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BRES2016-005052471 Avenida Martinez BRES2016-0050 l* ^r F 4Q" 78-495 CALLE TAMPICO (760)777-2518 VOICE (760) 777-7125 LA QUINTA, CALIFORNIA 92253 FAX (760) 777-7011 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date:.2 Q Application Number: BRES2016-0050 Owner: 7 Property Address: 52471 AVENIDA MARTINEZ ROBERT GALCERAN APN: 773301013 52471 AVENIDA MARTINEZ c) 71. Application Description: GALCERAN /ADD 238 SQ FT DINING RM r, LA QUINTA, CA 92253 Property Zoning: g q Application Valuation: $18,000.00 m C Applicant: Contractor: o `` ROBERT GALCERAN ROBERT GALCERAN 52471 AVENIDA MARTINEZ 52471 AVENIDA MARTINEZ LA QUINTA, CA 92253 LA QUINTA, CA 92253,..- 2253, LICENSED CONTRACTOR'S DECLARATION I hereby affirm under penalty of perjury that I am licensed under provisions of Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, and my License is in full force and effect. License Class: License No.: Date: Contractor: OWNER -BUILDER DECLARATION I hereby affirm under penalty of perjury that I am exempt from the Contractor's State License Law for the following reason (Sec. 7031.5, Business and Professions Code: Any city or county that requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance, also requires the applicant for the permit to file a signed statement that he or she is licensed pursuant to the provisions of the Contractor's State License Law (Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code) or that he or she is exempt therefrom and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($50-0).: 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 r she did not build or improve for the purpose of sale.). 1, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to 0ontractors' State License Law.). I am exempt under Sec. . B.&P.C. for this reason Date: , (D Owner C-SQ`QD fA m 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: (760)777-2518 LIC. No.: WORKER'S COMPENSATION DECLARATION I hereby affirm under penalty of perjury one of the following declarations: I have and will maintain a certificate of consent to self -insure for workers' compensation, as provided for by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. I have and will maintain workers' compensation insurance, as required by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. My workers' compensation insurance carrier and policy number are: Cie Policy Number: _ I certify that in the performance of the work for which this permit is issued, I shall no mploy any person in any manner so as to become subject to the workers' compensation laws of California, and agree that, if I should become subject to the. workers' compensation provisions of Section 3700 of the Labor Code, I shall forthwith comply with those provisions. Date' — kl "D Applicant:' to A7 ' n\CQ_r4if 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). IN ADDITION TO THE COST OF COMPENSATION, DAMAGES AS PROVIDED FOR IN SECTION 3706 OF THE LABOR CODE, INTEREST, AND ATTORNEY'S FEES. APPLICANT ACKNOWLEDGEMENT IMPORTANT: Application is hereby made to the Building Official for a permit subject to the conditions and restrictions set forth on this. application. 1. Each person upon whose behalf this application is made, each person at whose request and for whose benefit work is performed under or pursuant to any permit issued as a result of this application , the owner, and the applicant, each agrees to, and shall defend, indemnify and hold harmless the City of La Quinta, its officers, agents, and employees for any act or omission related to the work being performed under or following issuance of this permit. 2. Any permit issued as a result of this application becomes null and void if work is not commenced within 180 days from date of issuance of such permit, or cessation of work for 180 days will subject permit to cancellation. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relatin to building construction, and hereby authorize representatives f is city to ent up n yhe above-mentioned property for inspection purposes. X k\ V• 1 A Date:`" 4 ( 110 Signature (Applicant or Agent : X,-, DESCRIPTION 1 f FINANCIAL ACCOUNT 1 QTY AMOUNT PAID PAID DATE ADDITION, EA ADDITIONAL 500 SF 101-0000-42400 0 $62.36 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT : QTY AMOUNT PAID PAID DATE ADDITION, EA ADDITIONAL 500 SF PC 101-0000-42600 0 $17.40 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE ADDITION, FIRST 100 SF 101-0000-42400 0 $120.83 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT" QTY AMOUNT PAID PAID DATE ADDITION, FIRST 100 SF PC 101-0000-42600 0 $171.14 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for ADDITION: $371.73 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE HOURLY PLAN CHECK - YES 101-0000-42600 1.5 $105.00 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE HOURLY PLAN CHECK - YES 101-0000-42600 1.25 $87.50 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for BLDG CITY STAFF -'PER HOUR: $192.50 $0.00 . DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for BUILDING STANDARDS ADMINISTRATION BSA: $1.00 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RESIDENTIAL, FIRST 1,000SF 101-0000-42403 0 $145.03 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT • QTY AMOUNT PAID PAID DATE RESIDENTIAL, FIRST 1,000SF, PC 101-0000-42600 0 $47.86 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for ELECTRICAL - NEW CONSTRUCTION: $192.89 $0.00 DESCRIPTION ACCOUNT 7QTY AMOUNT PAID PAID DATE CONDENSER/COMPRESSOR 101-0000-42402' 0 $36.26 $0.00 PAID BY METHOD : RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY 'AMOUNT PAID PAID DATE' CONDENSER/COMPRESSOR PC 101-0000-42600 0 $24.17 $0.00 PAID BY - METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNTQTY AMOUNT PAID PAID DATE FURNACE 101-0000-42402 0 $36.26 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT..QTY AMOUNT PAID PAID DATE FURNACE PC 101-0000-42600 0 $24:17 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY . Total Paid for MECHANICAL: $120.86 $0.00 DESCRIPTION ACCOUNT QTY 'AMOUNT PAID PAID DATE SMI : RESIDENTIAL 101-0000-20308 0 $2.34 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for STRONG MOTION INSTRUMENTATION SMI: $2.34 $0.00 TOTALS:•• 41 Description: GALCERAN / ADD 238 SQ FT DINING RM ADDITIONAL Type: BUILDING, RESIDENTIAL Subtype: ADDITION Status: APPROVED Applied: 2/29/2016 SKH Approved: 5/11/2016 JJO Parcel No: 773301013 Site Address: 52471 AVENIDA MARTINEZ LA QUINTA,CA 92253 Subdivision: SANTA CARMELITA VALE LA QUINTA Block: 108 Lot: 1 Issued: UNIT 11 ACTION DATE COMPLETION DATE Lot Scl Ft: 0 Building Scl Ft: 0 Zoning: Finaled: Valuation: $18;000.00 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 Details: ADDITION 238 SQ. FT. ROOM ADDITION PER 2013 CRC CODES. PATIO WILL BE UNDER SEPERATE PERMIT Printed: Wednesday, May 11, 2016 3:42:44 PM 1 of 4 - SYSTEh1S ADDITIONAL CHRONOLOGY CHRONOLOGY TYPE STAFF NAME ° ACTION DATE COMPLETION DATE NOTES NOTE JIM JOHNSON 3/11/2016 3/15/2016 CALLED OWNER TO NOTIFY HIM OF CORRECTION PACKAGE IS READY FOR PICKUP. NOTE JIM JOHNSON S/4/2016 5/11/2016 WAITING FOR STRUC. COMMENTS TO BE RETURNED PLAN CHECK COMMENTS FROM CONSULTANT JIM JOHNSON 5/11/2016 5/11/2016 RECEIVED PLAN CHECK COMMENTS FROM CONSULTANT KAY HENSEL. 3/14/2016 3/14/2016 STRUC RFC 3/14/2016 .RECEIVED PLAN CHECK PICKED UP RAMSES SEVILLA 3/22/2016 3/22/2016 ROBERT GALCERAN PLAN CHECK SENT TO STEPHANIE KHATAMI 4/26/2016 4/26/2016 OUTSIDE PC Printed: Wednesday, May 11, 2016 3:42:44 PM 1 of 4 - SYSTEh1S PLAN CHECK SUBMITTAL FINANCIAL STEPHANIE KHATAMl 4/26/2016 4/26/2016 RECEIVED ACCOUNT QTY AMOUNT. PAID PAID'DATE RECEIPT # CHECK # METHOD TELEPHONE CALL CLTD JIM JOHNSON 5/11/2016 5/11/2016 CALLED SERGIO TO INFORM HIM THE PLANS ARE READY TO BY ADDITION, EA 101-0000-42400 0 $62.36 ISSUE CONDITIONS ADDITIONAL 500 SF CONTACTS NAME.TYPE .NAME ADDRESSI CITY ADDITION, EA STATE ZIP PHONE FAX EMAIL APPLICANT ROBERT GALCERAN .52471 AVENIDA LA QUINTA ADDITIONAL 500 SF PC CA 92253 (760)777-2518 MARTINEZ ADDITION, FIRST 100 SF 101-0000-42400 0 $120.83 $0.00 CONTRACTOR ROBERT GALCERAN 52471 AVENIDA LA QUINTA ADDITION, FIRST 100 SF CA 92253 (760)777-2518 $0.00 MARTINEZ PC. OWNER ROBERT GALCERAN 52471 AVENIDA LA QUINTA Total Paid for ADDITION: $371.73 $0.00 CA 92253 .. (760)777-2518 $105.00 $0.00 MARTINEZ YES Printed: Wednesday, May 11, 2016 3:42:44 PM 2 of 4 sysrenas FINANCIAL INFORMATION DESCRIPTION ACCOUNT QTY AMOUNT. PAID PAID'DATE RECEIPT # CHECK # METHOD PAID BY CLTD BY ADDITION, EA 101-0000-42400 0 $62.36 $0.00 ADDITIONAL 500 SF ADDITION, EA 101-0000-42600 0 $17.40 $0.00 ADDITIONAL 500 SF PC ADDITION, FIRST 100 SF 101-0000-42400 0 $120.83 $0.00 ADDITION, FIRST 100 SF 101-0000-42600 0 $171.14 $0.00 PC. Total Paid for ADDITION: $371.73 $0.00 HOURLY PLAN CHECK - 101-0000-42600 1.5 $105.00 $0.00 YES HOURLY PLAN CHECK - 101-0000-42600 1.25 $87.50 $0.00 YES Total Paid for BLDG CITY STAFF - PER HOUR: $192.50 $0.00 Printed: Wednesday, May 11, 2016 3:42:44 PM 2 of 4 sysrenas DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY CLTD NOTES DATE 1ST BLDG NS (2 WK) BY BSAS SB1473 FEE 101-0000-20306 0 $1.00 $0.00 1ST BLDG STR (2 JOHN 2/29/2016 3/14/2016 3/14/2016 Total Paid for BUILDING STANDARDS ADMINISTRATION $1.00 $0.00 BSA: RESIDENTIAL, FIRST 101-0000-42403 0 $145.03 $0.00 1,000SF RESIDENTIAL, FIRST 101-0000-42600 0 $47.86 $0.00 1,000SF, PC Total Paid for ELECTRICAL - NEW CONSTRUCTION: $192.89 $0.00 CONDENSER/COMPRES 101-0000-42402 0 $36.26 $0.00 SOR CONDENSER/COMPRES 101-0000-42600 0 $24.17 $0.00 SOR PC FURNACE 101-0000-42402 0 $36.26 $0.00 FURNACE PC 101-0000-42600 0 $24.17 $0.00 Total Paid for MECHANICAL:, $120.86 $0.00 SMI - RESIDENTIAL 101-0000-20308 0 $2.34 $0.00 Total Paid for STRONG M0TIf.1N INSTRUMENTATION SMI: $2.34 $0.00 INSPECTIONS PARENT PROJECTS REVIEW TYPE REVIEWER SENT DATE DUE DATE RETURNED REVIEWS STATUS REMARKS NOTES DATE 1ST BLDG NS (2 WK) JIM JOHNSON 2/29/2016 3/14/2016 3/11/2016 REVISIONS REQUIRED 1ST BLDG STR (2 JOHN 2/29/2016 3/14/2016 3/14/2016 REVISIONS REQUIRED WK) THOMPSON Printed: Wednesday, May 11, 2016 3:42:44 PM 3 of 4 CR SYSTEMS IST PLANNING (2 WK) JAY WUU 2/29/2016 3/14/2016 3/7/2016 2ND BLDG NS (2 WK) JIM JOHNSON 4/26/2016 5/10/2016 5/4/2016 APPROVED OWNER DESCRIPTION 2ND BLDG STR (2 WK) JOHN THOMPSON 4/26/2016 5/10/2016 5/9/2016 READY FOR APPROVAL IST REVIEW NS 52-471 AVENIDA BOND INFORMATION Printed: Wednesday, May 11, 2016 3:42:44 PM 4 of 4 SYSTEMS ATTACHMENTS .Attachment Type CREATED OWNER DESCRIPTION PATHNAME SUBDIR ETRAKIT ENABLED DOC 3/15/2016 BURT HANADA IST REVIEW NS 52-471 AVENIDA 1 CORRECTION LIST. MARTINEZ.docx 1ST CHECK - 1ST CHECK - DOG 3/13/2016 JOHN THOMPSON STRUCTURAL STRUCTURAL 0 COMMENTS.doc COMMENTS.doc 1ST CHECK - 1ST CHECK - DOC 3/13/2016 JOHN THOMPSON STRUCTURAL STRUCTURAL 0 TRANSMITTAL.pdf TRANSMITTAL.pdf 2ND CHECK - 2ND CHECK - DOC 5/9/2016 JOHN THOMPSON STRUCTURAL STRUCTURAL 0 TRANSMITTAL.pdf TRANSMITTAL.pdf DOC 3/23/2016 RAMSES SEVILLA SCHOOL FEES SCHOOL FEES 1 MARTINEZ.pdf MARTINEZ.pdf 2ND SUBMITTAL 2ND SUBMITTAL DOC 5/11/2016 STEPHANIE KHATAMI CHECKLIST AND CHECKLIST AND 0 COMMENTS BRES2016- COMMENTS BRES2016- 0015.pdf 0015.pdf AREA CERTIFICATION - AREA CERTIFICATION - DOC '5/11/2016 STEPHANIE KHATAMI SCHOOL FEE 0 SCHOOL FEE RECEIPT • RECEIPT.pdf Printed: Wednesday, May 11, 2016 3:42:44 PM 4 of 4 SYSTEMS a,n # V City of La Quin is Building Sz Safety Division 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet Permit # Project Address: 52 •, 4 I E —Z Owner's Name: A. P. Number: _301 —0/3 Address: s Z N i✓ Z Legal Description: = City, , STZi 2 e- P N Contractor: Telephone: Address: Project Description: N1i cr City, ST, Zip: .' /L r C J Telephone: F •tT State Lie. # : City Lie. #.- Ly Arch., Engr., Designer: gC /J - C Address: — S'(AU 1 21 q City, ST, Zip: N cc) Zz Telephone: -0— 6 .......................... onstructton TYP e• ccu Y• Occupancy: P 'State to Lic. # Project tYPa (circle ne • New Add'n Alter Repair r D emo Name of Contact Person: C Sq. Ft.: 2 3 # Stories: # Units: Telephone # of Contact Person: (p() 5s — 2 Estimated Value of Project. APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Recd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Cates. Reviewed, ready for corrections Plan Check Deposit Truss Cates. Called Contact Person Plan Check Balance Title 24 Cates. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2"" Review, ready for _corrections/issue Electrical Subcontactor List Called Contact Person Plumbing Grant Deed Plans picked up S.M.I. II.O.A. Approval Plans resubmitted Grading IN ROUSE:- J '"! Review, ready for correctionsrssue V r Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue Schodl Fees, Total Permit Fees ® YOUNG ENGINEERING Letter of Transmittal To: City of La Quinta Today's Date: 5-5-16 78-495 Calle Tampico City Due Date: 5-10-16 La Quinta, CA 92253 Project Address: 52-471 Avenida Martinez Attn: Ramses Sevilla Plan Check #: BRES2016-0050 By: John W. Thompson Office: ® (760) 772-5107 Other: ❑ Submittal: ❑ 1st ❑ 4th ® 2nd ❑ 55th ❑ 3rd ❑ Other: We are forwarding: ® By Messenger ❑ By Mail (Fed Ex or UPS) ❑ Your Pickup Includes: Descriptions: Includes: # Of Descriptions: Copies: ❑ Structural Plans ® 1 Revised Struct. Plans ❑ Structural Calculations ® 1 Revised Struct. Calcs ® 1 Truss Calcs w/Shop ❑ Revised Truss Calcs Drawing Stamp ❑ Soils Report ❑ Revised Soils Report ® 1 Structural P/C Comments ❑ Approved Structural Plans / Responses ® 1 Redlined Structural Plans ❑ Approved Structural Calcs ® 1 Redlined Structural Calcs ❑ Approved Truss Calcs ❑ Redlined Truss Calcs ❑ Approved Soils Report ❑ Redlined Soils Reports ❑ Other: Comments: Structural content is approvable. Structural Plan Review Time = 1.25 HR This Material Sent for: ❑ Your Files ® Per Your Request ❑ Your Review ❑ Approval ❑ Checking ❑ At the request of: Other: ❑ By: John W. Thompson Office: ® (760) 772-5107 Other: ❑ Date: 3/23/2016 No.: 16-00160-1 Owner: Galceran Address: 52471 Avenida Martinez City: La Quinta Type: Residential Addition < 500 Sq ft Lot # Street No. 52471 Comments: CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Qunita, CA 92253 (760)771-8515 Street Name Avenida Martinez J FIEp S 2 yy H SERMUDA OuN£S C M,CNo MIRAGE C , -INDIAN WELLS y i4 DALAI pp RTA y COACHELIA. 