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AR (13-1647)
51208 Marbella Ct 13-1647 S} P.O. BOX 1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: 13-00001647 Property Address: 51208 MARBELLA CT APN: 777-320-013- - - Application description: ADDITION - RESIDENTIAL Property Zoning: LOW DENSITY RESIDENTIAL Application valuation: 50501 Applicant: V Architect or Engineer: ------------------ LICENSED CONTRACTOR'S DECLARATION 4 Sep BUILDING & SAFETY DEPARTMENT BUILDING PERMIT 1 hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 70001 of Division 3 of the Business and Professionals Code, and my License is in full force and effect. Lice se-Cla s: B -C23 License No.: 904718 Date. [ Contract 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 permitisubjects the applicant to a civil penalty of not more than five hundred dollars ($500).: 1 _ 1 I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale (Sec. 7044, Business 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.). I _ 1 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 I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: LQPERMIT Owner: PERILMAN RONALD WAYNE 3940 LAUREL CANYON BLVD #374 STUDIO CITY, CA 91604 (818)798-4662 Contractor: DESERT CONTRACTING INC 44948 RUBIDOUX BERMUDA DUNES, CA 92203 (760)449-4029 Lic. No.: 904718 VOICE (760) 777-7012 FAX (760) 777-7011 INSPECTIONS (760) 777-7153 Date: 4/11/14 101 CITU 10" f 1 F ilFhl7i; ----------------------------------------------- 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. 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 PT Policy Number EXEMPT 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 ty1 00 of the Labor Code, I shall forth ithcomp ith tho rovisions. ate: 'r Appli WARNING: FAILURE TO SECURE WORKERS' COMPENSATION COVERAGE IS UNLAWFUL, AND SHALL SUBJECT AN EMPLOYER TO CRIMINAL PENALTIES AND CIVIL FINES UP TO ONE HUNDRED THOUSAND DOLLARS ($100,000). INADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT Application is hereby made to the Director of Building and Safety for a permit subject to the conditions and restrictions set forth on this application. 1 . Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application, the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that 1 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 cou y reenter upon the above-mentioned p party for inspection rpjooss es. Signature (Applicant or Ag l Application Number . . . . . 13-00001647 Permit . . . ROOM ADDITION 2013 •Per Additional desc . . Extension 1.00 35.7500 Permit Fee . . . . 181.61 Plan Check Fee .00 Issue Date EA Valuation . . . . 0 Expiration Date 10/08/14 EA MECH VENT FAN Qty Unit Charge Per Extension 1.00 120.1200 LS MISC ROOM ADDN, 1ST 100 SF 120.12 1.00 61.4900 ---------------------------------------------------------------------------- EA MISC ROOM ADDN, ADDL 500 SF 61.49 Permit . Additional desc Permit Fee Issue Date Expiration Date ELECTRICAL 2013 23.83 10/08/14 Plan Check Fee . . .00 Valuation . . . . 0 Qty Unit Charge Per Extension 1.00 23.8300 LS ELEC FIXTURES, FIRST 20 23.83 ---------------------------------------------------------------------------- Permit . Additional desc Permit Fee Issue Date Expiration Date MECHANICAL 2013 83.42 Plan Check Fee .00 Valuation . . . . 0 10/08/14 Qty Unit Charge •Per Extension 1.00 35.7500 EA MECH FURNACE 35.75 1.00 35.7500 EA MECH CONDENSER/COMP 35.75 1.00 ---------------------------------------------------------------------------- 11.9200 EA MECH VENT FAN 11.92 Permit . . . Additional desc . . Permit Fee . . . . Issue Date . . . . Expiration Date . . PLUMBING 2013 47.68 10/08/14 Plan Check Fee . . .00 Valuation . . . . 0 Qty Unit Charge Per Extension 3.00 11.9200 EA PLBG FIXTURE/TRAP 35.76 1.00 11.9200 EA PLBG WATER INST/ALT/REP 11.92 ---------------------------------------------------------------------------- Special Notes and Comments REMODEL / ADD TO EXISTING SFD ADDITION OF 625 SQ. FT. TO LIVING AREA AND BEDROOM #2. 2013 CALIFORNIA BUILDING LQPERMIT .i Application Number . . . . . 13-00001647 ---------------------------------------------------------------------------- Special Notes and Comments CODES. March 13, 2014 2:36:43 PM jjohnson. ---------------------------------------------------------------------------- Other Fees . . . . . . . . . BLDG STDS ADMIN (SB1473) 2.00 HOURLY PLAN CHECK 245.00 PLAN CHECK, ELECTRICAL 23.83 PLAN CHECK, ROOM ADDITION 185.90 PLAN CHECK, MECHANICAL 52.43 PLAN CHECK, PLUMBING 47.68 STRONG MOTION (SMI) - RES 5.05 Fee summary Charged Permit Fee Total 336.54 Plan Check Total .00 Other Fee Total 561.89 Grand Total 898.43 LQPERMIT Paid Credited Due .00 .00 336.54 .00 .00 .00 .00 .00 561.89 .00 .00 898.43 fD Bin # 3 City of La Q uinta L_ %..o, L_ I V Building &r Safety Division DEC 1 9 013. P.O. Box 1504, 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 CITY OF Ui QuitI- Building Permit Appl/Cation and Tracking ShmMUNITY DEVEL F Permit # j 6 Project Address: 51-208 Marbella Court - La Quinta. Owner's Name: Mr. Ron & Mrs. Jill Perilman A. P. Number: 777-320-013 Address: 3940 Laurel Canyon Blvd. Apt. # 374 Legal Description: Lot No. 43 Sec. 4 T.6 S. R.7 E. City, ST, Zip: Studio City, CA 91604 Contractor: Mike Aspel T (:C9rLTy2 ' ' Jvt,telephone: 1-(818) 798-4662 Address: 47511 Stetson Court Project Description: City, ST, Zip: . Indio, CA 92201 A Remodel To An Existing Single Family Residence Telephone:1-(7 60) 449-4029 029 , Adding 625.0 Sq. Ft.addition of Living Area Extension State Lic. # : City Lic. #; of Bedroom No.2 and Guest Room Area W./ Arch., Engr., Designer: Mike Mendoza-Designer Btu 11UU111 Address: 73-900 Dinah Shore Dr. Suite 202 City., ST, Zip: Palm Desert, CA 92211 1-7 - 60 27 5 181 Telephone: 6 one: P ( ) State Lic. #• N/A Construction cti n T Pe• V B Occu ancy. R1 Project type (circle one): New Add'n Alter Repair Demo Name of Contact Person: Mike Mendoza-Designer Sq. Ft.: 625.00 1 # Stories: 01 # Units: Telephone # of Contact Person: 1-(760 275-1816 Estimated Value of Project: $ 50,000.0 APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets 3 Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections II Plan Check Deposit Truss Calcs. Called Contact Person ` Plan Check Balance. Tide 24 Calcs. p Plans picked up INI`Uc i i<L 1 Construction Flood plain plan Plans resubmitted rL- Mechanical Grading plan 2°" Review, ready f correction /issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up ' O t S.M.I. H.O.A. Approval Plans resubmitted V j Q, Grading IN HOUSE:- '"d Review, ready for correctionissue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees SW A-wkk lu 1S6 o w tl•6trC..li ' ' Total er 0,7- 6 - A MENT Coachella Valley Unified School District 83-733 Avenue 55, Thermal, CA 92274 (760) 398-5909 — Fax (760) 398-1224 This Box For District Use Only DEVELOPER FEES PAID AREA: AMOUNT LEVELONEAMOUNT: LEVELTWOAMOUNT: MITIGATION AMOUNT: COMM/IND.AMOUNT: DATE: RECEIPT: CHECK#: INITIALS CERTIFICATE OF COMPLIANCE (California Education Code 17620) Project Name: lPerihnan (lylt. Uiew Estates) Date: April 11, 2014 Owner's Name: Perilman Phone No. 760-449-4029 Project Address: 51-208 Marbella Court, La Quinta, CA 92253 Project Description: Room Addition APN: 777-320-013 Tract #: Lot #'s: Type of Development: Residential N—N Commercial Industrial Total Square Feet of Building Area: Certification of Applicant/Owners: The person signing certifies that the above information is correct and makes this statement under penalty of perjury and further represents that he/she is authorized to sign on behalf of the owner/developer. Dated: 4 Signature: —7VL,,U SCHOOL DISTRICT'S REQUIREMENTS FOR THE ABOVE PROJECT HAVE BEEN OR WILL BE SATISFIED IN ACCORDANCE WITH ONE OF THE FOLLOWING: (CIRCLE ONE) Education Code Gov. Code Project Agreement Existing Not Subject to Fee 17620 65995 Approval Prior to 1/1/87 Requirement INTote Number of Sq.Ft. 625 Pursuant to AB 181 any room additions or enclosures of 500 Amount per Sq.Ft. $3.20 s.f. or less are exempt from developer fees. Any mobile homes being relocated within the same school district's jurisdiction Amount Collected $2,000.00 are exempt from developer fees. Building Permit Application Completed: Yes/No By: Elsa F. Esqueda, Director of Facilities and Maintenance Certificate issued by: Leticia Torres, Facilities Analyst NOTICE OF 90 DAY PERIOD FOR PROTEST Of FESS AND STXTENWNT OF FEES Section 66020 of the Government Code asserted by Assembly Bill 3081, effective January 1, 1997, requires that this District provide (1) a written notice to the project appellant, at the time of payment of school fees, mitigation payment or other exactions ("Fees"), of the 90 -day period to protest the imposition of these Fees and (2) the amount of the fees. Therefore, in accordance with section 66020 of the Government code and other applicable law, this Notice shall serve to advise you that the 90 -day protest period in regard to such Fees or the validity thereof, commences with the payment of the fees or performance of any other requirements as described in section 66020 of the Government code. Additionally, the amount of the fees imposed is as herein set forth, whether payable at this time or in whole or in part prior to issuance of a Certificate of Occupancy. As in the latter, the 90 days starts on the date hereof. This Certificate of Compliance is valid for thirty (30) days from the date of issuance. Extension will be granted only for good cause, as determined by the School District, and up to three (3) such extensions may be granted. NI V:c nYvdocs/devfees/certificate ofconipliance flonn updated 3-2007 11/2010 The Management Trust MONARCH GROUP DIVISION MOUNTAIN. VIEW COUNTRY CLUB at La Quinta March 3, 2014 Ronald & Jill Perlman 14271 Dickens St #101 Sherman Oaks, Ca 91423-5800 Re: Architectural Request— Room Addition . 51208 Marbella Court Dear Homeowner: The Architectural/Landscape Committee of the Mountain View Country Club Homeowners' Association have reviewed the plans for your improvements per the enclosed application. The committee is pleased to inform you that it has approved the plans as submitted. Thank you for your patience and understanding during this approval process. If there are any questions please contact me at 760-776-5100 ext. 324. Sincerely, FOR THE BOARD OF DIRECTORS I T IN VIEW COUNTRY CLUB _ . Cameron Bridges Association Manager enclosure cc: Board of Directors Unit File 39755 Berkey Drive, Suite A, Palm Desert,.CA 92211 AN EMPLOYEE OWNED COMPANY PH: 760.776.5100 FAX: 760.776.5111 www.managementtrust.com I BUILDING ENERGY ANALYSIS REPORT 91I RECEIVED FEB 12 2014 CITY OF LA QUANTA MUNIT y DEVELOPMENT PROJECT: Mr. Ronald & Jill Perilman 51208 Marbella Court La Quinta, Ca 92253 Project Designer: MIKE MENDOZA P. O. BOX 692 Desert Hot Springs, Ca 92240 1-(760) 275-1816 Report Prepared by: Santiago Lopez-Ocampo P.O. Box 1018 La Quinta, Ca 92247 760.485.8927 Job Number: Ig111413corr020814 Date: 2/8/2014 CITY OF LA QUIiNTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE A&N— 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. IThis program developed by EnergySoft, LLC — www.energysoft.com. EnergyPro 5.1 by EnergySoft User Number: 5732 RunCode: 2014-02-08719:52:40 ID: Ia111413corr020814 n I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R Certificate of Compliance Form MF -1 R Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary 1 2 3 12 15 CITY OF LA QUINTA BUILUNG & SAFETY DEPT. F01= CONSTRUCTION DATE BY EnergyPro 5.1 by EnergySoft Job Number: ID: Ig111413corr020814 User Number: 5732 1 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF -1 R Project Name Mr. Ronald & Jill Perilman Building Type 0 Single Family ❑ Addition Alone ❑ Multi Family ® Existing+ Addition/Alteration Date 2/8/2014 Project Address 51208 Marbella Court La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 4,465 Addition 610 # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST El Yes ❑ No HERS Measures -- If Yes, A CF -411 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 Construction Type Area Special Cavity (ft) Features see Part 2 of 5 Status Slab Unheated Slab -on -Grade None 3,855 Perim = 315' Existing Wall Wood Framed R-19 2,332 Existing Door Opaque Door None 73 Existing Roof Wood Framed Attic R-38 3,855 Radiant Barrier Venting Existing Slab Unheated Slab -on -Grade None 610 Perim = 77' New Wall Wood Framed R-21 586 New Roof Wood Framed Attic R-38 610 Radiant Barrier Venting New FENESTRATION U- Orientation Area(ft) Factor Exterior SHGC Overhang Sidefins Shades Status Right (S) 18.0 0.550 0.67 none none Bug Screen Removed Right (S) 127.6 0.550 0.67 none none Bug Screen Existing Rear (E) 365.4 0.550 0.67 none none Bug Screen Existing Left (N) 115.2 0.550 0.67 none none Bug Screen Existing Front (NM 12.5 0.550 0.67 none none Bug Screen Existing Front (W) 88.7 0.550 0.67 none none Bug Screen Existing Right (SW) 12.5 0.550 0.67 none none Bug Screen Existing Right (S) 80.0 0.390 0.37 none none Bug Screen New Right (S) 24.0 0.360 0.35 none none Bug Screen New Rear (E) 48.0 0.360 0.35 none none Bug Screen New Front (M 25.0 0.390 0.37 none none Bug Screen New HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status 2 Central Furnace 78% AFUE Split Air Conditioner 12.0 SEER . •- - Setback; -Existing .r 1 Split Heat Pump 8.50 HSPF Split Heat Pump 15.0 SEER Sefback- - L NewA kF Y DEPT. HVAC DISTRIBUTION Location Heating - - -.-Duct Cooling Duct Location FLR CON1346100FI Status: HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0 Existing HVAC System Ducted Ducted Attic, Ceiling Ins, vented' - - - __ .B.Q;Y New WATER HEATING Ot . Type Gallons Min. Eff Distribution Status EnergyPro 5.1 by Energ Soft User Number: 5732 RunCode: 2014-02-08T19:52:40 ID: 1 111413corr020814 Page 3 of 16 PERFORMANCE CERTIFICATE: Residential Part 1 of 5 CF-1 R Project Name Mr. Ronald & Jill Perilman Building Type 0 Single Family ❑ Addition Alone ❑ Multi Family 0 Existing+ Addition/Alteration Date 218/2014 Project Address 51208 Marbella Court La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 4,465 Addition 610 # of Stories 1 FIELD INSPECTION ENERGY CHECKLIST El Yes ❑ No HERS Measures -- If Yes, A CF-413 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 FENESTRATION U- Exterior Orientation Area(ft) Factor SHGC Overhang Sidefins Shades Status Skylight 0.5 0.430 0.30 none none None New HVAC SYSTEMS Ot . Heating Min. Eff Cooling Min. Eff Thermostat Status I Ul I Y OF I A Q1 HVAC DISTRIBUTION A* 'PiDuct y " Location HeatingCoolingDuct Location !R `.VAlue Status f= R rule. , DATE WATER HEATING Ot . Type Gallons Min. Eff Distribution Status Energ Pro 5.1 by Energ Soft User Number: 5732 Run Code: 2014-02-08719:52:40 ID: /q 111413corr020814 Page 4 of 16 PERFORMANCE CERTIFICATE: Residential Part 2 of 5 CF -1 R Project Name Mr. Ronald & Jill Perilman Building Type ® Single Family ❑ Addition Alone 1 ❑ Multi Family ® Existing+ Addition/Alteration Date 218/2014 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. The Existing Furnace Default FAU/AC 2006 and Later has an AFUE less than the Vintage Defaults. Field verification is required. HIGH MASS Design - Verify Thermal Mass: 1,078.0 ft2 Covered Slab Floor, 3.500" thick at Existing HIGH MASS Design - Verify Thermal Mass: 2,777.0 ft' Exposed Slab Floor, 3.500" thick at Existing HIGH MASS Design - Verify Thermal Mass: 610.0 ft2 Exposed Slab Floor, 4.000" thick at Addition The Roof R-38 Roof Attic w/Radiant Barrier includes credit for a Radiant Barrier that is Continuous meeting eligibility and installation criteria as specified in Residential Appendix RA4.2.2. The Roof R-38 Roof Attic w/Radiant Barrier 1/150 Vent Area requires verification. 