0 Food lti ueo iFVARo DATE /-7-// R THE IRON FOB rHE IRON RANCHO CUCAMONGA, CA 91730 (90 989-2087 - fAX (909) 989-8106 DESIGNED BY ' W . RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY - . W. SHOP SHOP LATERAL LOAD5 LATERAL LOA05 W/ND W/ND 3/4" SQ. PROJEC TED AREA (AVC. PER Fr.J BALLV5TER F = Cr: 6 GF A,- (6.5.15, OTHER 5TRIC TURE) TREAD = b(4" + 2 /Z140" x a 4" O.G. AVC. (2/3/(/2%9" 0..ChFT. $ 2" O.G. AV6. 6 = 0.85 (SEE ABOVE) = /07 SQ. /mAFT. PROJEC 7/ON GF = /.6 A✓6. SLAC/N6 _ A,- = /.43 0ALLL15MR5 = 0.75[(4" + 2'Y/2J x /2 %FT. = 27 50.1N,/Fr, = 24.5 P.5.F.(/.43 SQFTj = 35.0 5A)35 P.L.F. HANDRAIL =.2" m x L2%FT, = 24 50./N./FT. CONCLU5/ON.' L155 35 P.L.F. FOR !HIND LOAD ON COLUMN SPLICE ® FOR V-0" DIAMETER MAX. 5TA/RWAY. COLUMN = 4" x /2%FT. 2nd 5TOR)- = 46 SQ./N/FT. ArarAL = /07,,-27 +24 + 48 2 d MAX. = 206 SQ. lN/FT. I AF = (206//44) = 1.4-3 5Q FT./FT. I U A6Ro55 = (44" x 12';)1144 TREAD Q' Q = 3.67 50.FT/Fr PROJECTION E _ AF.%A`e, = /.43/3.6:7 4„ m. a = 0..39' 0.3" t 0..7 GF = /,6,(7/6-::.6.-22LAMC 4" -401, ry FR4MEW0RK5, .FLAT P; S1OED mEMBER5J 7'-O"' m MAX. WVVD Eng neeru g;"Incl ... SU&IECf'.'SP, iR L SHEET NO: . I/.' OF_ .. -. WOOD Inc: Et neet ig, g1. RA- L. EC7 J PI, . :.sHEETNO: ../2.Of . - sm:nm ao Ik61lbispy.. 5TA/RNA)' JOB NO. 85-82 ad✓P 'O 5TAIRNA Y .168 NO. 6-5 -2 Gmnro.b /&4o6iiIIdB 1004[1 FOOTHILL'BOU'LEVARD DATE / 7-// 10040FOOe TFIBOULEVARD DAZE 708 THE IRON FOR THE IRON RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY -` . W . RANCHO CUCAMONGA; CA 91730 (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY SHOP SHOP LATERAL_-G0A0' 5-. L-A-7-ERAL:'L0A03 = C.BG. /!.'B.G':" Ss = 285 SE/5M/6 51 = /.30 5E15M/G (CONT-) 51 = 1.30 CODE.' 20/0 G.B.G. / 2009 I.B.G. 4-) (l/.4.3) ADJU5 MO MAX/MUM E.O. 5PE6 TRAL G.B.G. / I.B.G. 16/3.1, DEFERS TO A.5.G.E. 7, RE5PON5E AGGELERAT/0N5 EXCLUDING CHAPTER /4 8 APPENDIX //A. 5145 = Fo 5s = l.0(285)g = 205g 0 (//.4./) MAPPED ACCELERATION PARAMETERS 51, = Fv 54 = /.500.30)g = I.95g 55 (0.2 5E5,) = 265.i OR 20 (F/6. 22-\- `/lF Ga`rF4G4EWraAWLP W'laV S/79- CLASS 54 (/.O 5EG-) = 130A;OR 1.0 (F/G. 22-21)) N/A FOR 5/MPL IF/ED PROCEDURE 1N0R5T CA 5E FOR M05r OF CALIFORNIA 5-) (l/.4.4) DE5/GN 5PEGTRAL RESPONSE AGGELERA rION5 8 UN/TED 5TATE5. (BUT 5s NEED NOT 5os = 2/.3 5, s = 2/3(265)g = I90g EXCEED 15 PER 12.8.1.3 ANAL YT/GAL OR AND 12/4.8./ 5/MPL/F/ED FOR REGULAR 1 AX PER 42.44.6.4 Sos = (2/3)FaSs .5TRUC TIRE LE55 THAN 5 5TOR/E5 = /.40 N% 5/MIL /F/ED DE5/6N 8 r < 0.5s) 5oi = 2/3 5ml = 2/3(i.95)g 2-) (/1.42) 5/TE CLA55 = 130g (N/A FOR 51MPL/F/ED) 5/7'5 GLA55 = D (DEFAUL r WO 501L5 REPORT VNLE55 E OR F 15 REQO 6-) (114.5 8 /14.6) DES/CN RESPONSE 5PEGTRUM AND MCE BY BLDG. DEPT) RESPONSE 5PEC MUM NOT REQV/RED FOR 12.6 EQUIVALENT LATERAL FORGE 3-) (l/.4.3) 5/rE COEFFICIENT (FOR 5/rE GLA55 D) PROCEOURE. (N/A FOR 5/MPL/F/E0) Ss 125 .: Fo = /.0 (TABLE A4-I) 7-) (//5.0 IMPORTANCE FAG TOR / OR / _ l.0 FOR OCCUPANCY CATEGORY l OR // Fa = 140 N% 5/MPL /F1E29 DE5I6N PER 1.2.14 TABLE OFF/GE, H0V5E, ETC. ASSEMBLY t 300 OCC41F 54 > 0.50.: Fv = 1.5 (TABLE 11.4-2) SCHOOL X250 (N/A FOR 5/1-fPL IFIED) HEAL rH CARE < 50 NO HAZMA r 5EE TABLE 11.5-/ FOR ALL OCCUPANCIES WOOD Engineering, Inc. su6JEOT 5P/RAL sHmNO. /3 OF_WOOD Entdneerl Inc. W&JECT 5P/RAL SNEETNO. /' OF_ smcA,nSg. 7N 5TAIRWA JOBNO.BS-62 smcumEW:m® W AY 65-62 CrvrmYeRmvbb.V& BOULEVARD DATE /-7-// BRh7 . AR JOB NO. FORTHE IRON CD RANCHO CAMONGGCA 9730 989-2087 FOB rHE 10040 FOOTHILL CUCAMONGA, CA 91730 DATERACHO SHOP 5/'IOP (909) - FAX (909) 989-8106 DESIGNED BY W . (909)989-2087 - FAX (909) 989-8106 DESIGNED BY --'=>. W. LATERAL LOA05 G.B.G. / 1.5. G.: SS = 2.65 LATERAL LOA05 G.B.G. / I.B.G.: 55 = 2.85 5E/5MIC 61 _ /30 5E15M/G 51 1.30 6 % 1116,) 5E/5M/G DE5/6N CATEGORY (50C,) //J (U -2V 5TRUG7URAL S)STEM.• 51 = 1.30g > 0.75 .: 5.12.G. = E (NIA FOR 5/MPLIF/EDJ L/CHT FRAMED WALL5 5HEATHED W/TH WOOD 5TRUG7URAL PANEL 5. sos = /.7og 0..SOg s OCGUPANC)' CA TE60R)' _ /l .: 5.0.G. = D R = 6 I/2 FLZWOLE OIAPkPA6M OR .(l o = 3 - 1/2 = 2 1/2 N/A Sos = 1.40,> 0.50 .: 5.0.G. = D FOR 5/MPL/F/ED BUT 5 = /.30g - 0.75g .: 5.D.C. = E NIA FOR /2,)112.2.3.1) COMB/NAT/ON OF LIGHT FRAMED WALL5 5/MPLIF/ED) WHEN V5EO W/TH 5P/RAL 5TA/R Soi = 1.308 02og $ 10R.0/NARY MOMENT FRAME,) OCCUPANCY CATE6OR)' _ /l .: S.O.G. = D (N/A FOR R = 3 I/2 1 6 I/2 5/MPL /F/ED,) fl o = 2.0D - N/A BUT 51 = 1.30g ) 0.75g .: 517.C. = E (WA FOR 5/1-f)=LIF/EL7) /3.)1/22.5.7) 5TEEL ORD/NARY MOMENT FRAME 15 PERM/TIED IN L /CHT FRAME UP TO 35 FT. GONGLUSION.• 50.G. = E /4.) 1/2.32./) FOR TYP/GAL 5P/RAL 5TA/R5, NO HORIZONTAL OR IRRE&4YLAR/TIE5 PER TABLE 5.0.G. = D FOR 5/MPL/F/E0. 9,) 11/6.1) FOR 5-0 C. = E OR F, 5TRUG7URE 5HALL N07 -,6E /a.: NO 7-OR51ONAL IRREGULARITY /b.: NO EXTREME TORSIONAL IRREGULAR/TY. LOGA•TED_WHERE THERE 15 A KNOWN POTENTIAL- 2: NO RE-ENTRANT 6ORNER5___ FOR AN AC TIVE FAUL T TO GAU5E RUPTURE OF 3:: NO DIAPHRAGM 0/5GONT1NUI T/E5 THE' GROUND' SURFACE A T THE 5TRU6 7URE .. > .0' fi OF AREA. (N/A FOR 5/MRL IF/ED) 4.: NO CVT OF PLAN OFFSETS. 5.: NO NON-)ARALLEL 5HEAR WALL5 WITH MAJOR AX15. /0,) 11214.1) 5/1-hPL''/F/ED DE5/6'M'15 A(OT APPLICABLE' 5) 8 6,) ARE NOT 5A T15F/ED. WOOD E ee I TBC,) ' n; . SuaJER,.SP/Ri L ... SHEETNO: /5 OF. - WOOD °Engineeruzg,:1nc. SUBIECT,5P/RAL : .SNEETNO. /6 OF m s.erum 7ltb,= 5TA/RWAY JOB NO. 65-62 s dar+*v STAYRWAY 65-62 4m+w W&Am4b eBid*vDa.. 0040 FOOTHILL vCA DATE /-7-// TiffiNEreyy Grmma. BRb24& /W 10040 FOOTHILL BOULEVARDFORTHE JOB NO. DATERANCHO IRON FOR THE IRON RANG 91730 (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY W. CUCAMONGA, CA 91730 (9M989-2087 - FAX (9050 989$106 DESIGNED BY W. SHOP SHOP LA-TERAL LOAD5-LATERAL LOA05- 43.-C:: 5s- =7205'- 205''1.30 450 SE/SM/G 51 = /.30 15) 1L2.322) FOR TYP/GAL 5P/RAL 5TAIR, NO VERTICAL 20J 1/24-23) 5E/5MIC LOAD GOMBINATlON5 IRREGULAR/7-IE5 PER TABLE 123-2. ALLOWABLE STRESS DE5/67N la. $ /b.: NO SOFT 5TORY. 5. (/.0 + O./45D5)D + H + F + 0. 7,0 Oe 2.: NO WEIGHT MA55 IRREGULARITY 3.: NO VERT/GAL GEOMETRIC IRREGULAR/TY . (1.O + 0. /05505)0 + H + F + 0.525 6 P OE 4.: NO VERT/GAL /N -PLANE 12/56ONTINVI RE5 + 0.75L + 0.7 KLr OR 5 OR R) 5o. f 56.: NO WEAK 5TOR)' OR EXTREME WEAK 57 -OR). 6. /45) e3. QE + H 10.6 - 0.050 + 0.7 /6.,) 1/2.3.4.1,) REDUNDANCY, RHO 21.) 1/2.4.23) 505MIG LOAD COMB/NAT/ON5 ALLOWABLE 5TRE55 OE5I67N EVALUAT/ON RHO = /.O (NON-BV/L DING .57-RUC7URE COMBO 5. 11.0 + 0. 145D5&2 + H + F + 0.7P OE NOT 51M/LAR TO BUILD/NG) Fou. _ i v NOT A GON5/DERAT/ON NO FLU/D PRE55VRE5. FOR LATERAL DE5/6N, /7,) ('12.4.2) 5E/5M/G LOAD EFFECT BUT O /5 415ED FOR COLUMN5. E = Eh + Ev FOR COMBO 5 8 6. LATERAL EARTH PRE55URE I5 NOT A GON5/DERAT/ON E = Eh - Ev FOR COMBO 6. GONGLUS/ON.• /6,) (124.21) HORIZONTAL 5E15M/G LOAD EFFECTS 0.0 + O. /4 x 133)0 + 0.7 0 OE Eh = jO OE = /.OV OR /.OFF 1./60 + 0. V.0)OE = 1. /00 + 0.700E 1V (!2422) VER TICAL 5E/51-flG LOAD EFFECT Ev = 0.25050 = 0.2(1.33)0 = 0.2660 WOOD Engineering, Inc. SUBJECT 5P/RAL SNEETNO. /7 OF_ wool) eer En. 61i«ing1 Inc. SOg1E(7 5P/RAL SHEETNO. /B OF_ sTA/RNAY Engineering, a mk'24 ° JOB NO. 65-62 s Z« 5 TA/RNA Y ae No. BS -62 cb,,, dreeabt„arB srowtty, /-7-//rekb24&-aaamcl RANOCHHO CU AMONCA.CA 91730 FOR THE IRON °A 10040 FOOTHILL BOULEVARD wB THE IRON DATE RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 5HOP DESIGNED BY -T' . W . (909) 989-2087 - FAX (909) 989.8106 SHOP DESIGNED BY W. LATERAL LOA05 B. C.: 5s = 2.65 5E1514/G 51 /.30 20 ([2 .42.3) 5E/5M/G LOAD COMB/NAT/0N5 (CONT) ALLOWABLE STRESS OE5/GN E✓ALUAT/ON (CONT) COMBO 6. (l.O + 0.1055D5)O + H,, F + 0.525p OE + 0.75EE COMBO 5. +0.75(LrOR5ORR) FOR EXTERIOR STAIR Lr; 8 R ARE LE55 GR/TICAL THAN 0.75L OR 0.755 (0.755 GR/7/GAL N/ 5NON FOR 5E/5MlG) (1.O + 0.105(/33))0 + 0.525(1.0)05 + 0.755 /.140 + 0.5250E + 0.755 5EE COMBO 5. -1 COMBO 6. (0.6 - 0.14505)0 + 0.7p QE + H (0.6 - 0./40.33))0 + 0.7(/.0)0E 0.4/0 + O. 700E LE55 GRIT/GAL THAN COMBO 5 - FOR. .FOR: COMBO 5., 6., $ .6: 5.' 8 6. ARE GR/T/GAL. USE.• V645EDE5/6N = .0.70E N/ 4/6l) (COMBO 5) A.50. oR ValseoEs+s9 = 05250E N/. 4140''+. 0.755 (COMBO lb') WOOD Ea leering, Inc. suaj-G 5P-IRA,L sHmNo. /9or- Sbukum 5TAIRNAY 85-62 JOB NO. fb,.rwo0 10040 FOOTHILL BOULEVARD 30 FOR THE IRON DATE (9 989 -208i -FAX (9909) 989-81 SHOP DESIGNED BY -=>. W . LA-TERAL`-LLOAD5- Q922"14B'G:: 5E/5M/G 51 = 1.30 25✓ (/2.72) EFFEG TI VE 5E/5M/G NEIGHT (N) N = D + 0.25 5TORAGE + /0 P.5.F. PART/TION + EOUIPMENT + 0205 )HERE 5 , 30 P..5. F. J WHERE 20 P.5.F. /5 U5EO FOR VERTICAL LOA05 COMBO 5. N = 4/60 COMBO 6. N = 4 /40 + 0.795 26.) (/2.7.3) 5TRUG 71)RAL MODEL INC. FOR LIGHT FRAME 57A/R5 N/TH FLEX/BLE COLUMN, 3T/FFNE55 ANO 0/5TRIEUr/ON OF FORGES HILL NOr BE CON5/DERED. LATERAL LOADS 5s = 2.65 5E15M/6 51 = /30 22) (/2.4.3) 6E/5M/G LOAD EFFEG T /NGLUO/NG OVER5riRENGTH FACTOR. NOT APPL/GABLE FOR L/GHr FRAME. 5EE /2.10.2./ 23J (L2.5) 0/REG TION OF LOADING (/2252) 5E15MIC PE5/6N CATEGORY B 2 ORTHAGONAL OLREGT/ON5 NEGLEG T INTERAC nom.. ([25.3) 50.C. C 5AME A5 B LINLE55 TYPE 5 HORIZONTAL /RREGULARI rY PER TABLE 12.3-/ NO IRREGULAR/rY .: SAME A5 B. ([25.4) 51P.G. 0, E, 8 F FOR 5P/RAL 57A/R5 /NTER5EGT11VG COLI11-f1V5 OR 5HEARNALL5 FROM 2 DIRECT/ON5 ARE NOT CRITICAL FOR COMBINED LOAO/NG. CONGLU5/ON.• DESIGN FOR 5E15M1C LOAD FROM 2 ORTHAGONAL AX15E5. 7YPE 5 HORIZONTAL IRREGULARITY NOT PERM4TTED. 24,) (/2.6) ANAL 75/5 "PROCEDURE FOR 5. 0. C., OCC41PANC Y GA TEGORY / e //, LIGHT REAMED NOr EXCEEDING 3 5TOR/E5 USE. EOU/VALENT'LATERAL' FORGE PROCEDURE PER :TABLE /2.6-4 WOOD -Eng irieering "ItiC. SUeIEGT• SPLRAC sNEETNo:- OoF_ 5-Ti4IRP"A ' 65-62 Tiffi74E W JOB NO. Cbry a&&R=dw"B Ty9(myw 10040 FOOTHILL BOULEVARDFORTHE IRON DATE BOULEVARD/ -7-// (909)989-2087 - FAX(909)89-8106 SHOP DESIGNED BY ->- W . LArERAL.L0:905 G:B:G'%'/:B.G:; 5s-=-2.'f3S SEISM/G 51 = 430 27j (/2.6) EOU/VALENT LATERAL FORGE PROCEDURE R = 3.5 (TABLE 122-1, C.4) BUT U5E R = 3.0 PER A.1.5.C. 5PEC. AI.I IE = 40 (TABLE 11.5-I) OCCUPANCY CATEGORY I OR l/ (12.622/) BUILD/(5 PER/00 (/2.6.2) r= To=Gt(7vVX Ct=0.026 (TABLE 12.49--2) T= 0.026(36% 0.6 X = 0.60 hn = 30' MAX. (/26.1.3) = 0.43 < 0.5 8 (MIDDLE OF < 5 57'OR/E5 1-055 AT 55 = 1.509 3 -STORY) 5s = 430g 112.62.4) Si = 4309 J 5EE ( -5/ TE CLA55 D (55E 2J) 5-5,) 425 .: Fa = /.O 51,)0.50 Fv=15 Sties = Fo 5s = 40.w /.50g = 150g 5n = Fv 51 = 45 x 430g = 195g 5os = 2/3 Sas = 2/3(/.50g) = 4 O 5oi = 213 5Mi = 2/3(/.95g) = 430g WOOD Engineering, Inc. SUBJECT 5P/RAL SHEETNO. / OF_ WOODeesixW Inc. 8NgE0 5P/RAL SHEET NO. 22 OF_ sv.n.w&w.-v 5TAIRNA r 65-62 s r s rA/R{4 65-62 l TiA14 yiyy JOB NO. /-7- 4&.W JOBNo. /- 7-// FOB THE IRON FOR 1 OOAO FOOTHILL UBo iEVAARRD B RANCHO CUCAMONGA, CA 91730 THE IRON DATE 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 SHOP SHOP (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY ---=>. W (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY • W . LATERAL 4.OA05 G.B.G. / /B.G.: 55 = 2.85 LA rERAL LOA05 G.B.G. / I.B.G.: 5s = 2.65 5E15M16 CALC44-AMP,, eW WL+' --' 51 = /30 5E/5M/G &lr is 6ALCaA7W --- 51 = 1.30 27•) /2.8J E6V1VALENT LATERAL FORGE PROCEDURE (CONT) 26,) (12.6.3) VERTICAL D/5 TR/BUT/ON OF 5E/5M/G FORGES VSAW = Gs " T = 0.43 < 0.50 (5EE 27JJ Gs = 5m, / (R / /E) : K = /.0 Gs = /.O / (3.0 / / OJ = 0.333 hx = 30; V = VISA-W DEsreN- W/ = WX = "/.3 Fx=GvxV OR hx = 30' GRI r/GAL Gs MAX. = 501 / r/ R / /EJ k _ /30 / (0. 43(3-0 / /.0)) Wx hx 30W 30W Gvx = _ _ = 0.56 _ /.006 (/26. /.3) k 6W + /8W + 30" 54" ", h OR _ l40 Gvx = 0.56 GS N/N. = 001 W Fx = 0.56 Va1sE OR = 0.56(3" x 0.233) 30' = 0.391W Gs NK = 0.5 51 / (R / lel = 0.5(/.30)/(3.0//.0/ = 02/7 :Gs =0.333 OR VaASE = Gs W = 0.3331N /.y PER -2U (12.4.3,) A.5.0. 0E5/GN EVALUATION Fx = 0.56 VaASE FOR 5A51C COMB/NAT/(-2NS = 0.5643W x 0./75) Va w. = QE. _ 0333". = 0294" U5E..- COMBO 5. USE. COMBO'S VansF gN =. 0..7('0333"/ + 1.00... AiS.O.'. ' = 0.233W + 1.160 FX = Vx = 0.39/" W OR OR 6' COMBO' 6: ✓aasE: sks9 =:0.525(0.333W +•%</4D.'+ 0.755>' ' GOM50,6. = 0.175" + 1. 140 + 0.755 Fx = 0.294W 3!N WOOD Engineering,<Ine. suBiEec_5P/R%ii; .: sHEND..23..De_ WOOD`En,.inCC TDC. - n t s SP/RAL SHEETNO- 24` 5TAlk"A r. sm.cri. bp a,.ulp - JOB NO. 65-62 5TAIR"A) ' 65-6.2 Ti[b7l Fibyy -JlResa44oe/B-Sv D r.b-v &-,DY - C--W&R-d-WB.KVanP JOB NO. /- 7-// FOR THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA; CA 91730 FON THE IRON DATE 70040 FOOTHILL BOULF/ARD RANCHO CUCAMONGA; CA 91730 pA1E SHOP SHOP (909)989-2087 - FAX (909) 989-8106 DESIGNED BY -` W . (909) 989-2087 - FAX(909)989-81(36 DESIGNED BY -- • W. +- L-A-TERsAL LOAO5. G:B.G`/"/.'BG' Ss <"1.BS" " LA-7ERAL LOAV.6z G.BG / LB:Gr " 59 '= 16'5`-' 5E/5M/G r is cAcatATFo - Si = l30 5E15M/G eur is uuucA» o Si = /.30 29.) (126.4) HORIZONTAL SHEAR DI57-R/BUTION Vx =F, " Fa = 0.39/ Wx SUMMARY.• A.5.0. - / OR 0.39/ "v 1. le _ /.0 8 OCCUPANC r GA 7-EGORr l OR /l Vx = 0.39/ "p GR/TICAL ® 3RD LEVEL 2. Ss = 450g, 51 = /30g (BUT GOOD FOR Ss = 2.65 DUE TO Gs BASED UPON MAX. 5s FOR T < 0.5s) USE.• SAME AS 25% 3. 5/7E 6LA55 D 30.) LOAD COMB/NATION 5UMMARr 4. 50s = 1.00g, 5oi = /30g 415E COMBO 5. o CA& r 5. 5E/5MIC DE5/6N GA TEGORIr E FoEsi6v = 0.391" + 1160 6. 5EI51-11C FOR6E-RE5/5r1NG 5r57EM.- OR OROINARI MOMENT FRAME COMBO 6. -,-0-0.25 7. OE5/6N BASE SHEAR: FDES/6N = 0.294" + /I4D + 0.755 Va4sE arrow = 0.23.3" BY7- 0..39/" FOR 3RD LEVEL STAIR. 6. 5E/51-f1G RESPONSE COEFFICIENT.. Gs = 0.333 9. RESPONSE 1-fOO1F/GA TION FAG TOR: R = 3.0 /0. ANAL r5/5 PROCEOURE.EQUIVALENT LATERAL FORGE WOOD Engineering, Inc. sorra d5y mum 7Rt,24&- y OmaNNA &W Dors 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 SUBJECT 5P/RAL STAIRWAY SNEET NO. 25 OF_ JOB NO. 85-82 DATE / 7-// DESIGNED BY - UJ WOOD Engineering, Inc. ami , 2Rn24naWBukfpDmfpn 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 SUBJECT 5P/RAL STA/RP" SHEETNO. 26 OF_ JOB NO. 6S -6Z DATE /- 7-// DESIGNED BY W. SHOP y" TREAD%OESIG'N•'(j00-PSrf J /OO P.-5-F.--L.L': 33" 36" FOR THE /ROH FOB THE /ROH SHOP 5HOP TREAO DE5/6N 5 =0" D/AM. TO 7 =0" 01AM. R = 2=6" TREAD SAMPLE GALL: a 9.32 TREAD DE5/6N (/OO P.S.Fi SAMPLE GALL: o = 5/1V,1B/2)R = 5/N /5R = 0.2598 = 7.75" /00 P.5.F. L.L. C SUM=M-6 0A5E.: (129% 27'2 */2.5(2.9) 2/6 = 26&Z X = (1262 r /752) % 268 = 11.24" Munif = 93(29 //.24) = 1651"# Mconc = (300#/2)(205) = 4,275 GOV. LOAD 5HAR/NG_3Y (2) TREADS,. GONNEG.TEO A T EDGE. LN/TH BALLU57-ER (5P/NOLE) WOOD:Engyneering, Lu. sma.r4`S- .. ThMr7.t Fnayy 10040 F001141U BOULEVARDwe RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX(909)989-8106 suBiEcr Sr //+L., 5TA/RWAY sHEecNo. 1/ oF- JOB NO. 85-82 DATE DESIGNED BY W . 6'-O",P 6 =6" O THE IRON SHOP y" TREAD%OESIG'N•'(j00-PSrf J /OO P.-5-F.--L.L': R -/= 30"-l= 29" A = [(3 * 2ai/2YR - /) _ (1,5 + a)(R - /) = 268 50.1N. PuarF = (L + O)A//44 = 000 r /0)266//44 = 205# X = [3(R - 1)^-212 + (20 - 3)(R - 02/611A -_ [3(30 - 1)^212 + (2(7.75) - 3)(30 - 02/611268 _ [(/,26/ f /,752)11268 = 3,0/3/266 = 11.24" = 205(30 - l - 11.24) = 3,64/ W -LB. R-/.5=30-/.5=28.5" M-. = (Pcow12)(R - 1.5) = /50(26.0) = 4,275 IN. WOOD"EnO *eering;'InC' 5'-C"m 5=6"O 6'-O",P 6 =6" O 7=0" O R 30" 33" 36" 39" 42" a aw 7.75 6.55 9.32 /010 /0.88 R-1 29 32 35 36 4/ A 266 322 379 44/ 508 PuviF 2a/ 205 246 290 337 388 R nw 1124 /224 /327 /4.30 /5.3/ R -1-'W ax" 17.76 /9.76 21.73 .2370 25.64 MIWIF IN -Lai 3,64/ 4,86/ 6,302 7,987 9,968 R-1.5 28.5 3/.50 34.50 37.50 40.50 Pccr /21La/ /50 /50 /50 /50 /50 Mcow. am -Le.) 4,275 4,725 5,/75 5,625 6,075 V(LB./ 000 Mew 300 300 300 337 388 R -/= 30"-l= 29" A = [(3 * 2ai/2YR - /) _ (1,5 + a)(R - /) = 268 50.1N. PuarF = (L + O)A//44 = 000 r /0)266//44 = 205# X = [3(R - 1)^-212 + (20 - 3)(R - 02/611A -_ [3(30 - 1)^212 + (2(7.75) - 3)(30 - 02/611268 _ [(/,26/ f /,752)11268 = 3,0/3/266 = 11.24" = 205(30 - l - 11.24) = 3,64/ W -LB. R-/.5=30-/.5=28.5" M-. = (Pcow12)(R - 1.5) = /50(26.0) = 4,275 IN. WOOD"EnO *eering;'InC' -ai- SN/K/iL I"NEErNQC!Z6*OP &.n..a +ro 5TA/RWAY 85-82 7&b24&Any C--.d&R&.W,m waseD-m JOB NO. /-7-// 10040 FOOTHILL BOULEVARD FOR THE /ROA( DATE RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX(909)989-8106 SHOP DESIGNED BY • TREAD DE5/GN (40-PS:F.)' 40.P.5_F-L.L-_: SAMPLE GALL: (5'-0" O/AMJ a = 5/N(B/2)R = 5/N /5 R = 0.259R = 7.75" R -/= 30"-1=29" A = [(3 . 2a)/2J(R X = [3(R - 0^212 ,,12a - 3)(R - 0^21611A _ [3(30 - 1)^-21-2 + (2(7.75) - 3)(30 - 0'2161/26,9 _ [(/,26/ + /,752)1/268 = 90/3/268 = /124" mw = pw"-.(R - l - R) = 93(30-/-1124) _ /,65/ 1N. -LB. R-/.5= 30-1.5=28.5" MccrC. _ (PccAc/2)(R - /.5/ = /50(28.0) = 4,275 /N. -L3 C70 V. WOOD Engineering, Inc. smc,.Wm Mk 24 &-py ch.-W&R-m-WaAfi0a-01 10040 FOOTFALL BOULEVARD RANCHO CUCAMONGA, CA 91730 (904) 989-2087 - FAX (909) 989-8106 TREAD DE5/6N (40 P.5.F) sua.lEcr 5P/RAL SHEETNO. 2q OF_ 5TA/R{NAY65-62 b =0" d 6'-6" d JOB NO. R DATE /- 7-// FON THE IRON 5HOP DESIGNED BY . w. 42- 40 P.5.F. L.L. WOOD Engineering, Inc. sorcur GrrvrwcdBRnr Bliip 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 SUBJEOF 5P/RAL 5'-0"0 5'-6"0 b =0" d 6'-6" d 7'-0"0 R 30" 33" 36" 39" 42- 0 OAv 7.75 8.55 9.32 /O. lO /-7-II R-IONr 29 32 35 38 4/ A tso. iw 268 322 379 441 508 PcwiF eLev 93 /I2 132 153 /76 X Ow //.24 /2.24 /3.27 /4.30 /5.3/ R -/-X Owv /7.76 /9.76 2/.73 2370 25.69 MuviF ON-cai 1,65/ 2,207 2,86/ 3,626 4,525 R-/5 OAU 28.5 3/.50 34.50 37.50 40.50 Pamc/2 2e.) 150 150 /50 /50 /50 Mcavc.OK-av 4,275 4,725 5,/75 5,625 6,075 V".J Cew mmwJ 300 300 300 300 300 WOOD Engineering, Inc. sorcur GrrvrwcdBRnr Bliip 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 SUBJEOF 5P/RAL SHEETNO. 30OF_ STAIRWAY 85-82 SUBJECF 5PIRAL JOB NO. sm arEi an..'m Tiffi7t F appy DATE /- 7-// FOR THE IRON SHOP DESIGNED ar JOB NO. 85-82 TREAD DE5/61%1 //8" STEEL 3" x 4_"_G -GROSS SECT/ON PROPERTIES ' ^^ /.) BASIC PARAMETERS r = 0.25" 0=A'-(2r+tJ = 2.375" (l in inl F -n i - 0'=A' -t = 2.875" b = B'- [r + (t/2) + Or (r + (It/2/lJ a = O.O (NO L/PSJ X. = 3938" v = err/2 = /57r /57(0.25 = 0.3925" t-= 0.125" r = 0.25" R = 0./675" y 4G --&---x 4R = 0.075 - NO 7F. ./875" G - 65C 7-10N a = o.125 / NOTE. FOR ED/T/NG PURP05E5 FROM A.l.SL MANUAL TYPICAL LOWER CA55 LETTER `VITH BAR ABOVE /5 REPLACED BY LOWER CA5E LETTER W1TN 'PR/ME" 5YM510L /N TH/5 GALGULAT/ON. EXAMPLE. a REPLACED WITH 0 WOOD Engineering--aJECF..5PIRi4'L , Inc. ;SHEETNO.31 OF ' - W,OOD Engineeriti& Inc. SUBJECF 5PIRAL ;EETNO.'32OFA;- SH sm arEi an..'m Tiffi7t F appy 5TA/RWAY JOB NO. 85-82 STAIRWAY JOB NO. 85-82 a. ... W&A.&A-ilRk&oD-j 4 c- /-7-II 1 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 FOR THE IRON DATE 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA'91730 FOR THE IRON DATE (909) 989-2087 - FAX (909) 989-8106 SHOP DESIGNED BY -` . w . (904) 989-2087 - FAX (909) 989.8106 SHOP DESIGNED BY -- 7-READ DE5161V- rl/B'"`5TEELL` TREAD'DE5/6N 3"x 4" G-GRO55 5E6T/ON PROPER TlE5 (CONT,) 3"x 4" G-GR055 5E67'?ON PROPERT/E5 (CONT% 2) 6RO55 5EG TlONAL AREA 4) P15TAN6E BETWEEN CENTRO/0 AND WEB CENTERL INE WA O.O A = 4[0 * 2b * 2v + a (2c + 2v) J X'& = 2t/A / b6b/2J * rJ + v(0.363r) = 0,12-572.375",, 2(3688 J + 2,10.3-725'Y, OJ + cr [v(b * 1.637r),, c(h * 2rJJ / = 0./25'12375"* 7.376"+0.765"*OJ WA=.00 _ /.317 50. /N. 2,Oq4O = 2(O./25 //.3/7 / 3.688((3.688/2) + 0.25) oavae 3) MOMENT OF INERTIA ABOUT X - AX/5 = 0.1898" / 7.7227 * 0.0356 * 0 / 0.04/70 3 * tt'(0/2) + rJ 2 + v((0/2/ + 0.637rJ 2 = 0. /89B " J 7. 758 / lx = 2t + 0./49r 3 * x[0.0833c 3 + (c/4/(0 - GJ2 _ /,4725 + v((0/2J * 0.637r) 2 + 0.14,7r-3] N/A a . 0.0 5) 0/5TANGE BETWEEN CENTRO/0 ANO OUTSIDE OF WEB 19.5465 0.04/7(2375 3 11664 = 2(0./25Y + 3688%(2.375'%2) + 0.25Y 2 + 0.39257(2375'12) + 0.637(0.225V)-2 + 0.14,7(n25V^3 * O 0.0156 = 025" (0.5586 + 7.6209 + 0.7//9 + 0.0023 + OJ = 0.25" (8.6937) = .2.223 X' = X 'c * t/2 0.0625 _ 1.4725+ (0.125/2) _ /535" WOOD Engineering, Inc. suBJEa SP/RAL SHEETNO. 33 OF_ WOOD Engineering, Inc. SUBJEa 5P/RAL SHEETNO.3'4 OF_ 'D" a `m STAIRNA Y JOB NO. 65-82 &-ft'N46Wrmw 5 TA/RMA Y Joe No_ 85-82 DATE 1-7-H /-7-// FOR THE /RON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 FOR THE IRON -` 0040 FOOTHILLBOULEVARD ULE RANCHO CUCII ONGA,CCA 901730 GATE SHOP 5(:2P (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY W . (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY TREAD OE5/6N (CONT) //8 " 5 -EEL TREAL7 OESIGN //8 " 5 MEL 3 " x 4" (5 -GROSS 5EG TION PROPER7'1E5 (CONT) 3" x 4" G -GROSS 5EG T/ON PROPERT/E5 (CONT) 6) MOMENT OF /NERr/A ABOUT Y - AX/5 8) 0/5TANGE BETWEEN CENTRO/O ANO SHEAR CENTER ! /(b/2)+rl"2+63112 +0.356x3 Xo = -(X'r,+m)' ly - 2t ' = Xo MEASURED /N NEGATIVE 0/REG TION - AX 'c 2 WA a e oo _ -(1.4725" + / 755 4-q,946 /.8440 5b16/8 - - -3228 = 2(0.125 3688((3.688/2) + 025)2 + (3688 3/12 + 0.356(22-25)^3 + O oa/sb 9) 5T. VENANT TORS/ON GON5rANT - /3/7(/. WA a . 0.0r O.g4l 0.94/ r1 = 025" (/6./7/3 + 4./80/ + 0.0056 + 0) - 2855 J = t 3/3 [a + 26 + 2v + a (2c + 2u) 1 = 0.25" (20.357) - 2.655 = 0 L25 3/3 [2.375 + 2(3.6881 + 2(0.3925) + OJ = 5.0892 - 2.855 = 2.234 = 0.0020/3 [2.375 + 7.3760 + 0.7850 + OJ = 0.00065/[/0.5360) = 0.00686 7) O/5TANGE BETWEEN SHEAR CENTER ANO WEB CENTERLINE r WAa =0..0 r 3a' 26 + 01,5 (6a' 2 - 86 '-2)' a'3+ba'Zb'+ ac(Bc'2+12a+6o'2)] WA a 0.0 3(2875."12(3.938•) +'O' _ X3.938," [(2875'% 3 + 6(2.8.75/2(393,6;) .+-p ] 13.7637 816% ' 97650/' - 2/906 n WOOD Englneering; Inc. SP/RAL•:. SyBJEGT>- SHEETNO.;,.3 `= - -' WOOD Engineering,: Lac s ER S.P./RA.L' 36.; s"EEFND OF. Titb?l6wyy STAIRMAY' JOB NO. 85-62 sem 7ft ... 5rAIRMA)- JOB NO. 054-51- -------Carmvee/BBetnb m/BulLip. /_ 7- 1 -7 -II 10040 FOOTHILL: BOULEVARD RANCHO CUCAMONGA, CA 91730 989-2087 B THE IRON DATE 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 FOR THE IRON DATE 5HOP SHOP (909) - FAX(909)98"106 DESIGNED BY U/. C909)989-2087 - FAX(909)989-8106 DESIGNED BY TREADE57GN-= '' //8""'S`TEEC` TREAD DES'/G'N'' //8t" 5'TEEC'=' 3" x 4" G -GROSS 5ECT10N PROPERrIE5 (CONT) -3 x 4" G -GROSS 5EG r/ON PROPERT/E5 (CONT) l0) MARP/NG GON5 rANr /l j PARAMETER fl w -A 0.0 2x'36'+31 -7'2=12o'^27 tX'aa'3 + tX'c 3aJa'2b' + 2t L2 J + -2 Y G E 19.7697 204p2 "373) _ _ C 0.12504 3 (2.8751 3(2.875)1 0'2c'i 3 - a24ac'2 J WA 0.0 _ [4;3755 +11486 /2 13.7637 2(2875% 3(3.938) + _ - [0.3646 8.1696 /9-5076 3(28 75) 2(3938)2 + O 2875 2(3938)2(0.125% 8696 /5 'J7B __ 12 6.1696 12) PARAMETER Q F 6(2875) 2(3.938) + 42.6 75 + O)-3 - 0 6 = t/2[(b' - X'c)^4 + to' 2/4((b' - X'c) 2 - X'c 21 16.0227 /671/6-27# 384.5449 + 0 ?9 /2 1953002 + 23.7637 - O } = 0./25/2[(3.938 /473)4 - 1473"4J + 0.125Y2675) -214[(3.q3,9 - 1.473)^2 - 1.473^21 6.1696 24650 5717076 = 0.0625[36.92/ - 4.708) + 02583[6.076 - 2.1701 = 1.3352 219.0639 } = 0.0625[322/41 + 02583[3 906) = 13352 /26098f = 2.0/3 + 1.004 = 3.022 = 3.484 WOOD E imr3. .r Inc. gJE(7 ' ' 61 5P/RAL SHEEP NO. 37 OF_ WOOD E eeri«.. Inc. "s asYs1 s-- 5FIRAL SHEET NO. 36 OF_ S R . s 7-A IRA" r JOB NO. 05-B2 Sm& rbZ. w srA/RWAY JOB NO. 65-62 LL'mwm/bRscfo4• Bu9f,'A + loom FOOTIi1LL'.BOUIEVARD FOR THE /!.'ON a DATE /- 7-// THE /RON /- 7-// RANCHO CUCAMONGA: CA 91730 (909) 989-2087 - FAX (909) 989-8106 5HOP loom FOOTHILLBOULEVARDBBOULEVARD RANCHO CUCAMONGA, CA 91730 FOR THE /RON FOR SHOP 10040 Foob n iLL 9oui.Eva.Ro RANCHO CUCAMONGA. CA 91730 FOR THE IRON DATE SHOP SHOP (909) 989-2087 - FAX(909)98"106 DESIGNED BY . W. (909) 9842087 - FAX (909) 989-8106 DESIGNED BY TREAD OE5/6N 1/6 " 5TEEL TREAD OE5/61V l/6 " 5TEEL 3" x 4" 6-6RO55 5EG TION PROPER rIE5 /CONT✓ 3" x 4" G-OR055 5EG T/ON PROPERT/E5 (CONT,) 13.) PARAMETER B i AT FULL DESIGN 5TREN6TH Rn = NOM/NAL 5TRENGTH = 5TRENGTH RE515TANGE B/,2 MAX. WE5/DEPTH/RAT10 TH/GKNE55 hl? PER CHAPTER5 B TO G + APPENDIX A. C-RO55 5EGT/ON PROPERT/E5 SUMMARY. ///6" 5TEEL/ h/t rux. 200 = ' A.5.0. = ALLOWABLE 5TREN6TH = RW d2 A = 1.317 50. /N. Rn = FORGE OR MOMENT %l = 200 FOR MEMBER5 a = 0.0 (NO L /PS) Or 42c W - X 'a) 3 52.2 WA NOM/NAL LOA05 = CODE LOAL75 /x = 2223 /N, '4 523 WA = O 524 WA A4.41 A.5.D. 33.1 WA /- NC"wu SMEW M 5x = 2223/(3.00/2) 332 UN5TlFFENED ELEMENT 1N/ 5TRE55 GRAD/ENT ` 57REM57N REgU/RED (a.) 5TRENG7/-/ DETERMINATION, = /.46 /N, 3 14,) PARAMETER 115E0 /N OETERM/NA TION (2) h /N GOMPRE5510N 8 F2 /N TEN5/ON. A5 WA L.R.F.O. OF ELA57/G CRITICAL MOMENT r'x = 2.223//317 = 130 y F . + B i ) - Xo _ //(2(2234)) , 3.022 + 0) - (--3226) ly = 2.234 /N. -4 = l/4, 466 (15069) + 3,226 I 0 Sy = 2.234/1.535 = 0.223,90 5069) + 3.226 rov = 0.3377 + 3226 = 3.566 = /.46 /N, 3 I R = 0./675" l 5ysorrcm = 2.234/2465 = 0.9/ IN. 3 I 3.666" ry = 2234/1317 I 1473" Xo = 3.226!''! 2.465" J = 0,00666 TOP =ORy' y Gw = 3:464 J = 3.566 It = 0. /25" ' ..: 'Y . WOOD E CC L1Ci .'ECM1• .. SP/RAL:._ ' SHEETNO 39 OF•_ ... WOOD En neering;;:Ine. . SUBJECT" SP1Ri4L: 40;, SHEEPNOr.:,. OF__ _ . sm m m rmis?aEsyy - 5TA/RWA)' 65-62 JOB NO'°p' 2bRasE6rwY '.. STA/RWAr JOB NO. 65-62 LL'mwm/bRscfo4• Bu9f,'A + loom FOOTIi1LL'.BOUIEVARD FOR THE /!.'ON DATE /- 7-// GrrvmdNb 10040 FOOTHILL BOULEVA THE /RON DATE /- 7-// RANCHO CUCAMONGA: CA 91730 (909) 989-2087 - FAX (909) 989-8106 5HOP DESIGNED BY --7-->- W. RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX(909)989-8106 FOR SHOP DESIGNED BY W. - TREAD'0E51GN 5TEEL' TREAO-DE5/6N' 5TEE& A. GENERAL PROW5/ON5 B. ELEMEN7-5 (NORTH AMERICAN 5PECIF/GA TION FOR THE 0E5/6N OF B.11 (o)(3) w/t mAx- = 60 FOR UN5TIFFENEO ELEMENT GOLD -FORMED 5TEEL 57-RUC7URAL MEMBER5, 2007 EO/TION) A./2 A.50. APPEND/X A FOR U.S.A. w/t -1 30 `Y/LL 61 VE NOTICEABLE OEFORMATION AT FULL DESIGN 5TREN6TH Rn = NOM/NAL 5TRENGTH = 5TRENGTH RE515TANGE B/,2 MAX. WE5/DEPTH/RAT10 TH/GKNE55 hl? PER CHAPTER5 B TO G + APPENDIX A. h/t rux. 200 = ' A.5.0. = ALLOWABLE 5TREN6TH = RW d2 Rn = FORGE OR MOMENT %l = 200 FOR MEMBER5 B2./ WA (P,I) (M.t) (l = 2.50 FOR GONNECTION5 52.2 WA NOM/NAL LOA05 = CODE LOAL75 /.B.C., A.5.G.E, 7 ETC.) 523 WA A3 LOA05 d COMB/NAT/ON5 PER COVE (-1;2 LEC 524 WA A4.41 A.5.D. 33.1 WA /- NC"wu SMEW M R r —F5' 332 UN5TlFFENED ELEMENT 1N/ 5TRE55 GRAD/ENT ` 57REM57N REgU/RED (a.) 5TRENG7/-/ DETERMINATION, R,WD = ALLOWABLE 055 ION 5TRENGTH (2) h /N GOMPRE5510N 8 F2 /N TEN5/ON. A5 WA L.R.F.O. A6 L.5.0. N/A A7-2 COLO FORM /NCREA5E /GNORE (CON5ER✓A Tl ✓E) WOOD Engineering, Inc. suBJEcr 5P1RAL SHEETNO.41 OF_ WOOD Engineering, Inc. suBJEcr 5P/RAL SHEET NO. 42 OF_ STA IRNA Y JOB NO. 85-62 s /R 5 %AWi i Y JOB NO. 8S-B2 Cmrrn'a/d 10040 FOOTHILL BOULEVARD VA DATE 10040 Foos-BIt BOULEVARD BOOL oaTE /- 7-// FOR THE IRON F08 THE IRON RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY - W . RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY W. SHOP SHOP TREAD OE5/6N //6 " 57 -EEL TREAD OE5/6N //6 " 5 MEL B. ELEMEN7-5 (CONT) 532 /32.1 (a) /CONT.) B3.2 (0)/2) (CONT.) b = w WHEN A t 0.673 (/ + 7P) G3-/.2./ 0 b = RHO w WHEN ,i 0.673 (l + Yr) PERPENDICULAR O f = Fc TO SYMMETRICAL d' _ WHERE F5 /5 AX/5 ✓ F OETERM/NEO i Yr = 1,12 / f1l (ABSOLUTE VALUE/ BY Fa 2.750" CON5/DER f2 = O (WA55ERVAT/✓EJ /F Fe t 0.56 Fy 3000" =0 Fc =Fe K= 0.57+02/Y +0.07iP2 SYMMETR/GAL AX/5 - K = 0.57 (a) Fe = Gs A 0 -ex + Gs J 2 + ro 2/Ut/ Bx)1 7r 2 E F = K (tiw)2 , 2 = /o.3oJ 2 LJ C n- 5f L J L2(/ - 0.57 AC771AL 60/J5ERV. O.K. IrA = 45/7-1301N. = 0.43 (3.14,)-2 (29E6) (0.125/3668) 2 'rx = /.30 /2(/ - 0.047) Qax = [IT 2 5X((KxLx)1rx) 2I - aasev 11-M ro• PIAN _ ((3./4% 2(29Eb)0(/2/ x 42)//-30) 21 F = 12934 = 62,1/6 Z N - A. f _ GAF = 0.6 - 0.4(Mi/M.7) = 0-6 - O-4(O/M ) = 0.6 F/NO• f _ , W '5i = Sc = 0.9/ IN. 3 . ti. 63/.1 (Ti "ro =jr 2 ry 2. 2 x + + Xo (a) PROGEOURE i = Fy = 36 000 P.S 1. t` _ (/.30) 2 + /1.30)2 + 43-224)2-= 3.71 fi (b) PROGEOURE // N/A t = 0125 •SEE PRE.✓/QUS 5HEET3.FOR VARIOUS" 6RO55 5EGTlON PROPERTlE5. WOOR tjg veering, Inc, susjwr. SP/RAL. sHEEr•No:43'oF_ WOOD'E ee ITC.'. suBJEcr.:SP/RAL sHEErNo: `f4 oF_ 5TA/R{NAY JOB NO. 65-62n 5TA/RINAY JOB N0. 65-62 CarrneaNBTiibB 73hg 10040 FOOTHILL BOULEVARDFO8 DATE /- 7- 10040 FOOTHILL BOULEVARD DATE 1-7-H THE IRON FOR THE IRON RANCHO CUCAMONGA, CA 91790 (909) 989-2087 - FAX (909) 989.8106 DESIGNED BY RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY W. 5HOP SHOP TREAD-OFS/GN l/8" STEEL- . TRE9D..DES/GN:- Ila "5`TEEL% 83.2 / B2 / /a) (CONT.) 53.2 / B2. / (a) (CONT 63./2./ (CONT) G3/2./ (CONT) l 7r E Gw 2 _ 0-tt A ro 2 G( + (Kt W^2 ] Fe = 50,/93 2.76(36,000) 0.56(36,000) G = /1.3E6 Kt - 2.1 Lt = 42 Fc = (/O/9lF (/ - ((lOF -03 -V] y aA D 7-0- MAN = 001,7),136, 000)[1 ((lo x 36K.5./J/(36 x -1k2./,7 K.5 /J)I = 40,000[1 - 0201 0-t= l r (3.14^2(217E6,)3 .404 l /1'3E6/0-00666) + = 40,000(0.60) 1.317(3.71)^2 (2 / x 42)2 J Fc = 32,030 < 36,000 (Fy) 1 l _ [775le996E6,o,U,32030P.5./. 16.12 + 7779 ] = 0.0577,5/8 + 126,0371 Fe 9/)J x 13. 566+/-/)\j,13.566,)-2 + (3.71% 2(/1,306/62,1/6)] _ -149,629 13.566 - j 12.7/6 + 13.76(0./62) _ -149,629[3.566 - 390/] _ -149,629 0.3351 Fe = 50193 WOOD Engineering, Inc. suBJEcT 5P/RAL SHEUND. 45 OF_ WOOD Engineering, hie. susim 5P/RAL SHEETNO. '46 OF- „ „ s6jp;ft 5TA/RINAr' JOBNO. 85-62 sm.=.rte.:,, 5TA/R/NAY 65-62 Atb.?4E_ y c_.WB '8'"W _t( 7RbZIE/u'YY C. fain+sdYd R,N&.B gLa JOB NO. FOR THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 FOR THE IRON - . FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE -51-IOP SHOP (909) 989-2087 • FAX (909) 989-8106 DESIGNED BY W. (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY TREAD OE5/67N //6" 57 TREAD DE5IGN I/6" STEEL 03.2 / B2./ K) (CONT.) 332 / 32./ (a) /CON W/t = 3.668/0.1.25 AFTER 82.1 /a) (CONT) = 29.5 30 .: NO NOT/GEABLE DEFORMAT/ON. EFFECT/✓E 5EGT/ON PROPERT/E5 &-AX/5) < 60 MAX. 0. /59' ` F = Fc = 32,030 ` C c_. ELEMENT L X Lx Lx^2 v = /.57r• I R = 0./66" A = f r• = 025" O/ 2.02 /.O/ 2.04 206 0.666 FIR f- O 2.02 /0/ 104 206 0.666 = 0.0023 292G'O _ /2,934 2.332" it, O 0.39 2./73 0.65 164 0.0023 _ /.57.> 0.673 .: b = RHO(1V 2.02" O4 0.39 2./73 0.65 I.64 0.0023 E0. B.2-4 P = O cONSERV. 0.3/2" RHO = !l -40-221A.),11 A O 2.375 2.270 5.39 /2.24 0.0004 !1 - (0.22/157).)/157 0./59" 2.173° /Q1 = l©." = 0.546 = (2.0)-31L2 O3 8 O4 G.G. lO1" 720 ---- ll./7 20.04 /.377 = 0.666 /N. "4 b = 0.546" 3 I y - Lx _ //./7 NOTE. SEG TION PROPERT/ES a7 - =_ /.55 = 0.546(3.666) Z' L 720 ARE GON5ER✓AT/✓E BA5ED = 2.02 0.76" 155" 2 UPON K = 0.43 t 0.57 MIN. P, X /y = [ / }, + Z Lx 2 - X 2X L] t WITH Y/ = 0 (SHT. 4/) _ AFTER B2.l (a) nl - -y 5 '2,2 7"" _ [1.377,,-20.04 - (/.55) 2(720).)0.125 . __=, _ -!2/.'42 7. 30j(5).125 FIND .5e = EFFEC 7-1 VE `/ i 3.666" / _ !4.12j0/25 = 0.515 UN5Tl)-FENED LEG IN COMPRE551ON SEG T/ON MODULU5 SUMMARY.• ABOUTy AX/5 3.675" I 3.936" EFFECT/✓E 5EG TION y y AXl5, / = 0.5/5 /N 4. l = 0./49r 3 = -0.0023• 4:000" BOTTOM.• 5e. = 0.5/5/1.55 ='033 7N. 3'(G.OMPRE557ON LEG) ' .' v = /.57r _ 0.39 t = 0./25" TOP.• 5t = 0.5/5/0.76 = 0.66 IN 3 (TENS/O/V) 15EE NOTE). WOOD'Engineering,.Inc. su&IER SPIRAL' SHEEENO:- 47 OF-WOOD Ekgneeripg,jnj6. SUBJECF-SP/RAL SfiEETNO. smcns :e STA/RWAY JDBwo. 65-62 s> _ STA/RWAY 05-62 rn,...o: as rJrsc>, DOW /-7-// om-tn.>yml roe No /-7-// I FOOTHILL BOULEVARDq RANCHO CUCAMONGA, CA 91730 FOR THE IRON DATE 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 FOR THE /RON DATE SHOP SHOP (909) 989.2087 - FAX (909) 989$106 DESIGNED BY " . W . (909) 989-2087 - FAX (909) 989$106 DESIGNED BY ' . W . TREAD DE5145.1--' 1/6" STEEL TREAD DE5/GN l/6" STEEL. PER 03.11 8 C3./2 (03.13 $ (53./,4 ARE N/A) GHEGK HANDRAIL 7-0,915 7RIBVrE 300+ G.L. (CONT CHECK / l/2" O.O. x //6" WALL ALUM/NUM OR BRA55 /CONT.) 5MALLE57- OF / = 0.049067((d4) - (d,4,V Mn = Se, Fy = 0.66(36,000) = 23,760'# 5e = 5t = 0.66 OR Fy = 36,000 = 0.049067((/.5"4) - (1.25"4)) Mn = Sc Fc = 0333(_9203O) = 10,570"# 50 = Sb = 0.33 = 0.1217 /N, "4 Fc = 32,030 MALwpv = Mn/!lb = 10,570/167 ALUMINUM 3003-H14 (W/GIRGUMFERENT/AL NELOSI Ftu = 20.0 K5.1 Fty = 17.0 K.5/. Fcy = 16.0 K.5.1. = 6,32q"#.