4 NTA y' Email: Jurisdiction: La Quinta Tract #: Sq. Feet APN Permit No. 238 773-301-013 Exempt At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered patios/walkways, residential additions under 500 square feet, detached accessory structures (spaces that do not contain facilities for living, sleeping, cooking eating, or sanitation) or replacement mobile homes. It has been determined that the above-named owner is exempt from paying school fees at this time due to the following reason: Residential Addition 500 Sq Feet or Less Exempt This certifies that school facility fess imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $0.00 X 238 S.F. or $0.00 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in the proposed project may now be issued. Fees Paid By: Exempt / Robert Galceran Bank Name/Recipient of Certificate Check No.: Exempt Telephone: 760-777-2518 Funding: Exempt By Dr. Gary Rutherford Superintendent Fee Collected/ Exempted by: Kelly Jones r I Amoura2 Due , $0.00 , Original Payme6fts) Rec'&` , :$0.00 • `et New Payment Recd: x;0.00 Over%Underc a0.0Q;: , NOTICE: Pursuant to Government Code Section 66020(d)(1), this will serve to notify you that the 90 -day approval period in which you may p'roie ,t the fees or other payment iderti'fied above will begin to run from the date on which the building or installation permit for this project is issued, or frumthe date on which those amounts are paid to the District(s) or to another public entity authorized to collect themroh the District('s) behalf, whichever is earlier. Notice to Building Department: THIS DOCUMENT VALID ONLY IF IMPRINTED WITH EMBOSSED SEAL. I:, P.'O. BOX 1504 LA QUINTA, CALIFORNIA 92247-1504 78-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 BUILDING & SAFETY DEPARTMENT PROPERTY OWNER'S PACKAGE (760)777-7012 FAX (760) 777-7011 Disclosures & Forms for Owner -Builders Applying for Construction Permits IMPORTANT/ NOTICE TO PROPERTY OWNER Dear Property Owner: An application for a building permit lis been s bnnitt din yo name listing yourself as the builder of the property improvements specified at moi ((`2 ( 'Je h', (' p 2 ,' 2 We are providing you with an Owner -Builder Acknowledgment and Information Verification Form to make you aware of your responsibilities and possible risk you may incur by having this permit issued in your. name as the Owner -Builder. We will not issue a building.permit until you have read, initialed your understanding of each provision, signed, and returned this form to us at our official address indicated. An agent of the owner cannot execute this notice unless you, the property owner, obtain the prior approval of the permitting authority. OWNER'S ACKNOWLEDGMENT AND VERIFICATION OF INFORMATION DIRECTIONS: Read and initial each statement below to signify you understand or verify this information. OX \ 1. Iunderstand a frequent practice of unlicensed persons is to have the property owner obtain an "Owner -Builder" bu ding permit that erroneously implies that the property owner is providing his or her own labor and material personally. I, as an Owner -Builder, may be held liable and subject to serious financial risk for any injuries sustained by an unlicensed person and his or her employees while working on my property. My homeowner's insurance may not provide coverage for those injuries. I am willfully acting as an Owner -Builder and am aware of the limits of my insurance coverage for injuries to workers jony property. 2_ I understand building permits are not required to be signed by property owners unless they are responsible for the raction and are not hiring a licensed Contractor to assume this responsibility. 3. I understand as an "Owner -Builder" I am the responsible p of record on the permit. I understand p d that I may protect self from potential financial risk by hiring a licensed Contractor and having the permit filed in his or her name instead of my 40 4. I understand Contractors are required by law to be licensed and bonded in California and to list their license numbers on e is and contracts. 5. I understand if I employ or otherwise engage any persons, other than California licensed Contractors, and the total value of y construction is at least five hundred dollars ($500), including labor'and materials, I may be. considered an "employer" er state and federal law. 6. I understand if I am considered an "employer" under state and federal law, I must register with the state and federal g emment, withhold payroll taxes, provide workers' compensation disability insurance, and contribute to unemployment compensation for each "employee." I also understand my failure to abide by these laws may subject me to.serious financial q67 -,I. understand under California Contractors' State License Lawan Owner -Builder who builds single-family residential tues cannot legally build them with the intent to offer them for sale, unless all work is performed by licensed subcontractors and the number of structures does not exceed four within any calendar year, or all of the work is performed under contract with a licensed general building Contractor. 0 I understand as an Owner -Builder if I sell the property for which this permit is issued, I may be held liable for any financial or personal injuries sustained by any subsequent owner(s) that result from any latent construction defects in the manship or materials. T9. I understand I may obtain more information regarding my, obligations as an "employer" from the Internal Revenue Service, the United States Small Business Administration, the California Department of Benefit Payments, and the California Di inion of Industrial Accidents. I also understand I may contact the Califomia Contractors' State License Board (CSLB) at 1- 3 121-CSLBB (2752) or www.csib.ca.gov for more information about licensed contractors. 0. I am aware of and consent to an Owner -Builder building permit applied for in my name, and understand that I am the party legally , and financially responsible for proposed construction ' activity at the following address: 11. I agree that, as the party legally and financially responsible for this proposed construction activity, I will abide by all e#ble laws and requirements that govern Owner -Builders as mell as employers. - 12. I agree to notify the issuer of this form immediately of any additions, deletions, or changes to any of the information I have Wovided on this form Licensed contractors are .regulated by laws designed to protect the public. If you contract with someone who does not have a license, the Contractors' State License Board may be unable• to assist you with any financial loss you may sustain as a result of a complaint. Your only remedy against unlicensed Contractors may be in civil court. It is also important for you to understand that if an unlicensed Contractor or employee of that individual or firm is injured while working on your property, you may be held liable for damages. If you obtain a pemmit as Owner -Builder and. wish to hire Contractors, you will be responsible for verifying whether or not those Contractors are properly licensed and the status of their workers' compensation insurance coverage. Before a building permit can be issued, this form must be completed and signed by the property owner and returned to the agency responsible r is ng the permit. Note. A copy of the property owner's driver's license, form notarization, or other verification actah ble to e agency is rewired to be presented when the permit is issued to verify the property owner's signature. M j I Signature of property owner. Date: Note: The following Authorization Form is required lobe completed by the property owner only when designating an agent of the property owner to apply for a construction permit for the Owner -Builder. AUTHORIZATION OF AGENT TO ACT ON PROPERTY OWNER'S BEHALF Excluding the Notice to Property Owner, the execution of which I understand is my personal responsibility, I hereby authorize the following person(s) to act as my agent(s) to apply for, sign; and file the documents necessary to obtain an Owner -Builder Permit for my project. Scope of Construction Project (or Description of Work): Project Location or Address: 5a 4`)( Name of Authorized Agent: G7t \ CP 1_ N Tel No AE.o Address of Authorized Agent: r— I declare under penalty of perjury that I am the property owner for the address listed above and I personally filled out the above information and certify its uracy. Note: A copy of the owner's driver's license, form notarization, or other verification acceptable to the agency is reql' ed fie pVsen d when the permit is issued to verify the property owners signature. Property Owner's Signature: Date: 0 0 i l I CITY OF LA QUINTA SUB -CONTRACTOR LIST _ JOB ADDRESSPERMIT NUMBER OWNERBUILDER This form shall be posted on the job with the Building Inspection Card at all times in a conspicuous place. Only persons appearing on this list or their employees are authorized to work on"this job. Any changes to this list must be approved by the Building Division prior to commencement of work. Failure to comply will result in a stoppage of work and/or the voidance. of building permit. For each applicable trade, all information requested below must be completed by applicant. "On File" is not an acceptable response. ................ ............... License om ensat on:::Incuranc:e:.:is;:.:.::;:::..::.::.................... :: . C t...Busmess:............ ........................::::::::... t actor s Lic ense.:.::::...:....:..:::.::.:........................................Workers..0 . Traria ! r'lassificat on CO On for State Con r P .........:.......................................... Exp. . Date License Number Date Carrier NameCompanyName Classification License Number Ex p Da to xx x x x / 1xx xx xx1 e.9 State Fund, CaIC om P 1 1 x xxx FormatVaries1 1xx/xx/xx) . .B C-8 (xxxxxx1 1 x/ 1 1 I n it . BUILDING ENERGY ANALYSIS REPORT PROJECT: Robert Galceran Addition 5Z-471 Avenida Martinez La Quinta, CA 92253 Project Designer: Sergio H. Garcia Design Consultant 49-950 Jefferson St., Suite: 130-219 Indio, Ca 92201 760-880-6796 Report Prepared by: Sergio H. Garcia Design Consultant F T( OF LA QUIP PTA ,ILDING &SAFE APPR /EDFOR CONST TION UCTIONAC: RACE sfc IVy FEB 2 9 2016 CIN OF LA. QUIN rA COMMUNITY DEVELOPMENT Job Number: 01-2016 Date: 2/26/2016 I IS, 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 2013 Building Energy Efficiency Standards. This program developed by EnergySoft, LLC — www.energysoft.com. Ener Pro 6.5 by Ener Soft User Number: 30121 ID: 01-2016 I TABLE OF CONTENTS I Cover Page Table of Contents Form CF -1 R -PRF -01-E Certificate of Compliance Form RMS -1 Residential Measures Summary Form MF -1 R Mandatory Measures Summary HVAC System Heating and Cooling Loads Summary EnergyPro 6.5 by EnergySoft Job Number: ID: 01-2016 User Number: 30121 1 2 3 11 13 17 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Robert Galceran Calculation Date/Time: 18:14, Fri, Feb 26, 2016 Calculation Description: Title 24 Analysis Input File Name: 01-2016 ROBERT GALCERAN.xml CF1 R-PRF-Oi Page 1 of 8 GENERAL INFORMATION 01 Building Complies with Computer Performance 01 Project Name Robert Galceran 03 This building incorporates one or more Special Features .own below 02 Calculation Description Title 24 Analysis 06 07 03 Project Location 57-471 Avenida Martinez %S ndard Design 04 City La Quinta 05 Standards Version Compliance 2015 06 Zip Code 92253 07 Compliance Manager Version BEMCmpMgr 2013-3c (710) 08 Climate Zone CZ15 09 Software Version EnergyPro 6.5 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 0 12 Project Scope Addition and/or Alteration 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (ft) 1442 15 A Number of Zones 2 16 Slab Area (ft2) 1442 17/ Number of Stories 1 18 Addition Cond. Floor Area 238 ♦1 '} Natural Gas Available No r2O Addition Slab Area (ft2) 238 i Glazing Percentage (%) 13.9% This compliance analysis is valid only foir permit applications through July 31, 2015 le COMPLIANCE RESULTS 01 Building Complies with Computer Performance 02 This building incorporates features that require field testingW a— d/or verification by a certified HERS rater under the supervision of a CEC-approved HERS provider. 03 This building incorporates one or more Special Features .own below 40 qu .may Registration Number: CA Building Energy Efficiency Stan rla s 2013 Residential Compliance Registration Date/Time: Report Version - CF111-08252015-710 HERS Provider: Report Generated at: 2016-02-26 18:15:27 • ENERGY USE SUMMARY 04 05 06 07 08 Energy Use (kTDV/ft2-yr) %S ndard Design Proposed Design Compliance Margin Percent Improvement Space Heating 2.84 2.57 0.27 9.5% Space Cooling 141.15 139.47 1.68 1.2% IAQ Ventilation 0.00 0.00 0.00 0.0% Water Heating ♦ 38.06 38.06 0.00 0.0% Photovoltaic Offset bk ---- 0.00 0.00 ---- Compliance Energy Total i 182.05 180.10 1.95 1.1% qu .may Registration Number: CA Building Energy Efficiency Stan rla s 2013 Residential Compliance Registration Date/Time: Report Version - CF111-08252015-710 HERS Provider: Report Generated at: 2016-02-26 18:15:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Robert Galceran Calculation Date/Time: 18:14, Fri, Feb 26, 2016 Calculation Description: Title 24 Analysis Input File Name: 01-2016 ROBERT GALCERAN.xml REQUIRED SPECIAL FEATURES The following are features that must be installed as condition for meeting the modeled energy performance for this computer analysis. • Window overhangs and/or fins HERS FEATURE SUMMARY CF1 R -PRF -01 Page 2 of 8 The following is a summary of the features that must be field -verified by a certified HERS Rater as a condition for meeting the modeled energy performance for this computer analysis. Additional detail is provided in the building components tables below. Building -level Verifications: --None -- Cooling System Verifications: • Minimum Airflow • Refrigerant Charge • Fan Efficacy Watts/CFM 4N HVAC Distribution System Verifications: • Duct Sealing • Low -leakage Air Handling Unit . Domestic Hot Water System Verifications: - None ENERGY DESIGN RATING Ar This is the sum of the annual TDV energy consumption for energy use components includedhe performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components not regulated by Title 24, Part 6 (suas domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. Reference Energy Us Energy Design Rating Margin Percent Improvement Total Energy (kTDV/f2-yr)' 247.01 245.06 1.95 0.8% ' includes calculated Appliances and Miscellaneous Energy Use (AMEU) BUILDING - FEATURES INFORMATION 01 02 03 04 05 06 07 Project Name Conditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems Robert Galceran 1442 !R 1 6 2 0 1 ♦ r* •may Registration Number: CA Building Energy Efficiency StandaF s - 2013 Residential Compliance Registration Date/Time: Report Version - CF1R-08252015-710 HERS Provider: Report Generated at: 2016-02-26 18:15:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Robert Galceran Calculation Description: Title 24 Analysis Calculation Date/Time: 18:14, Fri, Feb 26, 2016 Input File Name: 01-2016 ROBERT GALCERAN.xml CF1 R -PRF -01 Page 3 of 8 ZONE INFORMATION 01 02 03 04 05 06 07 Zone Name Zone Type HVAC System Name Zone Floor Area (ft2) Avg. Ceiling Height Water Heating System 1 Water Heating System 2 Addition Only Conditioned Addition Only1 238 8 DHW Sys 1 Roof Rise Existing Zone Conditioned Existing Residence2 1204 8 DHW Sys 1 Attic Addition Only OPAQUE SURFACES 01 02 03 04 05 06 07 08 09 10 Name Zone Construction Azimuth ientation Gross Area (ft2) Window & Door Area (ft2) Tilt (deg) Status Verified Existing Condition Front -Wall -North 17'x8'2 Addition Only R-13 Wall w/1 EPS 0 Front 136 19.4 90 New N/A Left -Wall -South 14'x8' 2x Addition Only R-13 Wall w/1 EPS 18,Oi Back 112 90 New N/A Rear -Wall -West 17'x8' 2x4 Addition Only R-13 Wall w/1 EPS 2 Right 136 19.4083 90 New N/A Connection -Wall -North 3.6 Addition Only R-15 Wall Front 29.3 90 Existing No Addition Roof Addition Only R-38 Roof Attic 238 New N/A Front -Wall -North Existing Zone R-11 Wall 0 Front 344 89 90 Existing No Left -Wall -East 28'x8' Existing Zone R-11 Wall 90 Left 224 46 90 Existing No Rear -Wall -South 43'x8' 2x Existing Zone R-11 Wall 180 Back 344 46 90 Existing No Right -Wall -Garage 28'x8' Existing Zone R-11 Wa0 Front 244 Io 90 Existing N0.