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 HVAC System HVAC System incorporates HERS verified Duct Leakage. HERS field verification and diagnostic testing is required to verify that duct leakage meets the specified criteria. EC ITY 0 F I AC -1_11 N-1 BUILDING & SAFETY DEPT, F:QR i`flNSTRY • - ... v v V V I l Y GTI- DATE __ By Ener Pro 5.1 by Ener Soft User Number: 5732 RunCode: 2014-02-08719:52:40 ID: Ig 111413corr020814 Page 5 of 16 PERFORMANCE CERTIFICATE: Residential Part 3 of 5 CF -1 R Project Name Building Type 0 Single Family ❑ Addition Alone Date Mr. Ronald & Jill Perilman ❑ Multi Family 0 Existing+ Addition/Alteration 218/2014 ANNUAL ENERGY USE SUMMARY Standard Proposed Margin TDV kBtu/ft2 r Space Heating 3.12 1.87 1.25 Space Cooling 91.32 91.60 -0.27 Fans 19.62 19.86 -0.24 Domestic Hot Water 8.17 8.17 0.00 Pumps 0.00 0.00 0.00 Totals 122.24 121.50 0.74 Percent Better Than Standard: 0.6% BUILDING COMPLIES - HERS VERIFICATION REQUIRED Fenestration Building Front Orientation: (tM 270 deg Ext. Walls/Roof Wall Area Area Number of Dwelling Units: 1.00 (VVJ 855 126 Fuel Available at Site: Natural Gas (N) 1,077 115 Raised Floor Area: 0 (E) 845 413 Slab on Grade Area: 4,465 (S) 1,114 244 Average Ceiling Height: 10.0 Roof 4,465 1 Fenestration Average U -Factor: 0.52 TOTAL: 899 Average SHGC: 0.61 Fenestration/CFA Ratio: 20.1% REMARKS This calculation supercedes all previous reports. SLO - 02,08,2014 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 Santiago Lopez-Ocampo /EE , 4 P.O. Box 1018 f o r V"1 Q U `V X1/`-1Address NameCit FB /State/Zi La Quinta, Ca 92247 Phone 760.485.8927 IISi nle dU NI -E I Y LD3te ' The individual with overall design responsibility hereby certifies that the proposed bu1dng designrrepresentetl in this et of construction documents is consistent with the other compliance forms and worksheets,*,vGitj 3te s iecJi ic,ottoos, 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.E BY Designer or Owner (per Business & Professions Code) Company MIKE MENDOZA Address P. O. BOX 692 Name , City/State/Zip Desert Hot Springs, Ca 92240 Phone 1-(760) 275-1816 Signed Lic nse # Date Ene Pro 5.1 bY Ener Soft User Number: 5732 Run Code: 2014-02-08719:52:40 /D: Ig 111413corr020814 Page 6 of 16 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Mr. Ronald & Jill Perilman Building Type m Single Family ❑ Multi Family ❑ Addition Alone m Existing+ Addition/Alteration Date 2/8/2014 OPAQUE SURFACE DETAILS 6.0 0.550 Default 0.67 Default 6.0 0.550 Default Surface Type Area U- Insulation Factor Cavity Exterior Frame Interior Frame Azm Tilt Status Joint Appendix 4 Location/Comments Slab 1,078 0.730 None 0 180 Existing 4.4.7-A1 Existing 6.0 Slab 2,777 0.730 None 0 180 Existing 4.4.7-A1 Existing 0.67 Default Wall 345 0.074 R-19 180 90 Removea 4.3.1-A5 Existing 2.3 Wall 545 0.074 R-19 180 90 Existing 4.3.1-A5 Existing 0.67 Default Wall 335 0.074 R-19 90 90 Existing 4.3.1-A5 Existing Bug Screen Wall 896 0.074 R-19 0 90 Existing 4.3.1-A5 Existing Buo Screen Door 24 0.500 None 0 90 Existing 4.5.1-A4 Existing Wall 24 0.074 R-19 315 90 Existing 4.3.1-A5 Existing Wall 509 0.074 R-19 270 90 1 Existing 4.3.1-A5 Existing Door 21 0.500 1 None 270 90 Existing 4.5.1-A4 Existing Door 28 0.500 None 270 90 Existing 4.5.1-A4 Existing Wall 24 0.074 R-19 225 90 Existing 4.3.1-A5 Existing Roof 3,855 0.025 R-38 0 0 Existing 4.2.1-A21 Existing Slab 610 0.730 None 0 180 New 4.4.7-A1 Addition Wall 301 0.069 R-21 180 90 New 14.3.1-A6 Addition Wall 97 0.069 R-21 1 901 90 1 New 4.3.1-A6 JAddition Window Window Window Window Window Window SHGC N SURFACE DETAILS Glazing Type Area U -Factor SHGC 6.0 0.550 Default 0.67 Default 6.0 0.550 Default 0.67 Default 6.0 0.550 Default 0.67 Default 9.0 0.550 Default 0.67 Default 24.0 0.550 Default 0.67 Default 9.0 0.550 Default 0.67 Default 12.5 0.550 Default 0.67 1 Default 6.0 0.550 Default 0.67 Default 25.0 0.550 Default 0.67 Default 12.5 0.550 Default 0.67 Default 2.3 0.550 Default 0.67 Default 2.3 0.550 Default 0.67 Default 2.3 0.550 Default 0.67 Default 18.0 0.550 Default 0.67 Default 4.7 0.550 1 Default 0.67 Default 18.0 0.550 1 Default 0.67 Default Type: ,oe: 116-A =Default Table from Stanc 116-B =Default Table from Stan( Azm Status Glazing Type 180 Removed Double Non Metal Clear 180 Removed Double Non Metal Clear 180 Removed Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 180 Existing Double Non Metal Clear 90 Existing Double Non Metal Clear s, NFRC = Labeled Value s. NFRC = Labeled Value Location/Comments ID Exterior Shade Type Window SHGC H t Wd Ove hang Left Fin Right Fin Len H t LExt RExt-=Dista Len,____ H t Dist Len H t 1 Bug Screen 0.76 - 2 Bug Screen 0.76 IL _i t 3 Bug Screen 0.76 4 3 U 1 L)N G& I 4 Bug Screen 0.76 _ „ , 5 Bug Screen 0.76 /` \1 1- 1- ! i 6 Bug Screen 0.76 1 Fc H C - RT I 9 1 7 Bug Screen 0.76 8 Bug Screen 0.76 N 9 Bug Screen 0.76 D ',TE _.RY 10 Bug Screen 0.76 L 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 Buo Screen 1 0.76 Ener Pro 5.1 by Ener Soft User Number: 5732 RunCode: 2014-02-08719:52:40 ID: 1111413corr020814 Pae 7 of 16 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Mr. Ronald & Jill Perilman Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 2/8/2014 OPAQUE SURFACE DETAILS Surface Type Area U- Insulation Joint Appendix Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments Wall 42 0.069 R-21 0 90 New 4.3.1-A6 Addition Wall 147 0.069 R-21 270 90 New 4.3.1-A6 Addition Roof 610 0.025 R-38 0 0 New 4.2.1-A21 Addition FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC2 Azm Status Glazing Type Location/Comments 17 Window 4.7 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 18 Window 36.0 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 19 Window 8.0 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 20 Window 18.0 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 21 Window 4.7 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 22 Window 80.0 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 23 Window 13.3 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 24 Window 80.0 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 25 Window 13.3 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 26 Window 18.0 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 27 Window 4.7 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 28 Window 36.0 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 29 Window 8.0 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 30 Window 18.0 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 31 Window 4.7 0.550 Default 0.67 Default 90 Existing Double Non Metal Clear Existing 32 Window 1 4.7 0.550 1 Default 0.67 Default 0 Existing Double Non Metal Clear Existing (1) Ll -Factor Type: 116-A = Default Table from Standards, NFRC = Labeled Value 2 SHGC Type: 116-B = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type SHGC Window H t Wd Ove hang Left Fin Right Fin Len H t LExt RExt Dist I Len I H t Dist6Le H t 17 Bug Screen 0.76 18 Bug Screen 0.76 19 Bug Screen 0.76 r 1- )- I A () I 1 20 Bug Screen 0.76 v ' ° ° `' ° " " 21 Bug Screen 0.76 ' IL_L)B 1y10 & Z)k tr I 22 Bug Screen 0.76 r --s ri m,f,*N = 23 Bug Screen 0.76 I I -A t k i I*_.- _.- v -- 24 Bug Screen 0.76 N FO -F 7UO-F 5 I K CT 1 Q 1 25 Bug Screen 0.76 26 Bug Screen 0.76 27 Bug Screen 0.76 DAI E _ - B 28 Bug Screen 0.76 29 Bug Screen 0.76 30 Bug Screen 0.76 31 Bug Screen 0.76 32 Bug Screen 0.76 Ener Pro 5.1 by Ener Soft User Number: 5732 RunCode: 2014-02.OBT19:52:40 to: Ig 111413corr020814 Page 8 of 16 CERTIFICATE OF COMPLIANCE: Residential (Part 4 of 5) CF -1 R Project Name Mr. Ronald & Jill Perilman Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 21812014 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm I Tilt Status 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area LI -Factor' SHGC Azm Status Glazing Type Location/Comments 33 Window 20.0 0.550 Default 0.67 Default 0 Existing Double Non Metal Clear Existing 34 Window 12.0 0.550 Default 0.67 Default 0 Existing Double Non Metal Clear Existing 35 Window 12.5 0.550 Default 0.67 Default 0 Existing Double Non Metal Clear Existing 36 Window 9.0 0.550 Default 0.67 Default 0 Existing Double Non Metal Clear Existing 37 Window 48.0 0.550 Default 0.67 Default 0 Existing Double Non Metal Clear Existing 38 Window 9.0 0.550 Default 0.67 Default 0 Existing Double Non Metal Clear Existing 39 Window 12.5 0.550 Default 0.67 Default 315 Existing Double Non Metal Clear Existing 40 Window 12.5 0.550 Default 0.67 Default 270 Existing Double Non Metal Clear Existing 41 Window 24.0 0.550 Default 0.67 Default 270 Existing Double Non Metal Clear Existing 42 Window 4.6 0.550 Default 0.67 Default 270 Existing Double Non Metal Clear Existing 43 Window 4.6 0.550 Default 0.67 Default 270 Existing Double Non Metal Clear Existing 44 Window 15.0 0.550 Default 0.67 Default 270 Existing Double Non Metal Clear Existing 45 Window 20.0 0.550 Default 0.67 Default 270 Existing Double Non Metal Clear Existing 46 Window 8.0 0.550 Default 0.67 Default 270 Existing Double Non Metal Clear Existing 47 Window 12.5 0.550 Default 0.67 Default 225 Existing Double Non Metal Clear Existing 48 Window 20.0 0.390 NFRC 0.37 NFRC 180 New Milgard Classic Low -E Vinyl Addition (1) U -Factor Type: 2 SHGC Type: 116-A =Default Table from Standards, NFRC =Labeled Value 116-13 = Default Table from Standards, NFRC = Labeled Value EXTERIOR SHADING DETAILS ID Exterior Shade Type Window SHGC H t Wd Ove hang Left Fin Right Fin Len HqA LExt RExt Dist Len H t Dist Len H t 33 Bug Screen 0.76 34 Bug Screen 0.76 35 Bug Screen 0.76 36 Bug Screen 0.76 37 Bug Screen 0.76 ^- 38 Bug Screen 0.76 1 Y LI 1: 39 Bug Screen 0.76 40 Bug Screen 0.76 1 - 41 Buq Screen 0.76 1 1 ri Gk- i`jJ I r U61 ilJt 42 Bug Screen 0.76 I 43 Bug Screen 0.76 l 44 Bug Screen 0.76 1 D 1TE _ . _ _ f3 45 Bug Screen 0.76 L. 46 Bug Screen 0.76 47 Bug Screen 0.76 48 JBug Screen 0.76 Ener Pro 5.1 by Ener Soft User Number- 5732 Run Code: 2014-02-08T19:52:40 ID: lq 111413corr020814 Page 9 of 16 CERTIFICATE OF COMPLIANCE: Residential Part 4 of 5) CF -1 R Project Name Mr. Ronald & Jill Perilman Building Type m Single Family ❑ Addition Alone ❑ Multi Family 2 Existing+ Addition/Alteration Date 21812014 OPAQUE SURFACE DETAILS Surface U- Insulation Joint Appendix Type Area Factor Cavity Exterior Frame Interior Frame Azm Tilt Status 4 Location/Comments FENESTRATION SURFACE DETAILS ID Type Area U -Factor SHGC Azm Status Glazing Type Location/Comments 49 Window 24.0 0.360 NFRC 0.35 NFRC 180 New Jeld-Wen, Steel Fr. Dr. Addition 50 Window 20.0 0.390 NFRC 0.37 NFRC 180 New Milgard Classic Low -E Vinyl Addition 51 Window 40.0 0.390 NFRC 0.37 NFRC 180 New Milgard Classic Low -E Vinyl Addition 52 Window 48.0 0.360 NFRC 0.35 NFRC 90 New Jeld-Wen, Steel Fr. Dr. Addition 53 Window 25.0 0.390 NFRC 0.37 NFRC 270 New Milgard Classic Low -E Vinyl Addition 54 Skylight 0.5 0.430 NFRC 0.30 NFRC 0 New Solatube Addition (1) Ll -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 Window ID Exterior Shade Type SHGC H t Wd Overhang Left Fin Right Fin Len H t LExt RExt Dist Len H t Dist Len H t 49 Bug Screen 0.76 50 Bug Screen 0.76 51 Bug Screen 0.76 r- 52 Bug Screen 0.76 ? ! `1i- _ rl ' 1 A 1,n I I 1 KI P 53 Bug Screen 0.76 54 None 1.00 I L Olt_ VCU 01 %r t I Y Ur -t_' I GO 61 R I' UN— IU6. U/.rt _. BY Ener Pro 5.1 by Ener Soft User Number: 5732 Run Code: 2014-02-08719:52:40 ID: lq 111413corr020814 Pae 10 of 16 CERTIFICATE OF COMPLIANCE: Residential (Part 5 of 5) CF -1 R Project Name Mr. Ronald & Jill Perilman Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 2/8/2014 BUILDING ZONE INFORMATION Floor Area System Name Zone Name New Existing Altered Removed Volume Year Built HVAC System Existing 3,855 38,550 2008 HVAC System Addition 610 6,100 Totals 1 6101 3,855 0 0 HVAC SYSTEMS System Name Qty. Heating T pe Min. Eff. Cooling Type Min. Eff. Thermostat Type Status HVAC System 2 Central Fumace 78% AFUE Split Air Conditioner 12.0 SEER Setback Existing HVAC System 1 Split Heat Pump 8.50 HSPF Split Heat Pump 15.0 SEER Setback New HVAC DISTRIBUTION Duct Ducts System Name Heating Cooling Duct Location R -Value Tested? Status HVAC System Ducted Ducted Attic, Ceiling Ins, vented 6.0 ❑ Existing HVAC System Ducted Ducted Attic, Ceiling Ins, vented 8.0 © New ❑ WATER HEATING SYSTEMS S stem Name Qty. Type Distribution Rated Input Btuh Tank Cap. al Energy Factor or RE Ext. Standby Tank Loss or Insul. R- Pilot Value Status Standard Gas 50 gal or Le 1 Small Gas Kitchen Pipe Ins 40,000 50 0.58 n/a n/a Existing MULTI -FAMILY WATER HEATING DETAILS HYDRONIC HEATING SYSTEM;PIPIN,G I A Control Hot Water Piping Length ft o m --o u) a — E31.11 G;i & SAF -y DEPT j RO IFD FOR C RP`g R ( ip nn'' S stem Name Length Dia t3r T. Ins . Thic . Qty. HP Plenum Outside Buried ❑ 1 UATE BY ❑ Ener Pro 5.1 by EnergySoft User Number: 5732 RunCode: 2014-02-08T19:52:40 ID: 1111413con020814 Pae 11 of 16 MANDATORY MEASURES SUMMARY: Residential Pae 1 of 3 MF -1 R Project Name Date Mr. Ronald & Jill Perilman 218/2014 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)l: 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 U -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(1) 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. 150(c): Minimum R-13 insulation in wood -frame wall orequivalent LI -factor. "§150(d): Minimum R-13 insulation in raised wood -frame floor orequivalent LI -factor. §150(f): Air retarding wrap is tested, labeled, and installed according to ASTM E1677-95(2000) when specified on the CF -1R Form. 150 : 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 a 1A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150(e)1 B: 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). §1 500)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. §1500)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. §1500)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-B. §1500)2: Cooling system piping (suction, chilled water, or brine Iines),and piping insulated betwweeti heating so,uyrce aynd'indirec ho water tank shall be insulated to Table 150-B and Equation 150-A. I J p 1 §1500)2: Pipe insulation for steam hydronic heating systems or hot water systems >15 ps"meetsth6tr,.ee'uirementts-of St Lar s ""Table 123-A. I1, r-% , .--. T. ' o A a 1500)3A: Insulation is protected from damage, includingthat due to sunlight, moisture, a u me_rnt r.►riainletenanee, and -win . §1 500)3A: Insulation for chilled water piping and refrigerant suction lines includes a apor retard t r §bhcl'osd4 e Jij I n conditioned space. 150(j)4: Solar water -heating systems and/or collectors are certified by the Solar Raiin and Certification Co oration. EnergyPro 5.1 by EnergySoff User Number: 5732 RunCode: 2014-02-08719:52:40 ID: Ig 111413corr020814 Page 12 of 16 MANDATORY MEASURES SUMMARY: Residential (Page 2 of 3 MF -1 R Project Name Date Mr. Ronald & Jill Perilman 2/8/2014 §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"co trolled`by-a manUa- on occ p t sensor, dimmer, energy management system (EMCS), or a multi -scene programmable control system; and all;permanenifyAp talfgd luminaries in garages, laundry rooms, closets greater than 70 square feet, and utility rdoms are high efficacy and controlled by -a manual -on occupant sensor. I bU,Lt_,.MG do SAFE) I Y DEP F. §150(k)9: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of poweriperlinea .foof f illuminated cabinet. 1- ti'1 W VY iJ'ri "''lri ,•, r V wi DATE BY EnergyPro 5.1 by EnergySoft User Number: 5732 Run Code: 2014-02-08719:52:40 ID: Ig 111413corr020814 Page 13 of 16 MANDATORY MEASURES SUMMARY: Residential (Page 3 of 3 MF-1 R Project Name Date Mr. Ronald & Jill Perilman 2/8/2014 §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)13 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 high 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)15: 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)16: 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. C11 -y OrLSA. QTINTA EUit_D!I G & SAFETY DEPT. , . ` OROVED FOR CONSTRUCTION DATE Ey EnergyPro 5.1 by EnergySolt User Number: 5732 RunCode: 2014-02-08719:52:40 ID: Ig111413corr020814 Page 14 of 16 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Mr. Ronald & Jill Perilman Date 2/8/2014 System Name HVAC System Floor Area 3,855 ENGINEERING CHECKS SYSTEM LOAD Number of S stems 2 Total Room Loads Return Vented Lighting Return Air Ducts Return Fan Ventilation Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COIL CFM 3,475 0 COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output perS stem 0 66,571 4,622 1,296 49,135 Total Output Btuh 0 0 Output Btuh/s ft 0.0 4,543 2,834 Cooling System 0 0 Output perSystem 1 0 0 0 0 Total Output Btuh 2 0 4,622 0 Total Output Tons 0.0 4,5431 2,834 Total Output Btuh/s ft 0.0 Total Output s ft/Ton 23,130,000.0 1 75,657 54,803 Air System CFM perSystem 0 HVAC EQUIPMENT SELECTION Airflow cfm 0 Default FAU/AC 2006 and Later 2 0 0 Airflow cfm/s ft 0.00 0 Jan 1 AM Airflow cfm/Ton 0.0 Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 2 0 Aug 3 PM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF Outside Air 0 cfm 67 OF 67 OF 105 OF Heating Coil 104 OF ROOM, gfflt' 68 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F Outside Air 0 cfm 77/63°F 77/63°F 55/54°F Cooling Coil U7 U li`JI B>J;LGIitiG &SAFETY DE,4/55O as 7 Bio O FOR t;iUiJST _ Ua 75/620 Nlt byI EnergyPro 5.1 by EnergySoft User Number: 5732 RunCode: 2014-02-08T19:52:40 /D: Ig111413corr020814 Page 15 of 16 HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Mr. Ronald & Jill Perilman Date 2/8/2014 System Name HVAC System Floor Area 610 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 422 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK I COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 18,000 8,717 734 229 8,903 Total Output Btuh) 18,000 0 Output Btuh/s ft 29.5 503 340 Cooling System 0 0 Output per System 18,000 0 0 0 0 Total Output Btuh 18,000 0 734 0 Total Output (Tons) 1.5 503 340 Total Output Btuh/s ft 29.5 Total Output s ftffon 406.7 1 9,724 9,584 Air System CFM per System 800 HVAC EQUIPMENT SELECTION Airflow cfm 800 York THGF1 8S41 S 1 11,644 3,579 11,242 Airflow cfm/s ft 1.31 Airflow cfm/Ton 533.3 Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 11,644 3,579 11,242 Aug 3 PM Jan 1 AM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 68 OF Outside Air 0 cfm Supply Fan 800 cfm 68 OF 68 OF 105 OF Heating Coil 105 OF (-ROOM In Itt1 68 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F 76/62°F 76/62°F 55/54°F Outside Air ` Ar Supply Fan e 0 cfm Cooling Coil 800 cfm 76/62°F ` ' 'y i - UA Q U I 1 V (.D+ a : SA ElY DC0'fP4 0 ;D FoR v% s RQ rAin 75/620 BY 1 EnergyPro5.1 by EnergySoft User Number: 5732 RunCode: 2014-02-08T19:52:40 ID: Ig 111413corr020814 Page 16 of 16 Fred Sheu Engineering 14286 California Ave, Suite #103 Victorville, CA 92392 (760) 955-7522 (760) 955-6244 (fax) Structural Calculations RECEIVE . FEB 12 2014 CITY OF LA QUINTq COMMUNITY DEVELOPMENT for Donald & Jill Perilman Room Addition 51208 Marbella Court La Quinta, CA 92253 C/ Bill Job # S13154 '' I Dec. 14, 2013 FOR QY. Fred Sheu Engineering Project FC- R I L M A^► Page A I TABLE OF CONTENTS Job # S13154 Page Design Information...................................................................................................... Al thru A 3 GravitySystem............................................................................................................ 