> 6,304'# 6,075"# 4007'-0'O/AM, Fsu = 12 / _ IO.OE6 svr. 2t MALcN. y-4.ws = 6X29"# A.5. -- J TEN51ON / Fbt = 1/7 Fty/ny = /./7(/7)/165 = /2.05 CHECK DEFLECT/ON i OR A MAx = PL 3/3El 26 I/2" MIN. l I/2" Fbt = 124 Ftu/Kt nu= /.24(20)//.0(195) _ /2 72 = 150(40.5)3/3(29E6)0.5/5 40 1/2" MAX. = 0.222" < 2L/360 = 0.233 O.K. - COMPRE55/0N AM{ _/50(26.5)"3/!3(29E6)O.5/SI 42 Rb/t = 0.7_5/0.125 = 6.0 < 20 = 0.078 " < 21./360 = O. l6 " O K. covsERv. 21"MAX -'Y Fc = 1/7 Fcy/ny = 1/7(/6)/1.65 = /134 K.5.1 OR 10.0 GHEGK HANDRAIL TO 0/5 TR/3U7E K. 5./ W/O 300# GONG. LOAD FOR TOR5/0N Mwazw = 0./72 x /0.0 WELDS REDUC TION ON TREAD = 1720'k OR /, 720'# /,566m = (300#/2)/21" = 7.l#/" M = 7./(21) 2/2 = 1,566'# GO% coNSERV cONr. HANVIRAIL W/LL PROVIDE SAME F/XITYGHEGK 1 1/2" O.D. x l/6"WAL ligi ALUMINUM OR BRA55 5 = 0.096175((d"4) - (d "4))/d = 0.0176/75(154) - (125"4))/l,5 = 0.172 IN 3 WOOD Engineering, Inc. suB1ECT 5P/RAL SHEETNO. 4" OF_ WOOD Enoneerill& Ine. suBJEa 5P/RAL SHEETNO. 5O OF_ sm n.wsv--w STAIR/NAY JOB NO. 85-62 scorn a 6y' m g STA/R/NAY 65-62 7Xb71 Ene/yy Cbrm.rdaAResdnL4YBWfyAsypn /-7-I / Mb 14 &wyy Lbmo 1N6RnsMnti.l&q'iAQxWn JOB NO. /-7-// FOB THE /ROH FOR THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE 5HOP SHOP (909) 989-2087 - FAX(909)989-8106 DESIGNED BY (909) 989-2087 - FAX(909)989-8106 DESIGNED BY TREAD DE5/6N //6" 5 MEL TREAD DE5/6N //6 " 5 MEL GHEGK HANDRAIL TO 015 TRIBUTE 300# G.L. (CONT) CHECK HANDRAIL TO 0157RIEVTE 300# G L. (CONT CHECK / I/2" O.D. x //6" WALL ALUM/NUM OR 5RA55 /CONT CHECK / l/4" O.O. x //8" {VALE 5 = 0.098/75/(/25-4) - (/0^4V = 0./42 /N. 3 BRA55 343-94 5T9. H56 Ftv = 40.0 K.5.1. Fty = 16.0 K.5.1. E = /5.056 / = 0.049087(//.25 4) - (/.0"4,V = 0.072 /N. 4 BRA55 VALUE5 EXCEED ALUM/NUM O_K.N/cs of MAM-RIALS ALUM/NUM 606/-T6 CHECK DEFLECT/ON JOW AILEY 0 sOA5 Ftv = 42.0 K.5/ Fty = 35.0K5.4 Fcy = 35.0K.51. P`6C555 d = (7./(2/)"406(/0.056)O.129J Fsv = 27.0 / _ /O.OEb = 0.133" TEN5/ON COMPARED TO TREAD DEFLEG T/ON Fbt = //7(35.0)//.65 = 24.62 7 -O "d FAG TOR = 0.222/0.133 = /.67 5AY /00% OR 5'-0",P FAG TOR = 0.078/0.133 = 0.59 5AY 59% Fbt = /24(42.0)//0(/ 95) = 26.7/ CONCLU5/ON: COMPRE55/ON CON5IDER 59% OF TREAD /DEAL/zeD DEFLECnOH. Rb/t = 0.65/0.125 = 5.2 < 20 N1rH.5L0FE0 HANDRA/L'Fc TORS/OVAL MOMENT l5 A PORnoH OF -9000 = 1. /7(35.0)//65 = 24.62 K.5.l COV. RE5/5 TED BY HANDRAIL. AMtO )RAA5FER W MALLcry = 0.142 x 24.82 = 3.52k > /,575"# AXIAL LOAD /N HANDRAIL ! O/57R/Q/' rED 7HROU5HCVr rHE.5rAIRNA r GHEGK DEFLECT/ON d = [7.1(21)"4He(IO.OE6)0.072J = 0.240" 42„ COMPARED TO TREAD DEFLEG TION -'------_-- 7=0"-P FACTOR = 0222/02-40 = 0..93 5AY 93% w = 7/V 5-0"0 .FACTOR ='0.076/0.240 = 0.33 5AY 3331; -COV. i GONGLUS/ON.•_ 300# CONS/DER 33% OF TREAD TOR5/0kVAL MOMENT /5 RE5/5TED.'BY HANDRAIL. (GON5ERVA7-1VE FOR 7=0" OIAMj - WOOD Engineering, Inc. sUBJECf 5PIRAL SHEETNO. 5/,. OF._ WOOD Engineering, Etc. sUBJECf SP/RAL sHEETNo" ` OF_ da.n,re ,;g 5TAIR{NAY 65-82 5TA/R/'VA 65-62 rjZA!24 l yy ARDDATE JOB NO. 1-7-H JOB NO. FOR THE IRON FOB THE IRON 10040 FOOTHILL OULE RANCHO CUCAMONGA, CA 91790 ioD40 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE SHOP SHOP (909)'989-2087 FAX (909) 989-8106 DESIGNED BY (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY TRE4D..:DE5/GN l/6=`.`STEEL.. 7. TR€AD DE5/GN. lie_.,' .S:rEEL_: CHECK HANDRAIL TO D/5TR/BUTE 300# G.L. (CONT GHEGK HANDRAIL TO 015TR/BUTE 300# (5.L. (CONT GHEGK / I/4" O.D. x //4"WALL CHECK / 3/4" x 2" SOL /O OAK 5 = 0.096/75((/25"4) - (0.754)) = 0209 IN 3 5 y /.75(2)"2/6 = ll7 /N. 3 / = 0.049067(1/25 4) - (0.75"'4)) = 0.106 /N. ^4 / ^ / 75(2) 3K2 = /.l7 IN. -4 BRA55 843-94 5 71 N56 RED OAK OR MIXED OAK OR WH/TE OAK 5EL. 5TR. 1,/50 = /, FYI _ x /5 725 P.S.I.lE6 Ftv = 40.0 K.5./. Fty = 16.0 K.5.4 E = 15.056 BY COMPAR/50N, V5E FORMULA5 5AME A5 ALUM/MIM. E 4 _ E / , , on _ /,I7 x 1, 725 = 2,0/6'k 1,575 "# h Fbt = //7(/6.0)//65 = 21.06 --COV. OR Fbt =/24(40.0)//.95 = 25.43 GHEGK DEFLEG TION / 3/4" d = (7.1(21)"41,Wl./E6)1./7J = 0./34" 555 TION 51MILAR TO ALUM/NUM, CON5/DER Fcy = Fty COMPARED TO TREAD DEFLECT/ON 7 =0' d FAG TOR = 0.222/0.134 = 165 5AY /00% 0209 x2/06 = 4.40'k /575"# 5'-0" 0 FAG TOR = 0.076/0.134 = 0.562 5AY 56% GHEGK DEFLECT/ON A = (7./(2/)^406(/5.OE6)0.106J = 0109" GONGLUS/ON.• CONS/DER 563i5 OF TREAD TORSIONAL MOMENT 15 RE5/5TED BY HANDRA/L. COMPARED TO TREAD DEFLECT/ON (GON5ERVAT/VE FOR 7=0' d) 7 =0'd FAG TOR = 0222/0. /09 = 2.0 5AY 100% 5'-0"d FAG TOR = 0.076/0./09 = 0.72 5AY 72% CONGLU5/ON.• CON5/DER 72% OF TREAD TOR5IONAL MOMENT 15 RE5I5TED BY HANDRAIL. (GON5ERVAT/VE FOR 7=0"m) WOOD Fngineering, Inc. suBJEcT 5P/RAL SHEETNO. 53 OF_ WOOD F.njoneerigtg, Inc. suaiEcr 5P/RAL SHEETNO. 54 OF_ s&-LW&v- m 57-AIR?VAY JOB NO. 85-82 m 5TA/R{NAY 65-62 1&6710-W Qatrr+dds&Ra6haas'Bd/Sm // /- 7- 774b24 (omr IBRB 'm +a7 JOB NO. /-7- FOR THE IRON i08 THE IRON 10040 FOOTHILL BOULEVARD RACHO CUCAMONGA. CA 91730 N DATE 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE SHOP 5HOP (909) 989-2087 . FAX (909) 989-8106 DESIGNED BY - W . (909) 989-2087 - FAX (909) 989$106 DESIGNED BY 1w1. TREAD DE5/6N //8" STEEL TREAD DE5/6N //6"S -EEL GHEGK HANOR4/L TO D/5TR/BUTS 300# G.L. (GONTJ 6=6"D/AM. CHECK TOR51ON /N/ 300# G.L. M2'SUMMARY.• FOR: HANDRAILS (NOT GR/TICAL W/ UN/FORM LOADI / //2" O.D. x //6" WALL, 3003-H14 ALUM/NUM OR 6 -6" D/AM. GR/T. PT A' 843-94 5T0. H56 BR455 (5950 Mx = 5,625" (SHT 29/ VH 2375 OR / //4"0.0. x l/8"WALL, 606/-T6 ALUMINUM(33 % Mz = /50a VHN.A__ OR = /50(/0./0/ _ - "o'--ry / //4" O.D. x //4" /HALL 843-94 STD. H56 3,9,455 (72,$K)/,5/5"# j h m 0 OR / 3/4" x 2" 5EL. 5TR. REO OAK, MIXED OAK, 0.67Mz = /,015'# 0 1) ry I V OR WHI TE OAK (561 VH = Mz/0.70 u 415E: HANDRAIL5 TO RE5/57- 33SI; OF TOR5/0NAL MOMENT /N 7READ5 BA5ED UPON M05T = /,0/5/0. 76 0./25" GR/T1GAL 5'-O" D/AMETEK' FOR TREAD DE5/6N, _ /,30/# (TORSIONAL 5HEAR) U5E 67% OF TOR5/0NAL MOMENT FOR DE5/GN. CON55RVATIVE FOR D/AMETER5 LARGER Vv = 300#/2 = 150# (VERT/GAL SHEAR, 5H 29) THAN 5'-O" I 5EG TION AH = 3.0 x 0./25 = 0.375 50./N. /50+ (AT GOLD OR AH =2x 0.76x0.125 = O /95 —60v Avg=2rr4"x0.0.112525 = 1.00' 5EGT/0N (AT BALLU5TER) WOOD,EngWeering,•Inc. sueJEcr.SP/R9'L.. sHEErao. 5 ` OF WOOD Engineering, Inc. suaEcr SP/RAL: o: 56' _ sHEEFNO.-OF-- sm „ .TiGbTlEmpy, STA'lR{NAY A JOB NO. BS -82 _.i&ex ''m 57A1RlNAY JOB NO. 6S -B2 CarruoadNet64rmNBdfimLbr ln /— 7-// Camw AReoubim/B:?d'mn /- 7-H FOR THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA:-C4 91730 DATE 10040 FOOTHILL'BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE SHOP 51 -IOP (909) 989-2087 '= : FAX.(909) 98"106 DESIGNED BY ' . W . (909)-989-2087 -- FAX(909)989-8106 DESIGNED BY TREAD DE5/GN:-- //6" 5 -MEL- TREA0-DE516N- 3//6-" 5 -MEL'`.' 6'-6 "P/AM. T-0" DIAM. G33 60MBINEO SHEAR AND BEND/NG CHECK 7'OR5/ON {N/ 300+ G.L. ll v(VvJ ? 121 os (NOT CRITICAL /N/ UN/FORM LOAD1 Mz Mnxo J + \ Vn f + ` VnH f J 10 / C C 7'-O" D/AM. GR/T. / Mx = 6,075"# PT. A' .(lb = 1.67 VH -2.375 Mz = /50a —'ob- M = Mx = 5,625"# = /50(10.66% VH N.A_ Mnxo = /0570"# _ /,632"# I f2 v = /.60 0.67Mz = 0.67(/,632/ m 0 (y CA MAL Q = 1,093 "# ry i Vv = 300#/2 = l50# 0.125" Vn=ArvFv h4= 4.0/0./25=32 = 111.0/2/,600# VH = Mz/O.76 3.00" = 2/,600# EKy/Fy = 29E6(5.34j/36,000 = /,093/0.76 VH = /,301# = 65.6 32 = /,40/# (TOR5/ONAL 5HEAR) SEG TION VnH = (0./95%(2/,600% Fv = 0.6OFy I (AT COL,% = 4,2/2# = 21,600 Vv = 300#/2 = 150# (VERT/GAL 5HEAR, 5HT. 29/ ^ 167 x 5625)-2 ,625 /.60,y /5 0/60x /,30/-2 0.5 AH = 3.0 x 0.168/0,570 > ( 2/,600 )-2 t 10 + ( 4,2/2 ) ] = 0.564 50./N. OR x(0.89/2+(O.O/l/2+(p,49j JO.S AH=2x0.76x0.166 [0.79 ♦ 0.00 + 0.241^05 = /O/ - /00 /% O✓ER O.K. TORS/ONAL = 0293 --COV. MOMENFN16'-6"VIA M. Av = 2 x4" x 0./66 O - /066" HOMO BE LE -155. 1.50 5E6 T/ON U5E.• G3 x 4 x //6" MIN. TREAD 5EC r/ON (AT BALLU5TER) FOR 6 '-6 " MAX. DIAM. {KITH 40 P.5.F. L.L. $ 300# G.L. WOOD Enoneering, Ine. susiEcT 5P/RAL SNFErNO. -57 OF WOOD E gineering, Inn. suBjEa 5P/RAL SHEETNO. •58 OF— S � STA/RWAY Joe NO. 05-82 5 rA/R{NA Y 85-82 ,� LhrmwCY6Be�B�S'pqu(n /- 7-// O»na•WmBasF�M�BldiipAcgn No. /- 7-// FOR THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 FOR THE IRON DATE SHOP SHOP (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY —`�" W - (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY W. TREAD PE5/6N 3/16 " 5TEEL TREAD DE5I61V l/8" 57-EEL M/N. 7=0"DIAM. 63.3 COMB/NEO/SHEAR AND BEND/N6 G3.6 COMB/NEP 5END/N5 AND TOR5/0N p4,o-% 12 / l2 v(Vvi ( (l v(VH,) 121 O5 GON5/DER COMB/NEO BEND/N5 PLU5 TOR5/ONAL 5HEAR5 Cr )2 /•0 1\ { l\ + l\ CHECK /N G3.3 5A7-15FAC rORY AND AL-50, 5EGT/ON /5 Mn x 0 /1 Vn /1 Vny /1 J RE5TRA/NEO. ,flb = /67 GJP 7H/GK/JE55 AO./57MENr /GO/✓SERV. EFFELT/VE GK. GDNNEG TION ® COLUMN M = Mx = 6,075"# sEc new AI=0 Be LARGER/ Mnxo = /0,570"V,13//6)/(1/8)) = /5,855' BY /N5PEG7/0N, USE COMPLETE JOINT PENETRAT/ON WELD TO tl� .0 v = /.60 PEVELOPE 57-REN6TH OF MEMBER. N Vv = 300 /2 = 150# USE.• WELD PER PETA/L d1'WE70XX. 300„ Vn = AsvFv h/t = 4.0/0.L25 = 32 EFFEG T/VE SEG TION = 32,400# EKy/Fy = 2956(5.34)/36,000 CHECK TREAD ® CON6ENTRATE12 LOAD VH=/,401# =65.632 VnH =(0293)(2/,600) Fv = 0.601y EDSE 5TlFFENER = 6,329+ = 2/,600 IAM E' 8 GREATER ) 1.60-3240/ \21 0.50 C` /6 5,85 07512+ l' I\ Q 32,400 J J J GA552 k k I 300+ Q Q Q k Q [(0.64)^2,, (0.00V^2 (0.35%?J"O.5 0 GONG. Q Q ((0.4/)••. 0.'00+ O."/3J O.5 = 0-73",( LO Yi LOAD (0 ry ^ 0 m USE.• G3 x 4 x 3116 " MIN. TREAD 5EC TION®� , �0 FOR 7'-0" MAX. PIA m. mrH 300# ON 61, 40 P.S.F. L.L. 8 300 G.L. 2” x2" 5Q (4 50. /N) 12" TREAD PLAN 5 -0" D/AM. TO 7 =0" D/AM. _ WOOD...Eng�irieering; Inc. SUBJECT .`JP/.RAL: sHEETNO: 59 OF_ - WOOD En�neeriag; Inc. Su&IEa-5P/RAL SHEETNO. 60-OF. 7kbXEarpy. STA/RWA)' JOB NO. 85-82 .,.�N 57-VAY JOBNO. Lbmwm6Re6rMd.BA&p OssBn /- 7-// Qyms�ARafiknRal&R6p Cbsy+ FOR THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 GATE 10040 FOOTHILL BOULEVARD RANCHO CUCAML BOOL V A 91730 GATE SHOP SHOP (909)989-2087 - --•FAX'(909) 989-8106 DESIGNED BY �. W . (909) 989-2087 C- M FAX (909) 989-8106 DESIGNED BY TREAD=DESISN' l/B" 5TEELM/N. _ TREAD'OE5/5N 300++ !%8"" 8' 3%/6 ' S'TEEG GHEGK TREAD AT GONG. LOAD CASE / + TREAD SUMMARY.• 40 P.5.F. OR 300# G.L. _� AVG. M = PL/6 = 30007.8%/6 = 890"# I I PARrTAL FlxlrY /^4 78"q 2'-6" MIN. RAO. GON5/DER 2-WAY A6 TION NI L2" EFFEG T/VE W/DTH GA5E I ®Z 3 -6 " MAX. RAO. ---- COA55RV. FOR 6'-7' W 7'-0' DIAM. 5 = L2(O./25) 2/6 = 0.03/3 TREAD / = 12(O.L25) 3112 = 0.00/953 MA = 0.03/3(0.75 x 36 rs.i% = 843V a 890"# D.K. — I 1 + d = l(300/2i(17.81 "3J/(/42(29E6J0.00I953J = 0.078 N I1/6 " Nor GR/r/GAL 0 I _ I _ J CHECK 300# G.L. AT END OF TREAD CA5E 2 L = 2/" MAX. I/8" 5TEEL PLATE UP TO P = 300+300 n1 3'-3" RAD/U5 (6 =6" D/AM•) M = 300" (2/)/4 = 1,575 Q 31/6" 5TEEL PLATE 3'-4" TREAD TO 3 -6 " RAO/U5 1/7'-0" L>/AI—f,) CK. L2" x 2" x l/8" (GON5ER TO COLUMN FL, = 2000 P.S./. ry GJP 5 = 0.131 MA = O./3/ x 22000® TREAD = 2,882"# ,) /,575V 2„ d N d = [300(2I) 3%/(/92(2956)0.190% GA5E 2 — — — — — — — — = 0.003 NOT CRITICAL NOTE.• 5ALLV5TER5 W/LL AL-150 TRAN5FER 300+ LOAD TO HANDRAIL AND 0/5 rR4EVTE TO 510E OF TREAD. COLUMN l/8 2" LIP MAY BE OMITTED AT V5E"• l/8" PLATE M/N. FOR V-O" 01AM. MAX. (6 - 7" TO 7 =0" L2/AM. REQUIRE5 3/l6 " 2'-6 " RAOlU5 FOR 57RENGTH AT COLUMN) WOOD Engineering, Inc. SUBIECT 5P/RAL SNEEINO. 6/ OF_ WOOD Enidneering, Inc. SUBJECT 5P/RAL SHEETNO. 62 OF_ S1n.rA*24&-ry rftm& 6Wyy STA/R/NAY JOB N0. BS -e2 STAIRWAY 35-32 Cb'rrrivofyAResdav/d&IipA r BOULEVARD DATE/- 7ftZ4&-w mm»'WARarUnrr'rBWLpAuSn JOB NO. FOR THE IRON FOR THE IRON RANCHO CUCAAMONGUA 999-2087 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE SHOP 5HOP (909) - FAX (90 DESIGNEE) Br . (N. DESIGNEE) OM 989-2097 - FAX (909) 989-8106 DESIGNED BY TREAD DE5/6N 3//6 " ALUM/NUM TREAD DE516N 3/l6 " ALUMINUM 5E6T/ON PROPERTIE5 R = 0.375 556 TION PROPERTIE5 (CONT,) 5052-H32 0./88 /x = 3253 /N. "4 <t - 5xt = 3.253//.564 TR 5xc = 3.253/2.436 = 1.34 /N. 3 ry /y = 5.164 IN. 4 Sy = 3./64//.5 500 •500 = 2.H /N. 3 3000 Y ALLO/HABLE 57-RE5555 ('{HELD AFFECTED AREA/ b/t = .625/0./33 SEG TION (0lee) I/2" _ /" = /9.3 -> /4 < 39 ---------------------- RE6ION5 ---------------------- Ar'ea. /-952 Fe = 9.7 - O./66(b/tV Perimeter, 2/./42 = 9-7 - 0.166(19.3V Bounding box: X. -/.500 -- 1.500 = 6.50 K.5-/. Y' -"2..436... --...1.:564.. Centroid. X.• 0.000 Y, 0.000. MA = 1.34/6.50) Moments of inertia: X.- 3253 Y.•. 3.164 - = 6, 7/0W Product. o)' inertia:. XY.- 0.000 Radii, of gyration: X• 1-29/ Y.- 12.73 Princ Pa/ moments . and X -Y d/sections about centroid., /: 3.764 along X0000 -/-000) J.• 3253.a/ong [/.000 0..0000]. s * WQOD Engin suBJEcr SP/R.4L.. SHEErNO: 33, F_ O CSA Y WOOD E ee Inc, SUBJECT' 5P/R4L 64 SHEETNO' 6 OF t STA%R/HAY ru g,;Inc• 7ffb7lGayy 5TA/RWAY JOB NO. b5-82 s 95-e2 10040 FOOTHILLBOULERD DATE /- 7-H 7A*24E- ,; 10040 FOOTHR L BOULEVARD JOB NO. DATE 1-7-H FORTi7HE IRON FOR THE /ROA RANCHO CUCAMONGA; CA 91790 (909)9891-2087 • —FAX (909) 989-8106 DESIGNED BY W . RANCHO 'CUCAMONGA, CA 91730 (909) 989.2087 -- :FAX(909)989-8106 -DESIGNED BY SHOP SHOP _ TREAD" DE5/GN 3/16'AL-•'UM/NW-f - - TREAD- DE5/6N 3%/6'"ALUM/NUM ' GHEGK DEFLECT/ON 5052-H32 CHECK 7OR5/0N /N/ 300# G.L. 5052-H32 7'-O" O/AM. (NOT GRIT/GAL NI VN/FORM LOAD) 7'-O" LNAM. d = PL 3/3E/ 7 =0" D/AM. Mz Mx = 6,075V (5HT. 29) PT. 4' 2L/600 < 2L/360 ✓/ I Mz = 0500 5'-0" 01A M. _ 150(10.6e,)d r = /50(26.5) ""313(/0. /06)325 ` 1,632,# N.A. --- O 0.e7Mz = /,420W /3 COMPARED TO HANDRAIL d = 0.240 COV. (5HT. SOV REOterio/v N FAG TOR 7'-0" D/AM. = 0.10110.24 = 0.42 OR 42% OF 300# l5 = VH Mz/I56 015TR13VrED TO = /,420/%56 I1. 0.166' RE5/5T TOR5/ON. = 9/E)# (TORS/ONAL 5HEAR) 300" FAG TOR 5'-O ° D/AM = 0.032/0.24 = 0.13 / OF 300# /5 Vv = 300#/2 SEG TION DI 01STRRIBUTEE) TO = /50# (VERT/GAL SHEAR, 5HT. 29) j1AT COL) RE5/57- TOR5/ON. 00 AH = 3.0 x 0.166 I 6ONCLO5/ON.- CON5/0ER CA; OF TORSIONAL MOMENT = 0.564 50./N. — COV. 15 RE5/S TED BY HANDRAIL. 42E - RAH=2x (GON5ERVAT/VE FOR 7=0" D/AM-V AH = 2,w156x0.106 = 0.566 Av = 2.y 4"x 0-/66 FOR: HANDRAIL5 5HOIHN ON 5HT. 50. = 1.50 55C TION 05E: HANDRA/L5 TO RE5/5T /3% OF TOR5I0NAL MOMENT (AT BALL 05TER5) /N 7-REA05. FOR TREAD DE5/61V W/ 3/16 " ALUMINUM, 05E 67% OF 7OR500NAL MOMENT FOR TREAD DE5/GN. (CON5ERVAT/VE FOR 7' O" OIAM)- WOOD Die. sua/Ea 5P/RAL SHEETNO, 65 OF_ WOOD,FAlenCCtltlg, DIC.5P/RAL SUBJEa SHEETNO. 66 sm,m asv--w m t 5TA/RHA r5 ,, oe No. 85-82 "m 5 TA/RHA Y JOB NO. 85-62 e Tia DATE /- 7-// /-7-// FORTHE IRON 10040 FOOTHILL BOULEVARDFOR RANCHO CUCAMONGA, CA 91730 THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE SHOP SHOP (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY W . (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY TREAD DE5/6N 3116 " ALUM/NUM TREAD DE516H 3/16 " ALUMINUM 4.4 COMBINEO SHEAR ANO BENDING 5052-H3-2 5052-H32 /HELD AFFECTED AREAL 7'-O" D/AM. GK. CONNECT/ON ® COLUMN 7=0" D/AM. o a a + + (±. / p GJP BY INSPECT/ON, U5E COMPLETE Fs - JO/NT PENETRAT/ON HELD TO OR DEVELOPE STRENGTH OF MEMBER. M a Vv a VH a (5EG TION 5.2.2.2% 0 + + ` 40 ( ( > ( MA) VVA VHA) 05E. HELD PER DETAIL W/ 5356 HELD FILLER FOR M = 6,075V 5052 TO 5052 OR 5052 MA = 9,7/0'& Tp 606/-T6. Vv = -300#12 = /50# V vA = AvFv h/t = 4.010./68 = 2/.3 < 55 EFFECT/VE 5EGT/ON = 0 543.30% ... Fv = 3.30 K.5.1. CHECK TREAD ® CONGENTRA TED LOAD - 4,450 EDGE 5TIFFENER VH = 4 FOR 5'-6 " D/AM. VHA =AHF✓ 6' B GREATER L6" VHA = /0.564//3.30/ Q = 1,86/# GASE2 k k a \ q1,2GONG.B,/0' / 4 O /,86'//?J 4126 (0.70%2.+/0.030%2+(0.4171-2A(0.44) + 0.00 + 024 = 0.73 < I00 300# ON 2„x2„ 50USE.• G3 x 4 x 31/6"M/N. 5052-H32'ALUMINUM /4 SGJ lNJTREAD 5EGT/ON FOR 7'='0" .MAXrVIA'M' "17H' 40 P.S.F. L.L. 8 300+1 C. L. TREADPLAN 5'-0" DIAM. TO 7=0" D/AM. ... .• WOOD:EIneering,"LIC. .sUBJEer-5PIRi.AL .. .SHEETNO.. 67 OF_. .. WOOD~E ee LIC. n 17t1g . suBlEa 5P/RaL SHEET NO. 6B:DF_ STA/RHAY N0. BS -B2 stuYud ' 5 TA/RHA r 85-62 i LbmmCN6Re iNR vp-O, JOB /-7-I1 Cbnmrts'&R—bWd&#*wD.,(. .LOB N0. 1-7-11 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 FOR THE IRON DATE —` . 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA.-CA 91730 FOR THE IRON DATE SHOP SHOP (909)'989-2087 - - FAX (909) 989-8106 DESIGNED BY W . (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY LAI. TRE.4P-L;lE51GN= 31/6 "AL—MM/M114 TREAD DE5/GNa 3//6" ALUMINUM CHECK TREAD AT GONG. LOAD CA5E / 5052-H32 7'--O" D/AM. TREAD SUMMARY.• 40 F..5. F. OR 300# C. L. A ✓6. = 890" ~ PAR7/AL F/X/7Y 300# 2 -6 " MIN. RAD. GON5/0ER 2 -WAY AGT/ON H/ /2" EFFECT/VE H/DTH®Z 3'-6" MAX. RAO. Ft=14.0K.5.1. Fc=/7.OK.5.1. 0.0707 I TREAD 0.00665 * I, 0 MA = 0.0707('14.62.<-5.1.) = 990'# 840"# oK A = (/300/2/(17 e,) 3J 142'10.166)0.006651 = 0.066 ti 1116 " NOT GR/T/GAL 0 I CHECK 300!1 G.L. AT ENO OF TREAD 6A5E-2 J L = 2I " MAX. 300# P = 300# " M = 300(2/)/4 = 1,575V m 31/6 ALUM/NUM PLATE 5052-H32 W/ 5356 WELD GK. L -2" .y -?",y 3/l6"(GONSERV.J h FILLER A T HELD5 TREAD b/t = 2/(3/16) = /0.7 > 8.0 TO COLUMN 4/5.0 2" N GJP Fc = /7.3 - 0.0574(/0.7) _ /1,/58 ® Fb = 1/,158 P.5.1. CA55 2 TREAD 5 = 0.166 d h MA = 0./86x//,158 —------- = 2,075"#,> 1,575"# d = (300/2/) 3X142/00./Eb)0266J = 0.005 Nor cRmCALCOL UMN I/8 NO BALL1,57-ER5 H/LL AL -50 7-RAN5FER 300!1 LOAD 2" L /P MA)' BE TO HANDRAIL ANO 015 TR/BUTE TO 510E OF TREAD. OMITTED AT USE: 3/l6"ALUMINUM PLATE, 5052-H32 2'-6 " RADIUS FOR 7'-0 " D/AM. MAX. WOOD Engineering, Inc. wwECT 5P/RAL SHEETNO 69 OF— WOOD Engineering, Inc. suwEa 5P/RAL SHEETNO. 7O OF— Smc&#W&vmmv 5 TA /RNA Y Sanm 5 TA IRNAY Tmxzie,—• geND. 85-62 mbze r JOB NO. 85-62 bir 10040 FOOTHILL THIL tlB ARD FOR THE /ROH DATE /- 7-// 10040 FOOTHILLRLBOULEVARD DATE /- 7-// RANCHO CUCAMONGA. CA 91730 RANCHO CUCAMONGA, CA 91730 FOR THE IRON (909) 989-2087 - FAX (909) 989-8106 5HOP DESIGNED BY — . W . (909) 989-2087 - FAX (909) 989-8106 SHOP DESIGNED .1 1. W . TREAD O/MENSlON5 MIN_i 4" O.D. P/PE COLLAR G = (Ro 5/N (30/2% - 0.3 75J2 )l _ Ro-2+Y 325 G b _ 3.25 Y+12 Y CHECK".FOR' iPo =-30 Y _ 30-2+Y 3.25 %4.76 Y = 7.64" b _ 325 Te -17a, /2 b = FA • 3/4 " SQ. TUBE 5P/NOLE t'TYP/GAL% 5P/RAL 57-AIRNAY TREAD GONNEG T/ON 0E5/GN TREAD TO COLLAR GO 115E.• SAME A5 TREAD TO COLUMN. 33" 16.33" 5EE PREVIOU5 5HEET5. 36" _ 6.41" 39" nlBACK - 575P ° I O V = 300# GOUGE d 17.0" 46.0" 671-01, Uzc W 262" m 6'-6" 40" 26.2" COLLAR 54.6" N 43" 30.4" -5GJP EA. 5/DE COLLAR TO COLUMN OF 5TEP O VMAX. = 300# Ro 15" 'b" 30" 14.78" e.111- 33" 16.33" 8.31" 36" 17.88" 6.41" 39" 19.43" 6.5" 42" 20.99" 6.57" 3.25" 40# L.L. COLUMN - //64" 5//6 " D/A. 5ET 5GREN 6" = /o/A4' -'llcl 5ET SGREN BEARING AREA DUE TO 5ET 5GREN a SGZEAS A = ( T(0203//2 + r(O.156//1 00/56 (14) = 0.0352 fv = 300/0.0352 1164-oEmM = 6,522 P.5./. < /4,400 P.5.1. (5rEEL SHEAR) < 12,000 P. 5.1 (-ALUM/NUM SHEAR 606/-T6 COL-) CHK (2) #/2 5.0.5. T.5.M.5. 7EK5 OR EQUAL (6N6/NEER/N6 C7/AM. = 0.204 MIN. ROOT DIAM. = 0.157 MIN. DATA FOR ALUM/AW A = (O.157 2 r/4 = 0.0194 5rR(Cn7RE5 VALLON =—O.0/44 x lO•K.S./. x.2 366# > 300# e&.ao, /445)- VALLOPY = (540 x 6 " O.CZI-2/ x 2 = 5.40# a PER ?a 300# -R.R. 3056 TABLE'a77 M5E• 42l #12 5.D.5.T.SMS., 7-EK5 OR a2,IAL L.A. CITY RR. 23768 8 R.R.LG.B.O._*3056. SGRE`V5,.INALUM/NUM SHALL, BE COATED. OR PLATED. CARBON, STEEL.. WHEN EXPOSED 'TO' THE NEATHER, -THEY SHALL BE AU57EN/T/G. 5TAINLE55 STEEL. 5EE 5.4:1.'ALUM/NUM OE516N MANUAL. WOOD Engineering,.Ine. SUBJECT 5PIR14'L SHEErNO. 7/ OF— WOOD E *c.. SP/RAL STA/RNAY ngineerutg, suaEcr: sNEErNo:"72 aF_ s'"""'6& "0' 65-62 s n.=.rcw;y 5'TA/RNA Y plgzey yy, JOB NO. g-y JOBNO. 6S -6Z 10040 FOOTHILL BOULEVARD FOR THE IRON DATE /- 7-// 10040 Foos-ip iLL uBo' iEvA. RD DATE 1-7-H RANCHO CUCAMONGA, CA 91730 RANCHO CUCAMONGA, CA 91730 FOR THE IRON (909) 989=2087 - FAX (909) 989-8106 SHOP DESIGNED BY W . (909) 989-2087 - - FAX (909) 989-8106 SHOP— . W. DESIGNED BY LANOIN DE5/67V-- 7'-0" D/A. 5TA/R /5 GR/T/GAL r til LOAD TO / EDGE ' ♦♦ 40 DEG. \ r STIFFENERS ♦ / 1 ♦ / ♦♦ ' i ♦ , LOAD TO STIFFENER 1 ,'1 ♦ X/5 X13 ---- f/ 1 ♦♦ -nA tI X = 43" MAX 40 DEGREE LANDING PLAN E REFER TO NEXT 5HEET FOR OETAIL5 If NOTES LAND/NG 0E5/6N 7'-O" O/A. 5TA/R /5 CRI TICAL N 40 DEGREE BEND l/6" 5TEEL 3//6 " ALUMINUM —---o TYP/GAL RIB STIFFENER h 1/4" 5TEEL 3/6 " ALUMINUM 2 5TEEL_. f ALUMINUM I 60 DEGREE LANDING PLAN OIMEN5/ON5 TABLE DIAM. X=012 + l" )'=Xl-,g X/2 L/=,F2-(X)-2" 5'-O" 3/" 22.0 /5.5" 4/.6" 5=6" 34" 24.0" 17.0" 46.0" 671-01, 37" 262" 16.5" 6'-6" 40" 26.2" 20.0" 54.6" 7'-0" 43" 30.4" 215" 56.6" * REFER TO PREVlOU5 51-IEET FOR DETAIL5 8 NOTES WOOD FAMoneering, Inc. sUB1EcT 5P/RAL SHEETNO.73 oE_ sm-uwFiv ."v 5TAIRNAY BS -62 Aab24,S ryW JOB NO. ar»rwddeBnsb..7cw+ /-7-// 100.0 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 Fon THE /ROI DATE (909) 989-2087 - FAX (909) 989-8106 5HOP DESIGNED BY W. LAND/NG DE5/GN 5TEEL If //8" STEEL DECK OR 3//6"ALUMINUM ALUM/NUM L ArAx = 16 " S = /2(/25) 2/6 = 0.03 / _ 12(o.125)'3112 = 0.002 M = 504(/.33)1(/S) = /33- -5Hr. 67 fb = /33/0.03 = 4,433 r 22 K5. /..5mza OR /4 K.5. /. AL.WIM.IA /, 728 _ 0.0099(40!(/33/ "4 A 2q Eb x 0.002 = 0.036 r L/360 (044) O.K. E/ smn = 29E6 x 0.002 = 58,000 E/ ALWIM-M = /0./E6 x 0.00665 = 67,/65 58000 O.K. USE.• //8" 5TEEL OR 3/l6 " ALUMINUM PLATE TO SPAN l6" MAX. I I - d LAND/NG EDGE GA5E / ry L = 44" N = 1234 l/6" M = 0.L2B3(L3)44" = 6q4"# CASE / A = O.O/304(L23i(44/"4 = 0.025 L/360 (/2l 29 E6 -- OOAWRV. / FOR L 2' x 2' x //B' - SHr 67 fb = 694/0./3/ = 5,296 P.5./. r22 K.5./. 5reEL OR //,/58 P.5./. ALwlmof IN= /234 USE.•.. //8." 57EEL .OR 3/16 " ALUM/NUM. I L33ir50.4 PLATE N/2''EDGE L 67 I 4/p.. _ .,824: 44" (3.66) WOOD"Engineenllg,.InC. r&k2lEnrpy Cwmscs A RuibiOa' B`AL p paten 10040 FOOTHILL'BOUIEVARD (90 999-20087 - FwG(9909) 9891-78106 SUBJECT Ll 5TA/RINAY SHEET NO. 75' OF_ JOB NO. 65-62 DATE DESIGNEDer . W. sr .s.rs mg FOR THE IRON COLAMN DES/GN 5TEEL - 450 DE6. PAIAx L.L. = ((40?rO"2)/4l/25J = 392701 0 PmAx whom s = (39.270?J/2 = 1-7.650-.2 PaFvo%w o = 0.4244R OR 02/22,9 HAIAX = /9.630 "2(0.2122,9) = 4.170 3 P ® MmAx. = /9.63,9 2 + (/0/40)39.270 2 = 29.45,9 2 TRY PIPE 3" DIAM. 5TD. A = 2.08 1N. 2 5 = 163 /N. 3 r = /./7 hrux = 12.00' Kl/r = L230 Fo = 9.67 K.5./. 00 = 7.0' Pasw = 144k to = /.44/2.08 = 0.69 M7o = 4.17(7.0! 3 = 1.42k fb =/42(/2)/163 = /0.45 K.5.1. fb fo_ /0.45+ 0.69=0.45+0.07=0.52,r/.0 Fb + Fa 0.66(351 q67 1 ` I er cOAD-AR/SOA( PoFF5er 917 n/ CHK. LAT. ON COLUMN SII fWAV A(s /s "rase cR/ncAL 1uA Y' Pa FOR AX/AL OA2 . W ximp = 35 P.L.F. (5HT. /0) 3724 P V = (/2/2.)35 = 2/04 N (0.20(404)/40)39.27,9 2 = 3854 0.39/N No = (;r(7)^2/4)X/04X125 = 48/4 U n w = 0.39/(3854+4814)/12 = 28 P.L.F. r 35 P.L.F. V = (/2/2)28 = 1684 M = 35'(22!/8 = 6-30'# k fb = 0.630X/2/163 = 4.64 K5/ COMB/NED 2 +D+N AbRe cRincAL nu v cop -mos d 0 /0.45+4.64+069=0.65+0.07=0.72r/OD 0.66(35) 9.6 7 N CONNECTION TOP .1 BTM. 5724 P = MIN + V = /.42/8.75 + 2/04 162 + 2/0 = 3724 N/ND = 2/04 (5) //2" x 4" LAG 2" PEN 1N H.F. E.O. = 1684 N' = 5x2" x 243#,y 0.7 = /, 7014 A 3724 UNBAL. = 1624 Z'B = 3,y 260'x O. 7 = 700#,, 3724 DOUBLE LAG5 CON5ERV. 3/8"40 Cm ® INTERMEDIATE LANDIN675 OF.2 STORY WOOD Engineering, Inc. sualECr SP/RAL SHEETNO. 74 OF - sr .s.rs mg 5 TA/R/AYA Y 65-62 I7Gb24&-W ,..mcweR;.nbeu✓B,ospgr. JOB NO. /- 7-// 10OW FOOTHILL BOULEVARD FOR THE IRON DATE RANCHO CUCAMONGA, CA 91730 SHOP SHEETNO. 76 OF_ (909) 989-2087 - FAX (909) 989-8106 5TA IRNA Y DESIGNED Br `- • W LAND/NG DE5/6N w = //52//2l/SOl2 STEEL OR ALUM/NUM = L27 //8 " 5TEEL PECK OR 3//6 " ALUM/NUM //4"x 2" RID CA 55 2 I L = 550,9' N = (/27/2)(4.90) = 3/14 M = 3//(58.8)/6 = 3,047"4 /564 56.6" (4.90'% 1564 fb = 3,047/(2 x 0./3/) = 11,632,r 22 K.5./. sma OR //,158 P.5./. ALwiwr+ O.K. 1/5E 3/8" RO FOR ALUMINUM 60(24E6) 2 x.1170 = O./O" M0150'40.10') = 0.06 r O.K 5dde F/X/rY 9 ewos CHECK 3//6 " ALUM/NUM E/ sram = 29E6 x2 x 0./90 = //.02E6 E/ Aumlm r = /0. /E6 x 2 x 0.268 = 5.4/E6 A A4.PIlACl = 0.08(//.02/5.4/! = O.16 = L/360 O.K. V5E.• 1/4" x 2" 5TEEL RID OR 3/8" ALUM/NUM RIB A5 SHOWN /N CA5E-2 8 LAND/NG PLAN, LAC -5 AT SUPPORT P = /564 1/8 2-0 1/2" DIA. x 4" LAG W //8" 5TEEL S H.F, ry Zc = /304 4LA66 = 1564/1304 = •1.2 5AY 2: 1141, 5 MEL 3/8 " ALUM/NUM CK. ENT/RE LAND/NG P = 13.5,y 3.5!504 = 6/24 CA5E 2 P/2 = 6/24 = 3064 4LA65 = 3064//564 = / 96 5A Y' 2. USE: (2) 112-01A. x 4"LAGS M/N. WOOD `Engineering, Inc. S__,JP/RAL SHEETNO. 76 OF_ 5TA IRNA Y 5- 682 1iLbNFmyy f 'NAR4sgMaNB:)fip LhiO}" JOB NO. /- 7-H 10040 FOOTHILL BOULEVARD FOR THE IRON DATE (909)989-2087 - FAX(909)98"106 918 SHOP DESIGNED BY--=>. W. COLUMN DE5/6N TRY PIPE 3" D/AM. SGHEAMLE 40 A = 223 1N. 2 / = 3.02 IN ^4 RbA = 7.6 KL/r = 12x12//./6 = L24 4 TEN510N IN BEAM Fbe = 24.0,<51 ALUMINUM 606/-T6 5= l72/N.3 r= 116 COLUMN COMPRE55/ON 5= 7.666 Po = 20.2-0./26KL✓r = 202-0.126(/24) = 202 - 156 = 4.58 K51 COLUMN COMPRE55/ON ELEMENT 5 = 7.6/4 r 141 Fo =22. /-0. 799 R -i = 2.2.1-0.71717,176 = 22./-220 = /9.90 K5/ COMPRE5510N 1N BEAM 5= 7.6x29 Fc = 25 K5/ NO L/5/NG 5TEEL 5ECT/ON AC MAL 5TRE55E5 /5 CON5ERVA TI VE DUE TO 5MALLER 5EG T/ON PROPERTIES OF 5TEEL 5EGT/ON. fo = 0.69 Fo = 4.56 K5/ fo/Fo = 0.69/4.58 = 0.15 <'0.15 WFO r fb/Fb = 0.15 + (/0.45+4.64!/24 =0.15+0.62=0.77 r/0 WOOD Engineering, Inc. smEa 5P/RAL sNEETNO. 77 OF_ WOOD Engineering, I=. sualEcr 5P/RAL SHEETNO. 76 OF_ a -ft'* roa,-s„ STA/R/NAY JOB NO. 85-82 So,m,, 5TAIRWAY 85-02 a--f-P-. MW&,bkv /- 7-// Ltrr n.•ot+✓6T JOB NO. 1-7-H FOR THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 FOR THE IRON DATE 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE 5HOP SHOP (909) 989-2087 - FAX(909)989-8106 DESIGNEDBV��. W. (909) 989-2087 - FAX (909) 989$106 DESIGNED BY �. W. COLUMN DE5/GN BEAR/NG PLATE Ck o a=5-/.75=3.25 7," USE A = 7,9.5411V'12 PIPE 3" D/A. 5TO. STEEL A55 GR. B OR PIPE 3" D/A. M = ((3.25J"2/2/ P/A 7'" SCHEDULE 40 ALUM/NUM 606/-T6 COLUMN FOR 57 -A/R M = 5.28/ P/A "# 3"01A COL. O.D. = 3 //2" D/A_ OF 7=0" MAX. o= 4.949-/.75= 3.20" AL T. STEEL H55 3.500'ix0.2/6" OR ALUM/NUM ROUND 7Z/BE 3" D/A COL. O.D. = 3 //2" M = ((320) 2/2) P/A//N. 3.500" O.D. x 0-25"WALL 606/-T6. 10"01A. A = 49 /N.2 7'--O" D/A. W/l0" D/A. OR 7" 50. PLATE M = 5/2 PIA "# NOTE.• LARGER PIPE AG JUALL Y U5ED ON PLAN P = 2,405# ® 1-5 TORY FOR D/AMETER5 OVER 5=6': A = 1[(D 2)/4 = 3.14(/0?)/4 = 78.5 w = 2405/78.5 = 3/ P5I FOOT/NG DE5/GN M = 3/(325 2)/2 = 164"# P7• = f(40+/0)arD 2/4J/.25 CK. 1/4"PLATE . 60h-56eVA17VEPER = 4q.0602 5 = I(0.25 2)/6 = 0.0/04 /N. 3/-1 A/.5.G. 137H EPITION FII. Q,& =2,405# MA sma = 0.0/04(0.75x36,000) = 28/"# ,> 164W MA Au."6ow-m = 0.0/04(28,000) = 29/'# � 164'# 50/L BRNG. NET l50 = /,350 PSF PLATE CONNECT/ON V = 414# t 1,054#4W3129 "m HIL T/ KWIK BOL T SQ FTNG . _ _;al NG BR/350 /•" I_;a3, 33 'SAY /6 50 V 3-//2" EMBED) U5E.• U5E.•. /O." 01A.. OR 7" 50. X 1/4" BEA. R/NG FLATE:(A36r5TEEL :OR: /6''' SG? x /2" DEEP FOOT/NG ` FOR 7'-0 "' MAX. /-5 TORY 5TA/R. 606/-T6 ALUM/NUNU FOR ALL 5TA/R DIA. AND ONE STORY. -.01A. ,r 4-3129 MIN. HIL T/ Knw BOL T 3 ANCHORS, /,500 P5F. Sp/L. (TORME 20 FT.-LBJ 3 //2" EMBED. E.S.R.-/365 02-0/-10, L.A. R.R. 25577. NOTE.•: BASE ff D/MENS/ON5 SHOWN ABOVE ARE.M/N/MUM" ' D/MENS/ON. CONF/RM ACTUAL BA5E lP DIMENSION L/SED,:; "'! WITH MANUFAG7URER OR ON APPROVED FLAN5 WOOD InC. Eng�Ilt'=1$lg� SIJWECr._5P./RA4 .SHEET NO.-. OF WOOD -EA Ipci SUBJECT 5P/RAL. SHEEr.No:..BO. OF_ ' STA/RWAY JOB NO. 85-82 5r/RWAY 85-82 yyf py CamwW@Rss ,ureu�Ta#$m 1-7-H _m*2w&,�,w Oama d&R®ta-WBWWvDup, JOB NO. FOR THE IRON 1OD40 FOOTHILL BOULEVARD�� RANCHO CUCAMONGA, CA 91730 10040 FOOTHILL BOULEVARD RANCHO'CUCAMONGA; CA 91730 DATE /-7-II FDR THE IRON SHOP SHOP (909) 989-2087 - FAX (909) 989-8106 DESIGNED (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY �• W . 3• COL'lJMNW6 -O'=D7i1 -X 24-0" HlG'H SPIRAL" STA/RWAY GOLUMMOE5/61V 6=0"D/A:: X:2-4" H1GH 2-5TOR.Y " (LATERAL SUPPORT LANDING AT !2'-O J 170019E6. 2-5 TORY 3rd FLOOR Pmax = 2.5(50 F5F))rO 2/4 = 10.17,9^2 # ""LAND/NG-1-1 4"00 COLUMN Rmox BEND/NG = (98./7 O2)12 = 49.08 L22 # 3 //2" O.D. INNER a = 0.4244 R OR O2/22D COLUMN LANDING Mmax = 49.08 (0.2/22)C) 3 = /0.4/ D 3 '# ry FOR D = 6'-O", Mmax = 2249'# Pmax = 3,534# TYR.. TREAD 1 COLLAR D/A. 5ET xREW5 PIPE 3.5" DIA. X - STRONG STEEL 4'00 COLUMN (R,M/N. = 35 K5/) DETA/L I A = 3.44 /N 2 hMAX = /2'-0" 5 IN. 3 K= /.0 -2.-77 j 2nd FLOOR r = /.3/" Kl/r = (/(/20)/2)//.3/ _ //0 N LAND/NG 7777 j, PIPE .9 //2" fa = 3.53/3.44 = 1.03 KSl X -STRONG 5TEEL OR fa/Fa = /.03///30 = 0.09 O./5 PIPE 3 U2" fb =(2.25(/2))/2.97 SCHEDULE BO j ALUM/NUM 606/-T6. = 9.09 K51 < 0.6(35) = 21.0 K5/ 4" O.D. ry Fa + fb = 0.09 + 909 + 4.64 = 0.09 + 0.65 = 0.74 < 40 Fa Fb 2/ 10"01A. X 3/6" BEAR/NG PLATE W/(4) .3/0 " D/A. HIL T/ KW/K BOL T 3 USE: PIPE 3.5 - D/A. X - 5 MON& A53 GRADE L3 1st FL DOR P -B" SO. X 12" OR. _5TA/R ELEVAT/ON PAD FOOT/NG WOOD EniineerlsW TnC. sueJECT SP/RAL SHEETNO. 8/ OF_ WOOD E ee Inc.SUB IECf SP/RAL SHEET NO. 620F M1,24rmyy 5rA/RWAY JOB NO. Bs -62 &wh vm MbN&WW srA/RWAY JOB NO, 65-62 CMsnnd hPd k*tli&&ftD&Fb+ chl-*mR &iGmLksyn 1-7-H FOR THE IRON FOR THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 DATE 10040 FOOTHILL90ULEVARD RANCHO CUCAMONGA, CA 91730 DATE SHOP SHOP (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY -<' , T, /, (909)984;-2087 - FAX(909)98"106 DESIGNED BY COLUMN DE5/6N - 6'-0" LP/AM x 24' HIGH ALUMINUM 3A 5E PLATE 6'01A. X 24HIGH 2-5 TORY TRY PIPE 3 I/2" O/AM. 5CHEOULE 60 606/- rb a = 5" - 2" - 3" /O" D/A., A= 78.5 /N2 A=3.6bIN.2 /=6.28/N. 4 5=3.14IN.3 r= 1.31 IN. Ra/t = 5.B M = ((3 %'212)` PIA = 4.50P/AJ KL/r• _ /2x/2//3/ = //0 P = 3,534/+ PIA = 3534/76.5 = 45.0 P5/ MIV5I0N IN BEAM 5EE COL. OE5/61%1 Fa = 24.0 K5/ M =4--Y'3 ^2)12 = 203 "# < 26/"# (1/4" PLA rE, a 7'01A. /-5 rORYJ COLUMN COMPRE55/0N 29/ "# (ALUMINUM) 4" D.D. COL. 5= 5.8 66 Fo = 20.2-0.126KL/r• = 20.2-0./26(//0/ = 20.2 - /3.86 = 6.34 K5/ Mco/ =.224q# V = 2249+//8.75' = -257# Vror = 257 + 2/0 = 467# < /,70/# 5H7. 75 COLUMN COMPRE55/0N ELEMENT r 700# 5H7'. 75 5 = 5.e,) 1.4 e 1,054# 5HT. V 141 Fa = 22. /-0.799 Rdt FOOTING 51ZE = 22/-0.799 5.8 = -22./-1.92 = 20./8 K5/ COMPRE55/ON /N BEAM L 50/L BRN6 - /350 5=5.6129 Fc = 25 K5/ NO 7E, U5ING 5TEEL 5ECT/ONACWAL 57RE55E5 /5 / ice• CON5ERVA T/VE DUE TO SMALLER 5E6 T/ON PROPERT/E5 OF 5TEEL 55C WN. Fir = 6.34'K5/ /:03/6.34 = 0.16 015 20- 0, 16 + (9.09+4.,6.4//24 = 0.57= 0.73<L0 U5E.• 10" D/A. X 3/6 " BEAR/N6 PLA rE (A36 5TEEL .OR 6061-76 ALUM/NUM) P V/ (4) 310 " D./A. HIL T/ K53 ANCHORS. AND 20".SCJ X./2'' DEEP PAD U5,E: PIPE 3.//2" D/AM. 5CHEDULE'80 ALUM/NUM 606/.-76.. FOOT/N6 !N/ 1500•P3F•50/L. WOOD',;Eng4iueeriag, Imn sUBJE(T:.SP.,/•RAL - SHEET NO. --83 OF_ -• WVVD E I CC i j'LIC. •SUBJECT. S-IRAL.. SHEET NO.. 64 Ow. . smcn,.E - -71tb'?f batipy . 5TA/R/VAY JOB NO. 65-62 svuaaFem :: Fb &,-W . 5rA/RWAY JOB NO. 65-62 10040 FOOTFALL BOULEVARD DATE /- 1004O.FOOTHILL-BOULEVARD DATE FDq THE /RON FOR rHE IRON RANCHO CUCAMONGA, CA'9,1730 (909) 9892087 - FAX (909) 989-8106 DESIGNED 5Y__7_--- W. RANCHO CUCAMONGA, CA 91730 (909) 9892087 - FAX (909) 9898106 DESIGNED 0Y _= . W SHOP SHOP HANDR IL HANDRA/L k GHEGK ALUM/NUM OR BRA55*ld GHEGK ALUM/NUM OR BRA55 CHK. RAIL TO D/5TR/BUTE ALLOWABLE STRESS 200 # TO 4 BALLUSTER5 M = (200/4/(2//2) + (200/4/(2/ + 2//2) FbBRA55 = /./7(/6///65 = /2.76 t = 525"# + 1575 = 2/00 " # Fb BRA55 = /.24(40)//0(/.95] = 25K5/ AG7VAL 57-RE55: (SEE NEXT SHEET FOR OR ALLOWABLE STRESS) ° FbALUM =/./7(35)//.65 = 24.6 K5/ //6" NALL 606/-T6 5 = 0.096/75 ((/'5% 4- (/.251 4l = 0172 PLAN / FLA LUM = /24(36)/1.0(1.95) = 242K5/ / l/2" D/A. 1.5 606/-T6 5 = 0.096175 /(l25)-4-(/.0) 4 l = 0113 HANDRA/L OR / 1/4" 01A. 1 /.25 / FbALUM = /17(16)/1.65 = //3 t 12.76 fb BALL U5TER /5" = 2100/0./72 3003-H14 _ /22244 KSl //.30 3003-H14 ALUM. FbALUM = /24(/9)/1.0(/ 95) L2 / < 12 76 = . 