— Roof Existing Zone R-30 RQyWttic i— 1204 Existing No wfij ATTIC 01 02 03 04 05 06 07 08 09 10 Radiant Statu Verified Existing Name Construction Type Roof Rise Roof Reflectance Roof Emittance Barrier Cool Roof s Condition Attic Addition Only Attic RoofAddition Ont Ventilated 2 0.1 0.85 Yes No New No Attic Existing Zone Attic RoofExistingne Ventilated 1 0.1 0.85 Yes No ExisNo I" Registration Number: CA Building Energy Efficiency Standar• s 2013 Residential Compliance Registration Date/Time: Report Version - CF1R-08252015-710 HERS Provider: Report Generated at: 2016-02-26 18:15:27 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Robert Galceran Calculation Date/Time: 18:43, Fri, Feb 26, 2016 Calculation Description: Title 24'Analysis Input File Name: 01-2016 ROBERT GALCERAN.xml CF1 R -PRF -01 Page 4 of 8 WINDOWS 01 02 03 04 05 06 07 08 09 10 11 '%ang Left Fin Right Fin Window Depth Dist Uok. Left Extent Right Extent Verified Depth Top Up DistL Bot Up Multiplie Top Up Dist R Bot Up Fr.Dr.#2, 2.11_6.66 10 Existing Name Surface (Orientation -Azimuth) Width(ft) Height (ft) r Area (ft) U -factor SHGC Exterior Shading Status Condition Fr. Dr.#1, 2.11_6.66 Front -Wall -North 17'x8'2 (Front -0) ---- ---- 1 19.4 0.33 0.31 Insect Screen (default) New N/A Fr.Dr.#2, 2.11_6.66 Rear -Wall -West 17'x8' 2x4 2.9 6.7 0.998 19.4 0.33 0.31 Insect Screen (default) New N/A (Right -270) Window A, 5.83'x4' XO Front -Wall -North (Front -0) ---- ---- 1 23.0 0.71 0.73 Insect Screen (default) Existing No Window B, 5.8.x4' XO Front -Wall -North (Front -0) 1 23.0 0.71 0.73 Insect Screen (default) Existing No Window C, 5.83x4' xo Front -Wall -North (Front -0) ---- ---- 1 23.0 0.71 0.73 Insect Screen (default) Existing No Window D, 5.83x4' XO Left -Wall -East 28'x8' (Left -90) ---- ---- 1 23.0 0.71 0.73 Insect Screen (default) Existing No Window E, 5.83'x4' XO Left -Wall -East 28'x8' (Left -90) -- ---- 23.0 0.71 0.73 Insect Screen (default) Existing No Window F , 5.83'x4' Rear -Wall -South 43'x8' 2x 1 23.0 0.71 0.73 Insect Screen (default) Existing No (Back -180) 9 Window G, 5.83'x4' XO Rear -Wall -South 43'x8' 2x ____ 1 23.0 0.71 0.73 Insect Screen (default) Existing No (Back -180) DOORS r 01 02 "I 03 04 05 06 Name Side of Building (i Area (ft) U -factor Status Verified Existing Condition Entry Door Front -Wall -North 20.0 0.50 Existing No OVERHANGS AND FINS 01 02 03 05 06 07 08 09 10 11 12 13 1 14 '%ang Left Fin Right Fin Window Depth Dist Uok. Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up Fr.Dr.#2, 2.11_6.66 10 1.6W! 10 10 0 0 0 0 0 0 0 0 0 R; .Av Registration Number: N Registration Date/Time: HERS Provider: CA Building Energy Efficiency Stantl 'd 2013 Residential Compliance Report Version - CF1R-08252015-710 Report Generated at: 2016-02-26 18:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Robert Galceran Calculation Description: Title 24 Analysis Calculation Date/Time: 18:43, Fri, Feb 26, 2016 Input File Name: 01-2016 ROBERT GALCERAN.xml CF1 ft -PRF -0i Page 5 of 8 OPAQUE SURFACE CONSTRUCTIONS 01 02 03 04 05 06 07 08 - 09 Name VJ Zone Total Cavity Winter Design Edge Insul. R -value Construction Name Surface Type Construction Type Framing R -value U -value Assembly Layers 48 None 0.8 No New No • Cavity / Frame: no insul. / 2x4 Top Chrd E"'ding Zone 1204 142 2x4 Top Chord of Roof Truss @ 24 0.8 No Roof Deck. Wood Siding/sheathing/decking Attic RoofAddition Only Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) • Inside Finish: Gypsum Board Ceilings (below Cavity/ Frame: R-9.1 /2x4 R-38 Roof Attic attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 Over Floor Joists: R-28.9 insul. • Inside Finish: Gypsum Board • Cavity / Frame: R-13 / 2x4 R-13 Wall wl1 EPS Exterior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 13 0.069 Exterior Finish: R4 Synthetic Stucco Inside Finish: Gypsum Board Cavity / Frame: R-15 / 2x4 Exterior Finish: Wood R-15 Wall Exterior Walls Wood Framed Wall 2x4 @ 16 i - R 15 0.089 Siding/sheathing/decking • Cavity /Frame: no insul. 12X4 Top Chrd 2x4 Top Chord f goof Truss @ 24 Roof Deck. Wood Siding/sheathing/decking Attic RoofExisting Zone Attic Roofs Wood Framed Ceiling "n O.C. none 0.644 Roofing: Light Roof (Asphalt Shingle) Inside Finish: Gypsum Board Ceilings (below y Cavity/Frame: R-9.1 /2x4 R-30 Roof Attic attic) Wood Framed Ceiling x4 @ 24 in. O.C. R 30 0.032 Over Floor Joists: R-20.9 insul. SFW• - Inside Finish: Gypsum Board Cavity /Frame: R-11 / 2x4 w • Exterior Finish: Wood R-11 Wall Exterior Walls Wood Framed Wall# 2x4 @ 16 in. O.C. R11 0.103 Siding/sheathing/decking r SLAB FLOORS 01 02 03 04 05 06 07 08 - 09 Name VJ Zone Area (ftZ) Perimeter (ft) Edge Insul. R -value Carpeted Fraction Heated Status Verified Existing Condition Slab -on -Grade Addit•ZOnly 238 48 None 0.8 No New No Slab -on -Grade 2 1 E"'ding Zone 1204 142 None 0.8 No Existing No BUILDING ENVELOPE - HERS VERIFICATION r 01 IV02 03 04 Quality Insulation Installation ( 1'0 Quality Installation of Spray Foam Insulation Building Envelope Air Leakage CFM50 Not Required , Not Required Not Required *,V Registration Number: N Registration Date/Time: CA Building Energy Efficiency Standards 2013 Residential Compliance Report Version'- CF111-08252015-710 HERS Provider: Report Generated at: 2016-02-26 18:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Robert Galceran Calculation Description: Title 24 Analysis Calculation Date/Time: 18:43, Fri, Feb 26, 2016 Input File Name: 01-2016 ROBERT GALCERAN.xml CF1 R -PRF -01 Page 6 of 8 WATER HEATING SYSTEMS 01 02 03 04 05 06 07 08 Name System Type Distribution Type Water Heater Number of Heaters Solar Fraction N Status Verified Existing Condition DHW Sys 1 DHW Standard DHW Heater 1 1 Annual Existing No WATER HEATERS 01 02 03 04 05 06 07 OS Name Heater Element Type Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Tank Exterior Insulation R -value . Standby Loss (Fraction) DHW Heater 1 Propane Small Storage 50 0 . 0.6 EF 40000-Btu/hr 0 0 WATER HEATING - HERS VERIFICATION 01 02 03 04 05 06 07 Name Pipe Insulation Parallel Pipio Compact Distribution Point -of Use Recirculation with Manual Control Recirculation with Sensor Control DHW Sys 1 n/a n/a V n/a n/a n/a n/a ♦ W SPACE CONDITIONING SYSTEMS A 01 02 03 04 05 06 07 08 09 Heating System " Cooling System Distribution Fan Floor Area Verified Existing Name System Type Name Ducted Name Ducted System System Served Status Condition Addition Only1 Heat Pump Heating Heat Pump YeV Heat Pump Yes Air Distribution HVAC Fan 238 New No and Cooling System System 1 in System 1 System 1 1 Existing Other Heating and HeatingCooling Yes Yes Air Distribution HVAC Fan .1204 Existing No Residence2 Cooling System Component 2 Component 2 System 2 2 Me HVAC - HEATING SYSTEMS 0 01 02 03 Name V Type Efficiency Heating Component 2 • CntrlFurnace - Fuel -fired central furnace 80 AFUE Registration Number: r CA Building Energy Efficiency Stan`iia d - 2013 Residential Compliance Registration Date/Time: Report Version - CF1R-08252015-710 HERS Provider: Report Generated at: 2016-02-26 18:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: Robert Galceran I Calculation DatelTime: 18:43, Fri, Feb 26, 2016 Calculation Description: Title 24 Analysis Input File Name: 01-2016 ROBERT GALCERAN.xml CF1 R -PRF -01 Page 7 of 8 HVAC - HEATING SYSTEMS: Heat Pumps 01 02 03 04 05 06 07 06 07 Heating Cooling Name Type HSPF/COP Cap 47 Cap 17 SEER EER Heat Pump System 1 SplitHeatPumppump uCPnVaI split heat 7.7 21600 16600 13 11.6 HERS m Type Duct Leakage R -value Cooling Component 2 SplitAirCohd Split air conditioning HVAC - COOLING SYSTEMS 01 02 03 04 05 06 07 07 08 Efficiency 10 Multi -speed Name System Type EER S Zonally Controlled Compressor HERS Verification _ HERS Name Type Duct Leakage R -value Cooling Component 2 SplitAirCohd Split air conditioning 11.3 13 No No N/A system Has Bypass HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 . 0041, 06 07 08 09 10 Insulation S#11i Duct Return Duct Verified Existing HERS Name Type Duct Leakage R -value ocation Location Bypass Duct Status Condition Verification Air Distribution Specified Lower :' Has Bypass Air Distribution System 1 Ducts located in attic Leakage Target 8.0 Attic Attic Duct Existing + New No System 1 -hers -dist Air DistributionAir-Distribution System 2 Ducts located in attic, Sealed and tested 8.0 Attic Attic None New No System ► 2 -hers -dist v HVAC - FAN SYSTEMS & HERS VERIFICATION 01 'r 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 Required W IAQ (Indoor Air Quality) FANS 01 02 03 04 05 Name IAQ CFM *IAQ Fan Type IAQ Recovery Effectiveness(%) HERS Verification SFam IAQVentR t p E 0 Default 0 Not Required Registration Number: CA Building Energy Efficiency Stands - 2013 Residential Compliance Registration Date/Time: Report Version - CF1R-08252015-710 HERS Provider: Report Generated at: 2016-02-26 18:44:29 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD CF1R-PRF-01 Project Name: Robert Galceran Calculation Date/Time: 18:43, Fri, Feb 26, 2016 Page 8 of 8 Calculation Description: Title 24 Analysis Input File Name: 01-2016 ROBERT GALCERAN.xml - DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author-Name: Documentation Author Signature: Company: Signature Date: Sergio H. Garcia Design Consultant 2/26/2016 Address: CEAMERS Certification Identification (If applicable): City/State/Zip: Phone: RESPONSIBLE PERSON'S DECLARATION STATEMENT g/ I certify the following under penalty of perjury, under the laws of the State of California: # y 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for ' building design identified on this Certificate of Compliance. 2. 1 certify that the energy features and performance specifications identified on this Certificate W_npliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations. ,KJ 3. The building design features or system design features identified on this Certificate of CoIn I ance are consistent with the information provided on other applicable compliance documents, worksheets, calculations, plans and specifications submitted to the enforcement agenc id—f approval with this building permit application. Responsible Designer Name: Responsible Designer Signature: Sergio H. Garcia Company: A Date Signed: Sergio H. Garcia Design Consultant Address: License: 49-950 Jefferson St., Suite:130-219 ® City/State/Zip: _ Phone: Indio, Ca 92201 760-880-6796 Registration Number: Registration Date/Time: HERS Provider: -CA Building Energy Efficiency Stanaf; s - 2013 Residential Compliance Report Version - CF1R-08252015-710 Report Generated at: 2016-02-26 18:44:29 RESIDENTIAL MEASURES SUMMARY RMS -1 Project Name Robert Galceran Addition Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 2/26/2016 Project Address 57-471 Avenida Martinez La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 1,442 Addition 238 # of Units 1 INSULATION Construction Type Area Cavi (ft) Special Features Status Roof Wood Framed Attic R38 238 New Wall Wood Framed R 13 345 Rigid=R-4.0 New Slab Unheated Slab -on -Grade - no insulation 238 Perim = 48' New Wall Wood Framed R 15 29 Existing Roof Wood Framed Attic R30 1,204 Existing Wall Wood Framed R11 975 Existing Door Opaque Door - no insulation 20 Existing Slab Unheated Slab -on -Grade - no insulation 1,204 Perim = 142' Existing FENESTRATION TTotal Area: 200 Glazing Percentage: 13.9%1New/Altered Average U -Factor: 0.33 Orientation Area(ft2) U -Fac SHGC Overhang Sidefins Exterior Shades Status Front (N) 19.4 0.330 0.31 none none Bug Screen New Right (Kq 19.4 0.330 0.31 10.0 none Bug Screen New Front (N) 69.0 0.710 0.73 none none Bug Screen Existing Left (E) 46.0 0.710 0.73 none none Bug Screen Existing Rear (S) 46.0 0.710 0.73 none none Bug Screen Existing HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Packaged Heat Pump 10.00 HSPF Packaged Heat Pump 19.0 SEER Setback New 1 None n/a Split Air Conditioner 13.0 SEER Setback Existing HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R -Value Status Addition Only Ducted Ducted Attic 8.0 Altered Existing Residence Ducted Ducted Attic 8.0 New WATER HEATING Qty. Type Gallons Min. Eff Distribution Status Ener Pro 6.5 bv Ener Soft User Number: 30121 RunCode: 2016-02-26718:45:45 /D: 01-2016 Pae 11 of 18 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name Robert Galceran Addition Building Type m Single Family ❑ Addition Alone ❑ Multi Family m Existing+ Addition/Alteration Date 2/26/2016 Project Address 57-471 Avenida Martinez La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 1,442 Addition 238 # of Units 1 INSULATION Construction Type Area Cavi (ft) Special Features Status Demising Wood Framed Attic R11 29 Existing FENESTRATION Orientation Area(ft2) I Total Area: 200 Glazing Percentage: 13.9 % New/Altered Average U-Factor: 0.33 U-Fac SH—GC Overhang Sidefins Exterior Shades Status HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status HVAC DISTRIBUTION Duct Location Heating Cooling Duct Location R-Value Status WATER HEATING Qty. Type Gallons Min. Eff Distribution Status EnergyPro 6.5 by Ener_qySoft User Number 30121 RunCode: 2016-02-26718:45:45 ID: 01-2016 Pae 12 of 18 2013 Low -Rise Residential Mandatory Measures Summary NOTE: Low-rise residential buildings subject to the Standards must comply with all applicable mandatory measures listed, regardless of the compliance approach used. Exceptions may apply. Review the respective code section for more information. Building Envelope Measures: §I 10.6(a)1: Doors and windows between conditioned and unconditioned spaces are manufactured to limit air leakage. § 110.6(a)5: 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). § 110.7: Exterior doors and windows are weatherstripped; all joints and penetrations are caulked and sealed. § 110.8(a): Insulation specified or installed meets Standards for Insulating Material. Indicate type and include on the CF2R. § 110 8(i): The thermal emittance and aged solar reflectance values of the cool roofing material meets the requirements of § 110.8(i) when the installation of a cool roof is specified on the CFIR. §110.80): A radiant barrier shall have an emittance of 0.05 or less when the installation of a radiant barrier is specified on the CFI R. Minimum R-30 insulation in wood -frame ceiling; or the weighted average U -factor shall not exceed 0.031. Minimum R-19 in a § I50.0(a): rafter roof alteration. Attic access doors shall have permanently attached insulation using adhesive or mechanical fasteners. The attic access shall be gasketed to prevent air leakage. § 150.