131 thru B Z Beams & Headers LateralSystem............................................................................................................ C1 thru C 8 Seismic & Wind Loads Horizontal Diaphragm Shear Walls Foundation.................................................................................................................. E1 thru E 2 RV oLD?G ®& Qljl6 4-r F,; AF` y DEp OR CONS®v D oAr TIO, _ - BY Fred Sheu Engineering Project P6lq►LMR d . Page AZ DESIGN CRITERIA & SPECIFICATIONS Job # 513/5" A. CODE: 2010 California Building Code (CBC) B. SEISMIC: per CBC section 1613 and ASCE/SEI 7-05 section 12 Method : Equivalent lateral force procedure Seismic Design Category: D Site class: D Occupancy category: II Importance factor: 1 Response modification coefficient R = 6.5 C. WIND: per CBC section 1609 and ASCE/SEI 7-05 section 6 Method: Simplified design wind procedure 3 sec gust wind speed = 85 mph Exposure = C Topographic factor =10 Importance factor = 1.0 D: SOILS Allowable soil bearing pressure 1500 psf E. LUMBER: Douglas Fir -Larch, 19% moisture content 1. 2X Joists & Rafters - #2 or Better 2. 4X, 6X, 8X Beams & Headers - #1 or Better 3. Plates, Blocking & Studs - Stud Grade or Better F. GLUED -LAMINATED BEAM: Combination: 24F -V4 Specicies: DF/DF PARALLAM BEAM: Truss Joist - MacMillan, 2.0E Parallam PSL MICROLLAM BEAM: Truss Joist - MacMillan, 1.9E Microllam LVL G. CONCRETE: Non -Monolithic Pour Foundation System, U.N.O. All slab -on -grade/ continuous footing/pads/pole footing ---------- f'c = 2500 psi All structural concrete/retaining wall/column/beam------------------ fc = 3000 psi H: STEEL: ASTM A572 Gr. 50 for Structural Steel ASTM A615, Gr. 40 for #3 &4, Gr. 60 or #5 and larger rebar steel ASTM A53, Gr. B for Pipe Steel, ASTM A500, Gr. B for Tube Steel I: CONCRETE BLOCK: ASTM C90, Grade N medium weight, Solid grouted all cells J: COLD FORM STEEL: ASTM A570-79 Gr. 33 for 18 through 25 Gauge ASTM A570-79 Gr. 50 for 12 through 16 Gauge K: WOOD CONSTRUCTION CONNECTOR: SIMPSON Strong -Tie or Approved Equal It is the full intention of the Engineer that these calculation"sTconforri Po the -California Building Code, 2010 edition. These calculations shall govern thetstructu*rat ort on7of the wor drawings. However, where any discrepancies occur between the_sd ealcuaatio the working , r,, drawings, the Engineer shall be notified immediately so per:? actigh r qy ; e take: he structural calculations included here are for the analysis andlde id Mstructyral system. The attachment of non-structural elements is the r sp/p sibility of the; rchit Ctt'dr designer, unless specifically shown otherwise. The Engineer-as!umes-no_resqnsibility for work not a part of these calculations nor for inspection to ensure construction 'is-performed-in_a r ance with these calculations. When structural observation or field investigation the E gh e_ rrs required, the architect/contractor shall make'separate arrangements with the Engineer. Fred Sh eu Engineering ROOF: L.L. Project )'E-,RILmAtJ page Ar3 GRAVITY LOADS = 20 psf Job # -S/3 154 for pitch 4:12 or less D.L. Roof Cover = 10 psf 1/2" Plywood Sht'g = 1.5 psf Roof Framing = 3.5 psf 1/2" Drywall Ceiling = 2.0 psf misc. = 2.0 psf ------------------------------------------------------------------------------------------ D.L. = 19 psf Total Load = 39 psf EXTERIOR WALL: D.L. 2x stud wall = 1.5 psf 1/2" Plywood Panel = 1.5 psf 1/2" Drywall = 2.0 psf 7/8" Stucco =10.0 psf Insulation = 1.0 psf Total = 16.0 psf INTERIOR WALL: D.L. 2x Stud Wall = 1.5 psf 3/8" Plywood Panel = 1.1 psf (2)-1/2" Drywall = 4.0 psf Misc = 3.4 psf ------------------------------------------------------------------------------------------- Total =10.0 psf ''-y ®F ILDIFVC & SAF LA QUI N pNTq EPT Fp CO pViS ®SUCTI0N DATE Fred Sheu Engineering Project Title: PERILMAN 131- 14286 3114286 Califomia Ave, Suite 103 Engineer: Project ID: S13154 Victorville, CA 92392 Project Desrx: ADDITION Printed 8 FEB 2074. 8:26PM [Wood Beam --- ---- - File: C:1eEWELMI3sTRls13154.ee6 ENERCALG INC. 1983-2012, Build:6.12.11.1, Ver.6.11.8.31 Description : B1- HEADER BETWEEN NEW AND EXISTING Span #- Max Stress Ratios_ M -_ V CODE REFERENCES _ Width =1.0 ft C i Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 C m C t Load Combination Set: IBC 2009 0.541: 1 Maximum Shear Stress Ratio Section used for this span Material Properties Section used for this span fb : Actual = Analysis Method: Allowable Stress Design Fb - Tension 1,350.0 psi E: Modulus of Elasticity Load Combination IBC 2009 Fb - Compr 1,350.0 psi Ebend- xx 1,600.Oksi Fc - Prll 925.0 psi Eminbend - xx 580.Oksi Wood Species: Douglas Fir` Larch Fc - Perp 625.0 psi Span # where maximum occurs = Wood Grade No.1 Fv 170.0 psi Maximum Deflection Ft Beam Bracing : Beam is Fully Braced against lateral -torsion buckling 675.Opsi Density 32.210pcf D(0.285) Lr(0.3) 1991 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection QApsFXls'= 8S PLP Lrz-2oPst,e 15' =Soo PAF Span =6.50ft Con/SEpzvAT1VE Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads + Span #- Max Stress Ratios_ M -_ V Un'lfonn Load : D=0.2850, Lr = 0.30 , Tributary Width =1.0 ft C i DESIGN SUMMARY C m C t Maximum Bending Stress Ratio= 0.541: 1 Maximum Shear Stress Ratio Section used for this span ''fig -J Section used for this span fb : Actual = 730.36psi fv : Actual FB : Allowable = 1,350.00psi Fv: Allowable Load Combination +D+Lr+H Load Combination Location of maximum on span = 3.250ft Location of maximum on span Span # where maximum occurs = Span # 1 Span # where maximum occurs Maximum Deflection 1.00 1.00 Max Downward L+Lr+S Deflection 0.039 in Ratio = 1991 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.078 in Ratio = 1005 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination _Segment Length Span #- Max Stress Ratios_ M -_ V C d C FN C i Cr C m C t CL D Only 7 0.00 2.74 8 13 0-__ 1.37 49.72170.00 0.000 0Q 0.00 Length = 6.50 ft 1 0.268 0.166 1.00 1.00 1.00 1.00 1.00 1.00 1.00 +0,+i+H 1.00 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.268 0.166 1.00 1.00 1.00 1.00 1.00 1.00 1.00 +D+Lr+H 1.00 1.00 1.00 1.00 1.00 1.001 Length = 6.50 ft 1 0.541 0.335 1.00 1.00 1.00 1.00 1.00 1.00 1.00 +D+S+H 1.00 1.00 1.00 1.00 1.00 1.00 Length = 6.50 ft 1 0.268 0.166 1.00 1.00 1.00 1.00 1.00 1.00 1.60 4D+0.750Lr+0.750L4H 1.00 1.00 1.00 1.00 1.00 1!00 Length = 6.50 It 1 0.473 0.292 1.00 1.00 1.00 1.0o 1.00 1.00 1.00 4040.750L+0.750S4H 1.00 1.00 1.00 1.00 1.00 1.00 0.335 :1 6x8 56.90 psi 170.00 psi +D+Lr+H 5.883 ft = Span # 1 Moment -Values --__Shear Values V fv Fv ^ 00 00 / 0-,-0.00 361.63 &335Q U 7J/a619 ,7U UO FE A !00 , o.. p: p.1 1.55 A 061.63 . 0.77 28171 17 00 FOR ;nnI , yOoo Vo 0.00 3.14 730.3 AiW1IH1?v 1,5656.90 ,.00 170.00 0.00 C 6.60Nuo / 0.00 Dgrr 155 361.63 1350.00 4t0.77 28.10.00 Q,f10 0.00 0.007 7 0.00 2.74 8 13 0-__ 1.37 49.72170.00 0.000 0Q 0.00 Fred Sheu Engineering Project Title: PERILMAN g ICS, 14286 California Ave, Suite 103 Engineer. Project ID: S13154 Victorville, CA 92392 Project Descr: ADDITION POnted:8FEB 2014.8:26PM Wood Beam File: CABERKF1EY113SM13154.ec6 ENERCALC, INC. 1983-2012, 8uild:6.12.11.1, Ver.6.11.8.31 Description : B1- HEADER BETWEEN NEW AND EXISTING Load Combination Max Stress Ratios -MF Moment Values Shear Values Segment Length Span # -1 C d C FN C i Cr C m C t C L M fb Fb - _ V fV Fv Length = 6.50 ft 0.268 0.166 1.00 1.Q0- 1.00 1.00 1.00 1.00 1.00 1.55 361.63 1350.00 0.77 28.17 170.00 +0+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.268 0.166 1.00 1.00 1.00 1.00 t.00 1.00 1.00 1.55 361.63 1350.00 0.77 28.17 170.00 +0+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 it 1 0.268 0.166 1.00 1.00 1.00 1.00 1,00 1.00 1.00 1.55 361.63 1350.00 0.77 28.17 170.00 +0+0.750LrA.750L+0.750W++1 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.473 0.292 1.00 1.00 1.o0 1.00 1.00 1.00 1.00 2.74 638.18 1350.00 1.37 49.72 170.00 +D+0.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 It 1 0.268 0.166 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.55 361.63 1350.00 0.77 28.17 170.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.473 0.292 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.74 638.18 1350.00 1.37 49.72 170.00 +D+0.750L+0.750S+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.268 0.166 1.00 1.00 1.00 1.00 1.o0 1.00 1.00 1.55 361.63 1350.00 0.77 28.17 170.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.161 0.099 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 216.98 1350.00 0.46 16.90 170.00 +O.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 6.50 ft 1 0.161 0.099 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.93 216.98 1350.00 0.46 16.90 170.00 Overall Maximum Deflections - Unfactored Loads Load Combination- -_ _- -D+Lr Span Max. '-' Deft Location in Span Load Combination Max. -+- Defl Location in Span 1 --- 0.0776 3.274 '-- --- W- 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXirrfum -•- -- -----` - 1.93{- 1.931 D Only 0.956 0.956 Lr Only 0.975 0.975 D+Lr 1.931 1.931 C/ Ty® BUlLDrN SqF NT FO PP O ETy DEP r .t 6 DATE ON __ QY Fred Sheu Engineering Project Title: PERILMAN 14286 California Ave, Suite 103 Engineer: Victorville, CA 92392 Project Descr: ADDITION. Project 10: S13154 g Z QPSE EitE7 ESa Calculations per NDS 2005, IBC 2006, CBC 2007, ASCE 7-05 Load Combination Set: IBC 2009 Material Properties v Analysis Method: Allowable Stress Design Fb - Tension 1350 psi E: Modulus of Elesffcify 1600 ksi Load Combination tBC 2009 Fb - Compr Fc - Pril 1350 psi 925 psi Ebend- xx Eminbend - xx 580ksi Wood Spe '=FFir Fc - Perp 625 psi p si Uniform Load: D = 0.0590, Lr = 0.060 loft, Extent = 0.0 ->> 4.50 ft, Tributary Width =1.0 ft Wood Gra Ft 675 psi Density 32.21 pcf Beam Bracinq : Beam is Fully Braced against lateral -torsion buckling z- C-71POCA Span = 8.0 ft TJ2vs 5 . o g - Ly=Zoxe--J4 C' ,."'z, iyA" Service loads entered. Load Factors will be applied for calculations. Appted 1.00 1.00 ' Beam self weight calculated and added to loads Segment Length Span # Load for Span Number 1 V C d Uniform Load: D = 0.0590, Lr = 0.060 loft, Extent = 0.0 ->> 4.50 ft, Tributary Width =1.0 ft C i Uniform Load: D = 0.1520, Lr = 0.160 k/ft, Extent = 4.50 ->> 8.0 ft, Tributary Width =1.0 It 1.00 Point Load : D = 0.70, Lr = 0.80 k (a) 4.50 It 1.00 1.00 l * s f'is SU recoca. • 'i r 'i::: i';tr':!''t>','::' St iFSl 141hG4RYb -.-------- . • Maximum Bending Stress Ratio = 0.49911 Maximum Shear Stress Ratio = 9 0.277 :1 Section used for this span 6x10 Section used for this span 6x10 fb : Actual 673.70psi fv : Actual 47.05 psi i FB: Allowable 1,350.00psi Fv : Allowable = 170.00 psi Load Combination_ +D+Lr+H Load Combination +D*U+H 7.212 ft Location of maximum on span 4.496ft Location of maximum on span _ 0.135 j Span # where maximum occurs = Span # 1 Span # where maximum occurs = Span # 1 Maximum Deflection I Max Downward L+Lr+S Deflection 0.038 in Ratio= 2534 1.00 4 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0 <360I 1 I Max Downward Total Deflection 0.074 in Ratio= Max Upward Total Deflection 0.000 in Ratio = 1297 , F 0 <180J L® 1.00. Load Combination 1.00 Max Stress Ratios 1.00 1.00 ' 1.00 Segment Length Span # M_ V C d C FN C i D Only 1.00 1.00 1.00 1.00 1.00 1.00 Length =:8.0 ft 1 0.242 0.135 1:00 1.00 1.00 +O+L+H ' 1.00 1.00 Length = 8.0 ft 1 0.242 0.135 1.00 1.00 1.00 +D+Lr+H 1.00 1.00 Length = 8.0 ft 1 0.499 0.277 1.00. 1.00 1.00 +O+S+H 1.00 1.00 Length = 8.0 it 1 0.242 0.135 1.00 1.00 1.00 Cr Cm 1 rx SAF , DEp , OR CpIVsGVED Moment valuer- 1J UN 1 I7Cc ,t i M fb Fb Y 0.00 0. ' 1.00 1.00 1.00 1.00 1.00 ' 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.25 326.94 1350.00 -0.80 0.00 0.00 4.64 673.70 1350.00 1.64 0.00 0.00 2.25 326.94 1350.00 0.80 Shear Values Iv Fv 0.00 0.00 23.02 170.00 0.00 0.00 23.02 170.00 0.00 0.00 47.05 170.00 0.00 0.00 23.02 170.00 Fred Sheu Engineering Project Title: PERILMAN b 20, 14286 California Ave, Suite 103 Engineer: Project ID: S13154 Victorville, CA 92392 Project Descr: ADDITION Printed: 14 DEC 2013, "?PM Description : B2- W HEADER AT Load Combination Max Stress Ratios Moment Values Shear Values Segment; Length Span # M V C d C FN C i Cr Cm C t C L M fb Fb V tv F'v 4D+0.750Lr+0.750L+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =:8.0 ft 1 0.435 0.241 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.05 587.01 1350.00 1.43 41.05 170.00 40+0.750L+0.750S+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.242 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.25 326.94 1350.00 0.80 23.02 170.00 4D+W4H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.242 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.25 326.94 1350.00 0.80 23.02 170.00 +D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.242 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.25 326.94 1350.00 0.80 23.02 170.00 +040.7501.00.7501-40.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 ft 1 0.435 0.241 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.05 587.01 1350.00 1.43 41.05 170.00 +D40.750L+0.750S+0.750W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 . 0.00 0.00 Length ='8.0 It 1 0.242 0.135 1.00 1.00 1.00 1.00 1,00 1.00 1.00 2.25 326.94 1350.00 0.80 23.02 170.00 +D+0.750Lr+0.750L+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 ' 0.435 0.241 1.00 1.00 1.00 1.00 1.00 1.00 1.00 4.05 587.01 1350.00 1.43 41.05 170.00 +0+0.750L40.75OS+0.5250E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length =:8.0 ft 1 0.242 0.135 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.25 326.94 1350.00 0.80 23.02 170.00 +0.60D+W+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length ='8.0 ft 1 0.145 0.081 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.35 196.16 1350.00 0.48 13.81 170.00 +0.60D+0.70E+H 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.00 0.00 Length = 8.0 It 1 0.145 0.081 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.35 196.16 1350.00 0.48 13.81 170.00 ~O re a It lllaxrfnirm Deflecti ,ns' ,tJ. facto l, ba+ stt t + Load Combination Span Max '- Deft Location in Span Load Combination Max. + Deft Location in Span D4Lr 1 0.0740 4.175 0.0000 0.000 -101, "re Ve tic` aR a a < ,, Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 1.327 1.894 D Only 0.660 0.931 Lr Only 0.667 0.963 D4Lr 1.327 1.894 CITY of L QUINTA BUILDING & SAFE 4OEDPPROV°EPrR CONSTRUCTION DATE _ ------- - BYE--__ I Fred Sheu Project PERIL h1AA1 Page e Engineering Job # S 131SY Seismic Ground Motion Parameter by USGS (ver.S:.0.9) Address: 5l 2ooO MAR6E« A C Y , LA 6 U/NTA , C A Latitude = 33. b7 6 of Longitude = —//6.26666s Conterminous 48 States 2005 ASCE 7 Standard Latitude = 33.676018 Longitude = -116.26666500000002 Spectral Response Accelerations SMs and SM1 SMs = Fa x Ss and,,SM1 = Fv x S1 Site Class D - Fa = 1.0 ,Fv = 1.5 Period Sa (sec) (g) 0.2 1.500 (SMs, Site Class D) 1.0 0.900 (SMI, Site Class D) CITY OF BUILDING & QU/NTA APpR ET' DEP7; FOR O O SOV ED NTRUCTION DATE `— BY I Fred Sheu Engineering Project: PE R tL n4ArJ Page G v Job# 51315 SEISMIC DESIGN Per 2010 CBC Section 1613 and ASCE/SEI 7-05 section 12.8 Equivalent Lateral Force Procedure: Seismic Design Category: D Site Class: D Occupancy Category: II Importance Factor, I: 1.0 Response Mondification Coefficient, R: 6.50 System Overstrength Factor: 2.50 Seismic Design Parameters from USGS: Site Coefficient (0.2 sec), Fa = 1.0 Site Coefficient (1.0 sec), Fv 1.5 Mapped Spectral Acceleration (0.2 sec), Ss = 1.500 Mapped Spectral Acceleration (1.0 sec), Si = 0.600 Adjusted Spectral Acceleration (0.2 sec), Sms = Fa Ss = 1.500 Adjusted Spectral Acceleration (1.0 sec), Sm, = Fv S1 = 0.900 Design Spectral Response Acceleration (0.2 sec), SDs = 2/3 x Sms = 1.000 Design Spectral Response Acceleration (1.0 sec), SDS = 2/3 x Smi = 0.600 Seismic Design Coefficient: (Eq, 12.8-2) CS= SDs/(R/I)= 1.000/(6.5/1.0) = 0.154 (Eq. 12.8-5) Cs min. = 0.01 (Eq. 12.8-6) Csmin.=0.5*Si/(R/1)=0.5*0.6/(6.5/1.0)= 0.046 (Eq. 12.8-3) Cs max. = SDI / T( R / 1) = 0.600/ 0.15*(6.5/1.0 ) = 1.01 (Eq. 12.8-7) T = Ct hn ^ 0.75 = 0.02 * 15.0 ^ 0.75 = 0.15 sec. where hn = 15.0 ft (Sec. 12.3.4) Redundancy Factor, p = 1.3 gU/ F T Seismic Base Shear: - F Ery pEPA (Eq. 12.8-1) V p Cs W CpNc l/ D = 1.3 * 0.154 * W = 00.200 W for `LTFtRQ;7-/O or 0.200 W / 1.4 = OT14-W B SD N Fred Sh eu Engineering Project SER 1 L MAn Page c- 3 WIND DESIGN Per 2010 CBC section 1609 & ASCE/SEI 7-05 section 6.4.2.1 Simplified design wind pressure, ps = I Kzt I P830 Mean roof height = 1z ' Basic wind speed = 8 5ph- Exposure = G Kzt = topographic factor per section 6.5.7.2 = 1.0 I = importance factor = 1.0 I = adiustment factnr fnr hainht R avnne-i ira Job# sl3 sy PS30 = Simplified design wind nressura fnr FYnnci ira R h= in, nnA I - i n from% c;^ a o) Roof Angle Adjustment Factor H. pressure H. pressure H. pressure For Building Height & Exposure basic wind basic wind Mean roof Height ft B Ex osure C D 15 1.00 11.5 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Job# sl3 sy PS30 = Simplified design wind nressura fnr FYnnci ira R h= in, nnA I - i n from% c;^ a o) Roof Angle H. pressure H. pressure H. pressure H. pressure (pitch / degrees) basic wind basic wind basic wind basic wind s eed=85 mph s eed=90 mhTs eed=95 mph s eed=100 mph flat / 0 to 5 degree 11.5 12.8 -u14'4 - 15.9 3:12 / 14.0 degree 14.1 15.8 Ouli ,,17 7- LA ni 4:12 / 18.4 degree 15. 17.3 A 1'9!3 SA[ 5:12 / 22.6 degree 1 16.9 6:12 / 26.6 degree 13.9 _ 15.71 "" 7?59ST , o,-. 19.2 7:12 to 12:12 / 30 to 45 degree 12.9 14.4 A t.