12.76 BRA55 50# 3003-H14 3003-H/4 ALUM. 631; OVER O.K. 36„ PORT/ON OF 200# LOAD WILL E 7N5FERRED /NTO AXIAL TREAD MAX BRA LOAD THROUGH CIRCULAR TENSION. 6-- CK. OAK HANDRAIL 1314" fb /25" DIA. = 2100/0.113 5 = 2(/. 75)-2 /6 = 1.021 OAK HANDRAIL BOLT = /6.56 K31 < 242 K51,16061- T6 ALUM) ib = 2100/1.021 = 2057 - 1/4" WALL Fb = 1150 x 1.5 = 1725 - 2057 /9A OVER O.K. / 1/4 5/ „O1A x1/4"THICK /,4U55,1 5EE PREV/OV5 SHEET 1/4" O.D. X 1/6'INALL 6061-T6 ALUM. OR = 0.096175 ((/25) " 25(O.751 4) / l //2"O.D. X Ile" HALL 3003-H/4 ALUM. OR = 0.167 843-94 5M.. H56 BRA55 OR/ 3/4" X2" OAK HANDRAIL OR 1-1/4" O.O. x 1/4" WALL 843-94 H56 BRA55 A!2= 2/00 / 0/67 = /256 < L2.76 BRA55 WOOD Inc. smmnrE�miy TAb7I Evq Qnvmda' @ R4me+� &d6'i Ass j 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 J' i/ �� STA/RWAY sHEETNo. JOB NO. BS -62 DATE /- 7-// FOR DESIGNED BY W . BALL05TER5/l6" D/A. GK 3/4 " X 3/4" SOL /DOH = 38 rl HOLE " P = 200/4 = 50# n1 M = 50 x 38 = /900"# 5 = 0.75[(0.75% 3 - (0.3/3)"3J 3/4" 6(0.75) = 0.0652 3/4" X 3/4" O BOL T HOL55 Z = (0.75/4)00.75) ^ 2 - /0.3/3) 2) = 0.067/ STEEL [LbdJ / [t 2J = [38/0.75)11[0.7521 = 5/ [0.08EJ /[FyJ = /0.08Y29E6)J /[36(E3)J = 64 J 5/ Mn=MP=FyZ<16My Mn = 36,000[0.087/) = 3,136"# /.6My =/.6(36,000 x 0.0652) = 3,756 "# -> 3,/36# Mn / Db = 3,/36/167 = /,878 "+/ /,900 "# /% ol/ER O K SCJ K.S.I. 5TEEL USED ALUMINUM fb = /900/0.0652 = 29./4 ti 28 K.5.1. ALUM. 606/-T6 4,s& o✓ER o.K GK. 3/4 " 50. x 16 CA. P =..50# M = 50 x H"-.=. 50W#- 5 =.0_.75(0.75 3 - 0.6'3/0.63) 3 6 0.7i = 00353 0.06" 0.63" 0.06" 0.75" Z.= [(0.;-5[0.'75) 2)141-•[(0.63(0..'63):2�/4J = 0.1055 - 0.0625 = 0.0430 WOOD Erikinee=ing, Inc.' ; :suejEcr 5P/RAL sHEETNo. B7 OF_ snun.s;m STAIRWAY 85-82 Trt{i7aFregy • JOB NO. 10040 FOOTHILL BOULEVARDFoe THE IRON DATE RANCHO CUCAMONGA. CA 91730 (909) 989-2087 FAX (909) 989-8106 SHOP DESIGNED BYE- . w. r-MECK BAL.bV5MR•.F.OR200# 1/ERT. /COMP. CRI r--)-' BY GOMPARl50N TO 200# LATERAL, P= 50 # =1 0.75 -0 - 0.63 0.63 3 _0.1575= 0283 LZ 0.75) 2 2 /2'0 A SUPPORTED BY CIRCULAR HANDRAIL K L/r = 10(36)/0283 = 134 FA = 8.32 KS/ BY INSPEG T/ON, Pallow = 0./656 X 8.32 = /.38 k 5O # ALUMINUM NOT GRIT/GAL. U5E: SALL05TER A5 NOTED ON PRE✓lOU5 5H7-. CHECK INTERMEDIA TE RAIL 5 4 " 0/G (TYP.) L = 38" OR 3.2' LLL!.- -F = 50#/3 = l7# POINT LOAD (50# ON ONE 50. FT) R = q# 1 M = /7(38)/4 m = 162"# < 927"# STEEL < 74/ "# ALUMINUM (PREVIOU5 5HEET) GK CONNECTION TO TOP RAIL m/BALLUSTER m h V = 13# NOT GR/T m INTERMED/ATE RAIL5 TYP. 415E: SAME A5 BALLU5TER 3/4'k3/4'WbC5A.(0.0W 1N/ GONNEG TOR O BOTTOM 1N/ 114"-20 SCREW 8 5//6 " 5E SCREW 8 GONNEG TOR O TOP W/ #10x3/4 " SHEET METAL SCREW WOOD Engineering, Inc. SUBJEGf 5r /KAL SHEETNO. e6 OF STAIRWAY 7AB14&-W JOB NO. 65-82 10040 FOOTHILL BOULEVARDFOR THE IRON DATE RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 SHOP DESIGNED BY u). BALLL15TER 5TEEL b/t = 0.63/0.06 = /0.5 A p = /.l24E/Fy)10.5 = 1./2(24E6/50E3) 0.5 = 27 ,� /0.5 COMPACT. FLANGE LOCAL BUGKL/NG AND WEB LOCAL BUGKL/NG NOT GR/T/GAL. Mn = MP = Fy Z = 50,000,w 0.04.50 = 2,/50"# /.6My = 16(50,000)0.0353 = 2,624 "# 2,/50"# Mn / Db = 2/50/1.67 = /,267'# HMAx. = 1,267/50 = 25.7" 5AY25" 38 - H = 3e - 25. = 13" 5A)l /8" ALUMINUM b/t= /0.5+5/=2/ Fb = 2/ K5. I. MALLOW = 2/,000 x 0.0353 = 74/"# HMAx. = 74//50 = /4.62 5AY /5" /it; o✓ER o.K. 36-H= 38-/5=23" U5E.• 3/4" x 3/4" 5OL/0 TO l8" ABOVE TREAD FOR 5TEEL 8 23" FOR ALUM/NUM 8 3/4" x 3/4" x 16 GA. (0.060 y TO TOP HANDRAIL (Fy = 50 K.5.1. 5TEEL 1 606/-T6 ALUM/NUM) 50# BALLUSTER"GONNEOT/ON� 5TEEL OR GK.1/4" D/A.. M.B. 5TA/NLE55 STEEL ✓a//ow = 0.049 X ICK5/ = 490# J 288# m GK. SRNG ON TREAD A = 0.25 X,1129," = 0.03/2 Po/%w = 0.03/2 x 32 K5/ = 998# > 286# LUSE.• //4" D%A. M.B. IN STEEL OR ALUM. 5052-H32.I 238" WOOD Engineering;,Inc. sm.odem:,ewnm AC_&F W y 10040. FOOTHILL`BOULEVARD RANCHO CUCAMONGA, CA 91730 (909) 989-2087 - FAX (909) 989-8106 SUBJEa,SPIRAL STA/RWAY SHEET NO. B6 OF JOB NO. 65-82 DATE DESIGNED BY --=>. u). FOR THE IRON SHOP 5P/RAL STAIRNA-Y 6x6 FC5T #2 D.F. Fc = 700 E = 13E6 E'Mnv = O 47E6 L = 9'-O" Pmax = 7.78 _�'e/d = 9x/2/5.5 = 19.6 Fc = 700 GONSERV. = 0.822(0.47E6M(19.6) 2J = /,006 P51 Fee / Fc • = /006/700 = /.44 GP _ 1+1.44 1+144 2 _ 144 0.8 2x2x0.8 O.6 = /.53 - 0.73 = 0.60 F�5 = 700x0.80 = 560 < 625 Fct Po = (551 2 (560) = 16,940# J 7780# USE.• 6X6 #2 PPF P05 FOR /6.9 Kmox WOOD Engineering, Inc. smEm 5P/RAL SHEET NO. 02 OF_ WOOD Engineering, Inc. SOBJECr SP/RAL SHEETNO.9O OF__ Smraia bri mtg rAb24 STAIRWAY JOB NO. 85-82 ✓ « w 24 &wW STA/RWAY JOB NO. 65-82 CbmwoN ns'Bulip DATE GmrwC✓6rR /- 7-// FOR THE IRON FOB THE IRON 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA. CA 91730 DATE SHOP 5HOP (909) 980.2087 - FAX (909) 989-8106 DESIGNED Br W . (909) 989-2087 - FAX (909) 989-8106 DESIGNED BY W . GUARDRAIL (GUARD,) WALL OR GUARDRAIL (GUARD) LOADS GUARORA/L HORIZONTAL (CONT,) BY OTHER5 W = 20 P.L.F. 5TEEL GUARDRAIL b/t = /.35/0,075 = I8 OR 6 -b " MAX. Ap = /.L2(E/Fy. 05 = /12(29E6/36E6J O5 = 52.> /8 P = 200# ANYWHERE GON5ERVAT/VE COMPACT. FLANGE LOCAL BUCKLING AND P = 50# ON ONE SO. FT. ON WEB LOCAL BUGKL/NG NOT GR/TICAL. INTERMEDIATE RAIL 5. Mn = Mp = Fy Z = 36,000,Y 02287 = 6,233' HORIZONTAL TYP. PLAN MnIDL, = 6,233//.67 = 4,930'#,) .3,90CIV L = 6.5' W = 20 P.L.F. OR P = 200# 200# Mry = (20(6.5 2)) /.5 = 1260.In. -lb. ALUM/NUM Mp = (200(6.5x12)) /4 = 3900 in. -/b. b/t = 18 < 2/ Rry = (6.5/2120 = 65# 50# /00# 50# Fb = 21K5.4 Rp = 200/2 = /00# OR 200#. MAX. 6'-6" 1. 6 -6" TOP RA /L LOAD MGA= i0Y6.Sx/2/ = 3900 in.LB. MALLOW = 2/,000 x 0.193 NT 015TR/3UT/ON GK. /-1/2 x /-I/2 x 0.075 //4 GAJ TUBE 200# 5 = (//.5(/.5J"3J- 13X/35 3JI/lb//SJI = 0./93 V5E, /-//2 x l-//2 x 0.075 (114 GAj TO 5PAN 6=b- MAX. Z = h(l.5(/.5%"2J/4J - h(/.35//.35J 2J/41 Fy = 36 K5/ 5TEEL OR 606/-T6 ALUM/NUM. = 0.643,9.- 0.6/5/ = 02287 /00# /00# 5/N6LE 5PAN 0..0.75" 1.35" 0.075" SQUARE TUBE •`i WOOD, .. InCi.. r Engineeri.r . :SualEcr. 5P/RAL. SHEEFNO. 9/ OF_ WOOD Engineering; •Inc; .SUBIELT' SPIRAL :SHEETNO. OF• — sm. r,.dE.pheanp- iLbll faspy rT.A1RWAY 'JOB NO. BS=81 sn o. IfablO Hnq- STAIRWAY .. JOB NO. 85-8.2 - GrrmscmaRui>biaa6u]Sv /-7-// Cam»viM6RnrHnaN /-7-// WE THE IRON - DATE FOR THE IRON 10040 FOOTHILL BOULEVARD AN 8 O CCUCAM N 10040 FOOTHILL BOULEVARD RANCHO CUCAMONGA' CA'91730 DATE _ SHOP SHOP <A.:C9891-78306 ( DESIGNED BY W. (909).989-2087 - FAX (909) 989-8106 DESIGNED BV W . h,. GUARDRA.IL.. , .- . 20/O G.B.G. /2009 /.B.G. OE5/6N-L• 0AO5• 5UMMARY INTERMED./A'TE iFAILS m 4' C7%G:_, 3%4"-x 3/.4" x /6. GA.... L/VE LOA05 RIFT = 50 MAX. FLOORILANDIN6: 40)-.5.F. M/PICKET V 4" 0. C. = 450/(/2/4. _ /50 in. k TREAD: 40 P..5. F. OR 300 LB. ON 4 50. -IN. R/PIGKET = 50/(I2/4J = /7# GK 3/4x3/4x/6 GA(0.060 M/N.) 5PEGIAL LOAD5 MA _erm = 927"# -) /50 In. -lb. m HANDRAIL ANO GUARDRAIL: 200 LB. /N ANY DIRECTION. SHT. Bb INTERMEO/ATE RA/L5: 50 LB. ON ONE 5O.FT. MA Au.*( = 741 in. -Ib. > /50 in. -lb. GKWELO SNOW LOA05 V = /3# NOT GR/T. {HELD l/8'W12" Pg = 40 P.5.F. GROUND 5NO" LOAD USE.• 3/4'5e3/4'5r0.060 06 GAJ 7VB/N6 ® 4" OIC Fy = 36 K5/ OR 606/-T6 ALUM/NUM, - PP g = O.7 Ge Gt / P - 0.7(12/(/2%(/.0)40 l/8" x I/2" FILLET WELD TOP 8 BTM. = 40.3 P.5.F. 5AY 40 Fl. 5.F. Ge = /2 5HEL TERED (MOST 5EVERE FAG TOR,) GONNEG TIONS HORIZONTAL RAIL TO VERT/GAL Ct = /2 UNHEATED (MOST 5EVERE FACTOR,) P =56 MAX. GK #lL2 2 SCREW l = /.0 (CATEGORY VALLOPv = (7T(02/6,)2 /4) l0 K5/ = 366#,) 200# WIND OE5/6N DATA U5E.• tV • #12 x 24 SCREW EA. CONNECTION-1 DA516 !HIND SPEED: 90 M.P.H. (3-5ECOND GU5T) HORIZONTAL TO WALL ® 30' ABOVE GRADE. P = 200# MAX, GK 62J #12,y 2" N.5. /N H.F. W/ 0.120 STEEL PLATE l 1/2" PEN. l'" - 40 EXPOSURE.• G' Z = 143# x 2(/.5/(/0 x 0.2/bJ/ = l99# , 200# O.K. WELD 0..K. BY /N5PEGT/0N INTERNAL PRE55URE COEFFICIENT.. WA USE: (2) #L2 x 2"W5. , BRACKET TO WALL 5TU0, / //2" PEN. COMPONENTS ANO GLAOD/NG: WA I WOOD Gngin"iing, Ine. SU&IEcr .7/"/KHL SHEEP NO. HJ OF "1J s n.n 5TA/RINAY 65-82 r rx'F.,,.1y .toe wo. cam,.sn nrea a+ /- 7-// i 0040 FOOTHILL BOULEVARDFop THE IRON DATE RANCHO CUCAMONGA. CA 91730 (909) 989-2087 - FAX (909) 989-8106 SHOP DESIGNED BYE' - W . 2010 G.B.G. 8 20( -?9 I.B.C. DE5/6N LOA05 /COAT,) EARTHQUAKE DE5/6N DATA /E _ lO KOGGI/PANGY CA TEGORY / OR 55 = 2.85g 51 _ 1.3og 5/TE CLA55: D 505 = /.oOg 5v/ = 13og 5E15M16DE5/GN CATEGORY.• E 5E/5M/6 FORGE RE5157-ING 5Y57EM.• ORD/NARY MOMENT FRAME DE5/6N BA5E 5HEAR: V = 0.39/ PV G5 = 0.333 A 7'30 FT. ABOVE GRADE. R=3.0 ANAL 7-5/5 PROCEDURE.• EQUIVALENTLATERAL FORGE. ffl'mmgPaPPPPPP_ Building Materials and Construction Services 45491 Golf Center Parkway, Indio, CA 92203 Telephone: (760) 347-3332 Fax: (760) 347-0202 CITY OF LA GUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE. I . , BY E IV E D C) F. APR 17 2013 CifY OF LA (QUINTA COMMUNITY DEVELOPMENT "EL RANCHO 2" LA QL INTA, CA. 4-02-2013 I 1 I6-08-00 ( �1141-ao I 30 08 � J M U F03/�/1� o 1 -OU W LL N � c A� Z rn CD D001 F03V" (n .. O Q Q 141— Q06 -a -08 qtr o t0� \gyp f6 1-0 as - �\S� °o ttabw �\��es �o� co D07G o > 14 OO PG .; �V� tips GeGt. G qJa �\te, tre = LP ., ° \\ � 1-a as GO \y �°e re Qo�s a tr \y use �t 2 t U)bellz-o -oo .o-0o-oo O�`_ raS Q,Qt °a\�`e e0 - Kn SO eG\ a �pcG �tCaG Q) Z cn 1-0 ° •� �, 180) 2X4 SOLIID BLOCKS q-0 .%\9P. "00 aan t t`�,.� o -0 �= 96) 2X6 SOLID BLOCKS =° o d0 9��cj\ 9-� � ese.°(d` 01 �\ m U Hatch Legend . I'I ' rnro muss ®ROOF -TOP MECHANICAL UNIT 1-0 -0a "00 0R"G a �t9 Q, ` ®SKY LIGHT 1-0 ° ` d OG FL L C O o -0e N E01 vl a at fn DIU- 1-0 -0o 19.01-0e 4— 0 M FRAMING AT 2-0 00 O M SED ENTRYbit150U ona° IA awn rnn r '+ ('� z ° 6D� 2—o -"O V i` Q M :-a oo a 1� aF10W TR165 Z O, Q W L.'C".0 J01 mtIDcgl 1 oo AOA/ J04 BOI oR z e 1 � i voa ow.c CD2 SOY ° @ , CJ03 Td CJ03 VulG L-04 JPa CJ02 CSOz caol uoI uo1 £ C °e- ( `a C o o C - V V u v so3 c.� V V V V V V V V W W W W V V V 13.01.OD 11.01-W C GARAGE 1 j m Roof Layout This is a truss placement diagram only. These trusses are designed as individual building components to be incorporated into the building design at the specification of the building designer. See individual design sheets for each truss design identified on the placement drawing. The building designer is responsible for temporary and permanent bracing of the roof and floor system and for the overall structure. The design of the truss support structure including headers, beams, walls, and columns is the responsibility f the building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" available from the Truss Plate Institute: 83 D'Onifrio Drive adison, WI 53179 Wt MiTek' Re: F01-El—Rancho-2 Sun Valley Dev. / El Rancho 2 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC -Indio, CA. Pages or sheets covered by this seal: R36271775 thru R36271775 My license renewal date for the state of California is March 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. OQq,0FESS/S. ONgI CO O C 046 3. m OF .01 o April 17,2013 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. MiTek' Re: ElRancho2 Sun Valley Dev. / El Rancho 2 MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 9161676-1900 Fax 9161676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by BMC -Indio, CA. • Pages or sheets covered by this seal: R36175185 thru R36175218 My license renewal date for the state of California is March 31, 2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. V April 2,2013 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSMI 1. Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 1.25 TCDL 14.0 Lumber Increase 1.25 R36175185 ELRANCH02 A01 Special Truss 2 1 Code IBC20091TPI2007 Job Reference (optional) WU' Indio, L;A - azzu3 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:19 2013 Page 1 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-moOTvj8FG5XjPONeFtFzYFhXMY5AWvJR?4gwvAzUm?M 5-3.9 10-24 15-1-7 20.10a 21-10$ 5-3-9 4-10-15 4.10-15 5-9-1 IL &ale - 1:35.3 4.6 = 611-3 13-5.13 2D-10.8 611-3 669 74.11 `OADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC20091TPI2007 LUMBER TOP CHORD 2x4 DF No.18BV G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G CSI DEFL TC 0.50 Vert(LL) BC 0.87 Vert(TL) WB 0.21 Horz(TL) (Matrix) REACTIONS (Ib/size) 1=1045/0-2-0 (min. 0-1-8), 5=1003/0-3-8 (min. 0-1-8) Max Harz 1=-59(LC 6) Max Uplift 1=17(LC 3), 5=-56(LC 4) in (loc) I/deft L/d PLATES GRIP -0.19 5-7 >999 240 MT20 220/195 -0.41 5-7 >598 180 0.07 5 n/a n/a Weight: 80 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-2217/31, 2-9=-2127/56, 2-3=-1904/41, 3-0=1899/32, 4-5=-2170/46 BOT CHORD 1-10=-31/1993, 8-10=-31/1993, 8-11=0/1365, 7-11=0/1365, 7-12=0/1998, 5-12=0/1998 WEBS 3-7=0/682, 4-7=-388/103, 3-8=0/669, 2-8=-383/106 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. )' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber -members. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1 and 56 Ib uplift at joint 5. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIrrPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 6 Ib up at 1-7-12 on top chord. The designtselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=68, 3-6=-68, 1-5=20 Concentrated Loads (Ib) Vert: 9=-150 April 2,2013 ® WARWNG • Verify design parameters and READ NOTES ON 7HTS AND INCLUDED PUTEKREPERENCE PAGE MI. 7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is bosed only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component b responsibility of building designer - not truss designer. &acing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quatity Criteria, DSB-89 and BCSI Bunting Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ff southern Pine ISPI lumber is specified, the design values me those effective 05/01/2013 by ALSO Job Truss Truss Type Ory Ply Sun Valley Dev. / EI Rancho 2 836175186 ELRANCH02 A02 Special Truss 1 1 Job Reference (optional) nNlt., mato, LA - azzua 7.350 s Sep 25 2012 MiTek Industries, Inc. Tue Apr 02 10:15:20 2013 Page 1 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-E_xr639u 1 Pfa 1AygoamC5TDi5yRTFMgbDkPUSczUm?L a S39 I 9-f 9-5-7 10-11-9 1)-3a 1-11.7 I 20-10-8 121-10-B -139 3-9-14 04-0 1S2 9—" 3-9-14 5-9-1 Scala = 1:36.6 4x6 4 44 3.6 s axe axe — 416 = IWADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.50 Vert(LL) -0.20 6-8 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.42 6-8 >592 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 78 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except . WEBS 2x4 DF Stud G 2-0-0 oc purlins (5-5-15 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=1053/0-2-0 (min. 0-1-8), 6=1011/0-3-8 (min. 0-1-8) Max Horz 1=-55(LC 6) Max Uplift 1=74(LC 3), 6=-108(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2235/190, 2-10=2144/215, 2-3=-1930/195, 4-5=-1923/185, 5-6=-2186/201, 3-14=-1501/200, 4-14=1501/200 BOT CHORD 1-11=-178/2009, 9-11=-178/2009, 9-12=-117/1501, 8-12=-117/1501, 8-13=-126/2012, 6-13=-126/2012 WEBS 4-8=0/626, 5-8=-389/94, 3-9=0/614, 2-9=387/106 OTIES unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber 1)6L=1.00 plate grip DOL=1:00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 Ib uplift at joint 1 and 108 Ib uplift 1,pF ESSip at joint 6. P N9 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 3.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Design assumes 4x2 (Flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. C Q 433 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 8 Ib down and 62 Ib up at 9-1-7, and 8 Ib down and 62 Ib up at 10-9-0, and 150 lb down and 6 Ib up at 1-7-12 on top chord. The design/selection of such * E 1-15 connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 1/ April 2,2013 A WARMNG • Vert y design parameters and READ NOTES ON 7WS AND INCLUDED ht/7ER REFERENCE PAGE M J.7473 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown r is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilllty, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication. quality control, storage. delivery, erection and bracing, consult ANSI/TPll Quality CrIterfa, DSB-89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Gina JSP} iumberis specified, the design valuesare those effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 R36175186 ELRANCHO2 A02 Special Truss 1 1 Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MITek Industries, Inc. Tue Apr 02 10:15:21 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEge04AVDKPAWoinReJXOMHHRdgmtrLnij>4kS091_3zUm?K LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 4-7=-68,11-6=20, 3-4=-68 Concentrated Loads (lb) Vert: 3=-8 10=-150 14=-8 • • WARNING • Verify design parameters and READ N07ES ON7WSAND 114MEMED AUTEKREFERENCE PEGS M11 7473 BEFORE USS. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 responsibillity, of the ivi iTek" erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CMeria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA. 95610 if Southem Pine ISP} lumber is specified, 'rhe design valuesare these effective 06/01j2013 byALSC Job Truss Truss Type Ory Ply Sun Valley Dev. / EI Rancho 2 TCDL 14.0 Lumber Increase 1.25 BC 0.69 BCLL 0.0 Rep Stress Incr NO 836175187 ELRANCH02 A03 CALIFORNIA TRUSS 1 1 165/146 Horz(TL) -0.14 1 n/a n/a 7-27=-1691/6247 Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:23 2013 Page 1 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-eZd_k4BmKK29udhPUiJvi5rBe9 WrSgml vie82xzUm?I 34.9 6-141 -31 101-0 12•ta1 34-0 169-7 2a2 -0 21-9-0 34-9 3-5.9 St 2-9-1 2-9-1 S75 3-58 311.9 1-0-0 scale 1:36.1 8x12 MT20H 3.10 = 6.10 MT20H 214 11 a.12 = 2.4 II 8.12 MT20H = 2.4 II 4.12 = FCADING (psf) SPACING 2-0-0 CSI LL 20.0 Plates Increase 1.25 TC 0.61 TCDL 14.0 Lumber Increase 1.25 BC 0.69 BCLL 0.0 Rep Stress Incr NO WB 0.44 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.2110-11 >999 240 MT20 220/195 Vert(TL) -0.6610-11 >376 180 MT20H 165/146 Horz(TL) -0.14 1 n/a n/a 7-27=-1691/6247 WEBS 2-12=-86/661,3-12=-104/1411,4-12=-1101/313,4-10=-1010/216, 5-10=-102/1419, 6-10=-217/582, 4-11=-25/498 Weight: 108 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-10 oc purlins, except 2-0-0 oc purlins (2-6-11 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 5-8-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 1=2316/0-2-0 (req. 0-2-11), 7=2228/0-3-8 (min. 0-2-9) Max Horz 7=139(1_C 16) Max Uplift 1=584(LC 9), 7=-621(LC 12) Max Grav 1=2500(LC 8), 7=2425(LC 7) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-6440/1686, 2-14=-6045/1148, 2-3=-6117/1129, 3-15=5762/493, 4-15=-5762/412, 4-16=-5843/413,5-16=5843/568,5-6=-6198/1141,6-7=-6530/1679 BOT CHORD 1 -17= -1690/6095,17-18=-2271/6676,13-18=-2271/6676,13-19=-2271/6676, 12 -19= -2271/6676,12-20=1997/7041,20-21=1997/7041,21-22=-1997/7041, 11 -22= -1997/7041,11-23=1997/7041,23-24=-1997/7041,24-25=-1997/7041, • 10-25=1997/7041, 10-26=1691/6247, 9-26=-1691/6247, 9-27=1691/6247, 7-27=-1691/6247 WEBS 2-12=-86/661,3-12=-104/1411,4-12=-1101/313,4-10=-1010/216, 5-10=-102/1419, 6-10=-217/582, 4-11=-25/498 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 584 Ib uplift at joint 1 and 621 Its uplift at joint 7. 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonooncurrent with any other live loads. 12) This truss has been designed for a total drag load of 3500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-1-8 to 2-1-8 for 1750.0 plf. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 April 2,2013 A WARNING Verify design Parameters and READ NOTES ON TWS AND INCLUDED Mf7FX REFERENCE PAGE MII.7473 BEFORE USE. Design valid for use only with Mgek connectors. This design is based only upon parameters shown, and is for an individual building component. FApplicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown B for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respomibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria. DSB•89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA. 95610 ff Sovthem Pine {SP} lumber is specified, the design values &re thane effective 06/OIj2013 byALSC Job Truss Truss Type Qty Sun Valley Dev. / EI Rancho 2 836175187 ELRANCH02 A03 CALIFORNIA TRUSS 1 [ly 1 Job Reference (optional) Dmn„ inuiu, t m - attva 7.350 s 5ep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:23 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-eZd_k4BmKK29udhPUiJvi5rBe9WrSgml vie821¢Um?I NOTES 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 295 Ib down and 115 Ib up at 9-5-12, and 295 Ib down and 115 Ib up at 10-8-4, and 150 Ib down and 6 Ib up at 1-7-12 on top chord, and 65 Ib down at 9-5-12, 65 Ib down at 10-8-4, and 922 Ib down and 37 Ib up at 7-5-0, and 922 Ib down and 37 Ib up at 12-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-68, 3-5=68, 5-8=-68, 1-7=-20 Concentrated Loads (lb) Vert: 14=-150 15=-295(F) 16= -295(F)20= -922(F) 22=-31(F)23=31(F) 25=-922(F) • A WARMNG - Verj/g design parnmd. and READ NOTES ON THIS AND INCLUDED M TEK REFERENCE PAGE 161.7473 BEFORE USE Design valid for vse only with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. 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 6 the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structureits the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing. consult ANSIMI1 Quallty Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available -from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 If Southern Pine ISP} lumber is specified., the design value -sire these effective 06/01,12013 byALSf Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 1.25 TCDL 14.0 Lumber Increase 1.25 R36175188 ELRANCH02 B01 Special Truss 4 1 Code IBC2009ITP12007 Weight: 41 Ib FT = 20% BRACING Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:24 2013 Page 1 IDA JQMgFXCujBAFmEeUdo6dFyEgeO-6IBMyQC05dAOVnGbl QgBFJOPgZr5BCrA8MNhbOzUm?H 6-7-0 I 12-6-0 1 1-40 6-7-0 571-0 S®le = 121.8 5x6 = ADING (psf) SPACING 2-0-0 CLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code IBC2009ITP12007 LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G WEDGE Right: 2x4 OF Stud ami CSI DEFL in (loc) Ildeft L/d PLATES GRIP TC 0.40 Vert(LL) -0.14 2-5 >999 240 MT20 220/195 BC 0.69 Vert(TL) -0.24 ,2-5 >606 180 WB 0.13 Horz(TL) 0.02 4 n/a n/a (Matrix) Weight: 41 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=641/0-3-8 (min. 0-1.8), 4=672/Mechanical Max Harz 2=43(LC 5) Max Uplift 2=-52(LC 3), 4=-11(LC 4) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1082/23, 3-6=1031/18, 4-6=-1134/0 BOT CHORD 2-7=0/964, 5-7=0/964, 5-8=0/964, 4-8=0/964 WEBS 3-5=0/413 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 2 and 11 Ib uplift at joint 4. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIfTPI 1. 9) This truss has been designed for a moving concentrated load of 250.0Ib live and 3.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 6 Ib up at 11-2-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=68, 3-4=-68, 2-4=-20 Concentrated Loads (lb) Vert: 6=-150 O??,OF ESS/p�,9 S. rjNG,l F'L C LU QQ F'L m cr C 43J Z} April 2,2013 AWARMNG - Verify dm9n parameters; and READ NOTES ON7WS AAW INCLUDED MfTEKREFERENCE PAGEPOI-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. �- Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for )aterol support of individual web members only. Additional temporary brocing to insure stability during construction is the respomibillity, of the - MITe K` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 10bricotion, quality control. storage. delivery, erection and brocing. consult ANSI/TPil Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern .Pine f5Pl lumber is specified. the design valuesare these effective 06/01J2013 byAtSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 TCDL 14.0 Lumber Increase 1.25 BC 0.70 BCLL 0.0 Rep Stress Incr NO 836175189 ELRANCH02 B02 CALIFORNIA TRUSS 1 1 TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G *Except* Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:25 2013 Page 1 I D:1 JQMgFXCujBAFmEeUdo6dFyEgeO-bxlk9mDOsxlt7xgob7LNoWwahzB6wa W KN07F7gzUm?G 3-8-9I 6-7-0 I 9-57 I 1240 1-0-0 349 2-10.7 2-10-7 3-0-9 QUALIFIED BUILDING DESIGNER OR PROJECT ENGINEER SHALL REVIEW THE INPUT LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE _ SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. 64 Stale - 131.8 57-0 I 1240 6-7-0 511-0 FADING (psf) SPACING 1-6-0 CSI CLL 20.0 Plates Increase 1.25 TC 0.44 TCDL 14.0 Lumber Increase 1.25 BC 0.70 BCLL 0.0 Rep Stress Incr NO WB 0.42 BCDL 10.0 Code IBC2009ITPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x6 DF SS WEBS 2x4 DF Stud G *Except* 4-7: 2x4 DF No.t&BU G REACTIONS (Ib/size) 6=1300/Mechanical, 2=1177/0-3-8 (min. 0-2-3) Max Hoa 2=90(LC 14) Max Uplift 6=-668(LC 12), 2=-692(LC 9) Max Grav 6=2222(LC 27), 2=2032(LC 25) DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.15 2-7 >965 240 MT20 220/195 Vert(TL) -0.28 2-7 >531 180 Horz(TL) 0.06 6 n/a n/a Weight: 58 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-12 oc bracing. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5466/2036, 3-4=-5466/1077.4-5=-5469/1015, 5-8=5098/1083, 6-8=-5147/1815 BOT CHORD 2-9=-1876/5165,7-9=-1876/5165,7-10=1970/4734, 10-11=1970/4734, 6-11=-1677/4734 WEBS 5-7=-70/485, 3-7=-251/115, 4-7=56/3305 NOTES 1) Unbalanced roof live loads have been considered for this design. 0 Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed fb 8 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 668 Ib uplift at joint 6 and 692 Ib uplift at joint 2. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) This truss has been designed for a total drag load of 3500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 10-7-0 to 12-6-0 for 1825.8 plf. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 6 Ib up at 11-2-12 on top chord, and 3198 Ib down and 93 Ib up at 6-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=51, 4-6=51, 2-6=-15 Continued on page 2 6x8 = OQRpFESS/p ,9 S. T c W C 04, 3 rn io OF April 2,2013 AWARMNG - Verify design parameters and READ NOTES ONTWS AIM INCLUDED 1H17EKREFERENCE PAGE hill 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stabirity, during construction b the responsibillity, of the erector. Additional permanent bracing of the overall structureits the responsibility of the building designer. For general guidance regarding iYl fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 N Southern Pine ISPI lumbar is specified, the design values are those effective 06/02/2013 byALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 836175189 ELRANCH02 B02 CALIFORNIA TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-1455(F) 8=-150 • • 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:25 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-bxlk9mDOsxll7xgob7LNoWwahzB6waWKN07F7gzUm?G ® WARNJNG - Verify design panom ter and READ NOTES ON 7WS AND 1NMUDED MEM REFERENCE PAGE 961-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component. 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 responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexondria, VA 22314. Citrus Heights, CA, 95610 if Southern Pine {SP1 lumber is spetified.. the design valuesare those ef3ettive 06/01/2013 byALSC Job Truss Truss Type Valley Dev. / EI Rancho 2 Oty 836175190 ELRANCH02 C01 Common Truss 2 [lySun 1 Job Reference (optional) BMG. Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:26 2013 Page 1 ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-38J6N6DedFQkl5P 9rtcKkTodMesf?gTcgsofGzUm?F 4-10-0 9-" 10-8-0 1-0-0 4-10.0 I 4-1D-0 Scale o 1:21.7 1.5.4 II 1.5.4 II aADING (psf) SPACING 2-0-0 CSI LL 20.0 1 Plates Increase 1.25 TC 0.24 LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18Btr G WEBS 2x4 DF Stud G REACTIONS (Ib/size) 8=549/0-5-8 (min. 0-1-8), 10=549/0-5-8 (min. 0-1-8) Max Horz 10=32(LC 5) Max Uplift 8=-163(LC 4), 10=163(1_C 3) Max Grav 8=1351(LC 17), 10=1 351 (LC 13) DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.03 9-10 >999 240 MT20 220/195 Vert(TL) -0.03 9-10 >999 180 Horz(TL) -0.00 8 n/a n/a Weight: 41 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1821729, 34=1532/47, 4-5=-1532/48, 5-6=180/729 BOT CHORD 2-11=-666/192, 10-11=-666/192, 10-12=666/167, 9-12=-066/167, 9-13=-666/190, 8-13=-666/190, 8-14=-666/190, 6-14=-666/190 WEBS 4-9=-142/950, 5-8=1143/158, 3-10=-1143/159, 3-9=176/1766, 5-9=175/1766 NOTES 1) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This trirss.has•been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-6 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 Ib uplift at joint 8 and 163 Ib uplift at joint 10. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1389 lb down and 86 Ib up at 4-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-7=-68, 2-6=32 Concentrated Loads (lb) Vert: 9=11(B) OQ?,pFESS/0 S. TjNG,I F'L CO LU of C 046 m I *\ E X 91 %P3 a /* April 2,2013 A WARNNG - Verify design parameters and READ NOTES ON THIS 6ND 114MUDED I f7EK REFERENCE PAGE 111.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 responsibillity of the r erector. Additional permanent bracing of the overall structure B the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control. storage, delivery. erection and bracing. consu8 ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component Suite 109 S 7777 Greenback Lane, Safety Information available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, Lane, S If Southern Pine JSP} lumber is specified, the design values are those effective 06/01j2013 by ALSO Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 Plate Offsets X Y : [8:0-1-10,0-1-91, [10:0-1-10.0-0-151 ADING (psf) FCL 836175191 ELRANCH02 CO2 Common Truss 1 1 Plates Increase 1.25 TC 0.33 Vert(LL) -0.02 8-9 >999 240 MT20 220/195 TCDL 14.0 Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:28 2013 Page 1 ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-?WQtooFv9sgS_OZMGFv5P9Y6eAJ871_m3 Lvk9zUm?D Milo 10 8 Sae II 3.5 II scale = 121.7 1• 7-&122 z z4-at1o7B8 I az-tz 1-7-8 Plate Offsets X Y : [8:0-1-10,0-1-91, [10:0-1-10.0-0-151 ADING (psf) FCL SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP L 20.0 Plates Increase 1.25 TC 0.33 Vert(LL) -0.02 8-9 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.30 Vert(TL) -0.05 9 >999 . 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 33 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 10=497/0-5-8 (min. 0-1-8), 8=497/0-5-8 (min. 0-1-8) Max Horz 10=-32(LC 6) Max Uplift 10=-111(LC 3), 8.=11'I(LC 4) Max Grav 10=588(LC 13), 8=588(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-310/87.5-8=-310/87 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 10 and 111 Ib uplift at joint 8. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 3.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OQRpF ESS/() AZ_1 CI X c os April 2,2013 WARNING - Verify design parameters and READ NOTES ON 7TUS AM INCLUDED Idr7EK REFERENCE PAGE MD• 7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. • 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 corutruction is the responsibillify of the MiTek' erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane. Suite 109 Safely Information available from Truss Plate Institute. 