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § I50.0(c): Minimum R-13 insulation in 2x4 inch wood framing wall or have a U -factor of 0.102 or less (R-19 in 2x6 or 0.074 maximum U - factor). § 150.0(d): Minimum R-19 insulation in raised wood -frame floor or 0.037 maximum U -factor. §150.0(g)l: In Climate Zones 14 and 16 a Class 11 vapor retarder shall be installed on the conditioned space side of all insulation in all exterior walls, vented attics and unvented attics with air -permeable insulation. 150.0(g)2: In Climate Zones 1-16 with unvented crawl spaces the earth floor of the crawl space shall be covered with a Class I or Class 11 vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class Il vapor retarder shall be placed over the earth floor of § I50.0(g)3: the crawl space to reduce moisture entry and protect insulation from condensation, as specified in the exception to Section 150.0(d). § 150.0(1): Slab edge insulation shall: have a water absorption rate, for the insulation material alone without facings, no greater than 0.3%; have water vapor permeance rate is no greater than 2.0 perm/inch, be protected from physical damage and UV light deterioration; and when installed as part of a heated slab floor meets the requirements of § 110.8( ). 150.0 § (q)' Fenestration, including skylights, separating conditioned space from unconditioned space or outdoors shall have a maximum U- factor of 0.58; or the weighted average U -factor of all fenestration shall not exceed 0.58. Fireplaces, Decorative Gas Appliances and Gas Log Measures: § 150.0(e)I A: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. § 150.0(e)I 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 readily accessible, operable, and tight -fitting damper or a combustion -air control device. § 150.0(e)I C: Masonry or factory -built fireplaces have a flue damper with a readily accessible control. § 150.0(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: § 110.0-§ 110.3: HVAC equipment, water heaters, showerheads, faucets and all other regulated appliances are certified to the Energy Commission. § 1 10.3(c)5: Water heating recirculation loops serving multiple dwelling units meet the air release valve, backflow prevention, pump isolation valve, and recirculation loop connection requirements of § 110.3(c)5. Continuously burning pilot lights are prohibited for natural gas: fan -type central furnaces, household cooking appliances (appli- § 110.5: ances without an electrical supply voltage connection with pilot -lights that consume less than 150 Btu/hr are exempt), and pool ands a heaters. § 150.0(h)l : Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditions specified in§I50.Oh2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a clearance of at least five feet from the outlet of any dryer vent. § 150.0(i): Heating systems are equipped with thermostats that meet the setback requirements of § 110.2(c). § 150.00)] A: Storage gas water heaters with an energy factor equal to or less than the federal minimum standards shall be externally wrapped with insulation having an installed thermal resistance of R-12 or greater. § 150.00)1 B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar water -heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indicated on the exterior of the tank. For domestic hot water system piping, whether buried or unburied: the first 5 feet of hot and cold water pipes from the storage tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated with a domestic hot water recirculation system § 150.00)2A: regardless of the pipe diameter, piping from the heating source to storage tank or between tanks, piping buried below grade, and all hot water pipes from the heating source to kitchen fixtures must be insulated according to the requirements of TABLE 120.3- A. § 150.00)2B: All domestic hot water pipes that are buried below grade must be installed in a water proof and non -crushable casing or sleeve that allows for installation, removal, and replacement of the enclosed pipe and insulation. 2013 Low -Rise Residential Mandatory Measures Summary §I50.00)2C: Pipe for cooling system lines shall be insulated as specified in §I50.00)2A. Piping insulation for steam and hydronic heating systems or hot waters stems with pressure > 15 psig shall meet the requirements in TABLE 120.3-A. § 150.00)3: Insulation is protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind. Insulation exposed to weather shall either be rated for outdoor use or installed with a cover suitable for outdoor service. For § 150.00)3A: example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation protected as specified or painted with coating that is water retardant and provides shielding from solar radiation that degrades the material. Insulation covering chilled water piping and refrigerant suction piping located outside the conditioned space shall have a Class I §150.00)3B: or Class II vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class 11 vapor retarder. Systems using gas or propane water heaters to serve individual dwelling units shall include: a 120V electrical receptacle within 3 feet of the water heater; a Category III or IV vent, or a Type B vent with straight pipe between the outside termination and the §150.0(n)l : space where the water heater is installed; a condensate drain that is no more than 2 inches higher than the base of the installed water heater, and allows natural draining without pump assistance; and a gas supply line with a capacity of at least 200,000 Btu/hr. § I50.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. § I50.0(n)3: Solar water -heating systems and collectors shall be certified and rated by the Solar Rating and Certification Corporation (SRCC) or by a testing agency approved by the Executive Director. Ducts and Fans Measures: All air -distribution system ducts and plenums installed are sealed and insulated to meet the requirements of CMC §601.0, §602.0, §603.0, §604.0, §605.0 and ANSI/SMACNA-006-2006 HVAC Duct Construction Standards Metal and Flexible 3rd Edition. Supply -air and return -air ducts and plenums are insulated to a minimum installed level of R-6.0 (or higher if required by CMC §605.0) or enclosed entirely in directly conditioned space as confirmed through field verification and diagnostic testing (RA3.1.4.3.8). Connections of metal ducts and inner core of flexible ducts are mechanically fastened. Openings shall be sealed § I50.0(m)1: with mastic, tape, or other duct -closure system that meets the applicable requirements of UL 181, UL 181A, or UL 181B or aerosol sealant that meets the requirements of UL 723. If mastic or tape is used to seal openings greater than ''A inch, the combination of mastic and either mesh or tape shall be used. 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. Factory -Fabricated Duct Systems shall comply with specified requirements for duct construction, connections, and closures; joints § 150.0(m)2: 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. § 150.0(m)3-6: Field -Fabricated Duct Systems shall comply with requirements for: pressure -sensitive tapes, mastics, sealants, and other requirements specified for duct construction; duct insulation R -value ratings; duct insulation thickness; and duct labeling. § 150.0(m)7: All fan systems that exchange air between the conditioned space and the outside of the building must have backdraft or automatic dampers. §I50.0(m)8: Gravity ventilating systems serving conditioned space have either automatic or readily accessible, manually operated dampers except combustion inlet and outlet air openings and elevator shaft vents. Insulation shall be protected from damage, including that due to sunlight, moisture, equipment maintenance, and wind but not § 150.0(m)9: limited to the following: insulation exposed to weather shall be suitable for outdoor service. For example, protected by aluminum, sheet metal, painted canvas, or plastic cover. Cellular foam insulation shall be protected as above or painted with a coating that is water retardant and provides shielding from solar radiation. § 150.0(m)10: Flexible ducts cannot have porous inner cores. When space conditioning systems use forced air duct systems to supply conditioned air to an occupiable space, the ducts shall be § 150.0(m)I I: sealed and duct leakage tested, as confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Mechanical systems that supply air to an occupiable space through ductwork exceeding 10 feet in length and through a thermal §I50.0(m)12: conditioning component, except evaporative coolers, shall be provided with air filter devices that meet the requirements of §150.0 m 12. Space conditioning systems that utilize forced air ducts to supply cooling to an occupiable space shall have a hole for the placement of a static pressure probe (HSPP), or a permanently installed static pressure probe (PSPP) in the supply plenum. The § 150.0(m)13: space conditioning system must also demonstrate airflow > 350 CFM per ton of nominal cooling capacity through the return grilles, and an air -handling unit fan efficacy:5 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultaneously delivering, in every zonal control mode, § I50.0(m)15: an airflow from the dwelling, through the air handler fan and delivered to the dwelling, of> 350 CFM per ton of nominal cooling capacity, and operating at an air -handling unit fan efficacy of15 0.58 W/CFM as confirmed by field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements ofASHRAE Standard 62.2. Neither window operation nor continuous operation of § 150.0(o): central forced air system air handlers used in central fan integrated ventilation systems are permissible methods of providing the Whole Building Ventilation. §I50.0(o)IA: Whole Building Ventilation airflow shall be confirmed through field verification and diagnostic testing, in accordance with Reference Residential Appendix RA3. Pool and Spa Heating Systems and Equipment Measures: Any pool or spa heating system shall be certified to have: a thermal efficiency that complies with the Appliance Efficiency § 1 10.4(a): Regulations; an on-off switch mounted outside of the heater that allows shutting off the heater without adjusting the thermostat setting; a permanent weatherproof plate or card with operating instructions; and shall not use electric resistance heating. 2013 Low -Rise Residential Mandatory Measures Summary § 110.4(b)l : Any pool or spa heating equipment shall be installed with at least 36 inches of pipe between filter and heater or dedicated suction and return lines, or built-up connections for future solar heating. § 110.4(b)2: O4tdoor pools or spas that have a heat pump or gas heater shall have a cover. § 110.4(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 pro- grammed to run only during off-peak electric demand periods. § 110.5: Natural gas pool and spa heaters shall not have a continuous burning pilot light. § I50.0(p): Residential pool systems or equipment shall meet specified pump sizing, flow rate, piping, filters, and valve requirements. Lighting Measures: § 110.9: All lighting control devices and systems, ballasts, and luminaires shall meet the applicable requirements of § 110.9. §I50.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §150.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-13, as applicable. § 150.0(k) I B: When a high efficacy and low efficacy lighting system are combined in a single luminaire, each system shall separately comply with the applicable provisions of §150.0(k). The wattage and classification of permanently installed luminaires in residential kitchens shall be determined in accordance with § 150.0(k) I C: § I30.0(c). In residential kitchens, the wattage of electrical boxes finished with a blank cover or where no electrical equipment has been installed, and where the electrical box can be used for a luminaire or a surface mounted ceiling fan, shall be calculated as 180 watts of low efficacy lighting er electrical box. § 150.0(k) I D: Ballasts for fluorescent lamps rated 13 watts or greater shall be electronic and shall have an output frequency no less than 20 kHz. Permanently installed night lights and night lights integral to installed luminaires or exhaust fans shall be rated to consume no § 150.0(k) I E: more than 5 watts of power per luminaire or exhaust fan as determined in accordance with § 130.0(c). Night lights do not need to be controlled by vacancy sensors. §I50.0(k)IF: Lighting integral to exhaust fans (except when installed by the manufacturer in kitchen exhaust hoods) shall meet the applicable requirements of § 150.0(k). §I50.0(k)2A: High efficacy luminaires must be switched separately from low efficacy luminaires. § 150.0(k)2B: Exhaust fans shall be switched separately from lighting systems. § I50.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § 150.0(k)2D: Controls and equipment are installed in accordance with manufacturer's instructions. § 150.0(k)2E: No control shall bypass a dimmer or vacancy sensor function if the control is installed to comply with § 150.0(k). § 150.0(k)2F: Lighting controls comply with applicable requirements of § 110.9. An Energy Management Control System (EMCS) may be used to comply with dimmer requirements if: it functions as a dimmer § 150.0(k)2G: according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. An Energy Management Control System (EMCS) may be used to comply with vacancy sensor requirements of § 150.0(k) if: it § 150.0(k)2H: functions as a vacancy sensor according to § 110.9; meets Installation Certificate requirements of § 130.4; the EMCS requirements of § 130.5; and all other requirements in § 150.0(k)2. § 150.0(k)2I: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the functionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § I50.0(k)2. § 150.0(k)3A: A minimum of 50 percent of the total rated wattage of permanently installed lighting in kitchens shall be high efficacy. Kitchen lighting includes all permanently installed lighting in the kitchen except internal lighting in cabinets that illuminate only § 150.0(k)3 B: the inside of the cabinets. Lighting in areas adjacent to the kitchen, including but not limited to dining and nook areas, are considered kitchen lighting if they are not separately switched from kitchen lighting. § 150.0(k)4: Permanently installed lighting that is internal to cabinets shall use no more than 20 watts of power per linear foot of illuminated cabinet. § 150.0(k)5: A minimum of one high efficacy luminaire shall be installed in each bathroom; and all other lighting installed in each bathroom shall be high efficacy or controlled by vacancy sensors. § 150.0(k)6: Lighting installed in attached and detached garages, laundry rooms, and utility rooms shall be high efficacy luminaires and controlled by vacancy sensors. § 150.0(k)7: Lighting installed in rooms or areas other than in kitchens, bathrooms, garages, laundry rooms, and utility rooms shall be high efficacy, or shall be controlled by either dimmers or vacancy sensors. Luminaires recessed into ceilings shall: be listed for zero clearance