- 16.1 =04 Ps = a Kzt I Ps30 Fred Sheu Project PsRILMA Page G Engineering Job # 51315q A o 41 T cni FLOOR SHEAR WALL DIAGRAM 1C) -- Designates Shear Wall Number L - -- Designates Longitudinal Direction T - -- Designates Transverse Direction Fes: .Ea o 3-z e •- l1EYlU ®;tea IT} o QvlN-r SAFE A Fp PR®DEpT ONSTRU EC) DATE N _ eY Fred Sheu Project: PERILMAN Page C Engineering Job # S13147 LATERAL LOADS Roof weigh - 19.0 Exterior wall weight= 16.0 Seismic base shear coefficient= 0.143 Floor weight= 0.0 Interior wall weight= 10.0 Wind pressure= 18.6 psf Section L-1 !agqtL Roof height= 5.0 Wall height= 10.0 # of exterior walls= 1 Roof depth= 17.0 Floor depth= 0.0 # of interior walls= 1 Wind Load, Vw = 18.6 * (5.0 + 10.0/2) = 186.0 plf <- controls Seismic Load, Roof DL = 19.0 * 17.0 = 323.0 Floor DL'= 0.0 * 0.0 = 0.0 Ext. Wall DL = 1 * 16.0 * 10.0/2 = 80.0 Int. Wall DL = 1 * 10.0 * 10.0/2 = 50.0 ------------------ Total DL, W = --------------- 323.0 + 0.0 + 80.0 + 50.0 = 453.0 pif Seismic Load = 0.143 * 453.0 = 64.8 plf Section T-1 !MUL Roof height= 5.0 Wall height= 10.0 # of exterior walls= 2 Roof depth= 44.0 Floor depth= 0.0 # of interior walls= 2 Wind Load, Vw = 18.6 * (5.0 + 10.0/2) = 186.0 plf <--- controls Seismic Load, Roof DL = 19.0 * 44.0 = 836.0 Floor DL= 0.0*0.0= 0.0 Ext. Wall DL = 2 * 60 * 10.0/2 = 160.0 Int. Wall DL = 2 * 10.0 * 10.0/2 = 100.0 . Total DL, W = 836.0 + 0.0 + 160.0 + 100.0 = 1096.0 pif Seismic Load = 0.143 * 1,096.0 = 156.7 pif L LA C tj'N-Fq FES °EpTUC N I Fred She Engineering Direction: L-1 Diaphragm Force: Diaphragm Shear = Project: PERILMAN ROOF DIAPHRAGM DESIGN Page —C-6 Job # S13147 Between Shear Walls: 1 & 2 Width, L = 40.0 Depth, D = 16 Wind Load = 186.0 plf <__= control Seismic Load = 64.8 plf 186.0 x (U2) /D = 232.5 plf Use: 1/2" APA Rated Sheathing, or O.S.B. unblocked disphragm, exterior grade, Index 24/0 w/ 8 nails @ 6" o.c. at edges and boundaries, @ 12" o.c. in field Splice Chord Force, F = M / D = 1/8 x 186.0 x (40.0)**2 / 16.0 = 2,325 Ib 16d sinker nails: allowable shear for double top plate, single shear, 1.5" penetration (p) v = 118 lbs x Cd per Table 11 N, 2005 NDS =118x(p/10dia.)=118x1.0=118 lb Top Plate Splice: n = F /(1.6x118) = 2325 /189= 12.3 (Cd = 1.6) use (12) -16d Sinkers at top plate splice Ty OPLA NG & SAFE DEP7- FOR pR®VE® STRUCTIOM DATE BY Fred Sheu Project: PERILMAN Page Engineering Job # S13147 SHEAR WALL LINES # 1 PANEL DESIGN: Section a- Tributary width (ft) = 40.0 Section b- Tributary width (ft) = 0.0 Seismic load above this floor (lb) = 0 Total seismic load = 64.8*40/2 + 0 = 0.0. Total wind load = 1 86.0.40/2 + 0 = 10.0 Total panel length = 10.0 ft Shear = 3,720/10.0 = 3,720 >>> Panel type used OVERTURNING ANALYSIS: Panel length (ft) = Panel height (ft) = Uplift due to lateral load (lb)= Resisting D.L. `0.9 or 0.67 (lb)= Roof DL tributary (ft) Floor DL tributary (ft) Wall weight (psf) Net uplift of this floor(lb) = Add uplift from upper floor (lb) _ Total hold-down force (lb) _ >>> Hold-down Type Seismic(plf)= 64.8 Wind (plf)= 186.0 Seismic(plf)= 0.0 Wind (plf)= 0.0 Wind load above this floor (lb) = 0 1,296 lbs 3,720 lbs <---controls 372.0 Ib/ft MIN. 3/8" Plywood or OSB, Mark -a (see sheet SD1 for nailing schedule) Panel #1 Panel #2 Panel #3 Panel #4 Panel #5 Panel #6 5.00 5.00 0.0 0.0 0.0. 0.0 10.0 10.0 0.0 0 0 0 3,720 3,720 0 0 0 0 332 332 0 0 0 0 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16 16 0 0 0 0 3,388 3,388 0 0 0 0 0 0 0 0 0 0 3,388 3,388 0 0 0 0 STHD14 STHD14 SHEAR WALL LINE # 2 PANEL DESIGN: Panel #1 Section a- Tributary width (ft) = Section b- Tributary width (ft) = Seismic load above this floor (lb) _ Total seismic load = 64.8.40/2 + 0 = Total wind load = t 86.0.40/2 + 0 = Total panel length = 6.4 Shear = 3,720/6.4 = >>> Panel type used 1/2" Plywood OVERTURNING ANALYSIS: 40.0 Seismic(plf)= 64.8 Wind (plf)= 186.0 0.0 Seismic(plf)= 0.0 Wind (plf)= 0.0 0 Wind load above this floor (lb) = 0 1,296 lbs 3,720 lbs <---controls ft 584.9 Ib/ft a Panel #2 3.18 10.0 5,849 228 6.0 0.0 10 5,621 0 5,621 HDU5 Panel #3 0.0 0.0 0 0.0 0.0 0 0 (see sheet SD1 for nailing schedule) Panel #4 Panel #5 Panel #6 0.00 0.00 0.0 0 0 0 0 C 0 0 Coy ° BV 16.0)l ®F O C C91N . °& s , DEP FCONSP ED o DA -re CT/ON 0 0 0 0 AL[ow,aVIr Si+C-4R =- 7 ion ) X . sA y ok. i8 Panel #1 Panel length (ft) = 3.18 Panel height (ft) = 10.0 Uplift due to lateral load (lb)= 5,849 Resisting D.L. '0.9 or 0.67 (lb)= 251 Roof DL tributary (ft) 4.0 Floor DL tributary (ft) 0.0 Wall weight (psf) 16 Net uplift of this floor(lb) = 5,598 Add uplift from upper floor (lb) = 0 Total hold-down force (lb) = 5,598 >>> Hold-down Type HDU5 40.0 Seismic(plf)= 64.8 Wind (plf)= 186.0 0.0 Seismic(plf)= 0.0 Wind (plf)= 0.0 0 Wind load above this floor (lb) = 0 1,296 lbs 3,720 lbs <---controls ft 584.9 Ib/ft a Panel #2 3.18 10.0 5,849 228 6.0 0.0 10 5,621 0 5,621 HDU5 Panel #3 0.0 0.0 0 0.0 0.0 0 0 (see sheet SD1 for nailing schedule) Panel #4 Panel #5 Panel #6 0.00 0.00 0.0 0 0 0 0 C 0 0 Coy ° BV 16.0)l ®F O C C91N . °& s , DEP FCONSP ED o DA -re CT/ON 0 0 0 0 AL[ow,aVIr Si+C-4R =- 7 ion ) X . sA y ok. i8 Fred Sheu Engineering PANEL DESIGN: Project: PERILMAN Page C 9 SHEAR WALL LINE # 3 Section a- Tributary width (ft) = 16 Section b- Tributary width (ft) = 0.0 Seismic load above this floor (lb) = 0 Total seismic load = 156.7.16/2 + 0 = 5.00 Total wind load = . 186.0.16/2 + 0 = 0.0 Total panel length = 11.5 ft Shear = 1,488/11.5 = 0 >>> Panel type used OVERTURNING ANALYSIS: Panel length (ft) = Panel height (ft) = Uplift due to lateral load (lb)= Resisting D.L. "0.9 or 0.67 (lb)= Roof DL tributary (ft) Floor DL tributary (ft) Wall weight (psf) Net uplift of this floor(lb) = Add uplift from upper floor (lb) _ Total hold-down force (lb) _ >>> Hold-down Type Job # S13154 Seismic(plf)= 156.7 Wind (plf)= 186.0 Seismic(plf)= 0.0 Wind (plf)= 0.0 Wind load above this floor (lb) = 0 1,254 lbs 1,488 lbs <--controls 129.4 Ib/ft MIN. 3/8" Plywood or OSB, Mark -L -#3- (see sheet SDI for nailing schedule) Panel #1 Panel #2 Panel Panel #4 Panel #5 Panel #6 6.50 5.00 0.0 0.0 0.0 0.0 10.0 10.0 0.0 0 0 0 1,294 1,294 0 0 0 0 679 332 0 0 0 0 8.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 16 16 0 0 0 0 615 962 0 0 0 0 0 0 0 0 0 0 615 962 0 0 0 0 STHD14 STHD14 SHEAR WALL LINE # 4 PANEL DESIGN: Panel #2 Panel #3 Panel #4 Panel #5 Panel #6 Section a- Tributary width (ft) = 16 Section b- Tributary width (ft) = 0.0 Seismic load above this floor (lb) = 0 Total seismic load = 156.7*1612 + 0 = 0LO Total wind load = 186.0*16/2 + 0 = 0.0 Total panel length = 12.0 ft Shear =, 1,488/12.0 = n{?A o >>> Panel type used OVERTURNING ANALYSIS: Panel length (ft) = Panel height (ft) = Uplift due to lateral load (lb)= Resisting D.L. "0.9 or 0.67 (lb)= Roof DL tributary (ft) Floor DL tributary (ft) Wall weight (psf) Net uplift of this floor(lb) = Add uplift from upper floor (lb) _ Total hold-down force (lb) _ >>> Hold-down Type Seismic(plf)= 156.7 Wind (plf)= 186.0 Seismic(plf)= 0.0 Wind (plf)= 0.0 Wind load above this floor (lb) = 0 1,254 lbs 1,488 lbs <---controls 124.0 Ib/ft MIN. 3/8" Plywood or OSB, Mark -L (see sheet SDI for nailing schedule) Panel #1 Panel #2 Panel #3 Panel #4 Panel #5 Panel #6 12.00 0.00 0.0 0.00 0.00 0.0 10.0 0.0 0.0 0 0 0 1,240 0 0LO 0 400 0.0 0UI ° All7Y 0.0 0.0 0.0 n{?A o 10 0 0 DEpTo f rF 532 0 00 0 Pq 532 0 00 0 STHD14 Fred Sheu Project FER'1 LM" Page C' / Engineering Job # s 1315- c CONTINUOUS FOOTING DESIGN Allowable Soil Bearing Pressure = 1, 5-0o psf CONTINUOUS FOOTING at )RE -An wALL Loading on Continuous Footing: Roof Load = 39 P Sr-,( 9 = 3 51 p L F Wall Load = 16 Psyx iv'= /6 o Pi F Floor Load = 0 --------------------------------------------------------------------------- Total Load= 51/ PIF Required Width of Footing = 5 r!// ro 0:;' 0 Use: 12-- " wide x t Z " deep w/ / - #4 rebars at top and bottom CONTINUOUS FOOTING at Loading on Continuous Footing: Roof Load = Wall Load = Floor Load = --------------------------------------------------------------------------- Total Load = Required Width of Footing = Use: " wide x " deep w/ #4 rebars at CITY OF LA QUINTA fy u FETY DEPT. APPROVED ,ncAt0TJNS -Rt-"'-'TION DATE.__ Fred Sheu Engineering Project PER rL Y" A it/ Page E z Job # S / 3isSf FOUNDATION DESIGN Allowable Soil Bearing Pressure = / S-00 psf Allowable Point Load at Continuous Footing: 4 x post (minimum) CONT. FTG,:' Q 45 -deg. LS -Bearing Area Pmax = Pa * S * W /144 12" x 12" footing, Pmex = r 50o PAD FOOTING: li ptaolZ 7 J. 7J.r F • G . 2.1 4 • r X43.5" s,3it7`6 Location Load Size Reinforcement CIT BUIL[ FCR ( OF L UIQ NT ING & SAFETy nF - CCI ;;'•, '.; -,'1 7tJ BY VV7 IMPERIALTR i .10MUR CO r&llr. Ron F erilman remodel."A,( d ti 51-208 Marbella Co-'-u--y 771a uinta, CA 92253 Truss Calculations FEB 12 2014- C'N COMMFLAJob # ITL-131135PD TY DE QUIN A VELOPMENT ITL-131135PD 51-208 Marbella Court La Quinta, CA 92253 Mr. Ronald Perilman Owner MY OF LA QUINTA BUILDING & FETY DEPT. APP 1 0 FOR C ° - F -,% .,. ni DATE No. 54111 E. 6_ 3014't ` -RUCT t,4, 2-41134 .H LUMBER SPECIFICATIONS TC: 2x4 OF p2 Be: 2x6OF g18BTR WEBS: 2x4 OF STAND; 2x4 OF q1 A TC LATERAL SUPPORT <= 12'OC. UON. Be LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 0.0' 31.3' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN C18,CN18 (or n0 prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek MT series JT 5: Heel to plate corner = 7.25' s: 14.09.04 GIRDER SUPPORTING 7-04-10 LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING BeTC UNIF UNIF LL 51.2;+DL 70.5= 128.7 PLF 0'- 0.0' TO 14To '- 9.2' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1. 2=(-2384) 163 1- 7=(-141) 2156 7. 2=( 0) 408 3- 4= -1592) 100 8. 9=( -523 1579 8- 3=l -31 1005 4. 5=(-1780) 67 9- 5=( -49) 1580 8- 4=(-268) 50 5- 6=( 72 68 4- 9= -131) 284 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 01- 0.0' -88/ 1292V -63/ 99H 1.50' 2.07 DF ( 625) 13'- 9.2' -166/ 1720V -63/ 99H 5.50' 2.58 DF ( 625) 7-04-10 7-04-10 4-04-06 3-00-04 3-00-04 4-04-06 12 12 5.00 C M -4x6 D 5.00 3 4-02-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.047' @ 7'- 4.6' Allowed = 0.440' MAX TL CREEP DEFL = -0.147' @ 7'- 4.6' Allowed = 0.659' MAX LL DEFL = -0.013' @ 14'- 9.2' Allowed = 0.067' MAX TL CREEP DEFL = -0.034' @ 14'- 9.2' Allowed = 0.100' MAX LL DEFL = 0.085' @ 17'- 3.9' Allowed = 0.174' MAX TL CREEP DEFL = -0.093' @ 17'- 3.9' Allowed = 0.261' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.100' MAX HORIZ. LL DEFL = 0.011' @ 13'- 6.5' MAX HORIZ. TL DEFL = 0.023' @ 13'- 6.5' Design conformsto main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.71, Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. M -3x4 M -3x4 3.0' a M -4x10 0 7 8 9- M-1 .5x4 M -1.5x4 M -3x8 M-1 .5x4 M -3x8 J '7.__Y aF LA CQUINTA L I "' =ll ^ o "u & SAFETY DEPT. 3-02 3-02 4-02-10 13-09-04 M Fo1R°ROVE® 14-09-04 WEDGE REQUIRED AT HEEL(). 2-06 DATE JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - Al Scale: 0.3947 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: A 1 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE • 2/10/2014 • the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5816936 4. No bad should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a norm-canosive environment, TRANS I D : 390720 are complete and at no lime should any bads greater than design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and Installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIANfCA in BCSI, copies of which will be famished upon request.lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII I III IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) a LUMBER SPECIFICATIONS TC: 2x4 OF 92 Be: 2x4 OF k2 WEBS: 2x4 OF STAND; 2x6 OF q1 A TC LATERAL SUPPORT <= 12'OC. UON. Be LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 0.0' 31.3' Unbalanced live loads have been considered for this design. Connector plate prefix designators: C,CN CIS CN18 Sor no prefix) = CompuTrus, Inc M,M2bHS'6 8HS16 , = MiTek MT series 3-11-05 12 5.00 C7, to 4 a 0 1h v - o -- ' o M -3x4 TRUSS SPAN 14'- 9.2' LOAD DURATION INCREASE= 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-04-10 7-04-10 3-05-05 3-05-05 3-11-05 M -4x6 4( 3 , M-1 .5x4 // / / \ \ ! \\ M-1 .5x4 M -3x4 M -3x4 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.o0 3. 4=( -7111 254 8. 5=-1069 378 1. 147 677 3. 8= -100; 2185 4- 5=({ -806 85 8- 4=(-155) 11 5. 6=1 -70; 65 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 01- 0.0' -38/ 556V -65/ 98H 1.50' 0.89 OF ( 625) 13'- 9.2' -109/ 865V -65/ 98H 5.50' 1.30 OF ( 625) 12 a 5.00 M -3x81 IM -3x8 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.074' @ 10'- 10.6' Allowed = 0.440' MAX TL CREEP DEFL = -0.121' @ 10'- 10.6' Allowed = 0.659' MAX LL DEFL = -0.022' @ 141- 9.2' Allowed = 0.067' MAX TL CREEP DEFL = -0.056' @ 14'- 9.2' Allowed = 0.100' MAX LL DEFL = 0.087' @ 17'- 3.9' Allowed = 0.174' MAX TL CREEP DEFL = -0.095' @ 17'- 3.9' Allowed = 0.261' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.077' MAX HORIZ. LL DEFL = 0.007' @ 13'- 6.5' MAX HORIZ. TL DEFL = 0.014' @ 13'- 6.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat .71 Exp .C, MWFRS, interior zone, load duration factor=l.6 „ Truss designed for wind loads in the plane of the truss only. o 0 0 CITY OF LA QUINTA 5-01-11 4-05-14 5-01-11 BUILDING & SAFETY DEPT. 13-09-04 00 P Pfd ®v D 14-09-04 WEDGE REQUIRED AT HEEL(S). I [ON DATE BY JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - A2 Scale: 0.3947 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder end erection centractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: A2 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 20 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construpion 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s the responsibility of the erector. Additional permanent bracing of T o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5816937 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 390720 are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition' of use. S. Design assumes fug bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 8. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPWVECA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. i 111111 VIII VIII VIII VIII VIII II II IIII IIII 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L) -E 10. For basic connector plate design values see ESR -1311, ESR-1988(MTek) EXP. dpq 14 11111111111111 LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF q2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 1210C. JON. BC LATERAL SUPPORT <= 12'OC. JON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 31.3' 0.0' Connector plate prefix designators: C,CN 18,CN18 or no prefix) = CompuTrus, Inc M,M26CS,M18HS,A16 = MiTek MT series 15-00.06 GIRDER SUPPORTING 8-00-00 LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF BC UNIF LL 57.0 +OL 77.0;= 134.0 PLF 068.0 PLF '- 0.0' TO 15To '- 0.4' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. S2 )complete trusses required. oin together 2 ply with 3'x.131 DIA GUN n iIs staggered at: 9oc in 1 rows) throughout 2x4 top chords, 9' oc in 1 row (j s)) throughout 2x4 bottom chords, 9' oc in 1 row s throughout 2x4 webs. 7-11-11 4-01-13 3-09-14 3-02-10 12 M -4x6 5.00 D M -3x4 3 0 O - - _ O - 7 8 1 M -3x4 M -1.5x4 M -3x8 L L L 4-00-01 3-06 3-08-05 L L 2-06 15-00-06 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1- 2=( -70) 66 2- 7=(-134 2354 7. 3=( 0 502 10. 6=(-110) 56 3. 4=(-19121 130 8- 9= 168 7- 94 1336 8- 4= 2328 3-'650 22 0 452 4. 5=(-1726 112 9-10= -94) 1336 8- 5=( -32 506 5. 6= 64 68 9- 5= 0 536 5-10=(-1772 124 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SCAN. (SPECIES 01- 0.0' -159/ 1730V -99/ 107H 5.50' 2.77 OF ( 625) 15'- 0.4' -106/ 1501V -99/ 107H 5.50' 2.40 OF ( 625) 7-00-11 3-10-01 M -3x8 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024' @ -2'- 6.7' Allowed u 0.174' MAX TL CREEP OEFL = -0.026' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = -0.022' @ 4'- 0.0' Allowed = 0.470' MAX TL CREEP DEFL = -0.069' @ 4'- 0.0' Allowed = 0.706' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.047' MAX HORIZ. LL DEFL = 0.009' @ 14'- 8.9' MAX HORIZ. TL DEFL = 0.019' @ 14'- 8.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed, Cat. Exp.C, MWFRS, interior zone, load duration factor=l.6„ Truss designed for wind loads ( in the plane of the truss only. M-1 .5x4 v 0 v 0 M M -195x4 UI t R-1 ,10 Q01NTA QUiLDINU PAFETY DEPT. APPROVED 3 0 R ON TRUCTION DATE BY JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - 81 Scale: 0.3696 WARNINGS:GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: Bi and Warnings before constriction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by s the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/10/2014 - me overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5816938 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 390720 fasteners are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabdcetion, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by TPWVECA In SCSI, copies of whits will be furnished upon request.lines 6. Plates shall be located on both laces of truss, and placed so their center coincide wijoint center lines. IIIIII II II II II VIII IIII VIII I III IIII IIII 9. Digits Indicate e of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1986 (MiTek) iia dAQ114 LUMBER SPECIFICATIONS TC:2x4 OF q2 BC: 2x4 OF k2 WEBS: 2x4 OF STAND; 20 OF q2 A TC LATERAL SUPPORT <= 12 'OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 200C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 31.3' 0.0' Connector plate prefix desi9nat0rs: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek MT series TRUSS SPAN 15'- 0.4' LOAD DURATION INCREASE = 1.25 SPACED 16.0. O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1- 2=( -47) 44 2- 8=( -43) 605 8. 