781 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 If Southern Pine (5P) lumber isspecified, the design valuesare those effective 06/0112013 byALSO Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 late Offsets KY : [10:0-3-9.0-3-01 836175192 ELRANCH02 CGO1 Diagonal Hip Girder 2 1 SPACING 2-0-0 CSI DEFL in (loc) I/dell Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 0210:15:29 2013 Page 1 ID: 1 JQMgFXCujBAFmEeUdo6dFyEgeO-TLF?BGXw9olcY8ZgzQKyM5AxaYbsHSvle5SGbzUm?C 3-10-9I 7.0.2 I 11-3-0 I 14-3.1 115-0-0 1.5-0 3-10.9 3-1.10 4-2.14 341-1 0.9-3 Stals= 1:26.8 LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x4 DF 240OF 2.0E WEBS 2x4 DF Stud G BOT CHORD REACTIONS (Ib/size) 9=990/Mechanical, 2=670/0-7-0 (min: 0-1-8), 6=76/0-2-2 (min. 0-1-8) Max Harz 2=126(LC 4) Max Uplift 9=108(LC 3), 2=-77(LC 5), 6=-66(LC 4) Max Grav 9=1809(LC 10), 2=1355(LC 11), 6=76(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-3835/20, 3-12=-3823/22, 3-13=-2479/43, 4-13=-2461/38, 5-9=507/111 BOT CHORD 2-16=-78/3698, 16-17=-78/3698, 11-17=-78/3698, 11-18=-78/3698, 10-18=-78/3698, 10-19=79/2408, 19-20=-79/2408, 9-20=79/2408 WEBS 3-11=0/830,3-10=-151210,4-10=0/1380,4-9=-2549/87 Structural wood sheathing directly applied or 3-2-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. WindOTES: Wind: ASCE 7-05;.95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 2b.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at joint 9, 77 Ib uplift at joint 2 and 66 Ib uplift at joint 6. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down and 23 Ib up at 2-9-8, 6 Ib down and 23 Ib up at 2-9-8, 47 Ib down and 26 Ib up at 5-7-7, 42 Ib down and 24 Ib up at 5-7-7, 120 Ib down and 48 Ib up at 8-5-6, 120 Ib down and 48 Ib up at 8-5-6, and 324 Ib down and 34 Ib up at 11-3-5, and 58 Ib up at 14-1-4 on top chord, and 252 Ib down and 1 Ib up at 2-9-8, 252 Ib down and 1 Ib up at 2-9-8, 255 Ib down at 5-7-7, 270 Ib down at 5-7-7, and 271 Ib down at 8-5-6, and 291 Ib down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 OQ?,()FESS/0 , R S. TjNO,I < LU 4 6 433 r + XP1f3 31-15 +loo, April 2,2013 AWARIUNG - Verify design pa rx..t. and READ NOTES ON THIS AND INCLUDED AITYW REFERENCE PAGE 161-7473 BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and i1 for an individual building component. WK Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTe k• erector. Additional permanent brocing of the overall structure k the responsibility of the building designer. For general guidance regarding IYI fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TP11 Quality Crllerlo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Pins, ISPI lumber is specified, the design valves are thane effective 06/01/2013 byALSC 3-10.9 3.10.9 I 7.0.2 3-1-10 I 11-3.0 4-2-14 late Offsets KY : [10:0-3-9.0-3-01 ADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell L/d PLATES GRIP CLL 20.0 Plates Increase 1.25 TC 0.81 Vert(LL) -0.14 10-11 >897 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 SC 0.73 Vert(TL) -0.22 10-11 >585 180 BCLL 0.0 Rep Stress.lncr NO WB 0.87 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 54 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x4 DF 240OF 2.0E WEBS 2x4 DF Stud G BOT CHORD REACTIONS (Ib/size) 9=990/Mechanical, 2=670/0-7-0 (min: 0-1-8), 6=76/0-2-2 (min. 0-1-8) Max Harz 2=126(LC 4) Max Uplift 9=108(LC 3), 2=-77(LC 5), 6=-66(LC 4) Max Grav 9=1809(LC 10), 2=1355(LC 11), 6=76(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-3835/20, 3-12=-3823/22, 3-13=-2479/43, 4-13=-2461/38, 5-9=507/111 BOT CHORD 2-16=-78/3698, 16-17=-78/3698, 11-17=-78/3698, 11-18=-78/3698, 10-18=-78/3698, 10-19=79/2408, 19-20=-79/2408, 9-20=79/2408 WEBS 3-11=0/830,3-10=-151210,4-10=0/1380,4-9=-2549/87 Structural wood sheathing directly applied or 3-2-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. WindOTES: Wind: ASCE 7-05;.95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 2b.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 Ib uplift at joint 9, 77 Ib uplift at joint 2 and 66 Ib uplift at joint 6. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrenl with any other live loads. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down and 23 Ib up at 2-9-8, 6 Ib down and 23 Ib up at 2-9-8, 47 Ib down and 26 Ib up at 5-7-7, 42 Ib down and 24 Ib up at 5-7-7, 120 Ib down and 48 Ib up at 8-5-6, 120 Ib down and 48 Ib up at 8-5-6, and 324 Ib down and 34 Ib up at 11-3-5, and 58 Ib up at 14-1-4 on top chord, and 252 Ib down and 1 Ib up at 2-9-8, 252 Ib down and 1 Ib up at 2-9-8, 255 Ib down at 5-7-7, 270 Ib down at 5-7-7, and 271 Ib down at 8-5-6, and 291 Ib down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 OQ?,()FESS/0 , R S. TjNO,I < LU 4 6 433 r + XP1f3 31-15 +loo, April 2,2013 AWARIUNG - Verify design pa rx..t. and READ NOTES ON THIS AND INCLUDED AITYW REFERENCE PAGE 161-7473 BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and i1 for an individual building component. WK Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTe k• erector. Additional permanent brocing of the overall structure k the responsibility of the building designer. For general guidance regarding IYI fabrication, quality control, storage, delivery. erection and bracing. consult ANSI/TP11 Quality Crllerlo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Pins, ISPI lumber is specified, the design valves are thane effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 836175192 ELRANCH02 CGO1 Diagonal Hip Girder 2 1 Job Reference (optional) CMI:, mala, UA - yLLUJ 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:29 2013 Page 2 ID: 1 JQMgFXCujBAFmEeUdo6dFyEgeO-Tj_F?8GXw9olcY8ZgzQKyM5AxaYbsHSvle5SGbzUm?C LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-68, 5-7=-68, 2-8=-20 Concentrated Loads (lb) Vert: 6=58(F) 12=45(F=23, 13=23) 13=-89(F=-47, 13=42) 14=-239(F=-120, 8=120) 15=-97(F) 17=1(F=1, 13=1) 18=19(1==-2, B=-17) 19=-55(F=-18, B=-38) • ,& WARMING- Verify design parameters and READ NOTES ON 7WSAIM INCLUDED MfTEKREFERENCE PAGE MT7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon porometers shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown AA is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the iTek• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYI fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/TPII Quality Critedo, DSS -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95618 ff soutisem Pine {SPI1umber u specified, the -design valueaare these effective 06102/2013 byALX Job Truss Truss Type 5-0-5 Sun Valley Dev. / EI Rancho 2 d•1 +5 Oty SPACING 836175193 ELRANCH02 CG02 Diagonal Hip Girder 2 [ly 1 Ud PLATES GRIP LL 20.0 Plates Increase 1.25 TC 0.96 Job Reference (optional) DMI. Inoio, t A - a[[u.1 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:30 2013 Page 1 ID:1 JOMgFXCujBAFmEeUdo6dFyEgeO-xvYdCUGghTw9DijlOgxZVaeHK_p6bmT3W Ig0ol zUm?B I -1-5-0 1 5-0-5 1 9-2-4 1.5-0 5.0.5 Scale = 1:19.6 axe II 4 5 4x6 = LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF 240OF 2.0E WEBS 2x4 DF Stud G BOT CHORD REACTIONS (Ib/size) 7=739/Mechanical, 2=537/0-7-0 (min. 0-1-8) Max Harz 2=84(LC 4) Max Uplift 7=-40(LC 4), 2=-73(LC 5) Max Grav 7=1610(LC 9), 2=1111(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-2537/5, 3-9=-2528111,4-7=-351/101 BOT CHORD 2-12=-32/2453, 8-12=-32/2453, 8-13=-32/2453,13-14=-32/2453,14-15=32/2453, 7-15=-32/2453 WEBS 3-8=0/1174, 3-7=-2412/11 Structural wood sheathing directly applied or 3-10-5 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduc{ion of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ib uplift at joint 7 and 73 Ib uplift at joint 2. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down and 23 Ib up at 2-9-8, 6 Ib down and 23 Ib up at 2-9-8, 42 Ib down and 24 Ib up at 5-7-7, 42 Ib down and 24 Ib up at 5-7-7, and 120 Ib down and 48 Ib up at 8-5-6, and 120 Ib down and 48 Ib up at 8-5-6 on top chord, and 252 Ib down and 1 Ib up at 2-9-8, 252 Ib down and 1 Ib up at 2-9-8, 270 Ib down at 5-7-7, 270 Ib down at 5-7-7, and 291 Ib down at 8-5-6, and 291 Ib down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=28, 2-6=20 Continued on page 2 OQRpF ESS/pN9 S.rn TjNG,I F'L C 040 _ ;0 April 2,2013 AWARNING - VerVy design paranurters and READ NO7ES ON 7HTS AND INCLUDED bUTEK REFERENCE FADE J61.7473 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design 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 responsibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 V I OW fabrication, quality control, storage. delivery, erection and bracing. consult ANSIjTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avolable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 ff Southem Pine (SP) lumber is specified, the design values are these effective 06/02j2013 byALSC 5-0-5 d•1 +5 ADING (psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft Ud PLATES GRIP LL 20.0 Plates Increase 1.25 TC 0.96 Vert(LL) -0.18 2-8 >590 240 MT20 220/195 CDL 14.0 Lumber Increase 1.25 BC 0.97 Vert(TL) -0.22 2-8 >461 180 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 37 Ib FT = 20 LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF 240OF 2.0E WEBS 2x4 DF Stud G BOT CHORD REACTIONS (Ib/size) 7=739/Mechanical, 2=537/0-7-0 (min. 0-1-8) Max Harz 2=84(LC 4) Max Uplift 7=-40(LC 4), 2=-73(LC 5) Max Grav 7=1610(LC 9), 2=1111(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-2537/5, 3-9=-2528111,4-7=-351/101 BOT CHORD 2-12=-32/2453, 8-12=-32/2453, 8-13=-32/2453,13-14=-32/2453,14-15=32/2453, 7-15=-32/2453 WEBS 3-8=0/1174, 3-7=-2412/11 Structural wood sheathing directly applied or 3-10-5 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduc{ion of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 Ib uplift at joint 7 and 73 Ib uplift at joint 2. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down and 23 Ib up at 2-9-8, 6 Ib down and 23 Ib up at 2-9-8, 42 Ib down and 24 Ib up at 5-7-7, 42 Ib down and 24 Ib up at 5-7-7, and 120 Ib down and 48 Ib up at 8-5-6, and 120 Ib down and 48 Ib up at 8-5-6 on top chord, and 252 Ib down and 1 Ib up at 2-9-8, 252 Ib down and 1 Ib up at 2-9-8, 270 Ib down at 5-7-7, 270 Ib down at 5-7-7, and 291 Ib down at 8-5-6, and 291 Ib down at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=28, 2-6=20 Continued on page 2 OQRpF ESS/pN9 S.rn TjNG,I F'L C 040 _ ;0 April 2,2013 AWARNING - VerVy design paranurters and READ NO7ES ON 7HTS AND INCLUDED bUTEK REFERENCE FADE J61.7473 BEFORE US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design 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 responsibillity of the WOW erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 V I OW fabrication, quality control, storage. delivery, erection and bracing. consult ANSIjTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information avolable from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 ff Southem Pine (SP) lumber is specified, the design values are these effective 06/02j2013 byALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 R36175193 ELRANCH02 CG02 Diagonal Hip Girder 2 1 Job Reference (optional) BMG, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:30 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeD-xvYdCUG9hTwgDijlOgxZVaeHK_p6bmT3WIgOol zUm?B LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=45(F=23, B=23) 10=-84(F=-42, B=42) 11=-239(F=-120, B=-120) 12=1(F=1, B=1) 13=-34(F=-17, 13=17) 15=75(F=-38, B=38) • • A WARNING - Verify des gn parameters and READ NOTES ON 77US AAID INCLUDED MT EKREFERENCE PAGE PUI.7473 BEFORE USE. Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for an individual building component. ' 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 responsibillity, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information ovolable from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 It Southern Pine 15PI lumber is specified, the -design vatuesare those effective 06/01/2013 byALSL 9 Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 (loc) I/deb Ud PLATES GRIP LL 20.0 R36175194 ELRANCH02 CG03 Diagonal Hip Girder 4 1 >463 240 MT20 220/195 CDL 14.0 Lumber Increase 1.25 Job Reference (optional) Eivic, inaio, t,r. - szzvo 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:312013 Page 1 ID: 1JQMgFXCujBAFmEeUdo6dFyEgeO-P56?QpHnSn2OrslxyOSo1 nAelNE4KLRClyaZKUzUm?A -1 .s.0 3.9,7 8-8.8 1.5.0 3-9-7 2-11.1 S.I. a 1:15.3 1.5:4 II 2x4 6 12 ADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deb Ud PLATES GRIP LL 20.0 Plates Increase 1.25 TC 0.21 Vert(LL) -0.11 7-8 >463 240 MT20 220/195 CDL 14.0 Lumber Increase 1.25 BC 0.67. Vert(TL) -0.11 7-8 >432 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 29 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G BOT CHORD REACTIONS (Ib/size) 7=27/Mechanical, 8=563/0-7-12 (min. 0-1-8) Max Harz 8=63(LC 4) Max Uplift 7=-31(LC 4), 8=-169(LC 5) Max Grav 7=726(LC 9), 8=1008(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-386/1018, 3-9=-371/1018 BOT CHORD 2-11=-980/399, 8-11=-980/399, 8-12=-367/137, 12-13=-367/137, 13-14=367/137, 7-14=-367/137 WEBS 3-7=-143/382, 3-8=-778/289 Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES ISWind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 4) A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 7 and 169 Ib uplift at joint 8. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 6 Ib down and 23 Ib up at 2-9-8, 6 Ib down and 23 Ib up at 2-9-8, and 3 Ib down and 67 Ib up at 5-7-7, and 42 Ib down and 24 Ib up at 5-7-7 on top chord, and 252 Ib down and 1 Ib up at 2-9-8, and 220 Ib down and 33 Ib up at 5-7-7, and 270 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 4-5=-28, 2-6=20 Continued on page 2 OQRoF ESS/oN9l R S. LU CTo EY -!6 -13 April 2,2013 A WARNING • Verify design partanteters and READ NOTES ON 7FIIS AND INCLUDED AITTERRE£ERENCE PAGE PEI 7473 BEFORE USE. Design valid for use only with M -Tek connectors. This design is based only upon parameters shown, and is for on individual building component. • 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 responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 tt Southem Pine ISPI lumber is spnified, the design valuesare those effective 06/02/ 2013 byALSC Job Truss Truss Type Qty PlyTjob Valley Dev. / EI Rancho 2 R36175194 ELRANCH02 CGO3 Diagonal Hip Girder 4 Reference (optional) tsw'. mato, LA - vzz03 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 9=45(F=23, B=23) 10=25(F=67, B=-42) 12=1(B) 14=16(F=33, 13=17) • • 7.350 s 5ep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:31 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-P56?QpHnSn20rslxyOSo1 nAelNE4KLRClyaZKUzUm?A WARNING - Verify design par anteters and READ NOTES ON THIS AND INCLUDED PUTEK REFERENCE PAGE MT 7473 BEFORE US& Design valid for use only with M1ek connectors. This design is based only upon parameters shown, and is for on individual building component. 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 responsibiflity of the MiTek• erector. Additional permanent bracing of the overall stricture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 ff Southern Pine jSPf lumber is sped ed, the design values are those effective 06/01/2013 byAISC Job Truss Truss TypeOry TCLL 20.0 PIY Sun Valley Dev. / EI Rancho 2 TCDL 14.0 Lumber Increase 1.25 BC 0.52 BCLL 0.0 Rep Stress Incr YES • R36175195 ELRANCH02 D01 Monopitch Truss 1 2 TOP CHORD 2x4 OF No.18Btr G BOT CHORD 2x4 OF No.18Btr G WEBS 2x4 OF Stud G *Except* Job Reference (optional) tslvlc, mato, L.A - yzzu3 7.350 s 5ep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:32 2013 Page 1 I D:1 JOMgFXCujBAFmEeUdo6dFyEgeO-tlgNd91PC4AlTOt8V5z1 a?jmAncY3dNM_cJ6twzUm?9 1S1-13 1 9 23-7.8 8-1-1 0. -0 7-9.12 0-0. 2 7-6-15 4.6 = S.I. = 1:40.2 PDADING (psf SPACING \ 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.43 TCDL 14.0 Lumber Increase 1.25 BC 0.52 BCLL 0.0 Rep Stress Incr YES WB 0.86 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 OF No.18Btr G BOT CHORD 2x4 OF No.18Btr G WEBS 2x4 OF Stud G *Except* 8-9: 2x6 DF No.2 G REACTIONS (Ib/size) 8=1589/0-3-8 (min. 0-1-8),5=1714/0-3-8 (min. 0-1-8) Max Horz 8=265(1_C 3) Max Uplift 8=-304(LC 6), 5=-422(LC 4) DEFL in (loc) I/deft L/d Vert(LL) -0.18 6-7 >999 240 Vert(TL) -0.48 6-7 >579 180 Horz(TL) 0.06 5 n/a n/a FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-271/55, 1-2=-322/341, 2-3=3642/945, 3.4=-2686/637, 4-5=1501/353 BOT CHORD 8-10=-926/3335, 10-11=-926/3335,11-12=926/3335,12-13=-926/3335, 13-14=-926/3335, 7-14=-926/3335, 7-15=-832/3350, 15-16=-832/3350, 16-17=832/3350,17-18=-832/3350,18-19=-832/3350,6-19=-832/3350 WEBS 2-8=-3188/635,4-6=-665/2807, 2-7=165/645, 3-7=146/341, 3-6=-946/256 3.4 11 PLATES GRIP MT20 220/195 Weight: 231 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cal. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) Concentrated loads from layout are not present in Load Case(s): #101 1st Moving Load; #201 2nd Moving Load; #301 3rd Moving Load; #401 4th Moving Load; #501 5th Moving Load; #601 6th Moving Load; #701 7th Moving Load. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 Ib uplift at joint 8 and 422 Ib uplift at joint 5. 11) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 12) This truss has been designed for a moving concentrated load of 250.0Ib live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Continued on page 2 ?,()FESS/p , S. C I QQ F"L ryr t UJ 4e,4193 To Co. 1-15 { April 2,2013 A WARNING - Verify design pararndcrs and READ NOTES ON THIS AND INCLUDED ICTEKREFERENCE PAGE MI.7473 BEFORE USE. Design valid for use only with mTek connectors. This design is based only upon parameters shown, and is for on individual building component. 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 MiTek' erector. Additional pennonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing. consult ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from 7rvss Plate Institute. 781 N. Lee Street. Suite 312 Alexandria. VA 22314. Citrus Heights, CA, 95610 If Southern Pine 15P7lumber is sperms ed, the design values are those effective 06/0112013 byALSC Job Truss Truss Type Oty Ply Valley Dev. / EI Rancho 2 R36175195 Fjob ELRANCH02 D01 Monopitch Truss 1 2 eference(optionall Div-, ma.D, - yttuo /.3Du a Sep Z6 Z012 Mn eK Industries, Inc. Tue Apr 02 10:15:32 2013 Page 2 ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-tlgNd91PC4AtTOt8V5zla?jmAncY3dNM cJ6twzUm?9 NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 Ib down and 53 Ib up at 2-0-12, 105 Ib down and 53 Ib up at 4-0-12, 105 Ib down and 53 Ib up at 6-0-12, 105 Ib down and 53 Ib up at 8-0-12, 105 Ib down and 53 Ib up at 10-0-12, 105 Ib down and 53 Ib up at 12-0-12, 105 Ib down and 53 Ib up at 14-0-12, 105 Ib down and 53 Ib up at 16-0-12, 105 Ib down and 53 Ib up at 18-0-12, 105 Ib down and 53 Ib up at 20-0-12, and 105 Ib down and 53 Ib up at 22-0-12, and 105 Ib down and 53 Ib up at 23-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=68, 5-8=-20 Concentrated Loads (lb) Vert: 5=-105(8) 10=-105(8) 11=105(B) 13=-105(B) 14=105(8) 15=105(B) 16=-105(B) 17=-105(B) 18=-105(6) 19=-105(6) 20=-105(6) 22=-105(6) • • A WARMNG - Verify design parameters and READ NOTES ON THIS AND LI C.LUDED MREK REFERENCE PAGE 16 1-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 it the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTek• fabrication, quality control, storage, delivery, erection and bracing. consult ANSIAPII Quality Cdterla, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 If Soudlem Pine {SP} lamberts ve specified, the design luesare those effective 0610112013 by AL.SC Job Truss Truss Type DEFL in (loc) I/deft Ud Vert(LL) -0.37 14-15 >777 240 Vert(TL) -0.62 14-15 >466 180 Horz(TL) 0.03 12 n/a n/a Ply Sun Valley Dev. / EI Rancho 2 BRACING TOP CHORD 2x4 DF No. I&Btr G Qty- Structural wood sheathing directly applied or 5-10-15 oc purlins, 836175196 ELRANCH02 D02 MONOPITCH TRUSS 1 1 16-17,9-18:2x6 DF No.2 G WEBS 1 Row at midpl 2-16 MiTek recommends that Stabilizers and required cross Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:34 2013 Page 1 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-ggo82rKgkiQbiJOWdWOVfQo6lbEQXdEeRvoDxozUm?7 &1-1 8 2 16-0-9 16111 24-0.11 24 -8 27-7.8 31-9.14 35-0.0 40.0-0 8.1.1 0.-1 7-10.7 2 Bow 0.1-13 3-5-0 4-2-6 3.2.2 Swie = 1:65.6 Im 4.6 = 5.8 = s. - 41b - 5.e - 1.50 It 4.4 = 7.10 = 4.6 It ADING (psf) CLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 1-4-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009rrP12007 CSI TC 0.39 BC 0.82 WB 0.45 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.37 14-15 >777 240 Vert(TL) -0.62 14-15 >466 180 Horz(TL) 0.03 12 n/a n/a PLATES GRIP MT20 220/195 Weight: 200 Its FT = 20 LUMBER BRACING TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, BOT CHORD 2x4 DF No.1&BV G except end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. 16-17,9-18:2x6 DF No.2 G WEBS 1 Row at midpl 2-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with [Stabilizer Installation guide. REACTIONS (Ib/size) 16=590/0-3.8 (min. 0-1-8), 9=28010-3-8 (min. 0-1-8), 12=144910-3-8 (min. 0-1-9) Max Horz 16=-272(LC 3) Max Uplift 16=-13(LC 6), 9=-31 (LC 4), 12=-89(LC 6) Max Grav 16=590(LC 1), 9=407(LC 21), 12=1449(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1159/128, 3-4=-544/59, 4-5=-545/58, 5-6=180/480, 6-7=-557/136, .7-8=-583/159 BOT CHORD 16-19=269/1148, 15-19=-26911148,15-20=11 95/870, 14-20=-195/870, 13-14=-964/109, 13 -21=964/109,12 -21=-964/109,12-22=-1088/119,11-22=-1088/119,11-23=-10/384, 10-23=-10/384 0 EBS 2-16=-1086/41, 3-15=-29/494, 3-14=-679/133, 5-14=-78/1471, 5-11=-25/841, 6-11=-795/121, 6-10=01260, 8-10=-74/553, 5-12=-1391/114 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 16, 31 Ib uplift at joint 9 and 89 Ib uplift at joint 12. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 9) This truss has been designed for a moving concentrated load of 250.01b live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. LOAD CASE(S) Standard April 2,2013 AWARMNG Verify design parameters and READ N07ES ON THIS AND INCLUDED M77ERREFERENCE PAGEM71-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. _ Applicability of design 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 responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding 1 V I iTek' fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 BSouthem Pine.15P1 lumber isspetified, the design values are those effective 06/01/2013 byALSL Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 1.25 TC 0.62 TCDL 14.0 Lumber Increase 1.25 R36175197 [job ELRANCH02 D05 Monopitch Truss 1 1 Code IBC20091TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:35 2013 Page 1 IDA JQMgFXCujBAFmEeUdo6dFyEgeO-IILWGBKIV?YSKTbjBEXkCdLEU?YYGOOogZYnUFzUm?6 8-1-1 6-2 16-0-9 I 24-0.11 31-9-14 1 40-0-0 8-1-1 0• •2 7-10-7 8-0-2 7.9.3 8-2-2 6wle - 1:66.3 6x10 MT20H = 6x10MT20H = 4112 = 3.4 = 5.6 = 3.6 = 4.6 J 1.6 = 31 = 4.6 It FOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.62 TCDL 14.0 Lumber Increase 1.25 BC 0.95 BCLL 0.0 Rep Stress Incr YES WB 0.71 BCDL 10.0 Code IBC20091TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Stud G *Except* 15-16.8-17: 2x6 DF No.2 G DEFL in (loc) I/defl L/d Vert(LL) -0.3913-14 >796 240 Vert(TL) -0.81 13-14 >384 180 Horz(TL) 0.06 11 n/a n/a BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) 15=985/0-3-8 (min. 0-1-8),8=273/0-3-8 (min. 0-1-8), 11=2221/0-3-8 (min. 0-2-6) Max Harz 15=-408(LC 3) Max Uplift 15=-26(LC 6), 8=-44(LC 4), 11=-133(LC 6) Max Grav 15=985(LC 1), 8=402(LC 21), 11=2221(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-15=-266/53, 1-2=-295/195, 2-3=-2087/217, 3-4=-1327/136, 4-5=-1334/135, 5-6=-27911518.6-7=-366/211 BOT CHORD 15-18=-422/2013, 14-18=-42212013.14-19=332/1945,13-19=-332/1945, 12-13=546188, 12-20=-546/88, 11-20=546/88, 11-21=-2340/260, 10-21=-2340/260, 10-22=2551119, 9-22=255/119 EBS 2-15=-1932/84,2-14=0/330, 3-14=-27/401,6-10=-1537/204,6-9=0/388,7-9=-200/270, 3-13=-872/194,5-13=-89/2026,5-10=-95/1133.5-11=-2661/254 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 199 Ib FT = 20% Structural wood sheathing directly applied or 4-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 2-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide QF E$$ will fit between the bottom chord and any other members. OQR /ON9 7) A plate rating reduction of 20% has been applied for the green lumber members. r _1 R S. %N < 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 Ib uplift at joint 15, 44 Ib uplift at \ ' C C joint 8 and 133 Ib uplift at joint 11. CO Q ( 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 0 Q m 1 UJC0 rn 10) This truss has been designed for a moving concentrated load of 250.016 live and 3.016 dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard April 2,2013 A WARMIITG • Verify design parameters and RE&D N07ES ON 7WS AND INCLUDED 1VSf7EKREPERENCE PAGE PUI 7473 BEPORB US& Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and'6 for an individual building component. • Applicability of design parameters and proper incorporation of component 6 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual webmembers only. Additional temporary bracing to insure stability during construction is the resporssibillity, of the erector. Additional permanent bracin.g9 of the overall structure u the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control, storage, d8livery. erection and bracing, consult ANSI/rPll Quality Criteria, DSS -89 and SCSI Bu9ding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 ff Scuthem Pint ISP} lumber isspecified, the -design valuesare these effective 06/01,/2613 byALSO Job Truss Truss Type Ory Ply Sun Valley Dev. / EI Rancho 2 1.25 TC 0.67 TCDL 14.0 Lumber Increase 1.25 836175198 ELRANCH02 D06 Monopitch Truss 3 1 Code IBC20091TPI2007 (Matrix) LUMBER except end verticals. BOT CHORD TOP CHORD 2x4 DF No.1 &Btr G Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:37 2013 Page 1 ID:1 JOMgFXCujBAFmEeUdo6dFyEgeO-EFTGgtMY1 doAZnlSleZCH2OZAoCpkur58tl tY7zUm?4 8-1-1e- 2 1649 24-0-11 31.9-14 ao-o-o 8.1-1 0- •2 7.10.7 642 7-93 8-2-2 Scale - 1:67.1 6x10 MT20H = 14 10 -- - - a 4.12 = 3.4 = 6.6 = 3.6 = 4.6 = 3.4 = 4.6 = rADING (psf) SPACING 2-0-0 CSI CLL 20.0 Plates Increase 1.25 TC 0.67 TCDL 14.0 Lumber Increase 1.25 BC 0.97 BCLL 0.0 Rep Stress Incr YES WB 0.85 BCDL 10.0 Code IBC20091TPI2007 (Matrix) LUMBER except end verticals. BOT CHORD TOP CHORD 2x4 DF No.1 &Btr G WEBS 1 Row at midpt 2-14 BOT CHORD 2x4 DF No.1 &Btr G MiTek recommends that Stabilizers and required cross WEBS 2x4 DF Stud G *Except* Stabilizer Installation guide. 14-15.8-16: 2x6 DF No.2 G DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.4112-13 >803 240 MT20 220/195 Vert(TL) -0.8312-13 >394 180 MT20H 165/146 .Horz(TL) 0.07 10 n/a n/a Weight: 195 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 14=1024/0-3-8 (min. 0-1-8),8=15310-3-8 (min. 0-1-8), 10=2302/0-3-8 (min. 0-2-7) Max Horz 14=-408(LC 3) Max Uplift 14=-28(LC 6), 8=-42(LC 4), 10=-140(LC 6) Max Grav 14=1024(LC 1), 8=336(LC 19), 10=2302(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-266153,1-2=296/195, 2-3=-2221/225, 3-4=-1634/146, 4-5=-1640/145, 5-6=-308/2113,6-7=-327/337 BOT CHORD 14 -17=-431/2126,13-17=431/2126,13-18=-346/2197.12-18=-346/2197, 10-20=555/30, 9-20=-555/30 0EBS 2-14=-2049/91,2-13=0/358, 3-13=-116/318,6-10=-1735/237,6-9=0/449, 7-9=-558/176, 3-12=-795/190, 5-12=-62/1900, 5-10=-2410/273 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 28 Ib uplift at joint 14, 42 Ib uplift at joint 8 and 140 Ib uplift at joint 10. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 10) This truss has been designed for a moving concentrated load of 250.Olb live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard O??,0 ESS/pN S. TjYF2c C 04X33 r 119IF-45-I`S 0_ April 2,2013 A WARNING Ven{ fg design parmrteters and READ NOTES ON 77HS AND W.LUDED M TEE REFERENCE PAGE J61-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design u based only upon parameters shown, and is for an individual building component. 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 B the responsibillity, of the MiTek` erector. Additional permanent bracing of the overall structure u the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSIfTP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 if Southern Pine ISP1 lumbxf is specified, the design values a re those effective 06/01/2013 by ALSC Job Truss Truss Type Qty CLL 20.0 Sun Valley Dev. / EI Rancho 2 1.25 TC 0.67 TCDL 14.0 Lumber Increase [ly 836175199 ELRANCH02 D07 MONOPITCH TRUSS 8 1 Code IBC2004ITP12007 (Matrix) LUMBER except end verticals. BOT CHORD TOP CHORD 2x4 DF N0.1&BtrG Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:38 2013 Page 1 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-iS 1 fuDNAowx i BxKHsM4RpGzkvCY2TL4EMXmR4azUm?3 8.1.1 1 16-0-9 1 24-0-11 1 31-9-14 1 40-0-0 61-1 7-11-6 60.2 7-9-3 6-2-2 Stale = 1:67.1 6c10MT20H = 0.25112 4,12 = yb = 54 = 3,6 = 4,6 = _ 3,4 = 4.6 = 9574 1 18.6-9 I 27.5.12 1 33.7-2 I 40-0-0 9-514 9.0.12 8-11-3 61.5 FADING (psf) SPACING 2-0-0 CSI CLL 20.0 Plates Increase 1.25 TC 0.67 TCDL 14.0 Lumber Increase 1.25 BC 0.97 BCLL 0.0 Rep Stress Incr YES WB 0.85 BCDL 10.0 Code IBC2004ITP12007 (Matrix) LUMBER except end verticals. BOT CHORD TOP CHORD 2x4 DF N0.1&BtrG WEBS 1 Row at midpt 2-14 BOT CHORD 2x4 DF No. 1&Btr G MiTek recommends that Stabilizers and required cross WEBS 2x4 DF Stud G *Except* Stabilizer Installation guide. 14-15,8-16: 2x6 DF No.2 G DEFL in (loc) I/defi Lid PLATES GRIP Vert(LL) -0.4112-13 >803 240 MT20 220/195 Vert(TL) -0.83 12-13 >394 180 MT20H 165/146 Horz(TL) 0.07 10 n/a n/a Weight: 190 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 2-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 14=1024/0-3-8 (min. 0-1-8), 8=153/0-3-8 (min. 0-1-8), 10=2302/0-3-8 (min. 0-2-7) Max Harz 14=-296(LC 3) Max Uplift 14=-36(LC 6), 8=-24(LC 4), 10=-115(LC 6) Max Grav 14=1024(LC 1),8=336(LC 19),10=2302(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-266/56, 2-3=-2221/164, 3-4=-1634/109, 4-5=1640/108, 5-6=-249/2113, 6-7=-217/337 BOT CHORD 14-17=-316/2126,13-17=-316/2126,13-18=271/2197, 12-18=-271/2197, 10-20=555/30, 9-20=-555/30 EBS 2-14=-2049/106, 2-13=0/358, 3-13=-116/318, 3-12=795/172, 5-12=-28/1900, 5-10=-2410/246, 6-10=-1735/199, 6-9=0/449, 7-9=-558/119 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 14, 24 Ib uplift at joint 8 and 115 Ib uplift at joint 10. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard April 2,2013 AWARNING • Verify design parameters and READ N07ES ON 7FIIS AMID INCLUDED 167EKPEFERENCE PAGE MII 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown- and is for an individual building component • Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek' is for lateral support of individual web members only. Additional temporary bracing to insure stobility, during construction is the responsibillity, of the I iTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding V I fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Pine fSPf tumberis specified, the design vatuesare those effective 06/111112013 byALSC Job Truss Truss Type Ory Ply Sun Valley Dev. / EI Rancho 2 1.25 TC 0.50 TCDL 14.0 Lumber Increase 1.25 836175200 ELRANCH02 D08 Monopitch Truss 2 1 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G Job Reference o tional BMG, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:40 2013 Page 1 IDA JOMgFXCujBAFmEeUdo6dFyEgeO-fg9PJuORKYBIOEUgzn7vvh2740HYxK1 XgrFY9SzUm?1 8-1-1 16-0-9 I 24.0.11 I 31.9-14 I 4o ao 8.1-1 7-11-0 8-0-2 7-9-3 8-2.2 Srale = 1:66.3 6XIOM120H = 025 112_ 6.10 Mi20H = 012 4X6 = 3.4 = 314 = 3X6 = 3.4 = .. 