insulation contact (IC) by Underwriters Laboratories or other nationally recognized testing/rating laboratory; have a label that certifies that the luminaire is airtight with air leakage less than 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed with a gasket or caulk between the luminaire housing §I50.0(k)8: and ceiling, and shall have all air leak paths between conditioned and unconditioned spaces sealed with a gasket or caulk; and allow ballast maintenance and replacement without requiring cutting holes in the ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high efficacy for compliance with § 150.0(k), the ballasts shall be certified to the Energy Commission to comply with the applicable requirements in § 110.9. For single-family residential buildings, outdoor lighting permanently mounted to a residential building or other buildings on the same lot shall be high efficacy, or may be low efficacy if it meets all of the following requirements: i. Controlled by a manual ON and OFF switch that does not override to ON the automatic actions of Items ii or iii below; and § 150.0(k)9A: ii. Controlled by a motion sensor not having an override or bypass switch that disables the motion sensor, or controlled by a motion sensor having a temporary override switch which temporarily bypasses the motion sensing function and automatically reactivates the motion sensor within 6 hours; and iii. Controlled by one of the following methods: 2013 Low -Rise Residential Mandatory Measures Summary a. Photocontrol not having an override or bypass switch that disables the photocontrol; or b. Astronomical time clock not having an override or bypass switch that disables the astronomical time clock, and which is programmed to automatically turn the outdoor lighting OFF during daylight hours; or c. Energy management control system which meets all of the following requirements: At a minimum provides the functionality of an astronomical time clock in accordance with § 110.9; meets the Installation "Certification requirements in § 130.4; meets the requirements for an EMCS in §130.5; does not have an override or bypass switch that allows the luminaire to be always ON; and, is programmed to automatically turn the outdoor lighting OFF during daylight hours. For low-rise multifamily residential buildings, outdoor lighting for private patios, entrances, balconies, and porches; and outdoor lighting for residential parking lots and residential carports with less than eight vehicles per site shall comply with one of the § 150.0(k)9B: following requirements: i. Shall comply with § 150.0(k)9A; or ii. Shall comply with the applicable requirements in §110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)9C: For low-rise residential buildings with four or more dwelling units, outdoor lighting not regulated by § 150.0(k)9B or 150.0(k)9D shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, § 140.7 and § 141.0. § 150.0(k)9D: Outdoor lighting for residential parking lots and residential carports with a total of eight or more vehicles per site shall comply with the applicable requirements in § 110.9, § 130.0, § 130.2, § 130.4, •§ 140.7 and § 141.0. § I50.0(k)10: Internally illuminated address signs shall comply with §140.8; or shall consume no more than 5 watts of power as determined according to § 130.0(c). § 150.0(k)11: Lighting for residential parking garages for eight or more vehicles shall comply with the applicable requirements for nonresidential garages in § 110.9, § 130.0, § 130. 1, § 130.4, § 140.6, and § 141.0. In a low-rise multifamily residential building where the total interior common area in a single building equals 20 percent or less of § 150.0(k) 12A: the floor area, permanently installed lighting for the interior common areas in that building shall be high efficacy luminaires or controlled by an occupant sensor. In a low-rise multifamily residential building where the total interior common area in a single building equals more than 20 percent of the floor area, permanently installed lighting in that building shall: §I50.0(k)1213: i. Comply with the applicable requirements in §110.9, §130.0, §130.1, §140.6 and §141.0; and ii. Lighting installed in corridors and stairwells shall be controlled by occupant sensors that reduce the lighting power in each space by at least 50 percent. The occupant sensors shall be capable of turning the light fully On and Off from all designed paths of ingress and egress. Solar Ready Buildings: Single family residences located in subdivisions with ten or more single family residences and where the application for a '§ 110.10(a)1: tentative subdivision map for the residences has been deemed complete, by the enforcement agency, on or after January 1, 2014, shall comply with the requirements of § 110.10(b) through § 110.10(e). § 110.10(a)2: Low-rise multi -family buildings shall comply with the requirements of § 110.10(b) through § 110.10(d). The solar zone shall have a minimum total area as described below. The solar zone shall comply with access, pathway, smoke ventilation, and spacing requirements as specified in Title 24, Part 9 or other Parts of Title 24 or in any requirements adopted by a local jurisdiction. The solar zone total area shall be comprised of areas that have no dimension less than 5 feet and are no less than 80 square feet each for buildings with roof areas less than or equal to 10,000 square feet or no less than 160 square feet each for § 110.10(b)l : buildings with roof areas greater than 10,000 square feet. For single family residences the solar zone shall be located on the roof or overhang of the building and have a total area no less than 250 square feet. For low-rise multi -family buildings the solar zone shall be located on the roof or overhang of the building or on the roof or overhang of another structure located within 250 feet of the building or on covered parking installed with the building project and have a total area no less than 15 percent of the total roof area of the building excluding any skylight area. § 1 10.10(b)2: All sections of the solar zone located on steep -sloped roofs shall be oriented between 110 degrees and 270 degrees of true north. 110.10(b)3A: No obstructions, including but not limited to, vents, chimneys, architectural features, and roof mounted equipment, shall be located in the solar zone. Any obstruction, located on the roof or any other part of the building that projects above a solar zone shall be located at least twice § 110.10(b)3B: the distance, measured in the horizontal plane, of the height difference between the highest point of the obstruction and the horizontal projection of the nearest point of the solar zone, measured in the vertical plane. § 110.10(b)4: For areas of the roof designated as solar zone, the structural design loads for roof dead load and roof live load shall be clearly indicated on the construction documents. The construction documents shall indicate: a location for inverters and metering equipment and a pathway for routing of conduit § 110.10(c): from the solar zone to the point of interconnection with the electrical service (for single family residences the point of interconnection will be the main service panel); a pathway for routing of plumbing from the solar zone to the water -heating system. § 110.10(d): A copy of the construction documents or a comparable document indicating the information from § 110.10(b) through § 110.10(c) shall be provided to the occupant. § 110.10(e)l : The main electrical service panel shall have a minimum busbar rating of 200 amps. The main electrical service panel shall have a reserved space to allow for the installation of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the opposite (load) end from the input feeder location or main circuit location, and permanently marked as "For Future Solar Electric". HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Robert Galceran Addition Date 2/26/2016 System Name . Addition Only Floor Area 238 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL COOLING PEAK COIL HTG. CFM Sensible Latent CFM Total Room Loads 158 3,353 250 513 Return Vented Lighting 0 Return Air Ducts 194 Return Fan 0 Ventilation 0 0 0 0 Supply Fan 5,037 Supply Air Ducts 194 TOTAL SYSTEM LOAD 1 8,777 250 PEAK Heating System Sensible Output per System 21,600 3,791 Total Output Btuh 21,600 Output Btuh/s ft 90.8 145 Cooling System 0 Output per System 18,000 0 Total Output Btuh 18,000 -5,037 Total Output ons 1.5 145 Total Output Btuh/s ft 75.6 Total Output s ft/Ton 158.7 r -956 Air System CFM per System 2,400 HVAC EQUIPMENT SELECTION Airflow cfm 2,400 Fujitsu.Gen.Amer ASU1 8RL 12,195 3,059 13,491 Alrflow cfm/s ft 10.08 2.4 kW Supplemental Electric 8,123 Airflow cfm/Ton 1,600.0 Outside Air % 0.0 % Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 12,195 3,059 Aug 3 PM 21,614 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 2,400 cfm 68 OF 70 OF 75 OF 75 OF Heating Coil Aux. Heat Coil 75 OF ROOM 68 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F 75/61 OF 77/62°F 55/54°F Outside Air c 0 cfm Supply Fan Cooling Coil 2,400 cfm 75 / 61 OF 55 / 54 OF 45.9% ROOM 75 ! 61 OF I EnergyPro 6.5 by EnergySoft User Number: 30121 RunCode: 2016-02-26718:45:45 ID: 01-2016 Page 17 of 18 N HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name Robert Galceran Addition Date 2/26/2016 System Name Existing Residence Floor Area 1,204 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 1,157 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output perSystem 0 23,325 1,267 580 17,492 Total Output Btuh 0 0 Output Btuh/s ft 0.0 1,347 860 Cooling System 0 0 Output perSystem 29,000 0 0 0 0 Total Output Btuh 29,000 510 1,347 1 26,5281 1,267 -510 Total Output ons 2.4 860 Total Output Btuh/s ft 24.1 Total Output s ftfTon 498.2 18,702 Air System CFM perSystem 1,200 HVAC EQUIPMENT SELECTION Airflow cfm 1,200 Carrier 38HDF036-3 w/ 40KMC03036 21,561 3,078 0 0 Jan 1 AM Airflow cfm/s ft 1.00 Airflow cfm/Ton 496.6 Outside Air % 0.0% Total Adjusted System Output 21,561 (Adjusted for Peak Design conditions) I TIME OF SYSTEM PEAK 3,078 Aug 3P M 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 67 OF Outside Air 0 cfm Supply Fan 1,200 cfm 67 OF 68 OF 97 OF Heating Coil 96 OF ROOM 68 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112/78°F 76/62°F 76/62°F 55/54°F c c Outside AirAr 0 cfm Supply Fan Cooling Coil 1,200 cfm 76/62°F 56 / 54 OF - 47.2 % ROOM 75/62°F EnergyPro 6.5 by EnergySoft User Number., 30121 RunCode: 2016-02-26718:45:45 /D: 01-2016 Page 18 of 18 t . ac, 0- R,, T us-s-si, 4c_:o_-,4W, Truss Engineering - Truss Manufacturing - Lumber - Custom Milling Truss Engineering. Date: 4/20/2016 Prepared For: 84 Lumber Project -Name: Galceran Add Located At: 52-471 Avenida Martinez La Quinta, CA CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPRVED FOR CONS UCTION DATE BY Design By: Cesar J Job# 13,991 DECEIVED APR 2 6 2016 CITY OF LA QUINTA COMMUNITY DEVELOPMENT a HOP DRAWING REVIE 1 O EXCEPTIONS TAKEN i. EXCEPTIONS TAKEN AS NOTED = REVISE AND RESUBMIT NOT ACCEPTABLE _ INCOMPLETE SUBMII I AL v view has only been for conformance with lesign concept of the project. Contractor 's esponsible for dimensions and quantities to -je confirmed and correlated at the job site; for information that pertains solely to the fabrication process or to tecl„,,yue. of :onstruction, for coordination of the ,pork of all , trades, and fog' compliance with the contract City Of Los Angeles iocuments. Fabricator License Number 100 " LES D. ARLANi ARt,HITEGT WWW.ARROWTRUSS.COM 1400 E. Arrow Hwy, Upland, CA 91786 Office: (909)946-5800 Fax: (909)946-5829 b to e 0 o ®' con 00000l / \ N n ANG t ` loo `N sN \ a F .q G G QA g 1 Ge J41 GG 'P C S coP 0G, `es. q0',.\ ARROW TRUSS CO, + Fz O-( P. t V\5 - got eon Qoa SNtie, irP 5 CERTIFIED INSPECTION \ ` IN STRICT ACCORDANCE eeeoe10 co o \` 2013 C. B, C ? la G ras o ` o, . s \a ed .atiti5 , oe Q aG --------------------------------- 4 K\t eQ dt tte t`a E A ati CUSTOMER NAME 84 LUMBER. \ aJ g 00 °tat d co peat vo o` tre o0 JOB NAME GALCERAN ADD. ie`' ot\s ed ray s ° apt° .N` ( , Z° o PITCH 2/12.esQGooC t oo tooesuta o ate ( t t TAILS 24 matt Q of Go Q ta vN\ ow a tm'wo TRUSSES SPACED 24' 0. C •c tt\Gal t ( Go P WIZ --°z0000 TOP CHORD 2X4 mMp TILE LOADING 40 4 — 00z) zwwaK JOB# 13991 A2A DRAG 4000.lade e` S Z ;M HHQO DATE 4-13-16 v acWi zNwN DRAWN BY ->>CJ<< G o a W =Nonn- -------------------------- ° ° ow OR *contractor shall verify all dimensions prior to truss fabrication. Acontractor shall read and co implement all specifications N included within following I Fc` N details and calculations o 0 0 0 0 Ahatched area represents A2 C 8 ) N 5 N w w w vaulted ceiling. — p Lu uj L - z w a .. iO co U > U Ad0 ° rn l Y U 14 '-0 ° U r 2 0 ti W U O J O uj M a— W m 4 R IQ mm El 0 MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 13991 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Arrow Truss Co.. Pages or sheets covered by this seal: K1922563 thru K1922565 My license renewal date for the state of California is June 30, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. C 6Q;3.84 EXP. 66/30/16 ;t• April 22,2016 Baxter, David The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSUTPI 1. LUMBER SPECIFICATIONS TC: 2x4 OF 816BTR BC: 2x4 OF H16BTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. TRUSS SPAN 14'- 0.0" LOAD DURATION INCREASE '= 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 12.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD 8.0 PSF TOTAL LOAD 40.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-00 This design prepared from computer input by Cesar Jimenez - Arrow Truss Co weight: 54.42 lb Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=7.2,BCDL=4.8, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor -1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads in the plane of the truss only. 7-00 7-00 6-02-04 12 12 2.00 — — 2.00 I I M -4x4 M -2.5x6 3 4.0" M -2.5x6 ote:Trusdesign requires continuous bearing wall for entire span LION. Fax CSI: TC -.0.43 BC:0.00 Web:0.04 Truss designed for 4x2 outlookers. 2x4 let -ins of the same size and grade as structural top chord. Insure tight fit at each end of let -in. Outlookers must be cut with care and are permissible at inlet board areas only. M-jX6 . M-1.SX4 M-Jxu 2-00 JOB NAME: 84 LUMBER — GALCERAN ADD. — Al Truss: Al DATE: 4/22/2016 SEQ.: K1922563 TRANS ID: LINK 7-00 9-00-09 WARNINGS: 1. Builder and erection antrector ehould be advised of all General Notes and Wamlrga before aha n dbn comma—. 2. bca compression web bracing mud be Installed where shown +. 