3=( 0) 62 10- 6=(( -72) 345 2- 3= -702 153 8- 9=( -43) 604 3- 9=(-188) 0 12- 6= 0 59 3- 4= -543 157 9-11= 8) 33 9- 4= -333) 128 6.13=i.671 174 4- 5= -960 263 10-12=(-132 595 9-10= -128 611 13- 7=( -62 31 5. 6= -902 241 12-13= -132 595 4-10= 84 393 6. 7=( -78 146 11-10= O 21 10- 5= 32 212 BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -78/ 527V -77/ 33H 5.50' 0.84 OF ( 625) 15'- 0.4' -44/ 381V -77/ 33H 5.50' 0.26 OF (1485) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.063' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.069' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = -0.026' @ 9'- 5.1' Allowed = 0.470' MAX TL CREEP DEFL = -0.074' @ 9'- 5.1' Allowed = 0.706' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.048' MAX HORIZ. LL DEFL = 0.111' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.099' @ 0'- 5.5' 9-11-11 5-00-11 Design conforms to main windforce-resisting system and components and cladding criteria. 3-08-11 3-00-14 3-02-02 2-01-10 2-11-01 Wind: 95 mph, h=15ft TCDL=8.4,BCDL=3.0, ASCE 7.05, Enclosed, Cat .71 Exp.C, MW FRS, 12 interior zone, load duration factor=l.6„ M 4X6 Truss designed for wind loads 5.001 M -3x8 M -1.5x4 in the plane of the truss only. 5 6 7 Note: Legdown not checked for any lateral loads. The desiggn shall be reviewed and approved by v Project En ineer or qualified building designer M -3x6 for lateral load and lateral stability. 0 0 E 73 13 T M -3x4 M -5x10 10 12 3 M -1.5x4 M -3x6 M -3x4 3-06-15 L 2-06 2-06 to 0 C-' A 8 9 11 i 14F M-1 .5x4 M -3x8 M -1.5x4 CITY la BUILDIN 3-00-14 2-09-04 2-08-04 2-11y_0;1 9-07-13 5-04-09 FOh I 15-00-06 DATE JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - B2 Scale: 0.3472 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: -B2 and Warnings before construction commences. building component Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. Incorporation of component is the responsibility of the building designer. DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at te' o.c. respectively unless braced throughout their length by s the responsibildy of the erector. Add t onal pe manent brat ng of continuous sheathing such as plywood sheathing(TC) andlor drywall(BC). DATE • 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5816939 4. No load should be applied to any component until after all bracing and fasteners loads 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 390720 are complete and at no time should any greater than design loads be applied to any component. and are for -dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by B. Plates shall be located on both faces oftruss, and placed so their center In SCSI, copies of which will be famished upon request. lines coincide with joint center lines. VIII II II VIII IIII VIII VIII I III (III IliiTP6VJfCA 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1968 (MireW = LLA QUINTA & SAFETY DEPT. ROVE® INSTRUCTION L:]'1 OF llp0114 zi.oi. y V, LUMBER SPECIFICATIONS TC: 2x4 OF q2 BC: 2x6 OF #2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 31.3' 0.0' Single member as shown. Hangers attached to the bottom chord will have 1.5' max. nail penetration. Connector pplate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,616 = Mi Tek NT series JT 2: Heel to plate corner = 3.25' 15-00-06 GIRDER SUPPORTING 14-09.04 LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL4.0+DL21 BC UNIF LL 121.3;+DL!1;= 148. 269.4 PLF 0'- 0.0' TO 15'- 0.4' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. + Laterally brace to roof diaphragm. 11-09-09 rII Y [cl 4-04-03 3-03-10 3-06-09 0-07-04 3-02-13 8-00 12 5.00 C7, M -4x10 %M -4x4 3 M -5x1 v 5x10 M -3x6 M -6x8 M -3x6 4-02-07 3-03-10 3-08-05 15-00-06 JOB NAME: Mr. Ron and Mrs. Jill Perilman RemodellAddition - B3 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1- 2=( -71) 66 2. 8= -333) 3970 8- 3=( -29) 924 2- 3=(-4410) 386 8. 9= -332) 3922 3- 9=(-1033) 39 3. 4= -3256) 326 9-10= -258) 2266 9. 4=( 24) 917 4- 5=(-2969) 296 10-11=(-258) 2266 9. 5=(-56 902 4. 6= 0 0 10- 5= -32 1049 5. 7=( -62) 68 5.11=(-2968 338 it- 7=( -112 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -270/ 2760V -110/ 105H 5.50' 4.42 OF ( 625) 15'- 0.4' -255/ 2507V -110/ 105H 5.50' 4.01 OF ( 625) VERTICAL DEFLECTION LIMITS:LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = -0.064' @ 4'- 2.4' Allowed = 0.470' MAX TL CREEP DEFL = -0.206' @ 4'- 2.4' Allowed = 0.706' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.141' MAX HORIZ. LL DEFL = 0.019' @ 14'- 8.9' MAX HORIZ. TL DEFL = 0.040' @ 14'- 8.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2 Exp.C, MWFRS, interior zone, load duration factor=l.6 „ Truss designed for wind loads in the plane of the truss only. M -1.5x4 7 T v 0 v 0 I I I _ =5x8 - 11 CF1-Y ( LA QUINTA Rt m niMC, f, SAFETY DEPT. 3-10A PPT;JOVED FOR CONSTRUCTION DA Sea GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at Z o.c. and at 10' o.c, respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTeW Naceow OW ,,,. •4 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes Truss: B3 and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. DES. BY ' BS 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of DATE: 2/10/2014 the overall structure is the responsibilftyof the building designer. 4. No bad should be applied to any component until after all bracing and SEQ. : 5816940 fasteners are complete and at no time should any loads greater than n TRANS ID: 390720 design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility forthe fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWrCA in SCSI, copies of which will be furnished upon request. VIII VIII VIII III IIII IIII VIII IIII IIII MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -Z This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1- 2=( -71) 66 2. 8= -333) 3970 8- 3=( -29) 924 2- 3=(-4410) 386 8. 9= -332) 3922 3- 9=(-1033) 39 3. 4= -3256) 326 9-10= -258) 2266 9. 4=( 24) 917 4- 5=(-2969) 296 10-11=(-258) 2266 9. 5=(-56 902 4. 6= 0 0 10- 5= -32 1049 5. 7=( -62) 68 5.11=(-2968 338 it- 7=( -112 46 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -270/ 2760V -110/ 105H 5.50' 4.42 OF ( 625) 15'- 0.4' -255/ 2507V -110/ 105H 5.50' 4.01 OF ( 625) VERTICAL DEFLECTION LIMITS:LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = -0.064' @ 4'- 2.4' Allowed = 0.470' MAX TL CREEP DEFL = -0.206' @ 4'- 2.4' Allowed = 0.706' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.141' MAX HORIZ. LL DEFL = 0.019' @ 14'- 8.9' MAX HORIZ. TL DEFL = 0.040' @ 14'- 8.9' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2 Exp.C, MWFRS, interior zone, load duration factor=l.6 „ Truss designed for wind loads in the plane of the truss only. M -1.5x4 7 T v 0 v 0 I I I _ =5x8 - 11 CF1-Y ( LA QUINTA Rt m niMC, f, SAFETY DEPT. 3-10A PPT;JOVED FOR CONSTRUCTION DA Sea GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at Z o.c. and at 10' o.c, respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTeW Naceow OW ,,,. •4 LUMBER SPECIFICATIONS TC: 2x4 DF k2 BC: 2x4 OF #2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT <= 1210C. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 31.3' 0.0' Connector plate prefix designators: C,CN C18,CN18 or no prefixl = CompuTrus, Inc M,M26HS,M18HS,M = MiTek MT series C; 0 rA TRUSS SPAN 12'- 3.9' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2)M -1x3 or equal at uprights (LION). 4-01-13 11-11-11 3-06 4-03-14 8-00 12 5.00 (7 M -4x6 M -3x4 3 0 o -- 7 8 1 M -3x4 M -1.5x4 M -3x8 ,L ,L 4-00-01 3-06 4-09-1 2-06 12-03-14 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 3. 4= -5311 215 8- 9=(-93) 758 8. 4= -1110 139 4- 5=(0) 0 8. 6=(-134) 521 4. 6= -453) 197 6- 9=(-462) 295 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01• 0.0' -114/ 719V -100/ 107H 5.50' 1.15 OF ( 625) 12'- 3.9' -140/ 491V -100/ 107H 5.50' 0.79 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = 0.041' @ 8'- 0.0' Allowed = 0.380' MAX TL CREEP DEFL = -0.056' @ 8'- 0.0' Allowed = 0.570' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.060' 00- 3 MAX HORIZ. LL DEFL = 0.004' @ 12'- 2.1' MAX HORIZ. TL DEFL = 0.008' @ 12'- 2.1' 0-04-03 ( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.7 Exp.C, MWFRS, 5 interior zone, load duration factor=1.6 „ /) Truss designed for wind loads J in the plane of the truss only. M -3x4 M -1.5x4 v 0 v 0 M CITY OF LA- QUINTA JUILU`)iLNG & SAFETY DEPT. 1PRO ED FOR CONSTRUCTION Naceow OW 6/x/14 WARNINGS: GENERAL NOTES, unless otherwise noted: - 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: C3 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown •. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by DES. BY: BS the respons bit ty of the ereagr. Add t oral permanent bracing of continuous sheathingor such as plywood i and/or drywall(BC). DATE: 2 / 10 / 2014 - the overall structure is the responsibility of the building designer. y 3. 2x Impact bridgingor lateral bran required where shown ++ required here s SEQ. : 5816941 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a noncorrosive environment, TRANS I D : 390720 are complete and at no lime should any bads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for *dry condition' of use. e. Design assumes full bearing at all supports shown. Shim or wedge it fabrication, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by a. Plates shall be located on Doth faces of truss, and placed so their center TPWVECA in BCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 9.Digitsscosize of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -Z 10. For basic ic connector plate design values see ESR -1311, ESR -1988 (MiTek) Naceow OW 6/x/14 r.• LUMBER SPECIFICATIONS TC: 2x4 OF N2 BC: 2x4 OF q2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 1210C. LON. BC LATERAL SUPPORT <= 1210C. LON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 31.3' 0.0' Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS,Y16 = MiTek MT series TRUSS SPAN 12'- 3.9' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+OL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 9-11-11 2-04-03 4-01-13 3-06 2-03-14 2-04-03 8-00 12 5.00 D 2 M -3x4 0 3 v O O -- 7 C) M -3x4 M_1 .5X4 4-00-01 3-06 L 2-06 12-03-14 M -4x6 M -3x8 M -3x4 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC201O/IBC20O9 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1- 2=( -71) 66 2- 7=( -70 737 7. 3=( 0) 114 3. 4=1-531) 230 8- 9=(-132I 735 62 8- 4= -111 145 4. 5=( 0) 0 8. 6=(-152) 521 4- 6=(-453) 209 6- 9= -462) 217 BEARINGMAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SOAN. (SPECIES) 01- 0.0' -108/ 719V -139/ 107H 5.50' 1.15 OF ( 625) 12'- 3.9' -82/ 491V -139/ 107H 5.50' 0.79 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = 0.035' @ 8'- 0.0' Allowed = 0.380' MAX TL CREEP DEFL = -0.056' @ 8'- 0.0' Allowed = 0.570' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.060' MAX HORIZ. LL DEFL = 0.004' @ 12'- 2.1' MAX HORIZ. TL DEFL = 0.008' @ 12'- 2.1' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat Exp Exp.C, MWFRS, interior zone, load duration factor=l.6 „ Truss designed for wind loads in the plane of the truss only. a 0 v 0 M MC;, i4Iy IOF LA QUINTA BUILDING & SAFETY DEPT. 4-09-13 iAPPRO \ + ED FGR CONSTRUCTION DATE BY JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - C2 Scale: 0.3905 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: C2 and Warnings before construction commences. builoing component. Applicability of design parameters and proper 2. 20 compression web bracing must be Installed where shown +, incorpore Jon of component is the responsibility of the building designer. DES. BY: BS 3. Additional temporary bracing to insure stability during const ction 2. Design assumes the top and bottom chords to be laterally braced at Z o.c, and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(SC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. pd dy g g 3. 2x Impact bridging or lateral bracing required where shown ++ 4 SEQ : 5816942 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in a non-oonosive . TRANS I D : 390720 fasteners are complete and at no time should any bads greater than design loads be applied to any component. 5. CompuT us has no control over and assumes no responsibility for the used environment, and are for'dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge if feDdcatlon, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is famished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWfCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 9. indicate sae of plate m mitres. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E For b 10. For basic connector plate design values see ESR -1311, ESR -1986 (MTeYJ slaceaw EXP. di an4 i11 ii iii LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF k2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12 OC. UON. BC LATERAL SUPPORT <= 12'OC. UON. NOTE: 2x4 BRACING AT 24'OC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED OVERHANGS: 31.3' 0.0' Connector pplate prefix desi nators: C,CN C18,CN18 (or no prefix = CompuTrus, Inc M,M2bHS,M18HS,!]16 = MiTek M series 12.03.14 GIRDER SUPPORTING 8-00-00 LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING BC UNIF LL 57.0;+DL 77.0;= 134.0 PLF 0'- 0.0' TO 12'- 3.9' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. Mcomplete trusses required. together 2 ply with 3'x.131 DIA GUN nails staggered at: 9' oc in 1 rows) throughout 2.4 top chords, 9' oc in 1 rows throughout 2 x 4 bottom chords, 9' oc in 1 row s throughout 2x4 webs. This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1. 2=(( -70) 66 2- 6=(-114) 1810 6- 3=( 0 458 3- 4=(-1310; 184 7. 8= 1 184) 1782 7- 41 670 190 4- 5= -1174) 70 ) 7- 5=( -80 1362 5. 8=(•934 84 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -141/ 1477V -99/ 107H 5.50' 2.36 OF 625 12'- 3.9' -84/ 1212V -99/ 107H 5.50' 1.94 OF 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.026' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = -0.017' @ 81• 0.0' Allowed = 0.380' MAX TL CREEP DEFL = -0.050' @ 8'- 0.0' Allowed = 0.570' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.034' MAX HORIZ. LL DEFL = 0.004' @ 12'- 2.1' MAX HORIZ. TL DEFL = 0.009' @ 12'- 2.1' Design conforms to main windforce-resisting 4-04-03 system and components and cladding criteria. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7.05, 1 d C 2 E C S 7-11-11 E 4-01-13 3-09-14 4-04-03 nc ose , at. xp. --interior zone, load duration factor=l.6„ Truss designed for wind loads 12 in the plane of the truss only. 5.00 r,--- M -4x6 M -3x4 M -3x4 3 v o I? v C.3 o n o v -- - - o -- 6 7 8 0 M -3x4 M -1.5x4 M -3x8 4-00-01 3-06 4 2-06 12-03-14 M -1.5x4 CITY OF LA'QUINTA qk-., r iw'G 0A9ET/ DEPT. 09 X113 i.; A QMIP-00 MIP -00V OR CONSTRUCTION DATE BY JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - C1 Scale: 0.4 8 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: C1 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s Ne responsibii4y of the erector. Add'Nonel para anent breci g of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by conlinuous sheathingsuch as plywood sheathing(TC) andfor drywall(BC). DATE: 2/10/2014 the overall structure's the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ c S EQ 5816943 4. No load should be applied to any component unlit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in a . : TRANS I D : 390720 fasteners are complete and at no time should any loads greater than design loads be applied to any component. used non -corrosive environment, and are for 'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. S. This design is furnished subject to the limitations set forth by S. Plates shall be located on both faces of truss, and placed so their center _ in SCSI, copies of which will be famished upon request. lines coincide with Joint center lines. I VIII VIII II II VIII VIII III I VIII II I IIIITPUWfCA 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) OW 4 Z/io//moi 111111111 LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x6 DF #2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT - 12'OC. LION. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 31.3' 0.0' Connector plate prefix designators: C,CN C18,CN18 (or n0 prefix) = CompuTrus, Inc M,M2611S,MI8HS, 16 = MiTek Mi- series 12.03.14 GIRDER SUPPORTING 8.00.00 LOAD DURATION INCREASE = 1.25 (Non -Rep) TC UNIF (( LOADING BC UNIF LL( 57.0+DL 71.0;= 134.0 PLF 068.0 PLF '- 0.0' TO 12To '- 3.9' V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-08-08 3-07-15 3-11-07 12 5.00 C--' M-1 .5x4 M -1.5x4 M -3x6 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( -71))) 66 2-6=(-136) 1580 3-6= -253) 34 2.3=(-1785) 128 6-7=(-117) 851 6-4= 22 1234 3-4= -1585) 894-7= -1158 87 4-5=( -148) 162 . -120) 50 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SOA N. (SPECIES 01- 0.0' •141/ 1462V -136/ 175H 5.50' 2.34 OF 625 12'- 3.9' -85/ 1227V -136/ 175H 5.50' 1.96 DF 625 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = -0.024' @ 4'- 7.9' Allowed = 0.380' MAX TL CREEP DEFL = -0.077' @ 6'- 6.5' Allowed = 0.570' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.063' MAX HORIZ. LL DEFL = 0.006' @ 12'- 0.4' MAX HORIZ. TL DEFL = 0.013' @ 12'- 0.4' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. 