30 = " 4.6 = FADING (psf) SPACING 2-0-0 CSI LL 20.0 Plates Increase 1.25 TC 0.50 TCDL 14.0 Lumber Increase 1.25 BC 0.77 BCLL 0.0 Rep Stress Incr YES WB 0.56 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 OF No.18Btr G WEBS 2x4 OF Stud G *Except* 15-16.8-17: 2x6 OF No.2 G DEFL in (loc) I/def! L/d PLATES GRIP Vert(LL) -0.3110-12 >571 240 MT20 220/195 Vert(TL) -0.5310-12 >335 180 MT20H 165/146 Horz(TL) 0.02 8 n/a n/a Weight: 195 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 2-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS All bearings 0-3-8. (lb) - Max Horz 15=-296(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 15, 8, 10, 13 Max Grav All reactions 250 Ib or less at joints) except 15=532(LC 15), 8=479(LC 21), 10=1378(LC 1), 13=1173(LC 1) FORCES (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-263/56, 2-3=-479/95, 3.4=596/70, 4-5=-599/68, 5-6=-142/689, 6-7=-523/126, 7-8=-345/83 OT CHORD 15-18=209/599,14-18=-209/599.14-19=-873/106,13-19=-873/106, 13-20=145/490, 12-20=1451490, 11-12=-158/295, 11-21=-158/295, 10-21=-158/295, 10-22=88/396, 9-22=-88/396 OEBS 2-15=-438/111, 2-14=-435/162, 3-14=-131/1361, 6-10=-1207/177, 6-9=0/283, 7-9=-75/426, 3-12=0/339, 5-12=0/437, 5-10=1184/162, 3-13=-1740/170 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 8, 10, 13. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 3.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard April 2,2013 ,& WARNING Verify design pmlmneters and READ NOTES ON 77US AND INCLUDED 1ff7EKREFERENCE PAGE MI1-7473 BEFORE USE. Design valid for vse only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek' fabrication, quality control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 It Southern Pine j5P} lumber is specified, the design values are these effective 06/0112013 byALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 1.25 TC 0.28 TCDL 14.0 Lumber Increase 1.25 836175201 ELRANCH02 D08A MONOPITCH TRUSS 1 2 Code IBC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.l &Btr G Job Reference (optional) BMC, Indio, CA - 92203 - 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:43 2013 Page 1 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-3PgYxwRJdTZJHiCFfvgcWJghmDOCBmzzWpUCmnzUm?_ 8-1-1 1 16-0-9 1 24-0.11 1 31.0.14 1 40-0.0 1 8-1-1 7-11-8 8-42 7-9.3 8-2-2 Saole = 1:65.6 4:6 = 0.25 112 5x8 = II _ 5x6 3.4 = 2.4 G 3.4 = 3.6 = 3.4 = 30 = 6 IADING (psf) SPACING 2-0-0 CSI CLL 20.0 Plates Increase 1.25 TC 0.28 TCDL 14.0 Lumber Increase 1.25 BC 0.39 BCLL 0.0 Rep Stress Incr YES WB 0.23 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF No.l &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud G *Except* Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 15-16.8-17: 2x6 OF No.2 G 10-0-0 oc bracing: 14-15. DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.1510-12 >999 240 MT20 220/195 Vert(TL) -0.2710-12 >663 180 Horz(TL) 0.03 8 n/a n/a Weight: 390 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 14-15. REACTIONS All bearings 12-8-0 except Qt=length) 15=0-3-8, 13=0-3-8. (lb) - Max Harz 15=-353(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 15 except 8=-292(LC 12), 10=-196(LC 15), 9=-151(LC 16), 13=-164(LC 11) Max Grav All reactions 250 Ib or less at joint(s) except 15=583(LC 8), 8=490(LC 7), 10=1215(LC 8), 9=558(LC 7), 13=1295(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-264/57,1-2=-796/717, 2-3=-1346/1045, 34=1371/828, 4-5=-1725/1175, 5-6=-1184/1472, 6-7=-871/809,7-8=419/327 BOT CHORD 15-18=374/756, 14-18=-374/756, 14-19=-1296/514, 13-19=-1296/514, 13-20=-657/1041, 12-20=-657/1041, 11-12=1240/1556, 11-21=-1240/1556, 10-21=1240/1556,10-22=-2100/2131, 9-22=-1202/793, 9-23=-1550/1697, 8-23=-190/942 EBS 2-15=-661/343, 2-14=-529/254, 3-14=-345/1582, 6-10=-1369/868, 6-9=-767/561, 7-9=-1024/858, 3-12=-168/380, 5-12=-339/589, 5-10=-1424/483, 3-13=-1945/305 NOTES 1) 2 -ply truss to be connected together with 1Old (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15 except (jt=1b) 8=292,10=196,9=151.13=164. 10) This truss is designed in accordance with the 2009 Intemational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. Continued on page 2 OQROF ESS/p 9 AZI, R S 0 Of CZA433 T April 2,2013 A WARNING - Verify design parameters and READ NOTES ON 7TUS AND INCLUDED 6ti EK REFERENCE PAGE h7II-7473 B07ORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design 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 brocing to insure stability during construction is the responsibillity of the MiTek• erecta. Additional permanent bracing of the overall stricture B the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/rPll Quality Criteria, DSB-89 and Besl Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Pine ISP} lumber is specified, the designvaluessre those effective 06/03/2013 byALSC Job Truss Truss Type QtyPly S Valley Dev. / EI Rancho 2 836175201 ELRANCH02 D08A MONOPITCH TRUSS 1 2 oun Job Reference tional DML, In010, LA - eZZUJ 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:43 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-3PgYxwRJdTZJHiCFfvgcWJghmDOC8mzzWpUCmnzUm? NOTES 12) This truss has been designed for a total drag load of 3100 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 27-4-0 to 40-0-0 for 244.7 plf. LOAD CASE(S) Standard 0 • A WARNING - Ver} fy design parameters and. READ NOTES ON 7YHS AND LNMEIDED IUTEKREFERENYCE PAGE AM. 7473 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. , 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 b the resporuibillity, of the il erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding I V I fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety IMormolion available from Truss Plate Institute. 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, Lane. Su ff Sovtlsem pine.01, lumber is spec i0ed, the design wities'are those effective 06/0212013 byAISC Job Truss Truss Type Qty CLL 20.0 Valley Dev. / EI Rancho 2 1.25 TC 0.49 TCDL 14.0 Lumber Increase. 1.25 836175202 ELRANCH02 D08B Monopitch Truss 1 [lySun 1 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:44 2013 Page 1 IDA JQMgFXCujBAFmEeUdo6dFyEgeO-XbOwgGRxOmhAvsnRCdBr3XDp6deXt8971TDIHDzUm z a-1-1 16.0.9 24-0-11 31.9-14 40-60 &1-1 7-11-8 8-0.2 7.9-3 &2-2 Skate = 1:68.3 600 MT20H = 025 Itz 6:10 MT20H = 5a= 16 14 18 13 20 12 11 21 10 22 9 23 a 16 3,4 = W i 3.4 = 34 = 3.4 = 3.4 = 4.6 LADING (psf) SPACING 2-0-0 CSI CLL 20.0 Plates Increase 1.25 TC 0.49 TCDL 14.0 Lumber Increase. 1.25 BC 0.77 BCLL 0.0 Rep Stress Incr YES WB 0.55 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 OF Stud G *Except* 15-16.8-17: 2x6 OF No.2 G DEFL in (loc) I/defi Ud PLATES GRIP Vert(LL) -0.3110-12 >572 240 MT20 220/195 Vert(TL) -0.5110-12 >343 180 MT20H 165/146 Horz(TL) 0.01 8 n/a n/a Weight: 195 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-2-0 except Ot=length) 8=0-3-8, 10=0-3-8. (Ib) Max Horz 15=-296(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 15, 8, 14, 10, 13 Max Grav All reactions 250 Ib or less at joint(s) except 15=413(LC 15), 8=484(LC 21), 14=785(LC 1), 10=1352(LC 1), 13=626(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-258/56, 2-3=-87/354, 3-4=-585/69, 4-5=-588/67, 5-6=-138/643, 6-7=-536/127, 7-8=-354/84 BOT CHORD 14-19=-285/75, 13-119=-285/75.13-20=1411/439. 12-20=141/439,11-12=-160/317, 11-21=160/317,10-21=-160/317,10-22=-90/427, 9-22=90/427 ODTES BS 2-14=-695/184, 6-10=-1190/176, 6-9=0/278, 7-9=-77/440, 3-12=0/365, 5-12=0/411, 5-10=-1154/160,3-13=-925/102 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 8, 14, 10, 13. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSIrrP1 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard OpRpF ESS/pN R S. r Nc ti CO rytt cr C,00433 M 29 April 2,2013 AWARNING - Ver((D design parameters and READ NOTES ON7WSAND INCLUDED MTTEKREFERENCEPAGE MLI -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for on individual building component. • 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 brocing to insure stability during construction a the responsibility, of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing. consult ANSI/17I1 Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. if Scutflern Pine.ISP} tumberis specified, the design valuesare these effective 06/01/2013 byALSO Citrus Heights, CA. 95610 Job Truss Truss Type Oty Ply Sun Valley Dev. / EI Rancho 2 1.25 TC 0.48 TCDL 14.0 Lumber Increase 1.25 836175203 ELRANCH02 D09 Monopitch Truss 1 1 Code IBC2009/TPI2007 (Matrix) LUMBER Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS TOP CHORD 2x4 OF No.1 &Btr G Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:l b:4b 2u13 rage 1 ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-T WgZyTBvOxu89xgK1EJ8yI8uQKsL2?OCnisL6zUm x 61-1 I 16.69 24-0-11 I 31.9-14 40-0.0 61-1 7-11-8 8-0.2 7-9-3 62.2 Smie -1:68.3 6x10MT20H = 026 172_ 6z10MT20H = 17 15 18 14 19 13 20 1211 21 10 22 B 23 a 4212 4.6 = 214 i 3.4 = 3.6 = 3.4 = 3x4 = 4x8 FADING (psf) SPACING 2-0-0 CSI LL 20.0 Plates Increase 1.25 TC 0.48 TCDL 14.0 Lumber Increase 1.25 BC 0.78 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LUMBER Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS TOP CHORD 2x4 OF No.1 &Btr G MiTek recommends that Stabilizers and required cross BOT CHORD 2x4 DF No.18Btr G bracing be installed during truss erection, in accordance with WEBS 2x4 DF Stud G *Except* 15-16.8-17: 2x6 OF No.2 G DEFL in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.3010-12 >354 240 MT20 220/195 Vert(TL) -0.51 14-15 >297 180 MT20H 165/146 Horz(TL) 0.02 8 n/a n/a Weight: 195 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpl 2-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 0-3-8 except (jt=length) 12=0-5-8. (lb) - Max Harz 15=-296(LC 3) Max Uplift All uplift 100 Ib or less at joints) 15, 8, 12, 10.13 Max Grav All reactions 250 Ib or less atjoint(s) except 15=567(LC 1), 8=499(LC 21), 12=738(LC 1), 10=1073(LC 1), 13=649(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-264/56, 2-3=-603/101, 3-4=-113/273, 4-5=115/267, 5-6=-136/504, 6-7=-575/129, 7-8=-379/84 BOT CHORD 15-18=-215/766, 14-18=-215/766, 14-19=-535/95, 13-19=-535/95, 10-22=-92/521, 9-22=-92/521 0 EBS- 2-15=-614/87,2-14=-364/160,3-14=126/1213,3-12=-628/121, 6-10=-1140/175, 6-9=-2/262, 7-9=-78/480, 5-12=-380/111, 5-10=703/147, 3-13=-919/143 . NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0wide will fit between the bottom chord and any other members. - 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 8, 12, 10, 13. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard April 2,2013 AL WARNTM Verify design par-ametcm and READ NOTES ON 7117S AND INCLUDED 6 IEK REFERENCE P&0& M71.7473 BEFORE USE. Design validfor use only with Mitek connectors. This w design is based only upon parameters shown, and is for an individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown MiTek* iTe k• u for lateral support of individual web members only. Additional temporary bracing to insure stability during construction u the responsibillity, of the erector. Additional permanent bracing of the overall structureis the responsibility of the building designer. For general guidance regarding iw fabrication, quality control. storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA. 95610 If Soutbern Pine ISP) lumberisspecified., the design valuesare those effective 06/01j2013 byALSC Job Truss Truss Type City Ply Sun Valley Dev. / EI Rancho 2 836175204 ELRANCH02 D10 Monopitch Truss 3 1 Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:47 2013 Page 1 IDA JOMgFXCujBAFmEeUdo6dFyEgeO-xA42nlUggh3lmJWOullYh9rKBghU4ayZRRSPuYzUm_w 6 1 atn i t3o4 l is to 6-.55-.11 11 1-7-6 4-11-3 6-1-0 6x10 MT20H = scab = 1:32.7 4.6 = to 1.5.4 It 3.10 = ADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP CLL 20.0 Plates Increase 1.25 TC 0.44 Vert(LL) -0.25 7-8 >605 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.47 7-8 >328 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) 'Weight: 103 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-9,5-10: 2x6 DF No.2 G WEBS 1 Row at midpt 2-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8=517/0-3-8 (min. 0-1-8), 5=160/0-5-8 (min. 0-1-8), 6=964/0-3-8 (min. 0-1-8) Max Harz 8=280(LC 3) Max Uplift 8=19(LC 6), 5=-27(LC 4), 6=-69(LC 4) Max Grav 8=536(LC 12), 5=342(LC 15), 6=964(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-279/60, 2-3=-444/115 BOT CHORD 8-11=-161/595, 7-11=-161/595 WEBS 2-8=-424/135, 2-7=336/160, 3-7=-89/741, 3-6=-886/106, 3-5=-35/279 OTES IFUnbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1:00 - 3) Provide adequate drainage to prevent water ponding.'. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 5, 6. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI FES$ 1. SID lQ 9l 10) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all C panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 0 LU Q " m - COA433 * / April 2,2013 A WARNTNG - Verify design parameters and READ N07ES ON 7FIIS AND INCLUDED MI7EKREFERENCE PAGE J UI.7473 BEFORE USE, Design valid for use only with MRek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection and bracing. consult ANSI/rPll Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Sheet. Suite 312, Alexandria, VA 22314. Citrus Heights, CA. 95610 If Southern Pine fSPI lumber is specified, the design valuesare these effective 06/01j2013 byALSC Job Truss Truss Type Oty SPACING 2-0-0 Valley Dev. / EI Rancho 2836175205 DEFL in (loc) I/deft L/d PLATES GRIP CLL 20.0 Plates Increase 1.25 TC 0.43 ELRANCH02 D10A Monopitch Truss 1 [iy1Sun BC 0.71 Vert(TL) -0.44 7-8 >250 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) BMC, Indio, CA - 92203 7,350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:48 2013 Page 1 IDA JQMgFXCujBAFmEeUdo6dFyEgeO-QNeO dUSR?BcOT5CRSGnDNNV7E1Sp2Yif5BzQ?zUm_v 6-5-11 8-1.1 13-0-4 19-1-8 6-5-17 1-7-6 4.11.3 6-14 6x10 MT20H = SmIe = 1:34.2 4x6 = 10 8 11 7 12 63.10 = 54 = 3,4 = 1.5.4 II Plate Offsets (X Y): [1:0-4-15,Edgel [4:0-3-1,Edge] 1) Unbalanced roof live loads have been considered for this design. ADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP CLL 20.0 Plates Increase 1.25 TC 0.43 Vert(LL) -0.25 7-8 >447 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.71 Vert(TL) -0.44 7-8 >250 180 MT20H 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 5 n/a n/a 10) This truss has been designed for a moving concentrated load of 250.01b live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. BCDL 10.0 Code IBC2009/TPI2007 (Matrix) CID Weight: 103 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-M oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-9,5-10: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 13-2-0 except.Qt=length) 5=0-5-8. (lb) - Max Harz 8=-280(LC 3) Max Uplift All uplift 100 Ib or less at joint(s) 8, 5, 7, 6 Max Grav All reactions 250 Ib or less at joint(s) except 8=458(LC 12), 5=395(LC 15), 7=683(LC 1), 6=430(LC 14) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-276/60 WEBS 2-7=-513/167, 3-6=-267/83 NOTES 1) Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise);. cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss hes been designed fora 10.0 psf bottom chord live load nonconcurreni with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 5, 7, 6. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. FESS/pN 10) This truss has been designed for a moving concentrated load of 250.01b live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9 Q R S. %/N < CID LOAD CASE(S) Standard LU ITT C 43 * , -31-15 April 2,2013 ,& WARNING - Verify design parameters and READ NOTES ONTHISAND INCLUDED IrII7EKREFERENCE PAGE 1717473 BEFORE USE. Design valid for use only with MiTek connectors. This design is fused only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown ee is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliity of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 If Southern Pine ISP} lumberis specified, the design valuesare those effective 06/01/2013 byALSC Job Truss Truss Type SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. SPACING 2-0-0 Valley Dev. / EI Rancho 2 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4.9 = 2 5x6 = 9 5 (loc) I/deft Ud Qty [lySun 836175206 ELRANCH02 D11 HALF HIP TRUSS 1 1 DL 14.0 Lumber Increase 1.25 BC 0.76 accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI Vert(TL) -0.45 5-6 >321 180 Job Reference (optional) WAG. Indio, GA -11«u3 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:49 2013 Page 1 ID:1 JOMgFXCujBAFmEeUdo6d FyEgeO-uZCpCzV4CJJT?dgP?AnOmawfceMoYlgsulxWyRzUm_u s.a = &2-9 4.17 n1 ser scion m w nwr_ nceir_nioo no oon icrT onin xlcco cuw, e SM 5 10 11 5.6 = ''. Scale - 129.2 9.7.6 LENGTH AND PLACEMENT OF CONNECTION TO TRANSFER LATERAL FORCES TO THE 2-10.10 SUPPORTING STRUCTURE AS STATED IN THE DRAG LOAD NOTE BELOW. SPACING 2-0-0 9.25 (rt 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4.9 = 2 5x6 = 9 5 (loc) I/deft Ud PLATES GRIP WCLL 20.0 Plates Increase 1.25 A Vert(LL) -0.24 5-6 >598 240 MT20 220/195 SM 5 10 11 5.6 = ''. Scale - 129.2 9.7.6 2-10.10 OADING (psf) SPACING 2-0-0 CSI 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DEFL in (loc) I/deft Ud PLATES GRIP WCLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.24 5-6 >598 240 MT20 220/195 DL 14.0 Lumber Increase 1.25 BC 0.76 accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI Vert(TL) -0.45 5-6 >321 180 \ R r Nc Ftic BCLL 0.0 Rep Stress Incr YES WB 0.97 0 rn Horz(TL) 0.04 4 n/a n/a 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 59 Ib up at BCDL 10.0 Code IBC2009/TPI2007 (Matrix) LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Weight: 70 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, BOT CHORD 2x4 DF No.1&Btf G except end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 3-7-5 oc bracing. 6-7:2x6 DF No.2 G WEBS 1 Row at midpt 2-6 MiTek recommends that Stabilizers and required cross bracing be installed during'truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=547/0-3-8 (min. 0-1-8), 4=669/Mechanical ' Max Horz 6=-362(LC 9) Max Uplift 6=725(LC 15), 4=906(LC 12) Max Grav 6=1268(LC 8), 4=1461(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD . 1-6=-292!72, 1-2=-2410/2355, 2-8=830/230, 3-8=-1372/901, 3-0=-1467/892 BOT CHORD 6-9=-2118/2665, 5-9=-2118/2665, 5-10=3256/3252, 10-11=3256/3252, 4-11=-2527/2524 WEBS 2-6=-2738/2315.3-5=-1194/1820,2-5=-1237/1031 NOTES isUnbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed;,MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 DOL=1.00 plate grip . 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=725,4=906. 9) This truss is designed in ESS/pNq accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSUTPI OQ, ,pF S. 10) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all along the Bottom Chord, \ R r Nc Ftic panel points nonconcurrent with any other live loads. CO 11) This truss has been designed for a total drag load of 3500 lb. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist 0 rn drag loads along bottom chord from 10-7-0 to 12-6-0 for 1825.8 plf. L C O rn 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 59 Ib up at 11-2-12 on top chord: The design/selection of such connection device(s) is the responsibility of others. * -15 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 I Continued on page 2 .r "0' April 2,2013 ,& WARNING Verify design pay-mlretens and READ N07ES ONTIHS ANTI INCLUDED IWEKREFBRENCE PAGE PUI.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design 6 based only upon parameters shown, and is for an individual building component. 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 broking to insure stability during construction is the responsibillity of the ra MiTekerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANS17TPI1 Quality CrIteda, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Inlormotion available from Truss Plate Institute. 781 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Citrus Hei hts, CA. 95610 N Southem Pine jSPTlumberis specified, the design valueaare thane effective0b/01J2013 by AISC 9 Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 836175206 ELRANCH02 D11 HALF HIP TRUSS 1 1 Job Reference (optional) BMC. Indio, CA - 92203 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-68, 4-6=20 Concentrated Loads (lb) Vert: 8=-150 • • 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:49 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-uZCpCzV4CJJT?dgP?AnOmawfceMoYlgsulxWyRzUm_u ® WARNING • Vcrffy design pammeters and READ N07ES ON 7THS AND INCLUDED 147EKREFERENCE PAGE 161-7473 BEFORE USE. Design valid for use only with Mifek connectors. This design is based only upon parameters shown. and is for on individual building component. 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 responsibillity of the MWerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Trvss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 if Scuchem Pine {SP} lumberis specified, the design values are those effective 06M12023 byALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 836175207 ELRANCH02 D12 GABLE 1 1 Job Reference (optional) tsml:, mato, UA - UZZOJ WOMT20H = 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:50 2013 Page 1 IDI JQMgFXCujBAFmEeUdo6dFyEgeO-MIIBPJ WizcRKdnFbZtlFloTgP2guHw_?7Pg3UtzUm_t 8-2-9 S.I. = 1:29.7 ADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defi Ud PLATES GRIP CLL 20.0 Plates Increase 1.25 TC 0.51 Vert(LL) -0.25 5-6 >573 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.84 Vert(TL) -0.47 5-6 >310 180 MT20H 165/146 BOLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2009rTP12007 (Matrix) Weight: 66 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.18Btr G except end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-7:2x6 DF No.2 G WEBS 1 Row at midpt 2-6 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 6=547/0-3-8 (min. 0-1-8),4=669/Mechanical Max Harz 6=198(LC 3) Max Uplift 6=-0(LC 6), 4=114(LC 4) Max Grav 6=551(LC 11), 4=669(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-278/60, 2-8=-519/55, 3-8=527/55, 3.4=-670/94 BOT CHORD 6-9=-144/693, 5-9=-144/693 WEBS 2-6=-526/90, 3-5=-46/684, 2-5=-364/159 OTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 6 except Qt=1b) ROF ESS1Q 4=114. OQ N91 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 11) This truss has been designed for a moving concentrated load of 250.011b live and 3.011b dead located at all mid panels and at all CO panel points along the Bottom Chord, nonconcurrent with any other live loads. ( m 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 59 Ib up at LU ' Q rn 11-2-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. of LOAD CASE(S) Standard 1t -15 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) j Vert: 1-3=-68, 4-6=20 Continued on page 2 r f' April 2,2013 ® WARNING •Verify design parameters and READ NOTES ON THIS ANTI INCLUDED bUTEK REFERENCE PAGE JUT 7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. • 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. Additionol 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 MiTek' fabrication. quality control, storage, delivery, erection and bracing, consult ANSIjTFII Quality Criteria, DSB-89 and SCSI Building Component Suite 109 7777 Greenback Lane, S Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, S ff Southern Pine ISPt lumberis specified, the design values Ire those effective 06/01/2013 byALSC Job Truss Truss Type Valley Dev. / EI Rancho 2 836175207 ELRANCH02 D12 GABLE Qty 1 [lySun 1 Job Reference (optional) amt„ muio,t;m-a«uo LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-150 • • 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:50 2013 Page 2 ID:1 JOMgFXCujBAFmEeUdo6dFyEgeO-MIIBPJW izcRKdnFbZtl FloTgP2guHw_?7Pg3UtzUm_t ® WARMNG • VerX fy design paramdE and READ NOTES ON THIS AND R CLiMED M TEKREFERENCE PAGE 19717473 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for on individual building component. 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 responsibillity of the rat erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quority control. storage. delivery, erection and bracing, consult ANSI/TPII Quality Crtteria, DSB-89 and BCSI Building Component Suite 109 S 7777 Greenback Lane, Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, Lane, S B Southern Pine ISPI tumberis specified, ve ed, the -design luesare those effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 d 3.2.6 U Plate Offsets X Y : 1:0-4-15 Ed e 836175206 ELRANCH02 D13 GABLE 1 1 CSI ' (loc) I/defl Lid PLATES GRIP LL 20.0 Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Induslnes, Inc. Tue Apr uz 10:15:51 2013 Page 1 ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-qyJZdfXKkwZBFxgn7bpUr???KR?mONe9M3Qd1JzUm_s 6-5-0 1 &2-9 I 12-0-0 6.5-0 1.9-9 4.3.7 7 6x10I.n20N = on [0 4 4.4 = 3.4 II S -b = 1:29.2 65-0 03s h2- 3> = 2 40 22 3 9.7{> I 12-" 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); 6-5-0 d 3.2.6 U Plate Offsets X Y : 1:0-4-15 Ed e 4) Provide adequate drainage to prevent water ponding. on [0 4 4.4 = 3.4 II S -b = 1:29.2 65-0 I 9.7{> I 12-" 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); 6-5-0 cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 3.2.6 2-10-10 Plate Offsets X Y : 1:0-4-15 Ed e 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. PCADING (psf) SPACING 1-7-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP LL 20.0 Plates Increase 1.25 TC 0.49 Vert(LL) -0.25 5-6 >573 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.92 Vert(TL) -0.55 5-6 >264 180 MT20H 165/146 BCLL "0.0 Rep Stress Incr NO WB 0.25 Horz(TL) 0.01 4 n/a n/a * LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 BCDL 10.0 Code IBC2009/TP12007 (Matrix) Vert: 1-3=-66(F=-12), 4-6=-28(F=-12) Weight: 82 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-7: 2x6 DF No.2 G WEBS 1 Row at midpt 2-6 OTHERS 2x4 DF Stud G REACTIONS (Ib/size) 6=58110-3-8 (min. 0-1-8), 4=704/Mechanical Max Horz 6=-157(LC 3) Max Grav 6=636(LC 11), 4=704(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-269/0,1-2=-264/64,2-22=587/0.3-22=592/0,3-4=-713/0 BOT CHORD 6-23=01725, 5-23=0/725 WEBS 2-6=-541/0, 3-5=0/805, 2-5=340/80 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard 0 Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Refer to for truss to truss RpF ES$/() girder(s) connections. 12) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard S. ANSI/TPI1. 13) This truss has been designed for a moving concentrated load of 250.0Ib live and 3.Olb dead located at all mid panels and at all Q G CO F.4 Z panel points along the Bottom Chord, nonconcurrent with any other live loads. QQ 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 59 Ib up at W In C 43 11-2-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). -31-15 * LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 T Uniform Loads (plf) 0 A Vert: 1-3=-66(F=-12), 4-6=-28(F=-12) Continued on page 2 v April 2,2013 ,& WARNING • Verify design parameters and READ NOTES ON 7WS AND INCLUDED 14=REFERENCE PAGE JUI-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown. and is for an individual building component. , Applicability of design parameters and proper incorporation of component k responsibility of building designer - not truss designer. Bracing shown ■■ is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the M iTe k• erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control. storage. delivery. erection and bracing, consult ANSIRI'll Quality Criteria, DSII -89 and BCSI Bunding Component 7777 Greenback Lane, Suite 109 Safety Information available from Wss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Pine ISP] lumber is specified, the design va.luesare these effective W0212013 byALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 ELRANCH02 D13 GABLE 1 1 836175208 Job Reference (optional) LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 22=-150 • • 1.3b0 s Sep 26 2012 Mi7ek Industries, Inc. Tue Apr 02 10:15:512013 Page 2 ID: 1JQMgFXCujBAFmEeUdo6dFyEgeO-qyJZdfXKkwZBFxgn7bpUr???KR?mONe9M3Qd1JzUm s ® WARNING - Ve+3 jy design parameters and READ NOTES ON 7WS AAM INCLUDED 11477EKREFERENCE PAGE MGI -7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 permonent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTek` fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lyne, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. 7777 Heights, DA, Lane. Su if Southern Pine ISP1iumber is specified, ttre design valuesam these effective 06/10112013 byALSG Job Truss Truss Type Qty (loc) I/deft Ud Sun Valley Dev. / EI Rancho 2 CLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.25 7-8 >418 240 836175209 ELRANCH02 014 GABLE 1 [ly 1 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.02 5 n/a n/a Job Reference (optional) omt„ /nolo, t.A - acus 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:52 2013 Page 1 ID:1JOMgFXCujBAFmEeUdo6dFyEgeO-18bcq?YyVEh2s40_gIKjODY7krM?IjUlaj9AZmzUm r 5-0-11 13-1-1427-0 2-2 Sd-11 7.9-3 8--2 S.I. - 1:36.2 8X12 MT20H = 8x12 MT20H = F13G 5 5.6 II ADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP CLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.25 7-8 >418 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.86 Vert(TL) -0.51 7-8 >204 180 MT20H 165/146 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code IBC2009/TPI2007 (Matrix) Weight: 133 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G except end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-8: 2x4 DF No.1 &Btr G, 5-9: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross OTHERS 2x4 DF Stud G bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 8=346/0-5-8 (min. 0-1-8), 5=590/0-3-8 (min. 0-1-8), 7=1410/0-3-8 (min. 0-1-8) Max Harz 8=-232(LC 3) Max Grav 8=473(LC 10), 5=631(LC 13), 7=1410(LC 1) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-16/558, 3-4=-757/0, 4-5=-478/2 BOT CHORD 7-43=0/715, 6-43=0/715, 6-44=-6/277, 5-44=-6/277 WEBS 3-7=-1415/0, 3-6=0/291, 4-6=0/618, 2-7=922/17 NOTES 1) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12,13 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.01b live and 3.0Ib dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-80(F=-12), 5-8=-32(1`=12) Continued on page 2 OQRpF ESS/ON9 S. c 0 2P - m LU rn C0&3 OF April 2,2013 A WARMNG - Verify jy design parameters and READ NOTES ON 7WS AND INCLUDED W7EK REFERENCE PAGE MU -7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown- and is for an individual building component. 