3. Additional temporary bracing to Insure steblWy, during corwnotbn Is the responsibility of W erector. Adddbnal permanent bredrg of the -11 structure is the responsibility of the buldiry designer. s. No bad shau l be applied to any component until after e0 bracing and tastears am complete and at no time should any bade greater man design loads be applied to any ampanem. S. CompuTrus has no cannot over and assumea no responsibility for the fabrication, handling, sMpment and Installation of components 6. This design is turnlahed suNect to the timitedmo eel fold by TPIANTCA in SCSI, copies of which will be fumished upon request. MiTek USA, IncJCompuTrus Software 7.6.7SP2(1 L) -E 14-00 Scale: 0.4915 GENERAL NOTES, urd.. otherwise noted: 1. This dealpn Is based ordy upon the parameters shown and Is for an Individual building component. Applicability of design parameters and proper Incorporation of component is the responsiblity of the bulding designer. 2. Design eseumes the top and bottom cords to be tatmily bread rd 2 o.c. and at 10 o.c. respedh ey untea breva throughout their length by continuous sheathing such as plywood sheathing(TC) and/or dryxali(BC). 3. 2s Impact bddglrg an lateral bracing required where dawn ++ o. Installation of truss Is the responsibility of the respective contractor. 5. Design assume trusses are to be used N a anconosh a environment, and are (.n wry ca ditimf of use. S. Design assumes ful bearing m a8 supports shown Shim or wedge If scary. 7. Dosign assumes adequate drainage is provided. S. Plates shall be located on both faces of buss, and placed a their center linea almsde with pled ander line. 9. Digits indkate she of plate In Inches. 10. For bask connect., *Is design volas wee ESR.1311, ESR.1988 (MIT.k) 2-00 April 22,2016 LUMBER SPECIFICATIONS TC: 2x4 DF @I&BTR BC: 2X4 DF kI&BTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 24.6" 24.6" 12 2.00 v 7-00 TRUSS SPAN 14- 0.0" LOAD DURATION INCREASE - 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 12.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD - 8.0 PSF TOTAL LOAD - 40.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. -M-4x4 q 4.0" 7-00 This design prepared from computer input by Cesar Jimenez - Arrow Truss Cc CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2=( 0) 21 2-6=(-15) 1536 6-3-(0) 287 2-3=(-1598) 46 6-4-(-15) 1536 3-4-(-1598) 46 4-5=( 0) 21 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -60/ 690V -6/ 6H 3.50" 1.10 OF ( 625) 14'- 0.0" -60/ 690V 0/ OH 3.50" 1.10 DF ( 625) Height: 40.67 lb VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.072" @ 71- 0.0" Allowed = 0.447" MAX DL CREEP DEFL = -0.119" @ 7'- 0.0" Allowed = 0.671" MAX TL CREEP DEFL = -0.191" @ 71- 0.0" Allowed = 0.671" RECOMMENDED CAMBER (BASED ON DL DEFL)- 0.119" MAX HORIZ. LL DEFL 0.012" @ 131- 8.5" MAX HORIZ. TL DEFL 0.026" @ 131- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h-15ft, TCDL=7.2,BCDL=4.8, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor -1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads in the plane of the truss only. 12 0 2.00 ax CSI: TC:0.69 BC:0.38 Web:0.12 L L L 7-00 7-00 2-00 JOB NAME: 84 LUMBER - GALCERAN ADD. - A2 Truss: A2 DATE: 4/22/2016 SEQ.: K1922564 TRANS ID: LINK WARNINGS: 1. Builder and erection conboetor amid be advised of e0 General Notes and WarNngs before oonttructbn commences. 2. b4 compression web bracing mutt be installed where W- 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Addabnal permanent bracing of the overa6 structure la the responsibility of the building designer. 4. No load should be applied to any component ung) after all bredrg and fasteners aro complete and at no time should any loads greeter than design bads be sppllad to furry component. S. OompuT- has no control over and assumes no req-11bility for the fabrication, handling. shipment and katellntlon d compurents. 6. This da4n Is furnished subject to the limitations set form by TPOWTCA In SCSI, copies of which wig be fumbled upon request. MITek USA, IncJCompuTrua Softwere 7.6.7SP2(1L)-E 14-00 Scale: 0.3915 GENERAL NOTES, unbss othandw noted: 1. This design Is based only upon the parameters dawn and U for an IndWwl building component. Applbablllty, of design pammeten and proper Incorporation of component Is the respomibgby of the building designer. 2 Design assumes the cop and boaom chord, m be Iffierely braced m 2. o.a arm at 10 o.a respectively urdess braced throughout their length by condlrseua shesi such e, plywood shesthirg(TC) antler dryxell(BC). 3. It Impact bddgiry or lateral bmdnp required where,hown ++ 4. Installation of was Is the responsibility of the respwM contractor. 5. Design assumes trusses ere to be used In a non.corroaNe environment. and are for'dry condition' of use. 6. Design assumes N bearing M ell supporta shown Shim or -:19. If necessary. 7. Design assumes adequate drainage le prn th d. S. Plates shag be located on both feces of buss, and placed w their center linty wincide with IoW corder lines. 9. Digits indicate size of plate In hd-. 10. For bask connector plate design values see ESR -1311. ESR -I988 (WTe14 2-00 April 22,2016 LUMBER SPECIFICATIONS TC: 2x4 DF 016BTR SC: 2x4 DF g16BTR WEBS: 2x4 DF STAND TC LATERAL SUPPORT <- 12"OC. LON. BC LATERAL SUPPORT <- 12"OC. LION. O 12 2.00 v TRUSS SPAN 14'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 12.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 8.0 PSF TOTAL LOAD = 40.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 7-00 7-00 M -4x6 4.0" This design prepared from computer input by Cesar Jimenez - Arrow Truss Co CBC2013/IBC2012 MAX MEMBER FORCES 4WR/GDF/Cq=1.00 1-2-(-1836) 519 1-4=(-1486) 2778 4-2-(0) 287 2-3=(-1836) 519 4-3-(-1486) 2778 BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -10/ 560V -4000/ 4000H 3.50" 0.90 DF ( 625) 14- 0.0" -10/ 560V -4000/ 4000H 3.50" 0.90 OF ( 625) aei ht: 36.12 lb VERTICAL DEFLECTION LIMITS: LL=L/360, TL -L/240 MAX LL DEFL - -0.072" @ 7'- 0.0" Allowed = 0.447" MAX DL CREEP DEFL = -0.119" @ 71- 0.0" Allowed = 0.671" MAX TL CREEP DEFL - -0.192" @ 71- 0.0" Allowed = 0.671" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.119" MAX HORIZ. LL-DEFL 0.034" @ 131- 8.5" MAX HORIZ. TL DEFL = 0.047" @ 131- 8.5" COND. 2: 4000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=7.2,BCDL=4.8, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor -1.6, Bottom chord at cantilevered end(s) not exposed to wind, Truss designed for wind loads in the plane of the truss only. 12 fMax CSI: TC:0.69 BC:0.39 Web:0.12 0 2.00 7-00 JOB NAME: 84 LUMBER - GALCERAN ADD. - A2A 14-00 7-00 Scale: 0.4057 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upas the parameters sheen and is for an IrdMdual building comperent. Appgcoblliry of design parameters and proper inoorporedon of componam m me responsibility of the building designer. 2 Design .-a. the by and bonen dura. "be laterally braced at and at lo- reapectivety Mars brtaea throughout thee, length by continuous sheath - eudi es plywood she rthing(TC) ordlor dryxaS(BC). 3. Zt Impact bridging or lateral brecbg required where shown ++ 4. Irtsialmtbn of buss Is the responsibility of the respetNe oomrador. S. Design assumes trusses arem be used In a no -Ove embonmem, and ere I. -dry cardition' t use. . 6. Design assumes fug bearing at all wpptm shown Shim or wedge 8 ...entry. 7. Design amumea edegtmts drainage Ie proAd d. S. Plain shall be rotated an both lease of Wes, and pleoed so their center Imes ool oioe with 1.40 cater lines. 9. Dlehs indicate she of pmt In Ind ss. 10. For bask mmotor plate design values see ESR -1311, ESR -1988 (MiTek) April 22,2016 WARNINGS: 1. B Mar and aretmrt comretur airside be adNsed of all General Notes Truss: A2 A and Warnings before cunm uedon commence.. 2 2,4 compression web bmcbg must be Installed where mown +. 3. Additional temporary bredng to Ensue stability during vareanrctmn is the responsibility or One ere tor. Additional permanent bracing of DATE: 4/22/2016 the overall mnadue is the responsibility of the building designer. SEQ.: K1922565 1. Na hoes .hew De app lea many mmponem ung erten alb edgaM fasteners are complete and at no time should my bads greater than TRANS I D : LINK design mads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility sir the fabrication. handling, shipment and installation or oompaents. 6. This design Is fumlaled subject to the gmimgona set mM by TPNVr In BCSI, coplee of wNch wig be furnished upon request. MITek USA, IncJCompuTlus Software 7.6.7-SP2(1 L}E 7-00 Scale: 0.4057 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upas the parameters sheen and is for an IrdMdual building comperent. Appgcoblliry of design parameters and proper inoorporedon of componam m me responsibility of the building designer. 2 Design .-a. the by and bonen dura. "be laterally braced at and at lo- reapectivety Mars brtaea throughout thee, length by continuous sheath - eudi es plywood she rthing(TC) ordlor dryxaS(BC). 3. Zt Impact bridging or lateral brecbg required where shown ++ 4. Irtsialmtbn of buss Is the responsibility of the respetNe oomrador. S. Design assumes trusses arem be used In a no -Ove embonmem, and ere I. -dry cardition' t use. . 6. Design assumes fug bearing at all wpptm shown Shim or wedge 8 ...entry. 7. Design amumea edegtmts drainage Ie proAd d. S. Plain shall be rotated an both lease of Wes, and pleoed so their center Imes ool oioe with 1.40 cater lines. 9. Dlehs indicate she of pmt In Ind ss. 10. For bask mmotor plate design values see ESR -1311, ESR -1988 (MiTek) April 22,2016 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 14- s " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in fNn-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 1/T 6 c1-2 a2.3 2. Truss bracing must be designed by an engineer. For truss individual lateral braces themselves 4 o WEBS czo Oy p u O wide spacing, may require bracing, or alternative Tor I bracing should be considered. = 3. Never exceed the design loading shown and never CL ° u U stack materials on inadequately braced trusses. (L 4. Provide copies of this truss design to the building cza csz cs s For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0-'rid' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ' Plate location details available in MiTek 20/20 software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19%, at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to Slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Southern Pine lumber designations are as follows: in all respects, equal to or better than that Indicated by symbol shown and/or SYP represents values as published by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1, 2013 spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek@) All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 0 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood TfUSS Construction. and pictures) before use. Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ® BCSI: Building Component Safety Information, g MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANS%TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 01/29/2013 Truss Engineering - Truss Manufacturing - lumber -Custom Milling We are a material supplier not a sub -contractor. Be certain that the dimensions and quantity as shown on these calc's agree with your plans and are what you want. Consult with your building Contractor, Architect, Engineer or Building Consultant. Contact your Salesman or Truss designer immediately with any questions or corrections. ® Signed Contract & Authorization is required prior to fabrication. • Engineering is valid only if manufactured by Arrow Truss Co. • Any product supplied by Arrow Truss Co shall not be cut or altered in any way without specific instruction from an authorized representative of Arrow Truss Co. Los Angeles City License # 100 Certified On Plant Wood Truss Inspections By West Coast Lumber Inception Bureau. NOTICE * WARNING * NOTICE BE SURE CONTRACTOR UNDERSTANDS HIB -91 SUMMARY SHEETS ENCLOSED A TEAM YOU CAN TRUSS. 1400 F. Arrow Hwy, Upland, CA 91786 Phone: (909) 946-5800 Fax: (909) 946-5829 MiTek USA, Ince / CompuTrus Software Warnings & General Notes WARNINGS: I. 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-.temporarybracingto-insiure-stabilityduring 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 designis fumished-subjectto the Limitations set forth by TPIAWCA in BCSI, copies of which will be famished 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 parametersand 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). This safety alert symbol is..used :to :attractiyour attention! PERSONAL SAFETY IS INVOLVED!: - en yti igP.yi: .you see this symbol - BECOME ALERT.=.HEED.tTS MESSAGE. f" CAUTION: A CAUTION identifies safe operating prac= tices or indicates unsafe conditions that could result in personal injury or damage to structures...:, r : :DANGER:: `_A, DAN GER des'" ''t "a" condition' r:•:'•where failu e'to'follow instructions or heed warn -.ingwillmostlikelyresultinseri_ous'personalirijury :. '3> _or death or dama e t g o structures: - ,.,.- WARNING AVARNING describes'a.con djtion. A., where failure to follow instrucfions could result in ,severe personal injury or damage to structures. HIB -91 Summary Shee't' i0ok.®R COMMENTARY and RECOMMENDATION,S.for -- ;' Y`" HANDLING, INSTALLING &BRACING MTRUSS PLATE INSTITUTEETAL 583 D'Onofrio Dr., site 200 PLATE CONNECTED WOOD TRUSSES Madison, Wisconsin 53719 (608) 533-5900 • wwv,`.tpinst.org his the resoonsibility of the installer (builder, buildino contractor, licensed contractor, industry, but must, due to the nature of responsibilities involved, be presented as a ereclor or erection contractor) to orooerly recoive unload story handle install and guide for the use of a qualified building designer or installer. Thus, the Truss Plate brace metal otate connected wood trusses to orotect life and orooerty. The installer Institute, Inc. expressly disclaims any responsibility for damages arising from the must exercise Ih;: same high degree of safety awareness as with any otherstructural use, application or reliance on the recommendations and information contained material. TPI does not intend these recommendations lobe interpretedassuoeriorto herein by building designers, installers, and others. Copyright © by Truss Plate the project Arch tea's cr Engineer's design specification for handling, installing and'.Institute, Inc. All rights reserved. This document or any part thereof must not be bracing wood trusses fora particular roof or floor. These recommendations.arebased reproduced io any form without written permission of the publisher. Printed in the upon the collective experience of leading technical personnel in thewood fuss' United-iR of America. CAUTION: The builder, building contractor, licensed contractor, erector or erection contractor,'is :ad vised ;o obtain and read.the entire booklet mentary and Recommendations for Handli_ng;ln-r; stalling & Bracing Metal Plate Connected Wood'. Trusses-, HIB -91" from the Truss Plate Institute:'' CAUTION: All temporary bracing should be'no less than 2x4.grade .marked lumber. All connections is should be made with minimum'of 2-16d.rials_All ,trusses assumed 2' on -center or less: All_multi-ply a;a't.E_::trusses':should be connected together:in accor =^ 5rr r dance with design drawings prior to installation:?' TRUSS STORAGE ;CAUTION: Trusses sho'uld not be •_ u`nload.ed on rou:ghterrain or un even surfaces which could cause ;:..damage: to the truss.