0 0 ui Ty DF L''N UINTA ILDIt C & SAFETY DEPT. APPROVED CONSTRUCTION E3Y vaceow OW asor,I4 M -3x4 6 =M-414 M_ x6 L L 6-06-08 5-09-06 GATE 2-06 12-03-14 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - C4 Scale: 0.4038 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: C4 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibil4y of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEG. : 5816944 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 390720 are complete and at no time should any loads greater than design loads be applied to any component. and are for 'dry condition' of use. -8. Design assumes full bearing of all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the tindtations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWfCA in BCSI, copies of which will be fum shetl upon request. lines coincide with joint center lines. IIIIII VIII VIII IIII VIII VIII VIII IIII IIII 9. Digits Indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( -71))) 66 2-6=(-136) 1580 3-6= -253) 34 2.3=(-1785) 128 6-7=(-117) 851 6-4= 22 1234 3-4= -1585) 894-7= -1158 87 4-5=( -148) 162 . -120) 50 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SOA N. (SPECIES 01- 0.0' •141/ 1462V -136/ 175H 5.50' 2.34 OF 625 12'- 3.9' -85/ 1227V -136/ 175H 5.50' 1.96 DF 625 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = -0.024' @ 4'- 7.9' Allowed = 0.380' MAX TL CREEP DEFL = -0.077' @ 6'- 6.5' Allowed = 0.570' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.063' MAX HORIZ. LL DEFL = 0.006' @ 12'- 0.4' MAX HORIZ. TL DEFL = 0.013' @ 12'- 0.4' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. 0 0 ui Ty DF L''N UINTA ILDIt C & SAFETY DEPT. APPROVED CONSTRUCTION E3Y vaceow OW asor,I4 LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF k2 TC LATERAL SUPPORT <= 1210C. LION. • BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 31.3' 0.0' Con nectorplate prefix des. nators: C, CN,C18,CN18 for no prefix = CompuTrus, Inc M:m20'HS,M18HS,f16 = M.Tek M series 12 5.00 1% 2-06 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - J2 Truss: J2 DES. BY: BS DATE: 2/10/2014 SEQ.: 5816945 TRANS ID: 390720 TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x4 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component unlit after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility forthe fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPVWrCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E 6-00 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER C8C2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=(-71) 66 2-4=(-169) 0 2-3=(-84) 162 BEARING MAX VERT MAX HORZ BRIG REQUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0' -133/ 454V -170/ OH 5.50' 0.73 OF 625 1'- 11.0' -133/ 110V 0/ ON 1.50' 0.18 OF 625 3 8'- 0.0' 0/ 43V 170/ OH 1.50' 0.07 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX TC PANEL LL DEFL = -0.012' @ 1'- 0.8' Allowed = 0.086' MAX TC PANEL TL DEFL = -0.012' @ 1'- 0.8' Allowed = 0.129' MAX BC PANEL LL DEFL = -0.052' @ 3'- 7.4' Allowed = 0.361' MAX BC PANEL TL DEFL = -0.086' @ 4'- 9.4' Allowed = 0.482' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.086' MAX HORIZ. LL DEFL = 0.002' @ 1'- 11.0' MAX HORIZ. TL DEFL = 0.002' @ 1'- 11.0' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=B.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat./2 Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. rn 0 CITY OF LA QUINTA BUILDING & SAFETY DEFT. APPROVED DATE BY Scale: 0.7504 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (Mrrek) • LUMBER SPECIFICATIONS TC: 2x4 DF d/2 BC: 2x4 OF 112 TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12'OC. LION. OVERHANGS: 31.3' 0.0' Connector plate prefix desi nat0rs: C,CN C18,CN18 (or no prefix = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek M series 0 0 12 5.00 C7, TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. M -3x4 3-11-12 2-0s 8-00 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2= -71) 66 2-4=(-146) 0 2-3= -73) 113 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 01- 0.0' -80/ 451V -147/ OH 5.50' 0.72 OF 625 3'- 11.0' -130/ 128V 0/ OH 1.50• 0.20 OF 625 81- 0.0' 0/ 49V -147/ OH 1.50' 0.08 DF ( 625 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.130' MAX BC PANEL LL DEFL = -0.094' @ 3'- 7.4' Allowed = 0.361' MAX TC PANEL TL DEFL = -0.031' @ 2'- 2.3' Allowed = 0.347' MAX BC PANEL TL DEFL = -0.136' @ 4'- 2.4' Allowed = 0.482' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.136' MAX HORIZ. LL DEFL = 0.002' @ 3'- 11.0' MAX HORIZ. TL DEFL = 0.002' @ 3'- 11.0' Design conforms to main windfbrce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCOL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat./2 Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. to C1_r'( QF LIA QU, (VI q BU!! DING & lz,AFETY DEPT. E 'R Q'9' RUCTION DATE BY JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - J4 Scale: 0.6254 WARNINGS: GENERAL NOTES, unless otherwise noted: ' 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: J 4 and Warnings before construction commences. building component Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. inu:4mt on of component is the responsibility of the building designer. DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Y o.c. and at 10' o.c. respectively unless braced throughout their length by a the responsibil ty or the erector. Atld coal permanent brat ng of continuous sheathing such as plywood sheathing(M) and/or drywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5816946 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses am to be used In a non -corrosive environment, TRANS I D : 390720 fasteners are complete and at no time should any loads greater then design loads be applied to any component and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on bothfaces of truss, and placed so their center 7PUWfCA in BCSI, copies of which will be furnished upon request. coincide linesDigit coincide with joint center lines. to IIIIII II II VIII I IIII I VIII VIII IIII IIII 9. Digits indicate size of plate ruches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) EXP. dj4 z/ioii4i LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' TC: 2x4 OF H2 LOAD DURATION INCREASE = 1.25 BC: 2x4 OF N2 SPACED 24.0. O.C. TC LATERAL SUPPORT - 12'OC. UON. LOADING BC LATERAL SUPPORT - 12 .00. UON. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF OVERHANGS: 31.3' 0.0' TOTAL LOAD = 41.0 PSF Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN C18,C 18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. M,M2bHS,M18HS, 16 = MiTek M series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-0s 6-11-12 12 5.00 C' M -3x4 8-00 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER COC20101IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( -71 ) 66 2-4=(-111) D 2-3=(-108) 88 BEARING MAX VERT MAX HORZ ERG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -74/ 532V -112/ OH 5.50' 0.85 OF 625 6'- 11.0' -67/ 204V 0/ OH 1.50' 0.33 OF 625) 81- 0.0' 0/ 69V -112/ OH 1.50' 0.11 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.030' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.045' MAX TC PANEL LL DEFL = -0.183' @ 3'- 5.3' Allowed = 0.448' MAX TC PANEL TL DEFL = -0.293' @ 3'- 11.3' Allowed = 0.672' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.231' MAX HORIZ. LL DEFL = 0.002' @ 6'- 11.0' MAX HORIZ. TL DEFL = 0.002' @ 6'- 11.0' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat. I2 Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. u2 N O Cl) ITY OF LA. QUI_ NTA JILDING & SAFETY DEPT. APPROVID FOR CONSTRUCTION DATE -_ BY JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - J6 Scale: 0.5504 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual C Truss: J6 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to De laterally braced et 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent brecing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ • SEQ. : 5S 16947 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in a non environment, TRANS I D : 390720 fasteners are complete and at no time should any loads greater than design loads be applied to any component. used -corrosive and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWTCA in BCSI, copies of which will be furnished upon request lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 9.Digits indicate size of plate in inches.MiTek USA, Inc9CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) NQ 00=4 sp 4 LUMBER SPECIFICATIONS TC: 2x4 OF q2 BC: 2x4 DF q2 TC LATERAL SUPPORT <= 12'OC. UON. r BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 31.3' 0.0' Connector plate prefix desi99nat0rs: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek NT series o 0 2-06 12 5.00 E7, M -3x4 TRUSS SPAN 8'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL. REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. `ASUK 8-00 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - J8 Scale: 0.5504 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual 0 Truss: J8 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. 3. Add'Aionet temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY : BS s Ue responsibil ty of the erector. Add t onal permanent bratlng of 2' o.c. and at 10' o.c. respectively unless bra throughout (heir length by continuous sheathing such as plywood sheathing(TC) andlor drywall BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown - c cn S EQ 5816948 4. No load should be applied to any component unfit after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in a non -corrosive environment, .: TRANS I D : 390720 fasteners are complete and at no time should any loads greater than design loads be applied to any component. used and are for "dry condhion' of use. B. Design assumes full Dearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the De. fabrication, handling, shipment and installation ofcomponents. 7. Designsign assumes adequate drainage is provided. 8. This design is famished subject to the limitations set forth by 8. Plates shall be located on both feces of truss, and placed so their center in BCSI, copies of which will be fpm shed upon request lines coincide with joint center lines. IIIIII VIII VIII VIII VIII VIII VIII II I IIIITPWVECA 9. Digits Indicate size of plate m inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For bask connector plate design values see ESR -1311, ESR -1988 (MTek) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( -71) 66 2-4=(-99) 0 2.3=(-122) 96 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO IN. (SPECIES) 01- 0.0' -79/ 560V -100/ ON 5.50' 0.90 OF ( 625) 7'- 11.0' -43/ 230V 0/ ON 1.50' 0.37 OF ( 625) 81- 0.0' 0/ 79V -100/ ON 1.50' 0.13 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX TC PANEL LL DEFL = -0.266' @ 4'- 2.4' Allowed = 0.520' MAX TC PANEL TL DEFL = -0.501' @ 4'- 5.9' Allowed = 0.780' RECOMMENDED CAMBER (BASED ON OL DEFL= 0.317' MAX HORIZ. LL DEFL = 0.002' @ 7'- 11.0' MAX HORIZ. TL DEFL = 0.002' @ 7'- 11.0' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed, Cat.2 Exp.C, MWFRS, interior zone, %oad duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. iY F LA QUINTA IIS-D'NO & SAFETY DEPT. APPROVED FOR CONSTRUCTION -----._ BY faceow OW LUMBER SPECIFICATIONS TC: 2x4 OF p2 BC: 2x4 OF k2 TC LATERAL SUPPORT - 12'OC. UON. Y BC LATERAL SUPPORT - 12'OC. LION. OVERHANGS: 31.3' 0.0' Connector plate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek M series 4 0 0 TRUSS SPAN 9'-" 11.7' LOAD DURATION INCREASE = 1.25 - SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2- -71) 66 2.5=(0) 0 2-3=(-104) 114 3-4=(.136) 36 BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -75/ 525V -116/ OH 5.50' 0.84 OF 625 7'- 11.2' -86/ 515V 0/ OH 1.50' 0.66 OF 625; 7'- 11.2' 0/ 68V 0/ OH 1.50' 0.11 OF ( 625) 9'- 11.7' -95/ 6V -116/ OH 1.50' 0.01 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -21- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX BC PANEL LL DEFT = -0.156' @ 3'- 7.4' Allowed = 0.361' MAX TC PANEL TL DEFL = -0.269' @ 3'- 10.9' Allowed = 0.782' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.188' MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' Designconforms to main windforce-resisting system and components and cladding criteria. ICDL=4.2, ASCE 7.05, URS, ion factor=1.6 „ lads only. JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - JIG Scale: 0.4833 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: J 1 0 and Mmings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown *. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords berouplaterally braced at DES. BY: BS is the responsibility of the erector. Additional permanent bracing of c and et 10' o.c. such asrespectily unless braced throughout their length by 2' continuous continuous sheaNing such as plywood shealhing(TC) enNord ywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ L+ S EQ : 5816949 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, . TRANS I D : 390720 are complete and at no time should any loads greater than design loads be applied to any component. and are for'dry cordhion' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsib lity for the necessary. fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of which will be famished upon request. lines coincide with joint center IIIIII IIID II II II I VIII VIII VIII II I IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./COnlpuTfus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1888 (MTeW pip X14 LUMBER SPECIFICATIONS TC: 2x4 OF k)2 BC: 2x4 OF k2 TC LATERAL SUPPORT - 12'OC. UON. BC LATERAL SUPPORT r- 12'OC. UON. OVERHANGS: 31.3' 11.7' Connector plate prefix designators: C,CN CI81CI418 Sor no prefix) = CompuTrus, Inc M,M26HS,1118HS, 16 = MiTek M series 0 0 TRUSS SPAN 12'- 0.0' LOAD DURATION INCREASE = 1.25 SPACED 24.0. O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2- -71) 66 2.6=(0) 0 2-3= -105) 113 3-4= -136) 39 4.5= -25) 26 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO IN. SPECIES 01- 0.0' -75/ 526V -141/ OH 5.50' '0.84 6F( 625 7'- 11.2' -89/ 494V 0/ OH 1.50' 0.63 OF ( 625 7'- 11.2' 0/ 68V 0/ OH 1.50' 0.11 OF ( 625) 121- 0.0' -43/ 151V -141/ OH 1.50' 0.19 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = 0.002' @ 12'- 11.7' Allowed = 0.065' MAX TL CREEP DEFL = -0.003' @ 12'- 11.7' Allowed = 0.097' MAX TC PANEL LL DEFL = -0.175' @ 3'- 7.4' Allowed = 0.522' MAX TC PANEL TL DEFL = -0.280' @ 3'- 10.9' Allowed = 0.782' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.184' MAX HORIZ. LL DEFL = 0.002' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.002' @ 0'- 5.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8. 4,BCDL=4.2, ASCE 7-05, Enclosed, Cat. Exp.C, MWFRS, interior zone, load duration factor=1.6„ Truss designed for wind loads in the plane of the truss only. 2-06 8-00 1PROVIDE FULL BEARINGaJts:2 3 6 4 4-11-11 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - J12 Truss: J12 DES. BY: BS DATE: 2/10/2014 SEQ.: 5816950 TRANS ID: 390720 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after ail bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPVWrCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E TY old LA QUINTA ILDIN G & SAFETY DEPT. AF PROVED FOR CONSTRUCTION BY Scale: 0.4074 F GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at Z 0.c. and at 10' o.c. respectively unless braced throughout their length by yyy continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 4 5. Design assumes trusses are to be used in a non -corrosive environment, W and are for "dry condition' of use. 6. Design full assumes bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. ..N 8. Plates shall be located on both faces of truss, and placed so their center M4+y lines coincide with joint center lines. O K y 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) LUMBER SPECIFICATIONS TC: 2x4 OF k2 BC: 2x4 OF q2 TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 31.3' 0.0' Connector pplate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek 11series TRUSS SPAN 14'- 11.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REOUIREMENTS OF CBC 2010 NOT BEING NET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by IMPERIAL TRUSS AND LUMBER 2-06 8-00 PROVIDE FULL BEARINGmJts:2 3 6 4 5 6-11-11 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - J14 Truss: J14 DES. BY: BS DATE: 2/10/2014 SEQ.: 5816951 TRANS ID: 390720 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPYW TCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX BC PANEL LL DEFL = -0.153' @ 3'- 7.4' Allowed = 0.361' MAX TC PANEL TL DEFL = -0.282' @ 3'- 10.9' Allowed = 0.782' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.185' MAX HORIZ. LL DEFL = 0.003' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.003' @ 0'- 5.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed, Cat./2 Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. FY LAQUINTA -D! N 1201 & SAFETY DEPT. A DROVED OR CONSTRUCTION BY Scale: 0.3631 CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicabilityof design parameters and proper 1-2=( -71) 66 2-6=(0) 0 2. Design assumes the top and bottom chords to be laterally braced at 4 6 2' o.c. and at 10' o.c. respectively unless braced throughout their length by 2-3=(-105) 113 y + 3. 