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 responsibillity of the i A erector. Additional permanent bracing of the overall structure 6 the responsibility of the building designer. For general guidance regarding 1 V I iTekt fabrication, quality control. storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute- 781 N. Lee Street, Suite 312. Alexandra.Lane. Suite 109 iVA 22314. IF Soualem Pine ISP] lumber isspec ifi ed, the design values are those effective 06/01/2013 byALSC Citrus Heights, CA, ne.95610 Su Job Truss Truss Type Qty Sun Valley Dev. / EI Rancho 2 Ply 836175209 ELRANCH02 D14 GABLE 1 1 Job Reference (optional) BMC, Indio, CA - 92203 LOAD CASE(S) Standard 2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-40(F=-12), 5-8=-52(F=-12) 3) MWFRS Wind Left: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=8(F=12), 5-8=-24(F=12) Harz: 1-8=14, 1-4=20, 4-5=20, 4-9=57 4) MWFRS Wind Right: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=4(F=12), 5-8=24(F=-12) Horz: 1-8=20, 1-4=32, 4-5=14, 4-9=57 5) MWFRS 1st Wind Parallel: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=8(F=-12), 5-8=-24(F=-12) Horz: 1-8=23,1-4=20, 4-5=23, 4-9=38 6) MWFRS 2nd Wind Parallel: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=4(F=-12), 5$=24(F=-12) Horz: 1-8=-23, 1-4=32, 4-5=23, 4-9=38 7) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-40(F=-12), 5-8=-32(1`=12) Concentrated Loads (lb) Vert: 42=-253 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-40(F=-12), 5-8=-32(F=-12) Concentrated Loads (lb) Vert: 43=-253 9) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-40(F=-12), 5-8=-32(F=12) Concentrated Loads (lb) Vert: 44=-253 10) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-40(F=-12), 5-8=-32(F=-12) Concentrated Loads (Ib) Vert: 8=-253 11) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-0=-40(F=12), 5-8=-32(F=12) Concentrated Loads (lb) Vert: 7=-253 12) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-40(F=-12), 5-8=-32(F=-12) Concentrated Loads (lb) Vert: 6=-253 13) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-40(F=-12), 5-8=-32(F=-12) Concentrated Loads (lb) Vert: 5=-253 7.350 s Sep 26 2012 MITek Industries, Inc. Tue Apr 02 10:15:52 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-181xq?YyVEh2s40_gIKjODY7krM?IjUlaj9AZmzUm_r A WARNING - Verify design paramdem end READ NOTES ON 77US AND INCLUDED JUT£K REFERENCE PAGE 1117473 BEFORE USE. Design valid for use only with Mlek connectors. This design is based only upon parameters shown, and is for an individual building component. Wit 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 responsibillity of the M iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control. storage. delivery. erection and bracing. consult ANSI/TPII Quality Criteria, DSII -89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 ff Souther Pin a ISPJ lumber is speritied, the designvatues are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 103 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G 836175210 ELRANCH02 E01 MONOPITCH TRUSS 5 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-8:.2x4 DF No.1&Btr G, 5-9: 2x6 DF No.2 G WEBS 1 Row at midpt 2-8 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI Job Reference (optional) oma., ntaw, .. - yccua r.3sw s sep 2e 2012 MiTek Industries, Inc. Tue Apr 02 10:15:53 2013 Page 1 ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-m KRJ1LYaGXpvUEzAEOsywQ5loFh1U7HRpNvk5CzUm_q 743 13-8-13 20-10A 743 6.8.10 7-1-11 Sorb = 1:35.2 7.10 = 6x10 MT20H = .o 5.6 = FADING (psf) LL 20.0 TCDL 14.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009/TPI2007 CSI TC 0.69 BC 0.94 WB 0.88 (Matrix) DEFL in Vert(LL) -0.19 Vert(TL) -0.65 Horz(TL) -0.09 (loc) I/def! Lid 6-7 >999 240 6-7 >380 180 8n/a n/a PLATES GRIP MT20 220/195 MT20H 165/146 Weight: 103 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, BOT CHORD 2x4 DF No.1 &Btr G 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide except end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-8:.2x4 DF No.1&Btr G, 5-9: 2x6 DF No.2 G WEBS 1 Row at midpt 2-8 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI MiTek recommends that Stabilizers and required cross RpF ESSip N,9 designed for a moving concentrated load of 250.OIb live and 3.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. bracing be installed during truss erection, in accordance with 11) Hanger(s) or other connection device(s) shall be to Stabilizer Installation guide. REACTIONS (Ib/size) 8=1291/0-2-0 (min. 0-1-8),5=1162/0-3-8 (min. 0-1-8) responsibility of others. Max Harz 5=-222(LC 3) CCID U C 43 rn 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Uniform Loads (plf) Vert:1-4=-68,5-8=-20 *31 1J TOP CHORD 1-8=-326/130,2-1 1 =-2815/0, 11-12=-2823/0, 3-12=2833/0, 3-4=-2943/0, Vert: 10=-150 11=-250 12=-250 4-5=-1074/0 BOT CHORD 8-13=0/2814, 7-13=0/2814, 7-14=0/2939, 6-14=0/2939, 6-15=-276/233, 5-15=276/233 WEBS 2-8=-2778/0, 2-7=0/334, 3-7=-366/146, 3-6=-682/0, 4-6=0/2855 NOTES Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); *1) cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 500.01b AC unit load placed on the top chord, 104-8 from left end, supported at two points, 4-0-0 apart. 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 10) This truss has been RpF ESSip N,9 designed for a moving concentrated load of 250.OIb live and 3.OIb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. QP 11) Hanger(s) or other connection device(s) shall be to provided sufficient support concentrated load(s) 150 Ib down and 59 Ib up at 1-7-12 on top chord. The design/selection of such connection device(s) is the C responsibility of others. LOAD CASE(S) Standard CCID U C 43 rn 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:1-4=-68,5-8=-20 *31 1J Concentrated Loads (Ib) Loads(l Vert: 10=-150 11=-250 12=-250 T April 2,2013 AWARNING - Verify design parameters and READ NOTES ON 77US AND INCLUDED Ml7EK REFERENCE PAGE Ml- 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown- and is for on individual building component. Applicability of design 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 responsibillity of the MiTek' erector. Additional permanent brocing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Bunding Component Suite 109 Su aLk Lne, Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, 7777 Greenback Lane, Su If Southern Pine lumberISPlis specified, the design valuesa re thane effective 05/03/2013 DyALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 CLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.19 6-7 >999 240 836175211 ELRANCH02 E01A MONOPITCH TRUSS 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) -0.08 8 n/a n/a Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:55 2013 Page 1 IDA JQMgFXCujBAFmEeUdo6dFyEgeO-ijZ4S1aro94cjY7ZMQuQ?rAht3PSyOxkGhOgA5zUm o 13-8-13 1 20.10.8 68.10 7.1.11 Swie = 1:34.0 4.12 = FADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP CLL 20.0 Plates Increase 1.25 TC 0.46 Vert(LL) -0.19 6-7 >999 240 MT20' 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.75 Vert(TL) -0.52 6-7 >475 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(TL) -0.08 8 n/a n/a BCDL 10.0 Code IBC2009ITP12007 (Matrix) Weight: 103 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-3 oc purlins, BOT CHORD 2x4 DF No.l&Btr G except end verticals. WEBS 2x4 DF Stud G *Except* BOT CHORD Rigid ceiling directly applied or 5-7-3 oc bracing. 1 1-8: 2x4 DF No.1&Btr G, 5-9: 2x6 DF No.2 G WEBS 1 Row at midpt 2-8,3-7 REACTIONS (Ib/size) 8=840/0-2-0 (min. 0-1-8), 5=711/0-3-8 (min. 0-1-8) Max Horz 5=306(LC 9) Max Uplift 8=1146(1_C 11), 5=193(1_C 12) Max Grav 8=1177(LC 8), 5=1119(LC 7) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-342/290, 2-10=-1249/1176, 2-11=2197/0,11-112=-2583/0, 3-12=-3109/496, 3-4=-3216/527, 4-5=-1067/213 BOT CHORD 8-13=0/3131, 13-14=-1462/4080, 7-14=1462/4080, 7-15=-309/3020, 6-15=-309/3020, 6-16=-316/273, 5-16=-316/273 WEBS 2-8=-2898/240, 2-7=-316/438, 3-7=1274/1157, 3-6=-854/178,4-6=-490/3224 NOTES l Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.6psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) 500.01b AC unit load placed on the top chord, 10-4-8 from left end, supported at two points, 4-0-0 apart. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=146,5=193. 9) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 3500 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-M for 1750.0 plf. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 59 Ib up at 1-7-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-34, 5-8=10 Continued on page 2 April 2,2013 AWARNING - Verify design parameters and READ NOTES ON7WIS AND INCLUDED MIEKREFERENCE PAGE JUI.7473 BEFORE US& Design valid for use only with Mgek connectors. This design 6 bused only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component B responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek fabrication, quality control, storage, delivery, erection and bracing. consult ANSI/fPn Quality Criteria, DSB-89 and BCSI funding Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Pine f5P} lumber isspecified, the design values are those effective 06/0712023 byALSC Job Truss Truss Type Qty Sun Valley Dev. / EI Rancho 2 �Pl,� 836175211 ELRANCH02 E01A MONOPITCH TRUSS 1 1 Job Reference (optional) BMC, Indio, CA - 92203 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-150 11=-250 12=-250 is 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:55 2013 Page 2 ID: 1JQMgFXCujBAFmEeUdo6dFyEgeO-ijZ4S1aro94cjY7ZMQuQ?rAhl3PSyOxkGhOgA5zUm o A WARNING • VerS fy design parameters and READ N07ES ON 7W S AND INCLUDED bUTEK REFERENCE PAGE Ml- BEFORE USS, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not buss designer. gracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` fabrication, quality control, storage. delivery, erection and bracing. consult ANSI/TPII -Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 safety Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Pine (SP] lumber is specified, the design values ire these effective 06/0112013 byAISC' Job Truss Truss Type Ory Ply Sun Valley Dev. / EI Rancho 2 ELRANCH02 E02 GABLE 1 2 836175212 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 Job Reference (optional) r.sau s sep Zb 1012 MlTex Industries, Inc. Tue Apr 02 10:15:56 2013 Page 1 ID:1 JOMgFXCujBAFmEeUdo6dFyEgeO-Bv7SgNbTZSCTLiilv8PfY3jgpSp9hatuVK7OiXzUm_n 7-63 13$13 2410-8 7-43 6-&10 7-1.11 Srale = 1:34.0 5.6 = 3.6 = `OADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.64 Vert(LL) -0.09 6-7 >999 240 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.306-7 >832 180 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) -0.04. 8 n/a n/a BCDL 10.0 Code IBC2009/rP12007 (Matrix) Weight: 214 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 OF No.18Btr G except end verticals. WEBS 2x4 OF Stud G'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-9: 2x6 DF No.2 G OTHERS 2x4 OF Stud G REACTIONS (Ib/size) 8=1287/0-2-0 (min. 0-1-8), 5=1159/0-3-8 (min. 0-1-8) Max Harz 5=-222(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-394/58,2-3=-2542/0, 3-4=-2632/0,4-5=-1031/0 BOT CHORD 8-20=0/2523, 7-20=0/2523, 7-21=0/2626, 6-21=0/2626, 6-22=-197/313, 5-22=197/313 WEBS 2.8=-2421/0, 2-7=0/409, 3-7=-340/172, 3-6=-486/61, 4-6=0/2447 NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B); unless otherwise indicated. 3) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 10) A plate rating reduction of 20% has been applied for the green lumber members. 11) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 12) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.01b live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 150 Ib down and 59 Ib up at -1-7-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) Studding applied to ply: 1(Front) LOAD CASE(S) Standard Continued on page 2 OQRpFESS/ON9 S. TjNG,I F'L t QP T2T1 } CO 3J In OF April 2,2013 ® WARN/NG - Ver(fy design paronreters and READ NOTES ON 7WS AND LNCLUDED 1U7EKREFERENCE PAGE Mf/ 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Y 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 corutruction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTek` fabrication. quality control, storage. delivery, erection and bracing, consvh ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 h Southern Pine {SPI iumberisspetifi_d, the design values are those effective 0610212013 byALSC Job Truss Truss Type Ory Ply Sun Valley Dev. / EI Rancho 2 R36175212 ELRANCHO2 E02 GABLE 1 2 Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:56 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-Bv7SgNbTZSCTLiilv8PfY3jgpSp9hatuVK70iXzUm_n LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=80(F=-12), 5-8=-32(F=-12) Concentrated Loads (lb) Vert: 19=-150 • • A WARNING - Verify design panameiem and READ NOTES ON 77i7S AND INCLUDED MITEK REFERENCE PAGE M 17473 BEFORE USE. Design valid for use only with Mrfek connectors. This design is based only upon parameters shown, and is for an individual building component.Hit Applicability of design parameters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown �A b w for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the iTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IYI fabrication, quality control, storage. delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI funding Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 11 Southern Pint ISPI lumber is specified, the design values are those effective 0&/01j2013 byALSC Job Truss Truss Type Qty PIY Sun Valley Dev. / EI Rancho 2 PLATES GRIP TCLL 40.0 Plates Increase 1.25 TC 0.38 836271775 F01-EL_RANCHO_2 F01 GABLE 1 2 BC 0.46 Vert(TL) -0.22 5.6 >632 180 Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0.9-0 oc. BCLL 0.0 ' Rep Stress Incr Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 1614:57:22 2013 Page 1 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeOSgBmBUX4NKWP5JsYy6N9D92di0ki0tyuXMbeEYzQ4Yx NI -I8-6-5 1d-1-0 2-11-1s I 56.7 831 7 3,10 = 3'S = Sala =1:38.7 LOADING (psi) SPACING 1-4-0 CSI DEFL in (loc) Ydefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.09 5-6 >999 240 MT20 220/195 TCDL 16.0 Lumber Increase 1.25 BC 0.46 Vert(TL) -0.22 5.6 >632 180 Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0.9-0 oc. BCLL 0.0 ' Rep Stress Incr NO WB 0.20 Horz(TL) 0.02 5 Na Na SCOL 16.0 Code IBC2009/TPI2007 3) Unbalanced roof live loads have been considered for this design. (Matrix) 4) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); Weight: 172 lb FT = 20% LUMBER 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard BRACING TOP CHORD 2x4 DF No. 1&Btr G ()FESS/ 8) Gable 114-0 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G psf *This 10) truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 except end verticals. WEBS 2x4 DF Stud G *Except* m 11) A plate rating reduction of 20% has been applied for the green lumber members. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 8-9,5-10: 2x6 DF No.2 G ANSI/TPI1. 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15 has/have been modified. Building designer must review loads to verify OTHERS 2x4 DF Stud G 14) This truss has been designed for a moving concentrated load of 250.Olb live and 3.Olb dead located at all mid panels and at all J panel points along the Bottom Chord, nonooncurrent with any other live loads. REACTIONS (Ib/size) 8=619/2-0-0 (min. 0-1.8), 5=785/2-0-0 (min. 0-1-8), 7=229/2-0-0 (min. 0-1-8) Max Horz 8=281 (LC 3) , Max Grav 8=619(LC 1), 5=785(LC 1), 7=406(LC 13) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=268/669, 2-3=1519/0, 3-4=-458/409 BOT CHORD 8-31=114/1047, 731=114/1047, 7-32=114/1047, 6.32=114/1047, 6-33=0/1722, 5.33=0/1722 WEBS 2-6=0/699, 3-5=1457/64, 2-8=129310 NOTES 1) 2 -ply truss to be connected together with 10d (0.131'X3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0.9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 6) Provide adequate drainage to prevent water ponding. i 7) All plates are 1.5x4 MT20 unless otherwise indicated. ()FESS/ 8) Gable 114-0 studs spaced at oc. 9) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads. Q ER S. CV N 2 psf *This 10) truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 rj Q wide will fit between the bottom chord and any other members. m 11) A plate rating reduction of 20% has been applied for the green lumber members. LLJ C 64 33 rn 12) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI1. 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) This truss has been designed for a moving concentrated load of 250.Olb live and 3.Olb dead located at all mid panels and at all J panel points along the Bottom Chord, nonooncurrent with any other live loads. OF 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of Ali - such connection device(s) is the responsibility of others. d&Atj gg18A pROAV to ply: 2(Back) April 17,2013 ® WARMNO - VeHb design pa mnetem and READ NDIM ON THIS MID nuCL MED MIMKREPEREMS PAGEM-7473 BBPORB USx Design valid for use only with Milek connectors. This design is based only upon parameters shown. and is for an Individual building component. Applicability of design parameters and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown `• YF is for lateral support of individual web members only. Additional temporary bracing to Insure stability during conshuctbn is the responsmil6ly of the WOWerector. Additional permanent bracing of the overall structure is the responsibilly, of the building designer. For general guidance regarding fabrication, cluariy control. storage, delivery, erection and bracing. consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane. Suite 109 Safety Information available from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria. VA 22314. CiWs Heights, CA, 95610 If southern Pine (SP) lumber Is specified, the design values are those effective 06/01/2013 byALSC Job Truss Truss Type Qty PtY Sun Valley Dev. / EI Rancho 2 836271775 F01 -EL -RANCHO -2 F01 GABLE 1 Z Job Reference (optional) 8MC, Indio, CA -92203 LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-87(F=12), 5-8=33(F=12) Concentrated Loads (lb) Horz: 9=200(F), 10=200(F) 2) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Ven: 1-4=-33(F=12), 5.8=47(F=12) 3) MWFRS Wind Left: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-10(F=12), 5.8=20(F=12) Horz: 1-8--9,1-9=38,1-4--14. 4-5=14, 4-10=25 4) MWFRS Wind Right: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-2(F=12), 5-8=20(F=12) Horz: 1-8=14,1-9-25,1-4=22, 4-5=9, 4-10-38 5) MWFRS 1st Wind Parallel: Lumber Increase=1.00, Plate Increase=1.00 Unlforn Loads (pts) Vert: 1-4=10(F=12), 5-8=20(F=12) Horz: 1-8--16,1-9--25,1-4=14,4-5=16,4-10--25 6) MWFRS 2nd Wlnd Parallel: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4-2(F=12), 5.8=20(F=12) Horz: 1-8=-`16,1-9=25,1-4-22, 4-5=16, 4-10=25 7) 1st unbalanced Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pH) Vert: 1-4=33(F=12), 5-8=33(F=12) 8) 2nd unbalanced Regular. Lumber Increase=1.25, Plate Increase= -1.25 Uniform Loads (plf) Vert: 1-4=-87(F=12), "=-33(F=12) 9) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=33(F=12), 5.8=33(F=12) Concentrated Loads (lb) Vert: 31=253 10) 2nd Moving Load: lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pff) Vert: 1-4=33(F=12), 5-8=33(F=12) Concentrated Loads (lb) Vert: 32=253 11) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1._25 Uniform Loads (plf) Vert: 1-4-33(F=12), 5-8=33(F=12) Concentrated Loads (lb) Vert: 33=253 12) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-33(1`=12), 5-8=33(F=12) Concentrated Loads (lb) Vert: 8=253 13) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 • Uniform Loads (plf) Vert: 1-4=-33(F=12), 5-8=33(F=12) Concentrated Loads (lb) Vert: 7=253 14) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=33(F=12), 5-8=-33(F=12) Concentrated Loads (lb) Vert: 6=253 15) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-4=-33(F=12), 5-8=33(F=12) Concentrated Loads (lb) Vert: 5=253 7.350 s Sep 26 2012 Mi -Tek Industries, Inc. Tue Apr 15 14:57:22 2013 Page 2 ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-5gBmBUX4NKWP5JsYy6N9D92dlQklQtyuXMbeEYzQ4Yx ® WARMNO - Veto design patrwnders and READ No1W ON 7WS AND INCLfIDBD XTY WREIRMU NCB PAOB auI.7473 BBPORB USB, Design valid foruse onlywith MOek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component k 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's the responsbillity, of the MiT®k' erecta. Additional permanent bracing of the overall structure h rwb the respoi6ty of the building designer. For general guidance regarding fabrication, quality control. storage, delivery. erection and bracing, consult ANSIITP11 Quality Criteria, OSB -89 and SCSI Building Component 7/77 Greenback Lane, Suite 108 Safety Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312 Alexandria, VA 22314. Citrus Heights, CA, 95810 NSouthem Pine (SP1 lumber is rpecified, the design values are those effective 06/01/2013 byALSC Job Truss Truss Type Ory SPACING 1-4-0 Sun Valley Dev. / EI Rancho 2 DEFL in (loc) I/deft L/d PLATES GRIP LL 40.0 Ply 836175214 ELRANCH02 F02 MONOPITCH TRUSS 4 1 BC 0.78 Vert(TL) -0.34 5-6 >474 180 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI BCLL 0.0 Rep Stress Incr NO Job Reference (optional) Dmt, inaio, uA- ezcuo f.JbO s Sep Zb ZU12 MiTek Industries, Inc. Tue Apr 02 10:15:58 2013 Page 1 ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-71EC52cj54SBa?s71ZR7dUo76GQb9QuBzecUnPzUm I 1 z-11-15 1 8-6-5 1 ta•1-0 _ 1-11-15 5-6-7 W01 4. = sxe = S®le = 1:30.2 5-9-4 Plate Offsets (X,Y): (1:0-3-15,Edge), [4:0.4-1 Edge) 8312 ADING (psf) SPACING 1-4-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP LL 40.0 Plates Increase 1.25 TC 0.78 Vert(LL) -0.18 5-6 >894 240 MT20 220/195 TCDL 16.0 Lumber Increase 1.25 BC 0.78 Vert(TL) -0.34 5-6 >474 180 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI BCLL 0.0 Rep Stress Incr NO WB 0.73 Horz(TL) 0.03 5 n/a n/a this truss. 10) This truss has been for BCDL 16.0 Code IBC2009/TPI2007 (Matrix) 11) Hanger(s) or other connection device(s) be to `n R Fti Weight: 80 Ib FT = 20% LUMBER BRACING Q TOP CHORD 2x4 DF No. I&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, BOT CHORD 2x4 DF No. I&Btr G LOAD CASE(S) Standard Except: except end verticals. WEBS 2x4 DF Stud G 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-8,5-9: 2x6 DF No.2 G Vert: , 5-7=2 1 MiTek recommends that Stabilizers and required cross Concentrated Loads (Ib) Loads d ( I bracing be installed during truss erection, in accordance with 1 Stabilizer Installation guide. REACTIONS (Ib/size) 7=653/0-3-8 (min. 0-1-8), 5=653/0-3-8 (min. 0-1-8) Max Harz 7=281 (LC 3) Max Uplift 7=26(LC 3), 5=-79(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-297/557, 2-3=1360/231, 3-4=-372/500 BOT CHORD 7-10=-313/980, 6-10=-313/980, 6-11=-183/1505, 5-11=-183/1505 WEBS 2-6=-66/586, 3-5=-1316/315, 2-7=-1073/81 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 40cantilever Provide adequate drainage to prevent water ponding. ) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 5. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been for ESS/() designed a moving concentrated load of 250.0Ib live and 3.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcument with any other live loads. OQ?,OF S. rjN 11) Hanger(s) or other connection device(s) be to `n R Fti shall provided sufficient support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of C CO others. Q 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). CO r rl CO LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * 15 Uniform Loads (plf) Vert: , 5-7=2 1 Concentrated Loads (Ib) Loads d ( I Harz: 8=-200(F), 9=200(F) 1 April 2,2013 ,& WARNING • Ver(fy design pm-arneters and READ NOTES ON 7WS AND INCLUDED Mf7EKREFER£NCE PACE J61.7473 BEFORE USE, Design valid for use only with Mi connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Brocing shown is for lateral support of individual web members only. Additional temporary brocing to insure stability during construction is the responsibillity of the MiTek` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and SCSI BuBding Component 7777 Greenback Lane, ne, Suite 109 .Solely Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandra, VA 22314. Citrus Heights, CA, ne, Su ff Soutfiem Pine.jSPj lumber is specified, the design valuesare those effective 0eg 8/03/2013 byALSC - Job Truss Truss Type DEFL in Vert(LL) -0.20 Vert(TL) -0.34 Horz(TL) 0.05 (loc) I/defl Ud 6-7 >964 240 6-7 >570 180 5 n/a n/a Valley Dev. / EI Rancho 2 LUMBER BRACING Provide adequate drainage to prevent water ponding. Oty TOP CHORD 836175215 ELRANCH02 F03 MONOPITCH TRUSS B [lySun 1 Rigid ceiling directly applied or 10-0-0 oc bracing. 7-8,5-9: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross 1. Job Reference (optional) bmL;, Indio, (;A - UZZUJ 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:15:59 2013 Page 1 ID:1JOMgFXCujBAFmEeUdo6dFyEgeO-bUoblOdLrNa2C9RKbGyMAhLltgnLuglKBIM2JszUm k ss-tt I 11-1.5I 16-8-0 56-1 t S6-1 t 54 -it Swie - 1:36.7 5x8 = FADING (psf) CLL 40.0 TCDL 16.0 BCLL 0.0 BCDL 10.0 SPACING 1-4-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr NO Code IBC2009ITPI2007 CSI TC 0.78 BC 0.75 WB 0.91 (Matrix) DEFL in Vert(LL) -0.20 Vert(TL) -0.34 Horz(TL) 0.05 (loc) I/defl Ud 6-7 >964 240 6-7 >570 180 5 n/a n/a PLATES GRIP MT20 220/195 Weight: 90 Ib FT = 20% LUMBER BRACING Provide adequate drainage to prevent water ponding. TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud G 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7-8,5-9: 2x6 DF No.2 G MiTek recommends that Stabilizers and required cross 1. bracing be installed during truss erection, in accordance with 9) Load case(s) 1, 14 hasthave been modified. Building designer must review loads to verify that they are correct for the intended Stabilizer Installation quide. REACTIONS (Ib/size) 7=713/0-3-8 (min. 0-1-8), 5=713/0-3-8 (min. 0-1-8) 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 3.01b dead located at all mid panels and at all along the Bottom Chord, live loads.F OQROFESS1 Max Harz 7=-280(LC 3) or other connection shall be provided sufficient to support concentrated load(s) . The design/selection of such device(s) is the Max Uplift 7=-20(LC 6), 5=-72(LC 4) connection responsibility of others. FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. (D m TOP CHORD 1-2=-308/432, 2-3=-1819/240, 3-4=369/522 C 6433 LOAD CASE(S) Standard Except: BOT CHORD 7-10=-272/1675,6-10=-272/1675,6-11=-189/1800,5-11=-189/1800 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * 15 WEBS 2-7=-1562/108, 2-6=-43/408, 3-6=-51/312, 3-5=-1645/281 Vert: 14=-75, 5-7=13 Concentrated loads (Ib) Loads(l/ NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 Provide adequate drainage to prevent water ponding. 4) This.truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-M wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 5. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1, 14 hasthave been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0Ib live and 3.01b dead located at all mid panels and at all along the Bottom Chord, live loads.F OQROFESS1 panel points nonconcurrent with any other 11) Hanger(s) device(s) or other connection shall be provided sufficient to support concentrated load(s) . The design/selection of such device(s) is the h \"' C connection responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). (D m C 6433 LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 * 15 Uniform Loads (plf) Vert: 14=-75, 5-7=13 Concentrated loads (Ib) Loads(l/ T Horz: 8=-200(F), 9=200(F) Continued on page 2 V (/ April 2,2013 A WARNING - Verify design parameters and READ NOTES ON 71115 AND INCLUDED I ITTEK REFERENCE PAGE J61 7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. - , 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 responsibillity of the MiTek erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery. erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA, 95610 I1 Southern Pine (SP) lumber is specified, the design values are those effective 06/01j2013 byALSC B Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 836175215 ELRANCH02 F03 MONOPITCH TRUSS 8 1 Job Reference (optional) BMC, Indio, CA - 92203 LOAD CASE(S) 14) User defined: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-75(F), 5-7=-13(F) • • "bus Sep;db 2ulz lou IeK Inausmes,.Inc. Iue Apr uz Tu:io:a9 zuis rage z ID:1 JQMgFXCujBAFmEeUdo6dFyEgeO-bUoblOdLrNa2C9RKbGyMAhLltgnLuglKBIM2JszUm_k AWARMN0 • Ver{fy design parameters and REED N07ES ON THIS dND INCLUDED MYEIf REFERENCE PAGE M1. BEFORE USE. ■■■ Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 responsibillity of the M iTe k` erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage. delivery, erection and bracing. consult ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southem:Pi" iSPI lumber is sperifi ed, the design values are those effective 06/01/2013 byAISC Job Truss Truss Type Ory PlySun Valley Dev. / EI Rancho 2 840 ADING (psf) SPACING R36175216 ELRANCH02 F04 MONOPITCH TRUSS 1 2 Ud PLATES GRIP LL 20.0 Plates Increase 1.25 TC 0.38 Job Reference o tional BMC, Indio, CA - 92203 1.3011 s sep zo zui z ml i ex Inausmes, mc. i ue Hpr uz iv: io:vv cv a rage i ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-3gMzVkezchivgJOWB Ubivtaw4CpdSFTQy5brizUmj s s 1t 11-1.5 1 16-8.0 , sb 1t 5-6-11 si-1t 306 = 3.6 = SwIe -1:36.7 LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G "Except' BOT CHORD 7-8.5-9: 2x6 DF No.2 G REACTIONS (Ib/size) 7=713/0-3-8 (min. 0-1-8), 5=713/0-3-8 (min. 0-1-8) Max Harz 7=-420(LC 3) Max Uplift 7=30(LC 6), 5=-108(LC 4) Max Grav 7=713(LC 1), 5=713(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-462/420, 2-3=-1850/360, 3-4=-553/507 BOT CHORD 7-10=-407/1656,6-10=-407/1656, 6-11=284/1780, 5-11=-284/1780 WEBS 2-7=-1530/162, 2-6=-64/472, 3-6=-77/355, 3-5=-1609/422 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) 5=108. 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.Olb live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: Continued on page 2 April 2,2013 AWARNING • Verify design parameters and READ NOTES ONTYUSAND INCLUDED 16TEKREFERENCE PAGE 101.7473 BEFORE USE, Design valid for use only with Mii connectors. This design is based only upon parameters shown, and b for an individual building component. ApplicobdTity of design parameters and proper incorporation of component is responsibility ■■ • of building designer - not truss designer. Bracing shown A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IYI iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexondria, VA 22314. Citrus Heights, CA. 95610 . #Southern Pine ISP}lumber is specified, the design valueswe those effective 06101/2013 by ALSC B-4-0 840 ADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP LL 20.0 Plates Increase 1.25 TC 0.38 Vert(LL) -0.10 6-7 >999 240 MT20 220/195 CDL 14.0 Lumber Increase 1.25 BC 0.41 Vert(TL) -0.20 6-7 >973 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IBC2009/TP12007 (Matrix) Weight: 180 Ib FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Stud G "Except' BOT CHORD 7-8.5-9: 2x6 DF No.2 G REACTIONS (Ib/size) 7=713/0-3-8 (min. 0-1-8), 5=713/0-3-8 (min. 0-1-8) Max Harz 7=-420(LC 3) Max Uplift 7=30(LC 6), 5=-108(LC 4) Max Grav 7=713(LC 1), 5=713(LC 8) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-462/420, 2-3=-1850/360, 3-4=-553/507 BOT CHORD 7-10=-407/1656,6-10=-407/1656, 6-11=284/1780, 5-11=-284/1780 WEBS 2-7=-1530/162, 2-6=-64/472, 3-6=-77/355, 3-5=-1609/422 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. ) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except Qt=1b) 5=108. 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.Olb live and 3.