2x Impact bridging or lateral bmcing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. sa O 4 5. Design assumes trusses are to be used in a non -corrosive environment, 3.4= -135) 39 assumes at all supports shown. or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center 4.5=(-158) 26 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES 0'- 0.0' -75/ 526V -158/ OH 5.50' 0.84 OF ( 625) 7'- 11.2' -87/ 486V 0/ OH 1.50' 0.62 OF ( 625) 7'- 11.2' 01 68V 0/ OH 1.50' 0.11 OF ( 625) 11'- 11.2' -50/ 196V 0/ OH 1.50' 0.25 OF 625 14'- 11.7' -36/ 97V -158/ OH 1.50' 0.16 OF 625 2-06 8-00 PROVIDE FULL BEARINGmJts:2 3 6 4 5 6-11-11 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - J14 Truss: J14 DES. BY: BS DATE: 2/10/2014 SEQ.: 5816951 TRANS ID: 390720 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPYW TCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX BC PANEL LL DEFL = -0.153' @ 3'- 7.4' Allowed = 0.361' MAX TC PANEL TL DEFL = -0.282' @ 3'- 10.9' Allowed = 0.782' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.185' MAX HORIZ. LL DEFL = 0.003' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.003' @ 0'- 5.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed, Cat./2 Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. FY LAQUINTA -D! N 1201 & SAFETY DEPT. A DROVED OR CONSTRUCTION BY Scale: 0.3631 ' GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicabilityof design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 4 6 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). y + 3. 2x Impact bridging or lateral bmcing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. sa O 4 5. Design assumes trusses are to be used in a non -corrosive environment, 6 and are for *dry condftton' of use. 6. Design full bearing Shim assumes at all supports shown. or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center y. lines coincide with joint center lines. OF size of plate in inches. 9. =connector 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.6' TC: 2x4 DF H2 LOAD DURATION INCREASE = 1.25 BC: 2x4 OF q2 SPACED 24.0' O.C. TC LATERAL SUPPORT - 12'OC. UON. LOADING BC LATERAL SUPPORT - 12'OC. UON. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF OVERHANGS: 31.3' 0.0' TOTAL LOAD = 41.0 PSF Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek M series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. o 0 2-06 5-11-12 12 5.00 C--' _ M -3x4 7-04-10 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - JAB Scale: 0.5772 WARNINGS:GENERAL NOTES, unlessothetwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: JA6 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector. Additional permanent bracing of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5816952 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 390720 are complete and at no time should any loads greater than design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation on of components. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of which will be famished upon request. lines coincide with joint center lines. IIIIII VIII VIII VIII IIII VIII I I I IIII IIII 9. Digits indicate sae of plate in incites. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1.2=(a1) 66 2-4=(-110) 0 2.3=(-95) 90 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -75/ 500V -111/ OH 5.50' 0.80 OF 625 5'- 11.0' -71/ 175V 0/ OH 1.50' 0.28 OF 625j 7'- 4.6' 0/ 59V -111/ OH 1.50' 0.09 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.043' MAX TL CREEP DEFL = 0.000' @ 01- 0.0' Allowed = 0.064' MAX BC PANEL LL DEFL = -0.122' @ 3'- 4.3' Allowed = 0.331' MAX BC PANEL TL DEFL = -0.158' @ 3'- 7.5' Allowed = 0.441' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.100' MAX HORIZ. LL DEFL = 0.002' @ 5'- 11.0' MAX HORIZ. TL DEFL = 0.002' @ 5'- 11.0' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft, TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat.2 Exp.C, MWFRS, interior zone, load duration factor=l.6„ ( Truss designed for wind loads in the plane of the truss only. u7 rn 0 N C"ITY OF I ()UIN TA BUIL ,IG & SAFE - Y DEPT. FOR CONSTRUCTION BY DAVE tic COM04 Ep 0W4 LUMBER SPECIFICATIONS TRUSS SPAN 7'- 4.6' TC: .2x4 OF N2 LOAD DURATION INCREASE = 1.25 BC: 2x4 OF H2 SPACED 24.0' O.C. TC LATERAL SUPPORT - 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF OVERHANGS: 31.3' 0.0' TOTAL LOAD = 41.0 PSF Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C, CN C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. M,M26HS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 5.00 C--' M -3x4 3-11-12 2-06 1PROVIOF FULL B 7-04-10 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - JA4 Scale: 0.6272 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: JA4 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building tlesigner. DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally brecetl et Z o.c. and at 10' O.C. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). . DATE 2 / 10 / 2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ.: 5816953 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 390720 fasteners are complete and at no time should any bads greater than design bads be applied to any component and are for'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication,, handling, shipment and installation on of components. 7. Design assumes adequate drainage is provided. 6. This design is hrmished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIM/TCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. IIIIII VIII VIII VIII VIII II II I III IIII IIII 9.Digits Indicate size of plate in inches.MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E 10. For basic connector plate design values see ESR -1311, ESR-1988(MTek) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=(-71) 66 2-4=(-134) 0 2.3=(-74) 99 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -81/ 450V -134/ OH 5.50' 0.72 OF ( 625 3'- 11.0' -112/ 124V 0/ OH 1.50' 0.20 DF ( 625 7'- 4.6' 0/ 46V -134/ OH 1.50' 0.07 OF ( 625 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL =0.000' @ 0'- 0.0' Allowed = 0.109' MAX BC PANEL LL DEFL = .0.083' @ 3'- 4.3' Allowed = 0.331' MAX BC PANEL TL DEFL = -0.103' @ 3'- 7.5' Allowed = 0.441' MAX BC PANEL TL DEFL = -0.052' @ 4'- 1.9' Allowed = 0.441' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.060' MAX HORIZ. LL DEFL = 0.002' @ 3'- 11.0' MAX HORIZ. TL DEFL = 0.002' @ 3'- 11.0' Design conforms to main wind force -resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed,Cat. Exp.C, MWFRS, interior zone,load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. or BUILDING & SAFETY DEPT. ,I PRS/ V ED FOR CONSTRUCTION BY vacemll VW 0 4 11111111111111 LUMBER SPECIFICATIONS Scale: 0.7522 TRUSS SPAN 7'- 4.6' TC: 2x4 OF k2 GENERAL NOTES, unlessotherwise noted: LOAD DURATION INCREASE = 1.25 BC: 2x4 OF #2 1. This design is based only upon the parameters shown and is for an individual SPACED 24.0' O.C. TC LATERAL SUPPORT <= 12'OC. UON. LOADING li BC LATERAL SUPPORT <= 12'OC. LION. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DL ON BOTTOM CHORD = 7.0 PSF OVERHANGS: 31.3' 0.0' 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). TOTAL LOAD = 41.0 PSF Connector plate prefix designators: 3. 2x Impact bridging or lateral bracing required where shown ++ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN C18,CN18 (or no prefix) = CompuTrus, Inc REOUIREMENTS OF CBC 2010 NOT BEING MET. N,M26HS,M18HS, 16 = MiTek M series 5. CompuTrus has no control over and assumes no responsibility for the necessary. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP fabrication, handling. shipment and installation of components. 7, Design assumes adequate drainage is provided. AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 5.00 C--' 0 v • o 0 2 1 M -3x4 2-06 7-04-10 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - JA2 Scale: 0.7522 WARNINGS: GENERAL NOTES, unlessotherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: JA2 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component Is the responsibility of the building designer. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s the responsibil ty of lite erector. Add t onal pe manent brat ng of 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5816954 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 390720 are complete and at no time should any bads greater than design bads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling. shipment and installation of components. 7, Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPWVICA In SCSI, copies of which will be famished upon request. Tines coincide with joint center lines. IIIIII I III II II IIII VIII VIII VIII IIII IIII 9.Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MiTek) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=(-71 66 2.4=(-157) 0 2-3=(-88 145 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' .129/ 456V -1581 OH 5.50' 0.73 OF 625 1'- 11.0' -120/ 98V 0/ OH 1.50' 0.16 OF 6251 7'- 4.6' 0/ 40V -158/ OH 1.50' 0.06 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX TC PANEL LL DEFL = -0.012' @ 1'- 0.8' Allowed = 0.086' MAX TC PANEL TL DEFL = -0.011' @ 1'- 0.8' Allowed = 0.129' MAX BC PANEL LL DEFL = .0.046' @ 3'- 4.3' Allowed = 0.331' MAX BC PANEL TL DEFL = -0.062' @ 3'- 7.5' Allowed = 0.441' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.061' MAX HORIZ. LL DEFL = 0.002' @ 1'- 11.0' MAX HORIZ. TL DEFL = 0.002' @ 1'- 11.0' Designconforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed, Cat. Exp .C, MWFRS, interior zone, load duration factor=l.6 „ Truss designed for wind loads in the plane of the truss only. CITY OF LA CMINTA BUILDING & SAFETY DEPT. FOR CONSTRUCTION EXP. ap0114 LUMBER SPECIFICATIONS TC: 2x4 OF q2 BC: 2x4 OF k2 _ TC LATERAL SUPPORT - 12'OC. LION. i BC LATERAL SUPPORT <= 12'OC. UON. OVERHANGS: 31.3' 0.9' Connector pplate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek MT series IV TRUSS SPAN 7'- 4.6' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-06 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( -71) 66 2.4=(0) 0 2-3=(-114) 102 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -78/ 539V -96/ OH 5.50' 0.86 OF 625 7'- 3.9' 0/ 72V 0/ OH 1.50' 0.12 OF 625; 7'- 4.6' -41/ 212V -96/ OH 1.50' 0.34 OF ( 625) 7-04-10 0-00-14 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/ Addition - JA -CL Scale: 0.5723 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contmclor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: JA -CL end Warnings before construction commences. building component. Applicability of design parameters and proper 2. aro compression web bracing must be Installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY: BS 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their length by is the esponsibil ty of the erector. Add oral permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. 5816955 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, : TRANS I D : 390720 fasteners are complete and at no time should any bads greater than design loads be applied to any component. and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling,necessary. shipment and installation of components. 7. Design assumes adequate drainage is provided. 6. This design is fumished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWTCA in BCSI, copies of whluYt will be fumishetl upon request. Tines coincide with joint center lines. IIIIII I II VIII III I VIII VIII VIII IIII IIII 9.Oigs5 indicate size of plate to inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) VERTICAL DEFLECTION LIMITS:LL=L/360, TL=L/240 MAX LL DEFL = 0.094' @ -2'- 6.7' Allowed = 0.174' MAX TL CREEP DEFL = -0.103' @ -2'- 6.7' Allowed = 0.261' MAX LL DEFL = 0.000' @ 0'- 0.0' Allowed = 0.005' MAX TL CREEP DEFL = 0.000' @ 0'- 0.0' Allowed = 0.007' MAX TC PANEL LL DEFL = -0.216' @ 3'- 7.6' Allowed = 0.477' MAX TC PANEL TL DEFL = -0.351' @ 4'- 2.0' Allowed = 0.716' RECOMMENDED CAMBER (BASED ON OL DEFL)= 0.223' MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat. 71 Exp C' MWFRS, interior zone, load duration factor=l.6 „ Truss designed for wind loads in the plane of the truss only. Ln 0 to 0 M GTY OF LA. OU I NTA BqILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE BY Naceow EV dF 4 Z/moo// I LUMBER SPECIFICATIONS Scale: 0.8163 TRUSS SPAN 3'• 11.7' TC:. 2x4 OF #2 GENERAL NOTES, unless otherwise noted: LOAD DURATION INCREASE = 1.25 v BC: 2x4 OF #2 1. This design is based only upon the parameters shown and is for an individual SPACED 24.0' O.C. TC LATERAL SUPPORT <= 1210C. UON. - LOADING BC LATERAL SUPPORT <= 1210C. UON. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF 3. Additionet temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by OL ON BOTTOM CHORD = - 7.0 PSF OVERHANGS: 25.3' 0.0' TOTAL LOAD = 41.0 PSF Connector plate prefix desi999nators: the overall structure is the responsibility of the building designer. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN C18,C 18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF CBC 2010 NOT BEING MET. TRANS I D : 390720 M,M26HS,M18HS, 16 = MiTek MT series and are for *dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP fabrication, handling, shipment and installation of components. 12 AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 5.00 C--' 8. Plates shall be located on both faces of truss, and placed so their center Ki 2-00 2-00 1-11-11 IPROVIDF FULL RFARING,Jts,2.4 31 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - S2 Scale: 0.8163 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: S2 and Warnings before construction commences. building component. Applicability ofdesign parameters and proper 2. 2x4 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY: BS 3. Additionet temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by is the res nsibilil of the erector. Additional permanent brad of Po Y Pe n9 continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5816956 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, TRANS I D : 390720 are complete and at no time should any loads greater than design loads be applied to any component. and are for *dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no control over and assumes no responsibility for the necessary. fabrication, handling, shipment and installation of components. Design assumes adequate drainage is provided. gn famished subject7. 8. This design k to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of which will be famished upon request.lines coincide with joint center lines. IIIIII VIII VIII VIII VIII IIII VIII IIII IIII 9. Digits indicate size of plate in inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR•1988 (MTep This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1.2=(-57 53 2-4=(0) 0 2.3=(•67 60 8EAR ING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -100/ 403V -62/ ON 5.50' 0.64 OF 625 1'- 11.2' -47/ 50V 0/ ON 1.50' 0.08 OF ! 625; 3'- 11.7' -18/ 101V -62/ ON 1.50' 0.16 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.040' @ -2'- 0.7' Allowed = 0.141' MAX TL CREEP DEFL = -0.043' @ -2'- 0.7' Allowed = 0.211' MAX BC PANEL LL DEFL = -0.006' @ 1'-• 0.9' Allowed = 0.061' MAX BC PANEL TL DEFL = -0.006' @ 1'• 0.9' Allowed = 0.082' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.025' MAX HORIZ. LL DEFL = 0.000' @ 0'• 5.5' MAX HORIZ. TL DEFL = 0.000' @ 1'- 11.2' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7-05, Enclosed, Cat./L Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. CITY OF LA QUI1 STA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE _--- BY 111111111111 T LUMBER SPECIFICATIONS TC: 2x4 OF k2 y BC: 2x4 OF k2 TC LATERAL SUPPORT <= 12'OC. UON. A BC LATERAL SUPPORT <= 1210C. UON. OVERHANGS: 25.3' 0.0' Connector plate prefix desi nators: C,CN C18,CN18 Sor no prefix = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek M series Y oT v 0 0 TRUSS SPAN 5'- 11.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF OL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 12 5.00 ( This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1.2= -57) 53 2-4=(0) 0 2-3= -95) 83 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -101/ 404V -79/ ON 5.50' 0.65 OF 625 1'- 11.2' 0/ 134V 0/ ON 1.50' 0.21 OF 625) 5'- 11.7' 33/ 154V -79/ ON 1.50' 0.25 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=LI240 MAX LL DEFL = 0.040' @ -21- 0.7' Allowed = 0.141' MAX TL CREEP DEFL = -0.043' @ -2'- 0.7' Allowed = 0.211' MAX BC PANEL LL DEFL = -0.008' @ 1'- 0.9' Allowed = 0.061' MAX BC PANEL TL DEFL = -0.009' @ 1'- 0.9' Allowed = 0.082' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.051' MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.001' @ 1'- 11.2' ^"force -resisting adding criteria. L=4.2, ASCE 7.05, IS, factor=1.6„ I ly. JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - S4 Scale: 0.6797 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual L+ Truss: $4 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2x4 compression web bracing must be installed where shown +, incorporation of component is the responsibility of the building designer. DES. BY: BS 3. Additional temporary bracing to Insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at Z o.c. and at 10' o.c. respectively unless braced throughout their length by is the responsibility of the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ L+ S EQ : 5816957 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, . n TRANS I D : 390720 are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the and are for "dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if febdcetion, handling, shipment and installation of components. necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of which will be famished upon request. lines coincide with joint center lines. IIIIII I II VIII I III VIII II II I III IIII IIII 9.Digits indicate size of plate in intoes. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTek) waceow EXP. 4A 4 • LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2 x 4 OF k2 TC LATERAL SUPPORT <= 12'OC. LION. BC LATERAL SUPPORT <= 1210C. LION. OVERHANGS: 25.3' 0.0' Connector pplate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M26HS,M18HS, 16 = MiTek M series { c a 0 0 TRUSS SPAN 7'- 11.7' LOAD DURATION INCREASE = 1.25 SPACED 24.0' O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 7.0 PSF TOTAL LOAD = 41.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2010 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 2-00 2-00 5-11-11 JOB NAME: Mr. Ron and Mrs. Jill Perilman Remodel/Addition - S6 Scale: 0.5715 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an individual Truss: S6 and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 20 compression web bracing must be installed where shown +. incorporation of component is the responsibility of the building designer. DES. BY • BS 3. Additiotemporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' O.C. respectively unless braced throughout their length by ' y onal is theresponsibility the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywall(BC). DATE: 2/10/2014 the overall structure is the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ SEQ. : 5816958 4. No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. S. Design assumes trusses are to be in TRANS I D : 390720 fasteners are complete and at no time should any bads greater Nen design loads be applied to any component. used a non -corrosive environment, and are for 'dry condition' of use. S. Design assumes full bearing at all supports shown. Shim or wedge if 5. CompuTrus has no central over and assumes no responsibility for the necessary. - fabrication, handling, shipment and installation of components. 7. Design assumes adequate drainage ispros 8. This design is famished subject to the limitations set forth by a. Plates shall be located on both faces of truss, and placed so their center TPUWfCA in SCSI, copies of whit)) will be furnished upon request lines coincide with joint center lines. IIIIII VIII II II I III VIII VIII I III IIII IIII 9. bsindicate size plate MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E cinches. For 10. For basic connector plate design values see ESR -1311, ESR -1988 (MTeY) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2010/IBC2009 MAX MEMBER FORCES 4W /GDF/Cq=1.00 1-2=( 57 53 2-4=(0) 0 2-3=(-126; 94 BEARING MAX VERT MAX HORZ BRG REOUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 01- 0.0' -98/ 361V -95/ ON 5.50' 0.58 OF 625 1'- 11.2' -23/ 264V 0/ OH 1.50' 0.42 OF 625` 7'- 11.7' -451 206V -951 OH 1.50' 0.33 OF ( 625) VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.040' @ -2'- 0.7' Allowed = 0.141' MAX TL CREEP DEFL = -0.043' @ -2'- 0.7' Allowed = 0.211' MAX BC PANEL LL DEFL = -0.010' @ 1'- 0.9' Allowed = 0.061' MAX BC PANEL TL DEFL = -0.015' @ 1'- 0.9' Allowed = 0.082' RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.183' MAX HORIZ. LL DEFL = 0.001' @ 0'- 5.5' MAX HORIZ. TL DEFL = 0.001' @ 0'- 5.5' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 95 mph, h=15ft TCDL=8.4,BCDL=4.2, ASCE 7.05, Enclosed, Cat.71 Exp.C, MWFRS, interior zone, load duration factor=1.6 „ Truss designed for wind loads in the plane of the truss only. r2 r` 0 co CITY OF LA- QUINTA BUILDING & SAFETY CON V-0114 LO SDATE BY t; - • •..I - Ak 0 r P • ES. E-valuati©n Report EcR-1988* Reissued December 1, 2010 This report is subject to renewal in two years. vvwwJac-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council' DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: TL18, MT18, MT18HSTm, M18SHST11, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: * 2009 International Building Code (2009 IBC) ■ 2009 Intemational Residential Code (2009 IRC) ■ 2006 international Building Code® (2006 IBC) * 2006 Intemational Residential Code (2006 IRC) 1997 Uniform Building CodeT"^ (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek0TL18 and MT18: Models TL18 and MT18 metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 -mm)), ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 i ch thickness on each side (0x01°3=rrim)) and having a base -metal thickness of 0.0456 inch (1.16 mm). T,he( fates have teeth 'le inch (9.5 mm) lolngrpunched in parrs formed at right angles to the face of t�1e parent etal, so that two teeth.per hole occur along the, length. The tspacing a'�ong the longitudinal direction of eac; punch slot ;K Irina (25.4 mm) on center. The transvers �c�,�hteV n�s� or adiacent slots are staggered 0.10 inch ��2.54 mm). 9h! distance between longitudinal c interline J oi�t.Q slots i; 0.25'inch (6.35 mm). There are eight teeth P -4r square-taci (645 mm2) of surface area. Pla es2re ava6e ir�Tt/incl ( 12.7 mm) width increments, u I to 12 inc�s B0� and lengthwise in 1 -inch (25.4 m multipl si ezclure for details. 06 6 Q Z m► 3.2 MiTek0 MT18HS-: Miodel MT 18HS'r" ' metal truss connector plates are manufactured from minimum No. 18 gage 10.0466 inch total thickness (1.18 mm)), ASTM A 653, Grade 60, high-strength, low -alloy steel (HSLAS) with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0456 inch (1.16 mm). The plate has teeth 318 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25.inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in '/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek® M18SHSTm: Model M18SHST" metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 -inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the requirements of ASTM A 653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 318 -inch -long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in '/2 -inch -width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek TL20 and MT201: Models TL20 and MT20Tm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and 'having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the lenoth. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on April 2011 !CC -ES EVOlaattpn Reports are not to be constror representing aesthenes or anv er uurihme.c not .<pecifically oddresced, nor are they to he construed as an endorsement of'the subject oJ'the report or Lammerrda n or is usc•. There is no warranty by WU Evaivaunn Service. LLC. express or implied. as to any finding or other matter to this resort, or as to any product covered qv the report o<s nn == Paoe 1 of 3 Copyright 0 2011 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek). PROFESS/01 I NO.(40806 EXP. 3/31/15 ATF CF CAL F FOR GABLE ENDS UNDER 6'-1" IN HEIGHT C❑m uT is, Inc. P "MINIMUM GABLE STUD GRADE - 2x4 STUD GRADE DOUG -FIR Custom Software Engineering Manufacturing (2) ('ARI F FNn BRACING FOR GABLE END FILE NO: GABLE 9OC (- 6'-1") DATE: 07/01/09 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 NCE AT 16-0" o.c. OR AT RLINE. ATTACH WITH 16d ;HOWN IN (). RAL NTE M-2. Q pFESS/04" JOHN, Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: 90 mph, h=30ft max, ASCE 7-05, Enclosed, Cat.2, Exp -C, gable end zone, load duration factor=1.6 M -2.5x4 `k: No. 90806 EXP. 3/3'1/15 co" 4//1/3 Q EdG P OF cmJ11 \ CUTOUT FOR 4x2 OUTLOOKER OFF STUD CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CITE( OF LA QUINTA BU1LUMN oPP14 LooN DEPT. 1x4 ADD-ON. ATTACH WITH 8d NAILS AT T o.c. 42 OUTLOOKER DETAILS R OVER STUD Z' CompuTc-us, enc. FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. RIDGE gl;t7 BLOCK arwr u owi.n 7 ON ENGINEERING _ OQ OFi E pv l FILE NO: CALIF HIP DETAIL DATE: 07/23/08 REF: 25,15-1 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 ` N0.( UtiUt EXP.3l31l15 EfVG N5 'OF CAtW_C 7 A -A L E C HIP TRUSS See Engineereing for Details * 2x4 LATERAL BRACING AS SPECIFIED ON ENGINEERING 2x4 Vertical at typical r r C❑mpuTrus, 1❑c. Custom Software Engineering Manufacturing 3-1( PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf I- L Bottom chord of Hip f 2'-0' oc typical No. 1 truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 IBC 2009 / CBC 2010 SEQ: S5480564 P ESN 11 EXP. 3/31/'15 I EN G P sTgTFOF CAOFv 10d Hip No. 1 truss 3-10d r. CIgAPPROVED L A QUID PA BUI& N DATE BY ALTERNATE FRAMING DETAIL AROUND 30" ACCESS C❑mpuTrus. Inc. Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT 24" L 24" L 24" 24' j 24" t 24" L 24 NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) 24" L 24" I 21" 30" dear [ 21" [ 24 L 24 I J Secfi6n A -A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 IBC 2009 / CBC 2010 SEQ: S5480563 Ladder Frame Between trusses with 2x4 at 48" o.c. Section A -A (bottom view) 0 F CompuTrus. Inc. Custom Software Engineering Manufacturing LUMBER SPECIFICATIONS.- 2X4 PECIFICATIONS:2X4 #2 DF -L CHORDS 2X4 STD. DF -L STUDS M -4x4 II M -5x6 Q I ' A FILE NO: SC GABLE END DATE: 07/01/09 REF: 25-1 IBC 2009 / CBC 2010 SEQ: 5482634 CUTOUT FOR 2x4 _ I "OFF STUD" ADD-ON SAME SIZE AND --_ GRADE AS TOP CHORD WITH 16d NAILS AT 12"0 - - ADD ON SPLICE TO OCCUR AT PANEL POINTS WITH CLUSTERS 2 -16d NAILS OUTLOOKERS PER DETAIL (1/4" MAX. OVERSIZE CUT)' M -1x3 ONE SIDE AND (2) 14 GA 2" STAPLES ON OTHER SIDE MINIMUM GRADE CHORDS AND STUDS M -3x6 MIN. OR USE SAME SIZE AS ON TRUSS II II BALLOON FRAME BEARING WALL TO SCISSOR BOTTOM CHORD BEARING CO NNECTIDNS ARE THE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY AND ARE NOT INTENDED TO BE UTILIZED WITHOUT THE BUILDING ENGINEER'S APPROVAL. 2x4 CONST. DOUG. FIR AT 32" O.C. 2x4 BLOCK w/3 -16d EACH END 2'-0" o 4 -16d oP,6 c SCISSOR GI ENDFRAME 16d AT 24" O.C. 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24" O.C. TO WALL PLATE SECTION A LTR us. Inc. Custom Software Engineering Manufacturing +Install 2X4 bracing at flat top chord areas at 2'-0" o.c. unless otherwise noted KA -1v1 AT VFRTIr.AI S IInN 16'-0* TYPICAL HIP OVERFRAMING DETAIL M-10 AT VERTICALS. UON.-12 0 T1 8'I + + + + + FILE NO: HIP OVERFRAMING DETAIL DATE: 07/01/09 REF: 25,15-1 IBC 2.009 / CBC 2010 SEQ: 5482635 Q OFESS/p\ EXP. 3/31i'15 f3 Q- 2 ENG1 Q- sT TFOF CAUF / A #1 6'-0. For Truss Details not shown see appropriate CompuTrus design. Note: Flat over framing material to be equal or better in size and grade of flat portion of structural member. 6UiLDI N ®" I OR CONSTRUCTION L t0'-0-0"E I " Hip #2 JANUARY 1, 2009 I SCAB APPLIED OVERHANGS O= ® TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 1.15 o C==C= SPACING: 24" O.C. aTOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x_ SCAB (L) j (2.0 x L) 24 - MAX 1 24" M I N NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. ST-REP13A MiTek USA, Inc. Page 1 of 1 IMPORTANT This detail to be used only with trusses ( pO s less than 40ms ace ®r 24" o.c. maximum and having pitches be wg-en 4/12 -and 12A 2 -.>yd I total top chord loads not exceeding 50 p f. I Trusses not fitting these criteria should b examinedTnd'duaily. QROFESS/ON II dr. 0 REFER TO INDIVIDUAL TRUSS DESICNI STI Qo FOR ` SOON q < i. O O C CO 2C PLATE SIZES AND LUMBER GRADES . +cnG -+ ® D m 74486 m C < m ! M C * EX 1-13 5c) Z UFOFCA\-\ 9T CIV O *; .., — FEBRUARY 14, 2012 00 laa O O'er 0 00 a MiTek USA, Inc. er Is i CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEYI MiTek USA, Inc. RIDGE BOARD GABLE END, COMMON TRUSS ( SEE NOTE #6) OR GIRDER TRUSS POST / CCG -11 - I i rsuao i rrIUAL (24-0. C. 24"O.C. ) GABLE END, COMMON TRUSS F_ Lr%ly I KJiy .GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TRUSS MUST' BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X .131")NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131") TOE.NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131-) TOE -NAILS. : QROF ESS/pN 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. O 9( INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS Q ' O SOON 2 WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.1 31 ") NAILS. Q Q C FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131') NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN " 74486 m YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED r7 (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. * EX 1-13 Cl \ T9TFOF CA1-1F ----- h ------------------------- ------------- ----- ----------- i ii a ii u u ii u i i, n u u u n n ii i u u n i ii I 4 n p i VALLEY PLATE ( SEE NOTE #4) POST VALLEY RAFTERS ' ( SEE NOTE #8) ( SEE NOTE #2) L --L-- PLAN DRAWING POST / CCG -11 - I i rsuao i rrIUAL (24-0. C. 24"O.C. ) GABLE END, COMMON TRUSS F_ Lr%ly I KJiy .GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TRUSS MUST' BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING. ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5" X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48" O.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X .131")NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X.131 -)TOE -NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5" X.131") TOE.NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131-) TOE -NAILS. : QROF ESS/pN 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. O 9( INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS Q ' O SOON 2 WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X.1 31 ") NAILS. Q Q C FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5" X.131') NAILS. 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN " 74486 m YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED r7 (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. * EX 1-13 Cl \ T9TFOF CA1-1F DETAIL FOR COMMON AND END JACKS M11/SAC - 8 -20PSF 8/31/2005 PAGE 1 -2-0-0 MAX LOADINGO (psf) SPACING 2-0-0 ' I MiTek Industries, Inc. TCLL 20.0 Plates Increase 1.15 BRACING Western Division [EL L16.0 LumberIncrease 1.15 TOP CHORD Sheathed. 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. i L 10.0 - -- ' MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF. DF -L No.1 BOT CHORD 2 X 4 SPF. HF, DF -L No.2 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. 2-0-0 3x4 = LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS @ 3" O.C. 2 ROWS SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.5") LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0" O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/3 16d COMMON WIRE (0.162"DIA. X.3.5" LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS B-0.0 8-0-0 ' EXT. 9-0-0 — _I 2-n-0 —►i Ex T . T, EXT. ex0-p i ... 2 -n -v CONN. W/3 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS I 3X4 - BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(0.162"DIA. X 3.5-) LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. NOTE: NAILING SHALL BE $UG11 THAI TIJE,LUMBER bOES NOT SPLIT. ® WARNING - Verify design parameters mrd READ NOTES ON THIS' ND INCLUDED MITER RE}'ERENC GE MIh7473 BEFORE USE. 7777 Greenback Lane __fp 09 Design valid for use only with M7ek connectors. This design is based onlupon parameters shown ' to n individual building component. C trruste iHeights, CA, 9561 Applicability of design paramenters and proper incorporation of compo erit is r p sibiNt 6 wilding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional tempo raang to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB•89 and BCSII Building Component m Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. M ITek - vs :&' , r -ii JANUARY 1, 2009 STANDARD REPAIR FOR ADDING ST-REP10 A FALSE BOTTOM CHORD _ oo. =00. 0 00 0 00 BA-LIM MiTek USA, Inc. VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3) - 10d ( 0.131" DIAM. x 3" LONG) NAILS AT EACH END OF VERTICAL (TYP.). VERTICAL STUDS TO BE 2 x 4 STUD GRADE (OR BETTER) SPF, HF, DF OR SYP. (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BEJUSED) 2 x 4 NO. 2 (OR BETTER) SPF, HF, DF OR SYP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM MiTek USA, Inc. Page 1 of 1 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL. BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. TRUSS SPAN NOTES: 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. QROFESS/0 SOON G) 74486rn c n * EX 1-13 T Cl rFCF CAL1F0 AARCH 12, 2009 i WEB BRACING RECOMMENDATIONS ST-WEBBRACE O o a MiTek USA, Inc. 9 MiTek USA, Inc. Page 1 of 1 MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BRACE BAY SIZE . 24"O.C. 48"O.C. 72" O.C. BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A I B I C I D A I B I C I D C I D 10'-0" 1610 1886 1886 2829 12'-0" 1342 1572 1572 2358 14'-0" 1150 1347 1347 2021 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572 20'-0" 805 943 943 1414 y size shall be measured in between the centers of pairs of diagonals. 3143 I 3143 4715 4715 7074 ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED 3536 2358 2358 1 X 4 IND. 45 SYP 3143 4715 1886 1886 2829 TYPE BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2 % OF THE WEB FORCE. A -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131")2.5") FOR 1x4 BRACES. 2.10d (0.131'x 3") FOR 24 and 2x4 BRACES, AND 3-10d (0.131")3") FOR 26 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8d (0.131'X2.5") NAILS FOR 1x4 LATERAL BRACES. B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 2-10d (0.131^x3") NAILS FOR 2x3 and 2x4 LATERAL BRACES. AND 3-106 (0.131"X1") FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) OSB -89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI i GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING 8 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. v .socindustry.com and w .tpinst.org rD 2 X 6 M3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. g, TABULATED VALUES ARE BASED ON A DOL.. 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY. MITEK "STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A. B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS. STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. _ DIAGONAL BRACE 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. FF Z O CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) OQ?,OFESSIpy l SOON 74486 rn * EX 1-13 C SOF C