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Except: Continued on page 2 April 2,2013 AWARNING • Verify design parameters and READ NOTES ONTYUSAND INCLUDED 16TEKREFERENCE PAGE 101.7473 BEFORE USE, Design valid for use only with Mii connectors. This design is based only upon parameters shown, and b for an individual building component. ApplicobdTity of design parameters and proper incorporation of component is responsibility ■■ • of building designer - not truss designer. Bracing shown A is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the IYI iTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexondria, VA 22314. Citrus Heights, CA. 95610 . #Southern Pine ISP}lumber is specified, the design valueswe those effective 06101/2013 by ALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 836175216 ELRANCH02 F04 MONOPITCH TRUSS 1 2 Job Reference (optional) amt„ maio, uA- azcua LOAD CASE(S) Standard Except: 1) Regular: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-68, 5-7=20 Concentrated Loads (lb) Harz: 8=-200(F), 9=200(F) • • 1.350 s 5ep 26 2012 MITek Industries, Inc. Tue Apr 02 10:16:00 2013 Page 2 ID:1 JQMg FXCujBAFmEeUdo6dFyEgeO-3gMzVkezchivgJOWB_Ubivtaw4CpdSFTQy5brizUm_j A WARMNG - Vetify design pararrtet. and READ NOTES ON 7WS AN11 LI CUMED Mf7Y?KREFERENCE PAGE MA- 7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. • 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 responsibillity of the MiTek' erector. Additional permanent bracing of the overall structure k the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANS1/TPI7 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Ci If Southem Pine fSPJ tumberis specified. the design values are these eftectiva06/02j2013 bWs Heights. yALSC 9 CA,95610 Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 Vert(TL) -0.13 3-4: 2x6 DF No.2 G BOT CHORD 2x4 DF No. 1&Btr G 5 n/a n/a 836175217 ELRANCH02 M01 MONOPITCH TRUSS 1 1 REACTIONS (Ib/size) 5=232/2-0-5 (min. 0-1-8), 6=395/2-M (min. 0-1-8) Max Horz 6=99(LC 4) Max Uplift 5=-10(LC 4), 6=-73(LC 3) BOT CHORD Rigid ceiting directly applied or 10-0-0 oc bracing. Job Reference (optional) amu, mato, L A - lizzus 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:16:012013 Page 1 -1-6-0 I ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-XtwLj4ecN?gmRTbiih?gF6Qo3TbYMyYdfcr9NkzUm i 1.6-0 SSS ' 2W II a — 5 a:a — 2Xi II IADING (psf) CLL 20.0 TCDL 14.0 BCLL 0.0 BCDL 16.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/rP12007 CSI TC 0.16 BC 0.25 WB 0.03 (Matrix) LUMBER 5-0 >999 240 TOP CHORD 2x4 DF No. 1&Btr G *Except* Vert(TL) -0.13 3-4: 2x6 DF No.2 G BOT CHORD 2x4 DF No. 1&Btr G 5 n/a n/a WEBS 2x4 DF Stud G *Except* 2-6:2x6 DF No.2 G Weight: 34 Ib FT = 20% OTHERS 2x4 DF Stud G REACTIONS (Ib/size) 5=232/2-0-5 (min. 0-1-8), 6=395/2-M (min. 0-1-8) Max Horz 6=99(LC 4) Max Uplift 5=-10(LC 4), 6=-73(LC 3) BOT CHORD FORCES (lb) -.Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-314/104 Srak = 121.2 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.03 5-0 >999 240 MT20 220/195 Vert(TL) -0.13 5-6 >473 180 Horz(TL) -0.00 5 n/a n/a Weight: 34 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except end verticals. BOT CHORD Rigid ceiting directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES 1) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has-been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 5, 6. 8) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OQ?,OFESS/oN9 S. rjNc Fy UJ 046433 TM 't'> WSX64 . Z April 2,2013 A WARWNG - Verify design parartteters and READ NO BS ON 7WS AND LNrLUDEO rdjMK REFERENCE PAGE J61.747a BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 responsibillity, of the MiTek' erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and brocing. consull ANSI/rPll quality Criteria, DSB-89 and BCSI Bunding Component 7777 Greenback La Safety Information availablene, Suite 109 able from Truss Plate Institute. 781 N. Lee Street, Suite 312. Alexandria, VA 22314. Citrus Heights, CA, Lane, S If Soulthem Pine ISP} lumber is specified, the design vetuesare thane effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply Sun Valley Dev. / EI Rancho 2 PLATES GRIP MT20 220/195 Weight: 29 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G 836175218 ELRANCH02 M02 Monopitch Truss 12 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6: 2x4 DF No. t&Btr G MiTek recommends that Stabilizers and required cross Job Reference (optional) BMC, Indio, CA - 92203 7.350 s Sep 26 2012 MiTek Industries, Inc. Tue Apr 02 10:16:01 2013 Page 1 ID:1JQMgFXCujBAFmEeUdo6dFyEgeO-XtwLj4ecN?gmRTbiih?q F6QnKTefMyadfcr9NkzUm i 1 -1-9-8 I 5-1-13 - 1.943 5-1.13 3.4 4 6 axe = 1.5x4 II t.5x4 II Stale - 1:21.3 ADING (psf) LL 20.0 CDL 14.0 BCLL 0.0 BCDL 16.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2009/TPI2007 CSI TC 0.21 BC 0.05 WB 0.03 (Matrix) DEFL in Vert(LL) -0.00 Vert(TL) -0.01 Horz(TL) -0.00 (loc) I/dell Ud 5-6 >999 240 5-6 >999 180 4 n/a n/a PLATES GRIP MT20 220/195 Weight: 29 lb FT = 20% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins, BOT CHORD 2x4 DF No. 1&Btr G except end verticals. WEBS 2x4 DF Stud G 'Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-6: 2x4 DF No. t&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 4=125/Mechanical, 6=350/Mechanical, 5=145/0-3-8 (min. 0-1-8) Max Horz 6=85(LC 4) Max Uplift 4=41 (LC 4), 6=-94(LC 5) Max Grant 4=125(LC 1), 6=350(LC 1), 5=183(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-6=-311/108 NOTES 1) Wind: ASCE 7-05; 95mph (3 -second gust); TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (low-rise); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreAt with any other live loads. This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide 10) will fit.between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 6. 7) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard OQROF ESS/0N9 S. Tjyc F c C Of 06433 April 2,2013 A WARMNG - VerVy design parameters and READ NOTES ON 7WS AND LNUUDED Mf7E-K REFERENCE PAGE MU 7473 BEFORE USE. Design valid for use only with M7ek connectors. This design is based only upon parameters shown. and is for on individual building component. 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 responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding M iTe k fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality CrIterlo, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Safety Informal available from Truss Plate Institute. 781 N. Lea Sheet. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 H Southern Pine ISP) lumber issperified, the design "luesire those effective 06/01/2013 byALSL Building Materials and Construction services 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 PLEASE CONTACT BMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 CONTENTS .........................PAGE • TIMBER PRODUCTS INSPECTION (LETTER) ..................................1 TPI (GTI) STAMP - SEE PAGE 1 .2 EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END jACKS - 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS - 20 PSF ..................................5 SUPPORT OF B.C. (PRESSURE BOCK) STANDARD OPEN END JACK..................................6 INTERIOR BEARING OFFSET DETAIL ..................................Y BEARING BLOCK DETAIL 3 %"' BEARING ..................................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 UPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAM ..................................11 WEB BRACING RECOMMENDATIONS .................................12 T -BRACE AND L-BRACE .................................13 VALLEY TRUSS DETAIL ..................................14 VALLEY TRIISS DETAIL (CONT'D.) .................................15 •PURLIN GABLE DETAIL ..16 PURLIN GABLE DETAIL (CONT'D.) .................................IT PURLIN GABLE DETAIL (CONT'D.) .................................18 PURLIN GABLE DETAIL (CONT'D.) .................................19 STANDARD GABLE END DETAIL ..................................20 STANDARD GABLE END DETAIL (CONT'D.) .................................21 STD. REPAIR - MISSING STUD ON GABLE TRUSS ....................................22 STD. REPAIR - BROKEN STUD ON GABLE TRUSS .................................23 STD. REPAIR - REMOVE CENTER STUD ON GABLE TRUSS .................................24 STD. REPAIR - NOTCH 2X6 TOP CHORD ON GABLE TRUSS .................................25 STD. REPAIR - NOTCH 2X4 TOP CHORD ON GABLE TRUSS .................................26 STANDARD REPAIR DETAIL - 25% .....................................2T FALSE BOTTOM CHORD FMLER DETAIL .................................28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANGS .................................30 PLEASE CONTACT BMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PAGE: 0 OF 30 03-05-2012 To Whom It May Concern: It is our standard policy to manufacture all of bur trusses with a minimum camber of 1/8" per ten lineal foot of truss span. Mike Goodman Design manager • BMC 45-311 Golf Center Parkway Suite 8 Indio CA 92201 t: 760.770:3303 f: 760.391.4230 d March 21, 2006 To Whom It May Concern: This is to verify that Boulder West Components of Indio, CA is a subscriber in the Timber. -.Products Inspection (TP) and General Testing and' Inspection (GTI) Truss Quality Auditing Program. The TP and GTI Truss Quality Auditing Programs are recognized by the International Accreditation Service (IAS) with the assigned number of AA -664. TP and the GTI quality assurance marks have been recognized in the west by the truss industry and code jurisdictions since 1969. TP currently audits truss manufacturing facilities nationwide. TP is conducting unannounced, third party audits at the Boulder West Components of Indio, CA. This facility is currently in good standing in the TP Truss Quality Auditing Program. Boulder West Components personnel are authorized to apply the GTI quality mark to trusses that are manufactured in accordance with the latest revision of the . ANSUTPI standards. All stamping takes place at the truss manufacturing facility, under supervision of qualified plant personnel. If you have questions regarding the status of any plant in the TP/GTI program, please contact Pepper Browne at (360) 449-3840 W. 11. • Sincerely,. Brian Hensley Truss Manager — Westem.Division 105 SE 124th Avenue - Vancouver, Washington 98684 ^ 360/449-3840 • FAX: 360/449-3953 P.O. Box 919 - 1641 Sigman Road o Conyers, Georgia 30012 0 770/922-8000 > FAX: 770/922-1290 • • B.MC '; .= _ r I QUALITY AUDITED BY IMBER PRODUCTS INSPECTION, INC. 0 DE&IGN CRITERIA TC Li Psi TC Dl psf BC DL psf TOTALLOJAD psf D R.F CTN Page # 2 C • -Job Truss Truss Type Y VIY DISPLAY ROOF1 COMMON 1 1 e i e ustnos, nc. on Mar 17 1 age 1 A -24-0 5.45 10.2-3 15.00 19.9-13 24.7-11 30-0.0 3244 B 2-00 5-0.5 4.9.13 49-13 49-13 4.9-13 5-0-5 2-0-0 4x4 = 6 V 6.00 FIT 1x4 jl 1x4 II 3x4 6 7 30 O 4 6. , E DIM 4: - 1x4 4 . 3 9 10 n 2 r[ It 01 12 3x6 = 14 13 3x6 = 3x8 = 3x6 = 3x6 = A 10-2.3 19.313 i 3000 G B 10-2.3 37.11 102.3 Plate Offsets MY): (2:0-3-0,0.1-4), [10:0-3-0,0-1-4) H LOADING (pst) SPACING 2-0-0 J M CSI I V DEFL in (toe) Udefl PLATES GRIP TCLL 20'.O Plates Increase 1.15 { TC 0.29 Vart(LL) -0.09 14 >999 MII20 249/190 TCDL 10.0 Lumber Increase 1.15 K BC O.B3 Vert(TL) -0.39 12-14 . >907 BCLL 0.0 Rep Stress Incr YES WS 0.36 Horz(TL) 0.07 10 n/a BCDL 10.0 Code SOCA/ANS195 L 0 1 st LC LL Min Well = 240 Weight: 1581b LUMBER! ' BRACING TOP CHORD 2 X 4 SYP No.2 V TOP CHORD Sheathed or 4-2.1 oc purlins. BOT CHORD 2 X 4 SYP No.2 BOT CHORD Rigid ceiling directly applied or 8-6-11 oc bracing. WEBS' 2 X 4 SYP No.3 [ R ..a7 REACTIONS (Ib/size) 2-1317/0-3-8,10=131710-3-8 Max Harz 2--175(load case 5) 1 Max Uplift2=-341(load case 4), 10--341 (load case 5) First Load Case Only 1r FORCES (lb) - TOP CHORD 1-2=26, 2-3=-2024, 3.4=-1722, 4-5=-1722, 5-6=-1722, 6-7=-1722, 7-8m-1722, 8-9=-1722, 9-10=-2024, 10-11 =26 BOT CHORD 2-14-1794,13-14= 1 140,12-13m1140,10-12=1794 WEBS 5-14®-294, 7-12=-294, 3-14=-288, 6-14®742, 6-12=742, 9-12=-288 J / V NOTES e 1) Unbalanced roof live'loads have been considered for this design. 2) Wind: ASCE 7-98 per BOCA/ANS195; 90mph; h=25ft; TCDL=5.Opsf; BCDLm5.Opsf; occupancy category It; exposure C; enclosed;MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed;Lumber DOL- 1.33 plate grip bOL-1.33. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 341 Ib uplift at joint 2 and 341 Ib uplift at joint 10. A Cumulative Dimensions M TC, BC, and Web Maximum Combined Stress indices B Panel Length (feet - inches - sixteenths) N Deflections (inches) and Spon to Deflection Ratio LOAD CASEIS) Standard X C Slope 0 Input Span to Deflection Ratio D Plate Size and Orientation P MiTek Plate Allowables (PSI) E Overall Height Q Lumber Requirements F Beering Location R Reaction (pounds) G Truss Span (feet - inches - sixteenths) S Minimum Bearing Required (inches) H Plate Offsets T Maximum Uplift and/or Horizontal Reaction If Applicable I Design Loading (PSF) U Required Member Bracing J Spacing O.C. (feet - ii)cltes - sixteenths) V Member Axial Forces for Load Case 1 K Duration of Load tot Plate and Lumber Design W Notes L Code X Additional Loads/load Cases DETAIL FOR COMMON ARID END JACKS MBOISAC = 8 =16PSF 3/30/2604 PAGE 1 MAX LOADING (psi) " SPACING z•a0 BRACING M(Tek Industries, lric. TCLL 16.0 Pates )ntaease . 125 Vilesierrl Division TCDL 14:0 Lull) t increase 125 TOP CHORD Sheathed. BOLL o.o Rep stress Incr YES BOT CHORD' R(g)d ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF -L No.2 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REO'D 20'-0" MAX SPLICE CAN.EITHER BE 3X6 MT20 PLATES OR 2e.. LONG 2X4,SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE , W1 {.131 "X3.0° MIN) NAILS @ 3" O.C. 2 ROWS NOTE: TOP CHORD PITCH: 4/128/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. e." SUPPORT AND CONNEC701 N BYOTHERS OR 2-16d COMMON WIRE (0162 -DIA. X 3.51 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W13 16d COMMON WIRE (0.162 -DIA. X 3.5- LGT) TOE NAILS CONN. WU 16d COMMON WIRE (8:162"DYa_ X 3.5" LGT) TOE NAILS 8-0-0 B-0-0 EXT. 2-D-0 40-0 — 2-D-0 EXT. EXT. 240'0 EXT. 2-0-0 2-0-0 l.- _ CONN. W13 16d COMMON WIRE (D.162"0IP. X 3.5' LIST) TOE NAILS t 2-0•D BOTTOM CHORD LENGTH MAY BE T-0' OR A BEARING BLOCK CONK Wr218d COMMON WIRE(0.162"D1A X 3.5') LGT TOE NAILS OR SEE DETAIL MNSAC-7 FOR PRESSURESLOC)aNG INFO. NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Pa e # AUL 2 8 2011 A WARJONB • ;r.* design p.—id.r and READ N07W ON =SAND RMLODED W=ASFMWWCE PAGg" 7-473 8EMRE USE. 7777 G1Benback Lane Design vaikl lorvse any w11h FAfek conneelors. TFils design b based only uprn paromeina sfwwrs, end Is loran IndNidual bulging wmponenl. Sidle 109 Applkobi5ly of design paromenttirs find propgr Incorporation al eomponenl 6 resporssmfDly of buAding dedgner- irol truss designer. &odng shown Cllrus Heights, CA, 95'. h for Igleral wpporl o! Incllvlduolvreb members only. AddN'brml lemporwy bracing to Insure s10b1Uty dudnB oorrclrucibn b IhD responsfbAWy al the ereelrsr. Addilkurol psumonenl bracing o11 he overall sliuchae k the respenc6My of the bulld4sg designer. For.gerien9 guidance regard g fab+icolbn. quaAly eonlmL sloroge, delivery, erecllon and bracing, corswB ANSI/felt Qua01y Cdlsrla.DSB•89 and 8CSi1 sullding Corripononl Safely infrsrma8on avaAable frominns P1ole tns0lule, 593 D'Orroklo Ddvc: Hodson, WI53719. ®ETA9L FGR COMMON AN®. ENC JACKS- !Vfll/SAC - 8 -20PSF a/31rZoos PAGE 1 aulX IALANU tpsrl :A ( z a° BRACING. M(Tek.lodostr)es Inc. TOLL 20.0 , pp fes ncrease 1.15 TFOL 1@,o pus" r liiarease t.ts TOP CHORD Sheathed. WesEern Dlvlsbn 5CLL o.o Rep Stress' incr YES BOT CHORD Rlg)d CeUing directly applied. BCDL 10.0 . MINIMUM. LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L N0.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATE$ OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD'ATTACH TO ONE FACE W1(,131"X3,0" MIN) NAILS Qn 3" O.C. 2 ROWS 2-0-0 NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNECT/14ERS.R 2-1 Sd COMMON WIRE • (0.162"DIA. X 3.51 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED 4'-W O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS 2- 3X4 3x4 = CONN. Wt216d COMMON WIRE (.1S2"D1A X3.5" LOT) TOENAILS 6.0.0 • 8.0-0 EXT. 2-0-0 ®II 4-0-0 2-0-0 EXT pR. 2-0-0 EXT. 2-0-0 2.0.0 jr ,1•- 1 CONN. W13 16d COMMON WIRE (0.167011. X 3.6" LGT) TOE NAILS ✓ 3X4 — BOTTOM CHORD LENGTH MAY BE Z'-0". ill \ OR A BEARING BLOCK CONN. W12 16d COMMON WIRE(0AS2•UTA X 351 LGT TOE NAILS OR SEE DETAIL MIUSAC-T FOR 2-0.0 800 PRESSURE BLOCXINGINFO. Qgofl NOTE: NA)UNG SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. Page # 5 JUL 22 8 2011 0 8 :. .%, of #AN:'QARD ®PEN Ei I$lSAC d 7 3/30/2004 PAGE 9 a ' .'PiESSilELOCaCS 0 • Loading (PSF): 'BCDL 90.0 PSF MAX - 2x4 bot, chord Confer Wss of Jack (.131"X3.0" M Jack tl ark S (tvA) . between Jacks, r •truss nalled to carrier 0, (h'Pi w/6'Wl(.13.1"X3.0" MIN) nails spaced at 3" o.m PARTIAL FRAMING PLAN OF CALIFORNIA.HIP SET WITH SUB GIRDER BC of carrier truss so -o 2T TYP t "X3.0" MIN) NAILS (typ) 'HORD OF OPEN END JACK 3C wl6{.139"X3.(r MIN) NAILS @ 3" ox, Page # 6 Parjjy design pararrsetart and READ NDTL4 ON IRIS AND 7NCLDDED r017SR SEPE/rEN[B p6GB 1DII747J B'"LFGRS DSE. us§ onMwgh 1+Afek eastieelors. This deslgri h bosesl only upon poiariretess shown, and fm crs hxiMdual btAldsip eosnponenl. ieslgn'pgr6rrienlers and proper k'seorpaaticn of Epmponeni k respoRatbaiy of ? n9 designer - net f ruts designer. Bradng shown iQrl'ui BrdNlduol web rtiambcns oniy AddHionol leinporory lxuefng Io insu a t1oblBty du irtg epiulnrclbn t the respohsibABly of the mci,pesnarsiinl bradnp of tlie.overaB zlniclure:k Itie.reipgntl610H d! the bul§11n9 desigribr. For generoi guiddnce+egardlri0 eosilinl slerago, eUveey, ereelbh and br6dpg, earau9 AN /IPIt CuaBly Cdicda, DSB-89 and BC511 Bu6dUig Component MITek Industries, Inc. Westem Division Q oo C @(P. 3-3 CIVIL :reanbadiCann 09 Heights, CA. 9561mm, 0 INTERIOR. BEARING OFFSET DETAIL ISAC - 6 3/3012004 PAGE 1 L T NOTE:: INTERIOR BEARINGS MAY SHIFT TO THE LEFT' OR RIGHT A DISTANCE €QUAL TO THE DEPTH OF THE BOTTOM (d). (7 912" MAS BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOR TRUSS DESIGNS . DOUBLE WEB JOINT SINGLE WEB JOINT TRIPLE WEB JOINT rvn rcn iuuuauics We;Zm talvlsiz 0 e -ca S. C046433 W. 3-31 d Civtl. OF Pa a#7 JUL 2 8 2-011 BEARING B-LOG.KD ETAIL 3112" BEAPUNG MIUSAG - 3A 3/25/2004 PAGE 1 MiTek Industries, Inc. ® Weatem Division REFER TO INDIVIDUAL TRUSS DESIGN - I FOR PLATE SIZES AND LUMBER ORADES ^ L ' IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-3-8 ACTUAL BEARING SIZE; SYP = 565 psi DF ='625 psi ' ALLOWABLE I --_..-•---..,._............ ... BO'1'TCAS CHORD SIZE LUMBER REACTION I GEARING 9LOCK BEARING BLOCK S WOOD SF-PRING ALLOWABLE WADS AtJr! GRADE Iib) ALLOWABLE LOADS --T-•—'•------- LOAD (ib) - -.... . NAILING PATTERNALLOWABLE NOTE 1 1 (NOTE 4,5) NOTE 4 (TOTAL EQUIVALENT BEARING LENGTH NOTE 4 SYP 2966 929 38950-4-9 2x.4 HOTTO14 CHORD DF 3281 855 4136 • ------ 04-6 --- 2 ROWS @ 3" O.C. tE TOTAL NAILS) HE 1 2126 736 —"----- 862 2' I - __........... 0,4-11 SPF 2231 726 2957 ---1-- — 0-4-10.__......__.. 'SYP _ 2966 I 1393 j 4359 0=5-2 ext BOTTOM CHORDT _ DF_ 3281 _ 1282 4563 --- -- 0-4-13 3 ROWS a 3" D.C. HF 2126 1104 _ 3230 0-5-5 f /2 TOTAL NAILS) — SPF 2231 1089 3320 0-5-3. SYP 1 2966 1858 4824 0-5-11 — DF 3281 1714 _ I 4991— 0_rj-5 •--_. . -. BOTTOM CHORD ;r 'r.d 4 RaRSTC S 3" I HF 2126 1472 3598 ! 0-5-14 LS) (16 TGTAL NAILS) ! SPF 2231 1452 3683 _j_-- — -- 0-5-12___..._._. X FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. -- 4" MINIMUM 0E£L HEIGHT _ 22 1/2• e',dX' J BRG BLOCK TO BE SAME SIZE, GRADE, d SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. NOTES: JUL 2 Q 2011 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 27HE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (A 31" DIAM. x 31 MINIMUM 4, FOR BEARINGS NOT NEARER THAN 3" 1.0 THE END OF A MEMBER (C,45E.2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS 3'-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGS MER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF ='625 psi HF =40.5 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. 0ae # 1UAlilRNB • Verify dwdgn Parameters acid READ NDTSS•ON TRIS AND IliCLUDSD WTER RSPFRSNCS PAfiE NQ•7.479'BSFORE USF_ 17777, Giedrit dk Land Design voW for we ordy with MFet connectors. This design is based on u g component. epli oral N Pon pesometbn shown, and foran individual bueii'g cam AppficoblAly of design poromenlers and proper incorporation of component is responsibility of building designer •not Inns designer. Bracing shown Suite 109 . GW5 Heights 9 CA 9550 is lorloleiol support of individual web member only, Additional temporary bracing to insure sloWity dudpg construction Is the respom b li fy of the , erector. Additional permanent bracing of the overa0 structure is the rasyonsbirAy of the DuBd'usj designer. For general guidance regarding lob+ieolim quality eonhoL storage, der-ory. erection and Wooing, consull ANSI/rPll Quality Cdlar)a, DSB-89 and BCSII BuUding Component . . > r y/ Satisfy Information available from truss Plate Institute, 583 D'OnbfdDrive, Madison, M 53719. 'E-6 o Mk iBEARIN'-G•BLOCK ®E'TAIL 51/2" BEARNG-' MIUSAC - 4A 3/25/2004 PAGE1 MiTek Industries, Inc. WestefTi Division REFER TO INDIVIDUAL TRUSS DESIGN FOq PLATE SIZES AND LUMBER GRADES J IMPORTANT ' This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a O.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TRbSS 1 I ALLOWABLE ' BOT1'Ou CHORD SIZE I LUMBER i REACTION BEARING BLOCK BEARING BLOCK. 6 WOOD BEARING ALLOWABLE LOADS AND GRADE I (ib) I ALLOWABLE LOADS ALLOWABLE +- - :aA?LING PATTERN (NOTE 1 ) (NOTE I (NOTE 1c;aL EQUIJRLEIiT BEARING LENGTH I (Nor t SYP I 4661 i 9296590 — -I —I-- — — --'-••----•-----0-6-6 ..._.. .X4 BOTTOM CHORD DF 5156 855 ---.. . ' = ROWS @ 3" D.C. I I I 6011 is TOTAL RAILS) HF i 3341 736 ' 4077 - --- 0-6-11 ^ _..._ _ sPF 3506 726 — 4232 i 0-6-10 -- - 41161 1393 6054 -- — - 0-7-2 2x6 BUTTC`4 CHORD ' DF 5156 1262 6436 —_----•--0-6-13 _ 3 ROWS @ 3" D.C. (i2 TOTAL NAILS) HF i----- 33411104 4445 I _ `—_ 0 7-5 .. SPF --- i 3506 1089 4595 -- 3 O.7 i SYP 4661 1 1858 6519 _-------•-"—..—._..._.... _ 0-7-11 ' 2:;6 BOTTOM CHORD 4 ROWS @ 3" O.C. J16 TOTAL WAILS) r ; DF — HF 1 I 5 56 t 3341 1710 1472 6866 4813' — -- _. 0-7-5 0-7-14 -- --_ I SPF I 3506 1452 4958 0-7-12 FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM i HEEL HEIGHT ! • 22 1/2 •' CASE 1 i SRG BLOCK TO BE SAME SIZE, GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS CASE 2 j R S. 0046433 EXP. 3-3I NO USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. JUL 8 2019 2.THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DIAM. x 3' MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS V-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2- 1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page Ari ov WARADC - ltcrVy dastgµps ctvM mid READ ATM= ON 7AL4 ANb INCLVDED fd17 REkERENCE PAGE AM7;473 BEFORE rrBE, _ . — i 7717 Greenback Lane D n valid for we only with Wlek connectors. lh-s design's based on SAte 109 sgig only upon pnromelers shown, dud's for on r - not truss building component. 1 citrus Heights. CA. 9561 AppfiooblBly of design pdrtxnenlers and proper incorporalian of component n responsibility of bu9ding designer •not irvss designer. Brocing shown ' is for lateral support of indrviriuof web member only. Additional temporary bracing 10 insure slobilily during construction is fAe respbnsiblWily of the erector. Additional permonenf broctng of the overall structure is the responsitAly of the balding designer.Faa generof guidonce regordsig t.10ty I , quaBly control, train Ir delivery, ereule. and bracingOno(Ao. rive. Bison. If Quality53719. criteria. DSB•89 and BCSIf Building Cotripbnenf Sabty Irdmmdtlsn ovoHatsle from truss %ole Insl;lule. 583 D'Caolrio Drive. Madison. WI'S3719. • • UPLIFT TOE -NAIL DETAIL MII/SAiC - 24 11/18/2004 PAGE'l © MITek Industries, Inc. NOTES: wq'stem Division 1. TOE=NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE -NAIL FROM THE MEMBER END AS SHOWN. 2- THE END DJSTANCE,•EDGE DISTANCE; AND SPACING OF NAILS'SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF'THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS -OF DIFFERENT SPECIES. END VIEW NEAR SIDE FAR S VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. . EXAMPLE: (3) -16d NAILS (.162" diem. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nalls) X.36.$ (lb/hall) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (naps) X 36.8 (lb/nail) X 1.60 (DOL for wind)=176.61b Maximum Allowable Upllft Reaction Due To Wind if the. uplift reaction specified on the Truss Design Drawlrig is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. USE (3) TOE -NAILS ON 2x4. BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 EXP. OF JUL 2 8 2011 TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (!b/nall) DIAM• Sr 'DF HF SPF SPF -S p 131. 58,5 46.1 31.6 29.9 26.3 z p Al 5 .60.3 .47.5 326 30.7 20.9 ,162. 72.3 57.D 39.1 38.8 25.1 vi 128 53.1 41.8 28.7. 27.0 18.4 ' z• O0131 64.3 42.8 29.3 27.7 . 18.5 .148 61.4 48.3 33.2 31.3 21.3 ri Q .120 45.9 36.2 24.8 23.4 15.9 O.128 .49.0 38.6 28.5 25.0 17.b b .131 50.1 39.5 27.1 25.8 17.4 148' 66,6.. 44.6 30.6.. 28.9 19.6 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. . EXAMPLE: (3) -16d NAILS (.162" diem. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nalls) X.36.$ (lb/hall) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (naps) X 36.8 (lb/nail) X 1.60 (DOL for wind)=176.61b Maximum Allowable Upllft Reaction Due To Wind if the. uplift reaction specified on the Truss Design Drawlrig is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. USE (3) TOE -NAILS ON 2x4. BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 EXP. OF JUL 2 8 2011 • LATERALTOS-NAIL DETAIL M111SAC - 25 11/18/2004 PAGE 1 Q NOTES: METek Industries, Inc. i. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER We'slern Division AND STARTED i/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO. AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES' SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For bad duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity I SQUARE CUT SIDE VIEW SIDE VIEW (20,2x6) (W) 3 NAILS 2 NAILS NEAR SIDE NEARSIDE --+ FAR SIDE NEAR SIDE - I FAR SIDE X45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS NEARSIDE NEAR SIDE 45.00° SIDE VIEW (2X6) / 3 NAILS NEARSIDE NEAR SIDE NEAR SIDE 01 WARMNG . 9erify Qrrtgn partvnctera and READ NOTES ON MS AND INCLUDED fa7=REFERENCE ME MU 7473 BZ FORS USS. Design valid for use only with Mitek connectors, This design is based only upon parameters shown, and h for on Indrviduol building component. Applicability of design poromenlers and proper incorporation of component is responslbli fy of building designer - not truss designer. &acing shown is for lateral support of indwidsial web members only. AddHional lemporary bracing to Insure stability during conslras:lion is the responsibillity of the erector. Additional permanent bracing of the overall slrudure is the responsibility of the building designer. for general guidance regarding lobricolim quality control. storage, deTwery, erection and bracing, consull AN51/70111 Quality Criteria, DSO -891 and SC5I1 bull nng Component Solely Information available from Truss file Inslilule. 583 D'Onoldo Drive, Madison, WI 53719. Page # 1.1 CA, TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. SYP DF HF SPF SPF -S .131 88,1 80.6 69.9 66.4 59.7 p .135 93.5 85.6 74.2 72,6 63.4 .162 118.3 108.3 93.9 91.9 80.2 Z z .128 84.1 76.9 66.7 65.3 57.0 .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 1 84.7 82.8 72.3 of 0' .120 73.9 67.6 58.7 57.4 5D.1 Z O .126 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 69.9 68.4 59.7 M 148 106.6 97.6 B4.7 82.8 72.3 VALUES' SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For bad duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity I SQUARE CUT SIDE VIEW SIDE VIEW (20,2x6) (W) 3 NAILS 2 NAILS NEAR SIDE NEARSIDE --+ FAR SIDE NEAR SIDE - I FAR SIDE X45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3, 2x4) 2 NAILS NEARSIDE NEAR SIDE 45.00° SIDE VIEW (2X6) / 3 NAILS NEARSIDE NEAR SIDE NEAR SIDE 01 WARMNG . 9erify Qrrtgn partvnctera and READ NOTES ON MS AND INCLUDED fa7=REFERENCE ME MU 7473 BZ FORS USS. Design valid for use only with Mitek connectors, This design is based only upon parameters shown, and h for on Indrviduol building component. Applicability of design poromenlers and proper incorporation of component is responslbli fy of building designer - not truss designer. &acing shown is for lateral support of indwidsial web members only. AddHional lemporary bracing to Insure stability during conslras:lion is the responsibillity of the erector. Additional permanent bracing of the overall slrudure is the responsibility of the building designer. for general guidance regarding lobricolim quality control. storage, deTwery, erection and bracing, consull AN51/70111 Quality Criteria, DSO -891 and SC5I1 bull nng Component Solely Information available from Truss file Inslilule. 583 D'Onoldo Drive, Madison, WI 53719. Page # 1.1 CA, • • MARCH 12, 2009 baa 0 00 0 oc a MiTek Industries, Inc. UVEB BRACING RECOMMENDATIONS I ST-WEBBRACE MiTek Industries. Chesterfield. MO Page 1 of 1 Bay size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY Sid 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B I C D A B C D C D 10'-0' 1610 1686 1886 2829 :. a°;.•.•.;'`.ie,_.., ,.'.,w ; «-+: „ ., `.•. . . ' .: 2 THESECALCULATRONSARE BASED ON LATERAL BRACE CARRYING 2%OFTHEWEB FORCE .4;Jo' :ti.k'..: 3: v' iti.' • Y ra 'i''Y .'A: {., i;Z °.::' i t :,C-Y'It: -J'.^S'i•. -OR. S DIAGONAL BRACING MATERIAL MUST BE SAME SYE AND GRADE OR BETTER, AS THE LATERAL BRACE 12'-0' 1342 1572 1572 2356347 ar= 'S.;Js 3143 3143 4715 4715 7074 '>r.,,.i ,a 14'-0' 1150 1 1347 R'a:i': • ,v'y t<i '::d;'i.- y' :trt:._. yd.-'•'-:• `;ti ate-.: ;y . O• „i,'- ;: ,n`.•- 2021 . \;rj,.r ` :i:'cr F:,.C. . Jf:'- '• l+iJ , p!.,i• :';..L> • 'T%ti;;r>"' r1A>1.;7!•"' '.••:• ' (0.131726') FOR 1x4 BRACES, 2.10d (0.131'X" FOR 2x3 and 2x4 BRACES, AND 3.10d (0.1MWj FOR 2>S BRACES. 1005 1768 1179 1179 % E ± wA;sir5•,`,r Yvi. v 1.... 2358 2358 3538 _,y y .: ;K ; ,a•,•1•-:':' %?"`: `T `=:3543 18'-0' 894 1048 1048 1572 B 2 X 3 93, STD, CONST (SPF, DF, H F, OR SYP) 4111. y+n':rari, 4715. 20'-0" 805 943 943w. y'.+r 1414 a N: •'_mss'•.-, ^;:;:" 1886 5886 ?:.9 ':r'.t .'';, is:..,•.' ,? :Z.•'^t 2829 •.{.., -.. :'2'< <. .._roN, 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OFBRACNG, CONSULT C Bay size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES I. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE NTOTHE NG DIAPHRAGM THE DIAPHRAGM (STORE DESIGNED BY A QUALIFIED PROFESSIONAL 1 X4 WD.45SYP 2 THESECALCULATRONSARE BASED ON LATERAL BRACE CARRYING 2%OFTHEWEB FORCE A -OR. S DIAGONAL BRACING MATERIAL MUST BE SAME SYE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERM, AND SHAU BE INSTALLED IN SUCH MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) ATAPPROX 45 DEGREES AND SHALL BE HALED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-Sd (0.131726') FOR 1x4 BRACES, 2.10d (0.131'X" FOR 2x3 and 2x4 BRACES, AND 3.10d (0.1MWj FOR 2>S BRACES. 4• CONNECT LATERAL BRACE TO EACH TRUSS WITH 28d(0.1M 7Z" NAILS FOR IM LATER AL BRACES, B 2 X 3 93, STD, CONST (SPF, DF, H F, OR SYP) 2.10d (0.131741') MALS FOR DO AM &A LATERAL BRACES, AND 3.10d (0.131'M FOR Doti LATERAL BRACES. S.LATERAL 13RACESHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OFBRACNG, CONSULT C 2X493, STD, CONST(SPF, DF, HF, OR SYP) OSB-MTEMPORARY BPACNG OF METAL PLATE OaOMMED WOOD TRUSSES AND SCSII GUIDETO GOOD PRACTICE FOR HAINDLM NSTALLNG M BRACING OF METAL PLATE CONNECTED WOOD TRUSSES,JONRY PRODUCED BY WOOD TRUSS COUNCL OF AMERICA aro TRUSS PLATE INSTITUTE raw.:bC4d AmIAndraM•.IALuW9 . D 2 X 6 93 OR SETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWNG FOR WEB MEMBER FORCE 3. TABULATED VALUES ARE BASED ON A DOL .1.15 FOR STABIUZERS: FOA A SPACING OF N' O.C. CA•LY,MVTEK'STASLQER' TPLSS BRACBFd SYSTEMS CAN BE SUSSTRLITEDFOR TYPE A,B. C AND D BRACING MATERIAL. DIAGONAL BRACNOFORSTASI ERS ARE TOBE PP.OVOED AT BAY SIZE INDICATr DABOVE WHERE DIAPHRAGM SRAdNG IS REQUIRED FT PITCH BrREAILS, STABIU R6 MIAYSE REfYACED V/fIH W000 6LOfY, (NG. SEf 'STADLt1ER• 1RL15S (iRACORO NSTALLnnaR GUIDE AD PRODUCT SFECffICAnON. This information is provided as a recommendation to assist in the requirement for permanent bracing of the Individual truss web members. Additional bracing may still be required for the stability of the overall roof system. The method shown here is just one method that can be used to provide stability against web buckling, MENSERS CONTINUOUS LATERAL RESTRAINT 2.10d NAILS (SEE NOTE 4) ®age # 1 T -BRACE AND L -BRACE Nailing Pattern L -Brace size . Nall Size. Nail Spacing 1x4 or 6 1 Dd (0.14BXr 8° o.c. 2x4, 8; or 8 8d(0,162X3 1/2") 8" ox. Note: Nail along entire length of L -Brace orT-Brace (On Two -Plies Nail to Both Plies) • Ii Neils Ir ,a SPACING k t -A JUL 2 8 2011 Mll/SAC - 23 alz7/2004 MITek industries, Inc. Western Division L -Brace or T -Brace Size for One -Ply Truss Specified Continuous Rows. of Lateral Bracing Web Size ' 1 2 1 2x3 or 2x4 1x4 2x4 2x8 1x8 2x8 2x8 2x8 ane •°' DIRECT SUBSTITUTION NOT APUCABLE. section Detail Nails Nalls ~ Web Web L --Brace T -Brace L -BRACE or T -BRACE Nally 10d (0.148X3') @ 9" o.c. Web I..BraCe NailsZcpon Detell • ' Note: 1 . L -Bracing or T -Bracing to be used When continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the. braclrig members. Please refer to engineering document provided by MTek Ind. Inc. Page # 13 T -Brace or I -Brace Size for Two -Ply Truss Specified Continuous Rows of Laterai Bracing Web Size 1 2.(1 -Brace) 24 or 2x4 2x4 2x4 2x6 2X6 2x8 2x8 2x8 2X8 Nally 10d (0.148X3') @ 9" o.c. Web I..BraCe NailsZcpon Detell • ' Note: 1 . L -Bracing or T -Bracing to be used When continuous lateral bracing is impractical. L -brace must cover 90% of web length. 2. L -Brace or T -Brace must be same species grade (or better) as web member. 3. The Stabilizer or Eliminator of MiTek Ind. Inc. can replace the. braclrig members. Please refer to engineering document provided by MTek Ind. Inc. Page # 13 is VALLEY TKUSS DETAIL. Milt -SAC - 19 jf/26/2_004:rPAG:E172 LIVE .LOAD = 60 PSF (W. X) ;r DEAD LOAD ='16 PSF (MAX) D.O.L. INC= 1.15 t--OABLE.6ND COMMON TRUSS 65MOH WIND SPEED, 3 SECOND GUST ..-OR GIRDE,§ TRUSS MITek IndusWes, Inc. 4W6kern DfOslon NOTE: VALLEY STUD SPACING NOT TO EXCEED 46" O.C. SPACING GABLE END, COMMON TRUSS na r_lonvo Tmi t- BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (.2MIN) TOE NAILS DETAILA 1 (BASE TRUSSES SHEATHED) m— .. TOE --NAIL VALLEY TO BASE TRUSS W/ cz) (.130o.D"'MIN) TOENAILS. If ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131-X3.0" MIN) NAILS INTO EACH TRUSS BELOW:, VALLEY TRUSS RESTS ON 2x6. DETAIL $ (OA- ATtR THAN.3/12 PITCH) ATTACH BEVELED 2x4 •CONTINOUS N0.2 SPF TO'!HE;FACE OF THE ROOF W/ 'TWO .(.13 1"X3:0" MIN) NAILS INTO EACH TRUSS tlEL.OW ATTACH'VALLEY TO BEyELEDx4:1N/ ( 2,) (A31"X3:0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSTS Viil LESS THAN 6/12 PITCH) (2.) (.13i X.3.0" MIN) TOE NAILS NOTES: JULB2 8 ® 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30' D N+A X AND PITCH BETWEEN 2>6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OFUSE TR)S.S WITH SHEATHING (BY OTHERS) 3.. MAX WEB LENGTH W.TTHQ'VT BRACE (6'-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPAC4NG OF VALLEY.TRUSSES (24" O.C.) THAN ADDITIONAL. 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. _ _ _ _ _ II "u ii n .1- it Il li - 4 II n d II it 1 ti II M 1 Il , 1; BASE TRL VALLEY TRUSS TYPICAL h TYPICAL (24' O.C. LL -LL VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS na r_lonvo Tmi t- BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (.2MIN) TOE NAILS DETAILA 1 (BASE TRUSSES SHEATHED) m— .. TOE --NAIL VALLEY TO BASE TRUSS W/ cz) (.130o.D"'MIN) TOENAILS. If ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W/ TWO (.131-X3.0" MIN) NAILS INTO EACH TRUSS BELOW:, VALLEY TRUSS RESTS ON 2x6. DETAIL $ (OA- ATtR THAN.3/12 PITCH) ATTACH BEVELED 2x4 •CONTINOUS N0.2 SPF TO'!HE;FACE OF THE ROOF W/ 'TWO .(.13 1"X3:0" MIN) NAILS INTO EACH TRUSS tlEL.OW ATTACH'VALLEY TO BEyELEDx4:1N/ ( 2,) (A31"X3:0" MIN) TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3/12 PITCH BASE TRUSTS Viil LESS THAN 6/12 PITCH) (2.) (.13i X.3.0" MIN) TOE NAILS NOTES: JULB2 8 ® 1. SPAN OF VALLEY TRUSS SHALL BE LIMITED TO 30' D N+A X AND PITCH BETWEEN 2>6/12. 2. PROVIDE LATERAL SUPPORT FOR TOP CHORD OFUSE TR)S.S WITH SHEATHING (BY OTHERS) 3.. MAX WEB LENGTH W.TTHQ'VT BRACE (6'-3") WITH BRACE (12'-6") 4. IF TOP CHORD LATERAL BRACING REQUIRED IS LESS THAN SPAC4NG OF VALLEY.TRUSSES (24" O.C.) THAN ADDITIONAL. 2X4 BRACING IS REQUIRED. 5. LATERAL BRACING SHALL BE NAILED W/MIN 2 10d NAILS. • VALLEY TRUSS DETAIL MMI/SAC - 19 4/26/2004 PAGE 2 OF 2 BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL D (NO SHEATHING) BEVEL VALLEY TRUSS SECURE VALLEY TRUSS W/ USP RT7 OR EQUIVALENT DETAIL E (NO SHEATHING) Mitek industries, Inc. Western Division NOTES: FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL. BRACING REQUIRED ON TOP CHORD OF BASE -TRUSS SHALL BE LARGER THAN THE SPACING -OFVALLEY TRUSSES (24" O:C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERAL FORCE SYSTEM, SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PROPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. [vARlpNfi•Var{(g deslgnp'atamelzre and RFD NOTbS ON 4HfS AND Design void for use any vAh iAf(ok connectors. lhi: design h bused only ups Appf obl➢lVot design PP rmenlsus oriel proper Incoryorclbn of eoff'oneh h IoPblarol support of bstlMidi l web members ony Addldndlleimk ivy I erector. A Ifonol pemianonl braebsg of the ovev6D' 3walWe Is the rgspoli Ialxkolion. gushy control ildroge. deevory, ereel'mn and b'rodng, s russ0 Satofylnlonnagon ovolbWe born truss Pble Indilule, 583lyOriohb Drive, Ahc Page ## 15 rDED NlTF 4FERENCEPAGEkl 7473. BEFORE USE. imelers drown, and Is lar en Iridlvlduol bupging cbsnponenl. .onsibPyy of bulhjing designer =not [rust deilgrier, tuodng shown 110 lhsure slati6ty tJ.uIdng c6tuW;rson Is Ihe'responslbftly of the 11 the bulding'deslgner: For general oW donee regarding ni QuaBly Gllorlo: OSB•e9 and 9CS11 BullBlnp cf—tion—t WI 53719. JUL 2 8 2011 TM Gieoribads Una Salle 109 CBnrs'Ftelghts, CA, 9561 21 PURLIN GABLE DETAILMII/SAC m 12 7/15/2005 PAGE 1 OF 4 THE PURLIN GABLE TO BE LAID ON TOP OF THE HIP TRUSSES AND ATTACHED WHERE IT HAS CONTACT WITH THE Q TRUSSES BELOW. • SEE DETAIL # a SEE DETAIL JACKS \ I, I = lM. 1 i SEE. SHEET 2 OF 2 FOR ALL DETAILS MITek Industiles, Inc. 11 Wern Division BE LESS THAN OR EQUAL TO THEE TO LEAST TOP CHORD PURLIN SPACING ON THE GIRDER OR HIP TRUSS. zv 5x5 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" DRAWING FOR (EACH INDIVIDUAL TRUSS SEE DETAIL #3 Pa e # 16 e ® WAR/V7NO • Yerujr dmlgn paivmdais andlLEdD ND?FS OfJ'Y7118 AtlD DJCLQDED LTIZBlC Rc:rcyr "Old Design for uce only wllh M11eY eonrK+elots. Th$ design h bored onty upon paramef ars shown, and fs App pabDly o1 doclgn ppmmarrierders and proper Ineorpomfbri of coriipoPenl Is raspol dtil5ly of bulldha c b for lalvo! suupppari o1 indhldual web membgs or14'• Addffbiwf leinpormy brating )o trovYe sloblAy ur eraefor. Addll}orrol permrniant brodng of )he overaL s>nxlvre'k Iho rcrpornlhSBly o! fhe building dezlgm {adlcal)on. 9ua91y eonlrol storoge de0very, emclbn and bradng. eoruu0 AMS!/1%1 Quoilfy CAlorla, D: Safoty fnlarrnoAon' ovaUab from Uvsa PWIa ksfnut®. 5s3 D'Ondfrto Dr{ve, Alodison, WI 53719. rcgordhs; cotnporswd EXP. 3-3 CIVIL r CpdL1 JUL 2 8 201? 7777 am6itiabk {aria . . sure 1011 Clsus Helghts, CA, 9581 Cb • PURLIN GABLE DETAIL IVIIIISAC m 127/15/2005 PAGE 2 OF 4 6 16d NAILS 6" O.C. ATTACH Ze LEDGER TO FLAT TOP CHORD WITH 2 ROWS OF 10d NAILS (.131" DIAM. x3") SPACED 9" O.C. GIRDER DETAIL #2 ' ` "PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWER TRUSS TOP CHORD DETAIL ##4 9FWM dcsfyn perameba and RBtD NGTES ON TI&AND MITek kid es, Inc. Wesfem Dlvlslon 16d SINKER OR ISd BOX O.C. SP LING BY OTHERS THE.TOP OF:THE HIP GIRDER TRUSS AT THE -BASE OF THE PURLIN GABLE IS DROPPED LESS THEN ALL THE OTHER HIP TRUSSES. THEE. BOTTOM EDGE OF yE Pt1RLIN GABLE \ ALIGNS WITH THE.LEFT QJ FACE OF THIS TRUSS AND BEARS ON TOP. DETAIL ##1 APEX i O 2 a O Xco U y g U. DETAIL ##3 IMPORTANT NOTE: ALL CONNECTION NAILING SHALL NOT SPLIT ANY LUMBER R S m 33 P. 3-31 C6I111- Pa e # 171 JUL 2 8 7011 IFMW as rwas MM74= =FO= USE. G enbadc Lane a k I anlnd2vvM al tiu n wmpone,,{ CWus HalBhts, CA, 8561smi • f PURUN. GALE DETAIL MUSAC o 12 7/15/2005 EPAGE3 OF 4 JP B) N1ITek Industries, Inc. Western DIVISIon PURLIN GABLE =R OR 16d BOX :;ING BY OTHERS I IASL #1.. SU P..PL. !8" MIN PURLIN GABLE INKER OR 16d BOX . \O C 16dSSPAC NG BY OTHERS HIP SET TRUSS DETAIL #2 SUPPL. Page ## 18 JUL 2 83 7-019 WARHIND • V -W dealge peremetara end l=D =TM ON TRIS AND U=aDED Wmr amrm .= PAGE MQ M. BEFGR& VS6 7777 Greenback Lane n y q kuo onb w6h MAek k:onneplkxs, d b bomd a 709 cpbf6ly.declBn nuramenleks and oroneroikon of c. i.PO°T ei.a 9ot ° F^Y_ bqB o?nPonenl. gNks'Halghls, CA, 951 • PURLIN GABLE DETAIL 7 MIIISAC = 12 7/15/2005 PAGE 4 OF 4, AA 16d SINKER OR 16d BOX. TYPICAL PURLIN GABLE ' LAST MIT&WIndustNes, Inc. Western Division RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/.CONNECTIONS W/FRAMING CONNECTORS BY OTHERS ' 2-0-0 MAX ®ETA.IL #3 UPPL. 0 0-12 TIGHTLY SET JOI 41- 1 PURLIN GABLE DETAIL #4 G! ®■®y ■ a L4 ROOF SHEATHING AND DIAPHRAGM ( , 0-0- 2 NAILING BY OTHERS\ HIP SET ROOF SHEATHING BY OTHERS HIP SET TRUSS PULIN GABLE HIP DETAIL #4A S Pi Page f 191JUL 2 8 2011 ® 0?ARHIN6. 7rr( r drslgn prsometeta and RFAD NOR59 ON7AlS AND D!L•LODSb !GTlYJ( 8SF6R7:JyCP, PAOE 1Q1F7479 BEiVRE OSE7 7, , . 7 7 Greenba'dti Leve 8 p v 1 e onyyA11.1Mi 4 eonned m dam,, h ed on u Sully 10B Ar o c eahrn n miienlen antl erooer lni el d . '.:e 8 t'^x' d l .lol on individual b lkf4ig eofnaunent. s Heights, CA, 0551( STANDARD GABLE END DETAIL MII/SAC 20 4/27/2004 PAGE 1 OF 2 LOADINops SPAC.ING 2-0-0 TCLL MITek Industries, Inc- naWestern Plates -increase 1.15 TCDL 10.0 WesternDivision BCLL SHEATHING Rep Stress In YES BCDL F 0.0 (BY OTHERS) *-DIAGONAL OR L -BRACING — . REFER TO TABLE BELOW SEE PAGE 2/2 FOR 24 MAX " 24'0.C. 4X4= ALTERNATE BRACING DETAIL 1X4 OR 2X3 (TYP) 31/2" X11/2" TYP VARIES TO COM. 12 2X4 LATERAL. BRACING NOTCH AT AS REQUIRED PER NO TABLE BELOW O.C. (MIN.)24 TRUSS s' 3' A A GER TOP CHORD NOTCH DETAIL HI T 3x 3x5 = CONT. BR END WALL SPAN I IGID CEILING MATERIAL —VERTICAL STUD TYPICAL 2x4 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8" O.C. ®E` ' /o Ali /A 1 1 L !-1 LOADINops SPAC.ING 2-0-0 TCLL 50.0 Plates -increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress In YES BCDL 10.0 Code IBC/IRC LATERAL BRACING NAILING SCHEDULE VERT: HEIGHT # OF NAILS.AT-END UP TO7'-011 , 2 6 OVER 8'-611 4 - 16d TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFUSPF/HF - STUD/STD 0MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS IWITHOUTBRACE I WITH LATERAL BRACE WITH L- 12 INCH O.C. 1 6=7-0 I 1:'i -9-e7 I 11-r 24 INCH O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST, EXP. B, HEIGHT 30 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'•8". 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 10D NAILS SPACED AT 8" O,C, IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBERDEFECTS ALLOWED AT OR ABOUT NOTCHES. 4) NO NOTCHING 5 PERMITTED WITHIN 2X THE LUMBER MUST MEET OR EXCEED VISUAL GRAOVERHANGBLENGTH AFTER NOTCHING. Page # 2O Continued on page 2 WARMNo • 9er{(y Qerign parmnefcrs aad!lFe1D NOTW oN7m AND WMUDSD W?zKREFERS/1C8 PAGE AW -7477 EEFDRE USE. 7777 Greenback L DasIgn valid far use only w8h tMek conneclors. This design Is based only upon paromelers shown, and Is for an Individual building compononl. SUBS t Do AppicabBgy of designppamorhenlors and proper Incorporallon of component is resposulbBBy of buBdingg designer- not truss designer. Bracing shown Citrus Fielghts, CA, h Fos Icilerd support of In IMisllvl ua1 web mernbers any. Addillonol lemporary bracing to buure slabfgly duMg construction Is the responsiblfety of the erector. Add)fiona) peanonenf bracing of the overall siruciere Is the responftMly of the builift'deslgner. For genaral guldonce regarding Idbrlcoffoq quality eonlrol. sloroge, deWary. arec6dn and bracing, consuff AUMITPf1 Quatny Cdledq DSB-B9 and BCSII SuBding Componenf Safety Informanon available born lnm'Piale kaiftule.583 D'Dnalrb Drive, Madison, N753719, CQ46433 EXP. 3-31-13 OF JUL 2 8 2011 STANDARD GABLE END DETAIL hitt/SAC m 20 4/27/2004 PAGE 2 OF 2 4- 10d NAILS MIN, ,PLYWOO.D SHEATHING TO 2X4 STD. DF -L BLOCK 2-10d (TYP) `. A I I :iLl-- 2X4 BLOCK SIMPSON A34 — OR EQUIVALENT LEDGER • 2X4 No. 2 OR BTR GABLE END, 45° STRONGBACK 2X4 No. 2 OR BTR 2X4 SDOR BTR SPACED @'5'-0" O.C. SHAL E PROVIDED AT EACH END OF BRAC EXCEPT FOR BRACE EXTENDED INTO r iE CHORDS & CONNECTED TO CHOF E S W/4- 10d NAILS. MAX. NGTH = T-0" 6'4" MAX TO STANDARD TRUSSES BEARING WALL SPACED @ 24" O.C. ALTERNATE SMC.INQ DETAIL 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. JUL 2 8 2091 •3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- 10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACKARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1, MAXIMUM HEIGHT OF TRUSS = 8'-6", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 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. Pe a#21 A IVARARNCi• Dertb.asfpnpaTRmeYms andXUb ND7&4 DN 2745 AM MM17DE•D AD2F$7LEFaItF]JJCE PAGE ran•7478.BEFV1tE OS& 7777 Gm8nbaek U I,)in{gn va8d for use onb with MsTek ronneelprs. Th& design h hosed only upon porors lens shown, and h lor.on 4sdMdual b+IBding component. ChwSLAis HD AppLeabliAy bl design parorrrenfea and proper Incorporalbn of'ronpsonenT h responsfotHly of buUdN Meslgnar-Rol Truss designer. tkodng shown Clws He hls, CA. h for lol'eral support of indrvidualweb metnbns Doty. AddAional leasporary brodng to Insure dabffily,.during rohstrudtbn (s the respondbfiily of Tho erector. Addfllonral pamicnonf brdcin0 0l the overap slrvdwe g the reapom{bf0y of the bsrildtrsB deslgrier, fcrgene ol guidonee rogording lobrlrollon, qua9ly control sloiage.doMery, eredlon and brsidng, coissutl AN51/TPII f uotlN`Crlled4 D59B9 and BCSiI BsAldlnB Component Solely Inlarmafbn avo9obFe ImmTnas Pbte trutllule, SB;i D'OnoMo DAve, Hodson, WI537i9. C 'REPLACE AM_ISSING STUD. ON A.GABI_E TRUSS Mil/SAC-27 1. TO 11/18/2004 PAGE 1 MlTek lnduMtries, Iris. Western Dfvislon TL7E`1 a7tD&:L1JPI ATS? 2. Ali: TiiIF9EJ2$ . ( S f $•R)TURMED,TQ:Tk1,EIFi pR1.GIJJAL•FQSITION$ BEFORE Ap lrl'IJJ; J; PA(R At IQ.4E_L'D l j PC °D1jRI1J Af?{ LICt4TION OrWAR. 3. THE END.OIST;FOEa3JSTAr[OE, Atyl] SPACING OF NAIIS SHALL BE , UG(i ;AS: To Ay(31P: SPL 1TTlAl:G O iF1E. 1!O©D.. 4. YJIidJ NA LIN Tki: 1SE OFA BACKUP WEfGfiT IS RECOMMENDED TO AVOID LQOSEt ING C3F THE CON< JEGiTOR PLATES AT THE ,101 NTS'OR, SPtiCES. 5. THIS REPAIR IS TO BE USED F012 SINGLE PLY TF2USSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING -WEB WITH A NEW MEMBER OF THE SAME • ATTACH 8",X i2" X 7/16" O.S.B.:A PLYWOOD (APA RATED SHEATHING 24/16 EXPOSURE 1) (MIN) TO THE INSIDE i ACE OF TRUSS WITH:flVE 6d RAILS(.113" X 2.0') INTO EACH MEMBER (TOTAL 1'0 NAILS PPR GUSSET) THE OUTSIDE FACE OF THE GABLE ?MUST BE SHEATHED WITH (MIN) 7/16'0.S.8 OR PLYWOOD. . SEE MITEK STANDARD GABLE END. DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADINO 40- 0-0-1D (MAX) LOAD. DURATION FACTOR: 1.15 SPACING : 24" O,C. (MAX) TOP CH6RD : 2X 4 OR 2X 6 (NO 2 MIN) PITCH : 3/12 -12112 BEARING, CONTINUOUS S'f Ub'SP/iCiNG :24" O.G. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 22 COMMON JUL 2 8 2011 FRE PAM A BROKEN STUD ON ACAELE TRUSS SAC - 28 11/18/2004 PAGE 1 MiTek Industries, Inc. Western Division 1. THIS iS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS. UNDAMAGED. THE ENTIRE TRUSS. SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS 4NDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE.DURING APPLICATION OF REPAIR. 3. THE END DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO'AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THiS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY: SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL • NAILS INTO THE TOP AND BO i I OM UMORD5 THE OUTSIDE FACE -OF THE:GABLE MUST BE SHEATHED W! (MIN) 7/16" O.S.B OR PLYWOOD. SEE MiTEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PrrC,H :.3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL. TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pa je # 23 0 A WARTID90 . Va W dtalgn parametwW and AUD iAjO= ON TJW AND INOLMSD ADYIi,iC REPERSNCE PROS !6!!.7478. HPiF O1tE' DSB, Design va9d !ar tue ony wHh iAiek CO This dedgn Is based only upon porarnelers shown, and b for an Bsdhidual builtdhsp component. App6eabt0ly of design ppmmoomenlers and pnr kit rpwallon d componenl is responslbiBty of bu9ding designer •not Buss desigrser. Bmdng shows B'loi blA3rol support o! IndlvkNal web members ony. AddBional temporary broeSng !o inane slabIDty dump eassBucllon B the rssspondblWly of the oreelor. Addil6rsol permanon(.brccln9 gl.lhs: oVera➢ strvalue k the resporn6l61yy of the buUdlsjcj desiprurs, for penorat puidonce re8erding lohdeollon, gva8ty a bl dsmpa. deAvwy, ersictldn and brasng, coraufl ANSI/RIl Qualify Cd1"da DSB-84 and BC311 BuBdBsp Compsman! Salety IrdormaBsm ovaBoble Irom truss Plole hatllule, 583 POrm1Ao Ddva, Modhon, YA 53719. COMMON EXP. 3.31- JUL 208 2011 is Lane CA, m %02A-1 T® REMOVE CENTER F [ fJS .0 = 29 11/18/2004 PAGE 1 .-STUD .Q.N .A GABLE TRUSS INITek Industries, Inc. © Western Division 1. THIS IS A SPECIFICREPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION'. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS 15 UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED. TO VERIFY -THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APP LIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBER$ MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE; EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2)L ORIENTATION ONLY. 6, CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO. BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. EE MREK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. MPORTANT This repair lobe used only with trusses (spans less than 50) spaced 24" o.c. maximum; having pitches between 3112 and 12112, total top chord loads less than 50 psf and maximum wind speeds;of 100 mph. Trusses not fitting these criteria should be examined Individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES a - vcrm davior paaxnai. and READ NOTW ON Zi&SAIM INCLUDED for use c* WIIh Mek connecicm ft design k bored only upon parcmal si pamw6b l bracimp of the overall prat conhoL doroge, ddDveW. eredlon and wm1bble fromlruss plolc Insillul% S83 0 Pa a#2 =TMMNC$ PAGE =--1473 JIMMIM M, m6 and k for an Indhidud Wlding eomponerd. wBding designer - nol Inrss designs;r. Bracing shown ,V* duting consinxllon Is the reiPordbSPaly o11he g deslgnel. For genemi guidance regarding :r6arla, DSB•39 and SC511 Building Caraponenl COMMON Sullst 1011 CBrus Heights. CA, REPAIR TO NOTCH 2X6 TOP 6i l/SAC - 30 11/18/2DD4 PAGE 1 CHORD ON A (9ABLE TRtJ:SS @ DURATION FACTOR: 1.15y MITek Industries, Inc. Western Division 1. THIS 1S A SPECIFIC- REPAIR DETAIL TO BE USED CKY FOR ITS ORIGINAL INTENTION. THIS REPAIR'DOE8-NOT IMPLY.THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TR.U;S SHALL BE INSPECTED TO VERIFY•THAf NO'FURTHER•REPAIRS.AREREQUIRED. WHEN THE REQUIRED REPXRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING TIHE.LDADS INDICATED: 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE -END DISTANCE, EDGE DISTANCE, AND SPACING.OF NAILS SHALL BE SUCH AS TO AVOID SPLIITING.OF THE. WOOD, 4, LUMBER. MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X: ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 1/2" X 1 1/2" NOTCH IN TOP CHORD 24" O.C. AS SHOWN *MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. T MAX. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. •SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT ' This repair to be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitchet between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 1 DO mph. Trusses not fitting'these criteria should be examined individually. AX. 1124" MAX L TRUSS CRITERIA S. T R LOADING: 40.10-0-10 (MAX)^ @ DURATION FACTOR: 1.15y SPACING: 24" MAXIMUM TOP CHORD: 2X 6 (NO 2 MIN) PITCH : 3/12 -12112 EXP. 3-31-13 BEARING: CONTINUOUS STUD'SPACING :24" O.C. (MAX) _ REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Pae # 25] ' JUL 2 8 2011 TVARMWG - 9mifg Qvlgnpmmi+"fmi•'on2REM1D N07E3 ON i= AND INCDD W= AU=ZP= j%CM ffi{.7478 REPORE DS& 7.77.7 Gme7ibech U gn volld la vie only "Mh FMek oonned4rs Thh de;lgrl based only upon pormneten shown and h for on Indivlduof bu9ding oomponenl. sum f 09 ,I _Obl l of des n pomme I- and propr Inaorpoiallon of cromponent h re oralbtilly of building designer •not Irua de'slgrm . &. adng shown +6 hld8h6, C/ Wlarotsupporl o! dJvkduel web mambas onb. Addlrmrrol temporary bmdng fo 4avre slab➢iiy dining aonslrvdlan h the resPorisiblR+fy d'Ihe •tor. Adsl9bnal perr;;anehi btadng of the overatl itrvcfure h the tejpondWQty o! the building tlesigrjer, For general guWancsi roBording k611on, qua8ly eanlrol slomAa, deArery, orpelloh and b'rocing, eoraull ANSIJTFlt iiralliy Cdkerla. DSB•B9 and 9CSn Belldtn8 Compon"ni i ,W Inbmra9on avoMtilc hoinTruo Plole institute, SB3 D'Onolilo Drive, Modhon, WI 53719. 1 e REPAIR TO. NOTCH 2X4 TOP M11/SAC - 31 11/16/20D4 PAGE 1 CHORD ON A GABLE TRUSS MITek Industries, inc. Q I. THIS iS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR iTS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THETRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED, WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING _REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAiLS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES iN THE 2X ORIENTATION ONLY. S. CONNECTOR PLATES MUST BE FULLY iMBEDDED'AND UNDISTURBED. . LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d (3" X 0.1311 NAILS SPACED 6" O.C. * MAXIMUM STUD SPACING = 24" O.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 501 spaced 24" o.c. ma)imum, having pitches between. 3112 and 12/12, total top chord loads less than'50 psf and maximum wind speeds of 100 mph. Trusses not fitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 4G-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MiN) PITCH: 3112 - 12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES [Page ## 26 WARMN6. 9e}I& design parameters andJMdD N07SS 0,V= AND WdLEDED Mr=KRZFMWV= PAGE =-7473 RdFORE DSM Ign void f W use only wllh haak connectors. 7h1s dedgn Is basad only upon porometen shown, and Is fs.on IndtvkhsW bukft component. racabOy of design gPoramenlen and proper Incorporalbn of compgnont Is /aspordoMy of bullding designer -not truss designer. Bracing shown r ialerai au ppppo ri of Indigtdual web members only. AddHhmcfl lempo)ar'y bro ft to Msii slobNty during comiruction Is the responsWilly of the -kx, Ad Obnot permanent brvdng d the overall sinrclure is the rosponsit0y of the b t1dhrg designer. Tar Waral guidance regrading i=1101t gvoU eoniro6alorage, delivery, erection and broetng con3uH ANSVIPll Oudfy Crffotfa. USB -84 and BCSi1 Buckling Component ,ty I.1.1.,av!bfe from iruu F,; Nsiltule. S83 Vonofdo Drive, Modkon, M 53719,. sm e ®Eve JUL 2 8 2011 7777 Greenbaf*Law supe 109 Mus Heights, C0. 951 STANDARD REPAIR DETAIL 25% MII/SAC - 21A 5/3/2004 PAGE1 mOlt w R S. 0046433 ®CP. 3-31-13 MiTek Industries, Inc. Westem Division usvluc cuuHLLY FRUN I AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (T(CENTER N NAILS (TWO ROWS BREAK OR THREE ROWS FOR 2 6) S ACED 6 oc STAGGERED AS SHOWN.( 148"d a. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)x+C ►i OF CA JUL 28 2011' BREAK } > 10d NAILS NEAR SIDE +1Dd NAILS FAR SIDE ON % Pa e # 27 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6" MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL 8E SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAIUNG THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR IS UMITED TO Tf7USSES WITH NO MORE THAN THREE BROKEN MEMBERS. ® WCARMNG . dW y design pom.rmscrs anQ READ NGTFS ON isAS AND MMEWED MITER RRFBRENCE PAGE MIL 7473 BEFORE DSE. Design volid for use only with M,Tek eonneclon. This design is bored only upon poromelers shown, and is for on'urdivlduol buddtrsg component. Appficobilfly OI design poromenlen ohd proper incOrporofion 01 Component IS rNSPOmibili)Y PI building designer - nol truss designer. &ocing shown is for lolerol support of Irsdvitluol v+pb members only. Addilionof tennMory bracing to insure siobWly during conslrmlion b the responnbddly of the ereelOr. gdGlionol Permanent brocing of the overpll sVucfure u the responslb,'Gly of the budding designer, For generol guidonce rogortling to brieol'wn qucfily control. sloroge. delivery, erection and brocirsg, consull ANSI/TP11 Quollty Cdlerlo. 056 -Fe and erol1 uldon g ComPonenf Saloty Intormcllon ovodoble from Irvss Plple Insttivle. 583 D'Orro4io Dr'rve. Hodson, VA 53719. 109 Heights, CA. IVliT k® jQTAL NUMBER 0 EACH SIDE MAXIMUM FORCE (Ibs) 25% LOAD DURATION j (NAILS OF BREAK ` I X SYP DF SPF INCHES' HF 2x4 i 2x6 1 —I 14 2x4 2x6 2x4 1 2x6 I 2x4 i xs 2v4 I 2x6 r 21 24" '2240 3360 2065 3097 1750 I i 2625 1785 1 2677 18 27 30" 2880 4320 j 2655 3982 2250 3375 2295 3442 1 22 33 36" 3520 5280 3245 4867 2750 1 4925 ': 2805 1 4207 i 1 26 3942'——f----) - - 4160 6240 3835 5752 3250 ' 4875 i 3315 4972 ; I I 30 45 48" 4800 i 7200 4425 6637 -- 3750 —}-- ------i 5625 I 3625 I 5737 ! ' usvluc cuuHLLY FRUN I AND BACK ATTACH 2x SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (T(CENTER N NAILS (TWO ROWS BREAK OR THREE ROWS FOR 2 6) S ACED 6 oc STAGGERED AS SHOWN.( 148"d a. x 3") THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)x+C ►i OF CA JUL 28 2011' BREAK } > 10d NAILS NEAR SIDE +1Dd NAILS FAR SIDE ON % Pa e # 27 TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY 6" MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL 8E SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAIUNG THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x ORIENTATION ONLY. 6. THIS REPAIR IS UMITED TO Tf7USSES WITH NO MORE THAN THREE BROKEN MEMBERS. ® WCARMNG . dW y design pom.rmscrs anQ READ NGTFS ON isAS AND MMEWED MITER RRFBRENCE PAGE MIL 7473 BEFORE DSE. Design volid for use only with M,Tek eonneclon. This design is bored only upon poromelers shown, and is for on'urdivlduol buddtrsg component. Appficobilfly OI design poromenlen ohd proper incOrporofion 01 Component IS rNSPOmibili)Y PI building designer - nol truss designer. &ocing shown is for lolerol support of Irsdvitluol v+pb members only. Addilionof tennMory bracing to insure siobWly during conslrmlion b the responnbddly of the ereelOr. gdGlionol Permanent brocing of the overpll sVucfure u the responslb,'Gly of the budding designer, For generol guidonce rogortling to brieol'wn qucfily control. sloroge. delivery, erection and brocirsg, consull ANSI/TP11 Quollty Cdlerlo. 056 -Fe and erol1 uldon g ComPonenf Saloty Intormcllon ovodoble from Irvss Plple Insttivle. 583 D'Orro4io Dr'rve. Hodson, VA 53719. 109 Heights, CA. IVliT k® FALt BOTTOM CHORD FILI,15R DETAIL MMI/SAC - 1 3/101, PAGE 1 • ALT. TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICATION FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUP F11LLER BC MAYBE SPLICED WITH 3x4 M20 PLATES OR WITH 2X4 NO2 2'-0" LONG 48" T7SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE W1(.131"X3.0" MIN) NAILS @ 4" O.C., 2 ROWS. is NOTES: 1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING:. FOR TOP; CHORD SEE MAIN TRUSS ENGINEERING DESIGN, BOTTOM CHORD LOADS: LIVE .= 0 PSF; DEAD:= 10 PSF 3) TRUSS SPACING = 24" O.C. MAX' 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Walk Industries, Inc. Western Uivislon MAX 340-0 EXTENSION -10 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-10d COMMONS (lYP) FILLF VERTICAi,.S}Up. ,•. 2X4 STD OR BETTER LUMBER C'A484;i3 Pa e # 28 EXP, 3-31-1- 0OF CAL WAM.W • Torts/ d"On pamnrelrsa and RISA" NDTffi ON 2'8JB dl7D JNCLIIDHD MfTEB RJSCEli8NC8 PdaB MA7473 8E"jW U= 7777 Greenback =one Iggnn void far use onlywlih MTek eonneclorsr7hb dedgn Is based a* upon poromelem shown, and Is loran Indlvlduat buUdhg component. stft 168 rBbabWtyoi'desl9n p amenlers and proper tncorpualion of componerkl kresporuffi101y of liv,Odlikg dastgnat• not Inns designer. BrorJn® shovrtk Citrus Heights, OA. omit r lol®raf ssv tppporf of In/Mdired web'memtiett ony. Addifbneltompmr'ay brodng to huura slab>Diy durhig eonsirucllon h Iherespar blgly of the :lot. Addll{anal pemwnan! brachg of the ovaol(stru ure Is Ihe'raspan8bffiI of Ihe'bu1'ding designm: F.or general gukikurce regaiding deallan, gvaAly kbnircl, storage, deLvery, ereellan and bmdne, eotuuli AN RPIi t2uetlly Crffcila'656-89 and BCSII BuDmng Componont rty lnlomna6on avaitabfe from inrss Plate Ms6lale, 583 tYOnotrb rntve, Madlson,yfl 53719. is OVERHANG REMOVAL DETAIL MIIISAC = 5C 1216!2005 PAGE 1 !INTO* Indystries, Inc. Westem DIVIsIDn " TRUSS CRITERIA: _..... LQADING. 25-18-0-10 (MAX) DUR ITION FACTOR: 1.15/ 1.25 SPACING: 24"0..0. TOP CHORD; 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. NOTES: 1. THIS.DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVER HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE NO CONNECTOR PLATE DAMAGE ALLOWED 12 2-12 [ JUL 2 of, 201 .0 SCAB APPLIED OVERHANGS I dll/5,4C 5 3/25/2004 PAGE 1 Mriek Industries, Inc. Western Dldtsion TRUSS CRITERIA: LOADING: 40-14-0-10 DURATION FACTOR 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fitting these criteria should be examined individually. ' NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS -NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x SCAB SAME LUMBER SIZE AND.GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS'OF (0.131"X3") NAILS SPACED @ 6" O:C. 3. THE END DISTANCE, EDGE. DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF.A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 11 WARNM - VartfD fgn valid forum on iAeebt0ly o1 deslan L 24" MAX 12 212 F ' (2.0 x L) 24!'M IN REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 30 o r and RFd1D N&ft9 ON 2II76 AND Dvci: Ec f d=k AVET I * ioa.tht dgstjn h based only upon posorneters.shbwr6 and Is to oyer hsrorgos611on of omPorsant t nsspondblGty ol.bultdlrs tlr, hers only AddRlpind ion pormy broc9ng Ic Nstne slot> ty duMj the averoN slruelua Is the respon9bi6[y of [lie bulling deslgrmr. .ry, eseclion and biactng, consul) ANS101 Quallh, Crllnia,158, e tnz,liule. 583 D'Onokt Drive. Mcdton, WI 53719. eav>E EM .. JUL 2 8 2011 7717 Orebrback Iona tg cbm 1714111% CA, 9581 shown or the J in e