-;,:. -- Donotliitbufndledtr'u'sses •eba po noFifse damaged trusses: r1 LaFI........ Frame 1 WARNIN G: Do not attach ce - bles chains; ono lift ooks; �INAFiNING sir' letrus'ses'wit to th ew 9. ti spans ebembers= - m - - . re afe - r.ttia 30. b ` th e , 60 EIN CHANICAL . 41/2truss c ALLA IQN or less les Approximately imately ' !ia truss length length Tag Truss spans less than 30' Tag Lifting devices should be connected to Strongback/ Line I Line the truss top chord with a closed-loop Spreader Bar attachmrt uiif zg a�fenals such as Spreader Bar / 10' slings, chains, cables, nylon strapping', Toe In —s� I —Toe In etc. of sufficient strength to carry the — weightofthetruss.Each truss should be set in proper position per the building �l I designer's framing plan and held with ( Approximately I , Approximately the lifting device until the ends of the 2/3 to %C truss length '/z to 2/3 truss length truss are securely fastened and tempo- Greater Man 60' Less than or equal to 60' � Tag rary bracing is installed. Line I .)reader Bar I Strongback/ \ 10' 10' f Spreader Bar Toe In Toe In At or above mid -height Approximately -' fE Approximately 1/4trssl__ Yz to 2/3 truss length 2/3 to 3/a truss length I Less than or equal to 60' ag Tag Greater' than 60' Line Line CAUTION: Temporary bracing shown in this summary sheet is adequate for the installation of trusses with similar configurations. Consult a registered professional engineer if a different bracing arrangement is desired. The engineer may design bracing in accordance with TPI's Recommended Design Specification for TemporaryBracing'ofMeta/Plate Connected Wood Trusses, DSr-89, and in some cases determine that a wider spacing is posjsible ":: GROUND BRACING: BUILDING INTERIOR GROUND BRACING: BUILDING EXTERIOR' GB T Top chord Typical vertical attachment note: Z- floor system shall have' adequate capacity to support' ground - Frame 2 Typical horizontal tie member with multiple stakes (HT) - )Tuss of bracec yup of trusses (EB) i? '. or greater rI.I UNLU I HUSS TOP CHORD TEMPORARY BRACING'I OF - Douglas Fir -Larch SP - Southern Pine HF- Hem.Fir SPF - Spruce -Pine TOPCHORD All lateral braces lapped at least 2 TOP CHORD DIAGONALBRACE MINIMUM LATERALBRACE SPACING(Des) SPAN PITCH SPACING(LBS) #trusses "0046 32' 4/12 8' SP/DF SPF/HF 17 12 6' 20 I 15 10 7 Over'48' - 60' 4/12 5' 6 4 Over. 60' See a registered Drofessional enninoor Note: bottom chord & web member temporary bracing also required - re!er to Frame 4. OF - Douglas Fir -Larch SP - Southern Pine HF- Hem.Fir SPF - Spruce -Pine -Fir All lateral braces lapped at least 2 • PITCH LATERALBRACE. Continuous Top Chord trusses. SPACING(LBs) Lateral Brace i ___J I Required U to 28' _ ; 2.5 7' 17 12 . r 6' 10"orGreater l •. Over 42'- 60' 3.0 S' Allachmeni Over 60' See a registered professional engineer Required — V' y2, or \?ss I Top chords that are laterally braced can buckle together and cause collapse if there is no diago. =450 nal bracing. Diagonal bracing should be nailed w to the underside of the lop chord hen purlins / are attached to the topside of the top chord. Viewpholos of a properly braced root system at v. w.lpinst orr under the "Publications"link. :WARNING: Failure to follow these recomm-ndationscould result in severe, personal injury.ordamage`to trusses or buildings. SCISSORS TRUSS TOP CHORD TEMPORARY BRACING I TOPCHORD 'MINIMUM TOP CHORD DIAGONALBRACE • PITCH LATERALBRACE. SPACING (DBj . SPAN l DIFFERENCE SPACING(LBs) (# trusses) ___J SP/DF SPF/HF U to 28' _ ; 2.5 7' 17 12 Over 28'- 42' 3.0 6' 9 .6 Over 42'- 60' 3.0 S' 5 3 Over 60' See a registered professional engineer ounom cnoru & web member temporary bracing also required - refer to Frame 4. OF = Douglas Fir -Larch SP = Southern Pine HF = Hem -Fir SPF = Spruce -Pine -Fir Con linuous Too Chord LateralBrac Required 10" or G, Attachmen Required =laterallyds that are laterally braced can bucklend cause collapse if there is nodiago.g. Diagonal bracing should be nailederside of the top chord vrhen purlinsed to the topside of the top chord.ros ora properly bracedroof system of o under the "Publicafions"link. All lateral braces lapped at least 2 trusses. `-' .' ' o \ ss Frame 3 45 12 r/ " `051 ry°L. a ♦n' MONO TRUSS TOP CHORD TEMPORARY BRACING SPAN j TOP CHORD MINIMUP:1 LATERALBRACE PITCH SPACING(LBJ ITOPCHORD DIAGONALBRACE SPACING(DB,) .. [#trusses].,-' SP/DF I SPF HF: '- Up to 24' I 3/12 i 8' 1 17 1. 12''.'-: Over 24'-42' 3/12 1 -7' j 10 1 6 Over 42' - 54' 3/12 6' 6 4 Over 54' See a registered professional engineer Note: Bottom chord A web member temporary bracing also required - refer to Frame 4. DF - Dnug!as Fir -Larch SP - S,)u;nc - Pine HF - Hem -Fir SPF - Spruce -Pine -Fir ri- `O0S © 0G` 5 Diagonal brace also required on end verticals. 12 % 13 or greate • O' All lateral braces lapped at least 2 trusses. Contin,' us Tor, Chorri Lateral Br ace Required Top chords that are laterally braced can buckle r r. .. 10 rre together and cause collapse it there is no diago- nal bracing. Diagonal bracing should be nailed 10 the underside of the top chord when purlins ?4: arr aHached to the topside of the top chord. o./egs : '' ro Ail&Chmi Vien•pholos otaproperly braced root system at -= - www.toinsl.oro underthe "Publications" link. RP.4UIfeC PLUMB I I I Truss Depth D(in) WARNING: FaHure'to follow these recommendations could result in severe personal injuryOr:damage to'trusses or buildings. Lesser of D/50 or 2" Aaximum i17 Plumb Aisplacement Line INSTALLATION TOLERANCES D(in) D/50 D(ft) 12" I 1/4" I 1' 24" 1/2" 2' 36" 3/4" 1 3- 48" I 1:: 4: 60" 1-1/4" 5' I 72" I 1-1/2" I 6' 84" ( 1-3/4" 7' 96" I 2" 8' 108" . 2" 9' 1 T' i L (in) L(in) U200 L(ft) 50" 1/4" 4.2' 100" 1/2" 8.3' 11 W!! 3/4" 12.5- Length., L (in) Lesserof 0200 or 2" BOW L (in) f Lesserof U200 or 2" L(in) U200 L(ft) 200" 1" 16.7' 250" j 1-1/4" 20.8' 300" 1-1/2" 25.0' OUT -OF -PLUMB INSTALLATION TOLERANCES OUT -OF -PLANE INSTALLATION TOLERANCES Y -:: .:::._.:....r.::..._..._:..._...-..... .,.....-.._ .r•- ; Untler..no-circumstance should :., WARNING: -Do not cut trusses: 'i' x' .?construction loads of any description be placed _ 1 z`r.• : .3• ;on unbraced trusses Frame 6 45' 's 00, T `ssP OeJ s @2, 0 'c 12 —1 4 or greater .h Bottom chord diagonal bracing repeated at -each end of the building and at same spacing as top chord diagonal bracing. BOTTOM CHORD TEMPORA•; Y BRACING DF - Douglas Fir -Larch SP - Southern Pine HF- Hem -Fir SPF - spruce -Pine -Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE WARNING-. Failure tc.follcw these.recomm2ndations:could result in. severe personal injury or aamage.to.trusses or buildings. r 0TH 20, ss — Permanent continuous lateral bracing as specified by the ,450 truss engineering. Frame 4 Temporary cross 'bracing at each end of the building and* repeated at WEB MEMBER PLANE BOTTOMCHORD BOTTOMCHORD DIAGONALBRACE MINIMUM LATERALBRACE SPACING(DB,) SPAN' PITCH SPACING (LB.) [.#trusses) 5P/DF SPF/dF Uf3,_to 32' 4/12 15' 20 15 Over 32'- 48' 4112 15' 10 7 Over 48.'- 60' 4/12 15' 6 4 Over 60' See a registered professional en ineer DF - Douglas Fir -Larch SP - Southern Pine HF- Hem -Fir SPF - spruce -Pine -Fir All lateral braces lapped at least 2 trusses. BOTTOM CHORD PLANE WARNING-. Failure tc.follcw these.recomm2ndations:could result in. severe personal injury or aamage.to.trusses or buildings. r 0TH 20, ss — Permanent continuous lateral bracing as specified by the ,450 truss engineering. Frame 4 Temporary cross 'bracing at each end of the building and* repeated at WEB MEMBER PLANE "` rl- V11V IIIVVV TOP CHORD TEMPORARY BRACING Laughs r"11 -Laren SP - Southern Pine 4gm-Fir SPF Spruce -Pine -Fir qs \ l 0 S The end diagonal brace • )r t dntilevered tru ses must be placed or vertical webs in line with the suppol f All lateral braces,- lapped at least two trusses. Top chords that are laterally braced can buckle together and cause collapse if there is nodiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord .:-hen purlins are attached to the lopside of the lop chord. Viewphotos ofaPioperly braced roof system of k'ww.foi s ror'.under the "Publications"link. End diagonals are essential for stability and must be duplicated on both ends of the truss system. Continuous Tr: Chord LaleralBracc Required 10" Atlachmer Required 20 `(DB 10 trusses SP X2.0. F HF . c' 45e -', e or greater er 1VARNING: Failure tofoll.owthesErecommendationscouldresultin severe personal injuryor damage to trusses or buildings.' . 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together a nd cause co'.apse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the lop chord when purlins are attached to the topside of the lop chord. Vie1V pholos of a properly braced roof system at L%_,1Ljpinsl.ord under the "Publications -link. S L - 301(DB 1STr asses @2 o.c JIf All lateral braces 1 I I I I if lapped of least fwd trusses. _,O - End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 t\ess li / Continuous — Top Chord LaleralBrace Required 10" or Greater Attachment Required ---7 - 3 vZ 11 Trusses must have tum- ber oriented in the hori- zontal direction to use this brace spacing. TOPCHORD TOPCHORD DIAGONALBRACE MINIMUM LATERALBRACE SPACING(DBS) SPAN DEPTH SPACING(LBJ [#trusses] SP/DF SPF/HF Up to 32' 30" 1 8' 16 10 •;js;'' .. Over 32' - 48' 42" 6' 6 4 Over 48'- 60' 48" 5' 4 2 Over 60' See a registered professional engineer Laughs r"11 -Laren SP - Southern Pine 4gm-Fir SPF Spruce -Pine -Fir qs \ l 0 S The end diagonal brace • )r t dntilevered tru ses must be placed or vertical webs in line with the suppol f All lateral braces,- lapped at least two trusses. Top chords that are laterally braced can buckle together and cause collapse if there is nodiago- nal bracing. Diagonal bracing should be nailed to the underside of the top chord .:-hen purlins are attached to the lopside of the lop chord. Viewphotos ofaPioperly braced roof system of k'ww.foi s ror'.under the "Publications"link. End diagonals are essential for stability and must be duplicated on both ends of the truss system. Continuous Tr: Chord LaleralBracc Required 10" Atlachmer Required 20 `(DB 10 trusses SP X2.0. F HF . c' 45e -', e or greater er 1VARNING: Failure tofoll.owthesErecommendationscouldresultin severe personal injuryor damage to trusses or buildings.' . 4x2 PARALLEL CHORD TRUSS TOP CHORD TEMPORARY BRACING Top chords that are laterally braced can buckle together a nd cause co'.apse if there is no diago- nal bracing. Diagonal bracing should be nailed to the underside of the lop chord when purlins are attached to the topside of the lop chord. Vie1V pholos of a properly braced roof system at L%_,1Ljpinsl.ord under the "Publications -link. S L - 301(DB 1STr asses @2 o.c JIf All lateral braces 1 I I I I if lapped of least fwd trusses. _,O - End diagonals are essential for stability and must be duplicated on both ends of the truss system. Frame 5 t\ess li / Continuous — Top Chord LaleralBrace Required 10" or Greater Attachment Required ---7 - 3 vZ 11 Trusses must have tum- ber oriented in the hori- zontal direction to use this brace spacing. C❑mpLTr'us, Inc. t f` kc` rsx> Custom Software Engineering Manufacturing Gable end trusses that have been designed to support vertical arid/or seismic loads sometimes require that their top chords be notched for outlookers. These types of trusses have come under increased scrutiny by the building departments and their field inspectors. The top chord is a critical component in the truss and considerations must be made during the design process to prevent repairs later. Several options are listed below. Option I: For 2x4 Outlookers cut into tte • For 2x4 Outlookers. • Requires 2x4 blocking between outlookers. Option II: For 4x2 Outlookers For 4x2 outlookers. • Notches must be cut with care. M- .5x3 @ 36" No blocking required. Do not cut into • Same cutting as for common. heel plate ° Shim let -ins at each end for full bearing. Option III: For 4x2 Outlookers - Span < 24'-0>' For 4x2 outlookers. • 4x2 blocking between outlookers required. Option IV: For 4x2 Outlookers with full continuous bearing, studs at 16" o.c., and sheathing material attached to one face • 4x2 notches must be cut with care. • No extra measures required. IBC 2009 / CBC 2010 MARCH 12, 2009 WEB BRACING RECOMMENDATIONS I ST-WEBBRACE =ElD 0 00 0 00 a MiTek USA. Inc. 9 MiTek USA, Inc. Page 1 of 1 i size shall be measured in between the centers of pairs of diagonals. TYPE MAXIMUM TRUSS WEB FORCE (lbs.)(See note 7) BRACE BAY SIZE 24"O.C. 48"O.C. 72" O.C. t. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ' BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A B C D C D 1 - 0' 0" 1 7 6 0 1 886 1 886 2 829 - :e:> ``'' 3143 3143 47154715 _ yr. =<<';7;-•:,=. 2358 2358 3536 1886 1886 2829 i;` -- - 12'-0" 1342 1572 1572 2358 7074 14'-0" 1150 t 4 7 3 4 1 7 3 2021 16'-0" 1006 1179 1179 1768 18'-0" 894 1048 1048 1572. 3143 4715 20'-0" 805 943 943 1414 i size shall be measured in between the centers of pairs of diagonals. TYPE BRACING MATERIALS GENERAL NOTES t. 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 IT INTERSECTS WEB MEMBERS 1 X 4 N2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-6d (0.131-X2.5") FOR 1x4 BRACES, 2-1Dd (0.131'x 3) FOR 2x3 and 2x4 BRACES. AND 3-t Od (O.t3t')3-) FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.9d (0.131-X2.5") NAILS FOR 1x4 LATERAL BRACES, B 2 X 3 q3, STD, CONST (SPF, OF, HF, OR SYP) 2.10d (0.131'x3') NAILS FOR 2x3 and 2x4 LATERAL BRACES, AND 3.10d (0.131')3-) FOR 2x6 LATERAL BRACES. 5. LATERAL BRACE SHOULD BE CONTINUOUSAND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 H3, STD, CONST (SPF, OF, HF, OR SYP) DS&89 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. w .sbcindustry.com and w .tpinstolg D 2 X 6 k3 OR BETTER (SPF, OF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN CRAWING FOR WEB MEMBER FORCE. 8, TABULATED VALUES ARE BASED ON A DOL. = 1.15 t -UH S I ACILILtH5: 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 INSTAI. L ATIGN NIMF ANn PROM Ir.T SPFCIFICATInN 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. TRUSS WEB MEMBERS CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) JULY 11, 2011 I LATERAL TOE -NAIL DETAIL ST -TOENAIL -- I UQQ O nnlTek USA. Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER 0o AND STARTED 1/3 THE LENGTH.OF THE NAIL.FROM THE MEMBER END AS SHOWN. a 00 2. THE END DISTANCE, EDGE DISTANCE; AND SPACING OF NAILS SHALL BE SUCH \ n AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ./ U 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES MiTek USA, Inc. FOR MEMBERS OF DIFFERENT SPECIES. SQUARE CUT VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW SIDE VIEW . (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE FAR SIDE I NEAR SIDE J ---I FAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3NAILS NEAR SIDE NEAR SIDE NEAR SIDE , SIDE VIEW (2x6) 4 NAILS NEAR SIDE ---- FAR SIDE NEAR SIDE -- ----I FAR SIDE a SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE TOE -NAIL SINGLE SHEAR VALUES PER NDS 2005 (Ib/nail) DIAM. SYP DF HF SPF Z 131 88.1 80.6 69.9 68.4 1 59.7 O .135 93.5 85.6 74.2 72.6 63.4 - .162 118.3 108.3 93.9 91.9 80.2 ri z Z .128 84.1 1 76.9 66.7 1 65.3 1 57.0 0 131 88.1 80.6 69.9 68.4 59.7 N 148 106.6 1 97.6 84.7 82.8 72.3 vi .120 73.9 67.6 58.7 57.4 50.1 Z O .128 84.1 76.9 66.7 65.3 57.0 o .131 88.1 80.6 69.9 68.4 59.7 c') .148 106.6 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (Ib/nail) X 1.15 (DOL) = 317.0 Ib Maximum Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW SIDE VIEW . (2x4) (2x3) 3 NAILS 2 NAILS NEAR SIDE NEAR SIDE FAR SIDE I NEAR SIDE J ---I FAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x4) 3NAILS NEAR SIDE NEAR SIDE NEAR SIDE , SIDE VIEW (2x6) 4 NAILS NEAR SIDE ---- FAR SIDE NEAR SIDE -- ----I FAR SIDE a SIDE VIEW (2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE JANUARY 1, 2009 LATERAL TOE -NAIL DETAIL ST -TOENAIL SP =00 0 00 0 00 L MiTek USA, Inc. Mitek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER:OF THE MEMBER.END AS SHOWN. 2. THE END DISTANCE; EDGE DIS`fANCE; AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES.MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY VARY FROM 30* TO 60' 45.00* ANGLE MAY VARY FROM 30° TO 60° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2x6) 3 NAILS NEAR SIDE NEAR SIDE NEARSIDE ANGLE MAY VARY FROM 30 ° TO 60' 45.00 ° TOE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (Ib/nail) DIAM. I SYP DF HF SPF SPvF,S..-'4 O .131 88.0 80.6 69.9 68.4 59.7 Z O .135 93.5 85.6 74.2 72.6 63.4 J n .162 108.8 99.6 86.4 84.5 73.8 ri Z z .128 74.2 67.9 ' 58.9 57.6 50.3 .131 75.9 69.5 60.3 59.0 51.1 N .148 81.4 74.5 64.6 63.2 52.5 M VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES.MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (Ib/nail) X 1.15 (DOL) = 291.5 Ib Maximum Capacity ANGLE MAY VARY FROM 30* TO 60' 45.00* ANGLE MAY VARY FROM 30° TO 60° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x3, 2x4) 2 NAILS NEAR SIDE NEAR SIDE 45.00' SIDE VIEW (2x6) 3 NAILS NEAR SIDE NEAR SIDE NEARSIDE ANGLE MAY VARY FROM 30 ° TO 60' 45.00 ° I I JANUARY 1, 2009 ROOF TRUSS GIRDER LEDGER DETAIL ST-RTGLD 0 00 O o0 a MiTek USA, Inc. CASE 1 - SAME CHORD SIZE AND LEDGER SIZE CASE 2 & 3 - CHORD SIZE AND LEDGER SIZE DIFFERENT CASE MAX. GRAVITY LOAD.(,pll..),,,, .,,. 1 2x4 LEDGER / 2x4 CHORD 2x6 LEDGER 12x6 CHORD 2x8 LEDGER /2x8 CHORD WD / 2x10 CHORD 2&3 2x4MIN.MBRI 2 x 6 MAX. MBR 2x 6 MIN. MBR./ 2x 8MIN. MBR./ 2x 10 MIN. MBR.I 2 x 8 MAX. MBR. 2 X10MAX. MBR. 2 x 12 MAX. MBR. LUMBER MIN. SPECIES NAILING MAX. NAILING MIN. NAILING MAX. MIN. NAILING NAILING MAX. MIN. NAILING NAILING MAX. NAILING SYP 636 636 636 954 636 954 636 1272 DOUG -FIR 582 582 582 873 582 873 582 1164 SPF 492 492 492 738 492 738 492 984 VALUES MAY BE INCREASED BY APPROPRIATE D.O.L. FACTORS CASE 1 CASE 2 CASE 3 LEDGER AND CHORD LEDGER LARGER LEDGER SMALLER SAME SIZE THAN CHORD THAN CHORD NOTE: LEDGER MUST EXTEND 1/2 OF THE TIE IN TRUSS SPACING BEYOND THE LAST TRUSS IN A RUN OF TRUSSES OR 12" LEFT AND RIGHT OF ANY SINGLE TIE IN LOAD. NOTE: THE SMALLER MEMBER SHALL NOT BE MORE THAN 1 NOMINAL SIZE SMALLER THAN THE LARGER MEMBER. MAX. TIE IN SPAN(S) REACTION: _ (MAX. LOAD (plf) FROM CHART) X (TIE IN SPAN SPACING MAX. TIE IN SPAN ON CENTER SPACING = 34" APPLY LEDGER, ONE FACE ONLY, AS SHOWN. SECURE LEDGER USING 10d NAILS (.131" DIA.X 3") PER THE FOLLOWING MAX. NAIL SCHEDULE: 2 x 4's - 2 ROWS @ 4.0" O.C. 2x8's -3 ROWS @ 4.0" O.C. 2x6's-3 ROWS @ 4.0" O.C. 2X1O'S -4ROWS @4.0"O.C. MiTek USA, Inc. Page 1 of 1 TOE NAILED CONNECTION MAXIMUM UPLIFT REACTION: (2) NAILS (3) NAILS SYP = 176.2 lb's. SYP = 264.3 lb's. DF = 161.2 lb's. DF = 241.8 lb's. HF = 139.8 lb's. HF = 209.7 lb's SPF = 136.8 lb's. SPF = 205.2 lb's. TOE NAILS TO BE DRIVEN THROUGH THE BOTTOM CHORD OF THE TIE IN MEMBER INTO THE LEDGER. NAILS ARE CONSIDERED 10d (3" X 0.131") ALTERNATE UPLIFT CONNECTION USP RT7 RT7 UPLIFT CONNECTION CAPACITY (SYP/DF) = 585 Ib. RT7 UPLIFT CONNECTION CAPACITY (SPF) = 540 Ib. AT 1.33% D.O.L. TIE IN SPAN TIE IN SPAN TIE IN SPAN GIRDERTRUSS LEDGER BOTTOM CHORD EXTENSION 1/2 TIE IN TRUSS SPACING 112 TIE IN TRUSS SPACING OR OR 12* FOR A SINGLE CONC. LOAD 12* FOR A SINGLE CONC. LOAD ii NOTE: WHEN REACTION EXCEEI 500#, PLATE MUST BE ROTATED OVER LEDGER AS SHOWN. THE SPECIFIED NUMBER OF ROWS CORRESPOND TO THE MIN. SIZE OF ANY MEMBER THAT IS A PART OF THE CONNECTION. THE MIN. NAILING PATTERN FOR ANY CONNECTION IS: s,„ 2 ROWS @ 4" O.C. WHEN THERE IS A DIFFERENT LUMBER SPECIES USED FOR THE LEDGER THAN WHAT WAS USED FOR THE GIRDER TRUSS BOTTOM CHORD, USE THE LOWER VALUE OF THE TWO LUMBER SPECIES. FEBRUARY 19, 2009 —Ifs a aaa — o0 00 MiTek USA, Inc. SIDE VIEW NEAR SIDE FAR SIDE UPLIFT TOE -NAIL DETAIL THIS DETAIL SHALL BE U,S,ED_FOR A.CONNECTION RESISTING UPLIFT FORCES ONLY.. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS.. ST-TOENAIL_UPLIFT i MiTek USA, Inc. Page 1 of 1 / s't END VIEW 0.00° TOP PLATE OF W LL 71"FOR 3" NAIL NEAR SIDE L -Y' —Ell -3/16' FOR 3.55NAILIL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (Ib/nail) X 1.33 (DOL for wind) = 148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (Ib/nail) X 1.60 (DOL for wind) = 177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs (177 lbs) Building. Designer is responsible to specifiy a different connection. "' USE (3) TOE -NAILS ON 2x4 BEARING WALL "' USE (4) TOE -NAILS ON 2x6 BEARING WALL TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (Ib/nail) DIAM. SYP DF HF SPF SPF -S L .131 59 46 32 30 20 p .135 I 60 48 33 30 20 J n 162 72 58 39 37 25 J ri H Z .128 54 42 28 27 19 w .131 55 43 29 28 19 J J Ln' 148 62 48 34 .31 21 Q Z 0 .120 51 39 7 26 17 z O .128 49 38 26 25 17 J o .131 51 39 27 26 17 r' .148 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (Ib/nail) X 1.33 (DOL for wind) = 148 Ib Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (Ib/nail) X 1.60 (DOL for wind) = 177 Ib Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 lbs (177 lbs) Building. Designer is responsible to specifiy a different connection. "' USE (3) TOE -NAILS ON 2x4 BEARING WALL "' USE (4) TOE -NAILS ON 2x6 BEARING WALL JANUARY 1, 2009 1 SCAB APPLIED OVERHANGS O TRUSS CRITERIA: LOADING: 40-10-0-10 000 DURATION FACTOR: 1.15. SPACING: 24'-"O.C'. U ' U CHORD: 2 1 OR 2x6 PITCH: 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; DFj T0`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 NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND. LUMBER GRADES ST-REP13A MiTek USA, Inc. Page 1 of 1 I OCTOBER 1, 2006 REPLACE BROKEN OVERHANG ST-REP13B ' I ^ MiTek USA. Inc. El Elf, v TRUSS CRITERIA: V J LOADING: 40-10-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. uJL— —J TOP 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 N0.2 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 CONNECTOR PLATES MUST BE FULLY" IMBEDDED AND — UNDISTURBED (L) j (2.0 x L_)_ 24” MAX 1 24” MIN IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page 1 of 1 JANUARY 1, 2009 nom; @ El 0 00 0 00 MiTek USA, Inc. 1. STANDARD REPAIR FOR ADDING A FALSE BOTTOM CHORD 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 BEAUSED) NOTES: MAIN,TI3USS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) I ST-REP10 MiTek USA, Inc. Page 1 of 1 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. 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 TRUSS SPAN 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. DETAIL FOR COMMON -AND END JACKS Mil/COR - 8 -20psf 7/9/2015 PAGE 1 w^+ "2w ""' Pla'te's uvV [1.25 I MITek Industries, Inc. TOLL zo.o Plates Increase 1.25 BRACING 0 TCDL16.0 Lumber Increase 1.25 TOP CHORD Sheathed. Corona Ca. BOLL 0.0 Rep Stress Incr YES BOT CHORD Rigid ceiling directly applied. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 x 4 DF -L No. 1&BTR BOT CHORD 2 x 4 DF -L ND.1 &BTR NOTE: TOP CHORD PITCH: 3/12-8/12 BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. M -3x3 SPLICE CAN EITHER BE 3) OR 22" LONG 2X4 SCAB C W/SAME LUMBER AS TOP W/ (.131"X3.0" MIN) NAILS 8.0-0 LENGTH. OF EXTENSION. AS DESIGN REQ'D 20'-0" MAX MT20 PLATES TIERED AT SPLICE 1ORD ATTACH TO ONE FACE 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/216d COMMON WIRE (0.16:f'DIA. X 3.5" LGT) TOE NAILS "_0 I 8-0-0 6-0-0 ®i EXT. - 2-0-0 4-0-0 tom' 2-0-0 i EXT. I ..., I EXT. 2-0-0 I / EXT. 2-0-0 / CONN: Wf3 16d COMMON•WIRE(0.162 DW x3.5" LGT) TOENAILS BOTTOM CHORD LENGTH MAY BE 2'-0" VNI M!:U3 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 2-0-0 8-0-0 PRESSURE BLOCKING INFO. Y NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. w C 60384 * EXP. CW I ® WARNING - Verifij rlealBn parameters and RFAD NOTES ON THIS AND 1NCLUDFD AUTEX REFERENCE PACE. M11.7473 BEFORE OSE. 250 Klug Circle ® Design voliddor use only with-Milek connectors.. This design is based only upon.perometersshown, and Is for on.indlvidual.building component. Corona, Ca. 92879 Applicability of design paromenters and Ooper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 99 is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall s1mclure is the responsibility of the building designer. For generol'guic once regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality criteria, DS8.89 and 8CS11 Building Component Safely Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ■ p iTek 3-1( PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf Bottom chord of Hip 2'-0' oc typical No. 1 truss NOTE: Attach 2z4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of enAi joints are attached with 3-10d nails at each end of the pressure block. FILE NO: PRESSURE BLOCKING DATE: 0-1/20/08 REF: 15,25-1 R 7/17/14 AU CBC2013/I13C2012 SEQ: S5480564 3.104 Hip No. 1 truss 3.10d ggyOFESS/Q,t,_ w 8 4 n EXP. `' /` C 1 V I - gTFOF CA1-tF SETBACK FROM END WALL occ cn,r n cco,n,r_ DUTCH GABLE TRUSS SIDE VIEW TYPICAL END JACK SEE END JACK SPAN CHART FOR REQUIRED SIZE AND GRADE DUTCH GABLE TRUSS END JACK TOP CHORD— L J END JACK Bottom Chord. Use Wedge at Comer Members or Where No Coling is Specifibd. 24' o.c. TYPICAL FLE NO: DUTCH FRAMING DETAIL DATE: 07/23/08 REF: 25,15-1 DES: SC CBC2013/1SC2012 ' FOR SIZE AND ATTATCHAENT REQUIREMENTS SEE ENGINEERING JACKS SETBACK FROM END WALL PER ENGINEERING N 66864/ EXP./ CIV1 FEBRUARY 14, 2012 CONVENTIONAL VALLEY FRAMING DETAIL ST-VALLEYI MiTek USA, Inc. 000 RIDGE BOARD GABLE END, COMMON TRUSS 000 ( SEE NOTE #6) OR GIRDER TRUSS a MiTek USA, Inc. POST(24" O.C. )rw ,, .__ ..., . GABLE END. COMMON TRUSS r 1 n1 V t71_ V 1 1w1' ' TRUSS MUST GENERAL SPECIFICATIONS BESHEATHED NOTE: 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO 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 (MWFRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TOTHE ROOF SHEATHING. ASCE7-10 115 MPH (MW RS) 4: INSTALL 2x 4-VALLEY.PLATES. FASTEN.TO EACH SUPPORTING .TRU SS;WI.T.H(,2..).1.6d.(3.5".X..,13.1' .NAILS.. QaQFESS) h S. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48° O.C.. BEVEL BOTTOM OF Q POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X .131")NAILS. G QpU <(`t 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.p FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131-) TOE -NAILS. U j-} 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. EXP, INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X .131') NAILS. FASTEN POST THROUGH SHEATHING'TOSUPPORTING'TRUSSWITH IT-)16d(3.S"X':131-)NAILS. t1 j C)\'{1" Off? 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN TFOF Co -W YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. - --- ----- ii q ----- ----- ----- - - -=--- ----- ----- ----- --- i u u i i u n ii i i VALLEY PLATE . ( SEE NOTE #4) POST 'i VALLEY RAFTERS ( SEE NOTE #8) ( SEE NOTE #2) i PLAN. DRAW CNG POST(24" O.C. )rw ,, .__ ..., . GABLE END. COMMON TRUSS r 1 n1 V t71_ V 1 1w1' ' TRUSS MUST GENERAL SPECIFICATIONS BESHEATHED NOTE: 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO 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 (MWFRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TOTHE ROOF SHEATHING. ASCE7-10 115 MPH (MW RS) 4: INSTALL 2x 4-VALLEY.PLATES. FASTEN.TO EACH SUPPORTING .TRU SS;WI.T.H(,2..).1.6d.(3.5".X..,13.1' .NAILS.. QaQFESS) h S. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48° O.C.. BEVEL BOTTOM OF Q POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X .131")NAILS. G QpU <(`t 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.p FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131-) TOE -NAILS. U j-} 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. EXP, INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH (4) 10d (3" X .131') NAILS. FASTEN POST THROUGH SHEATHING'TOSUPPORTING'TRUSSWITH IT-)16d(3.S"X':131-)NAILS. t1 j C)\'{1" Off? 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN TFOF Co -W YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. (2) BRACING FOR GABLE END DRAG GABLE 900 (- 6--1 DES. BY: MJ DATE: 3/19/2015 SEQ.: 6212763 TRANS ID: 419298 C8C2013/IBC2012 FOR GABLE ENDS UNDER 6--1' IN HEIGHT MINI MUM GABLE STUD GRADE - 2x4 STUD GRADE DOUG -FIR CONDITION 1 GABLE END TRUSS MAY RESIST LIP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE. 2306.4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. ACE AT W -W o.c. OR AT RLINE. ATTACH WITH 16d SHOWN IN (). IRAL ATE M-2.. Design conforms to Main Wind force -Re sisti ng System also Components and Cladding criteria. Wind: Vult.=115 mph max, h=30ft max, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp 8 or C. Load Duration Factor=1.6. M-2.5 x4 CUTOUT FOR 4)Q OUTLOOKER I fir' OFFSTUD CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR 40 OUTLOOKER ' 1x4 ADD-ON. ATTACH WITH 8d NAILS AT 9' o.c. 44 OUTLOOKER DETAILS OVER S MMMI M iTek® FOR GABLE ENDS OVER 6'-1• IN HEIGHT – MINIMUM GABLE STUD GRADE 2x4 CONSTRUCTION GRADE DOUG -FIR GABLE STUD SPACING 16"0C. ®^-•_ M. Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: Vult.=115 mph max, h=30ft max, ASCE 7-10 (All Heights), Enclosed, Cat 2, Exp B or C. Load Duration Factor=1.6. 6'-W e , MAX M -2.5x4 AI IAUNtU%M IH 100 DRAG GABLE 90C (+ 6'-1') DES. BY: MJ DATE: 3/19/2015 SEQ.: 6212764 TRANS ID: 419298 CSC2013/18C2012 PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 160 PLF IS ATTACHEDTO ONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.7. 2 GABLE ENDTRUSSISADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. SHEATI INGTO GABLE END 2x4 BLOCKS WITH 3.16d NAILS EACH END 1 Ilk — 8d NAIL AT Al 6' o.a GABLE STUD 1.16d 2x4 BLOCK 2-16d WITH 2- ` TOE NAIL R\ Bd NAIL AT 6- o.c. EACH END. NOTCHED PER 2x4 BRACE VOTH 4.164 NAILS 2-16d OUTLOOKER SPACING 2-16d 16d at 24' o.c. i 16d at 24' O.C. LUMBER SPECIFICATIONS: 2X4 #2 DF -L CHORDS 2X4 STD. DF -L STUDS M -4X4 A M -5x6 I A FILE NO: SC GABLE END DATE: 07/01/09 REF: 25-1 DES: SC CBC2013/IBC2012 Wind: Vult.=115 mph max, h=30f: max, ASCE 7-1.^ (All Heights), Enclosed, Cat 2, Exp B or C. Load Duration Factor=1.6. CUTOUT FOR 2x4 ADD-ON SAME SIZE AND "OFF STUD' - GRADE AS TOP CHORD WITH 16d NAILS AT 12' O.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-16 MIN. OR USE SAME _ TRUSS QE AS ON .LOON FRAME BEARING WALL T( SSOR BOTTOM CHORD I A I I BEARING CONNECTIONS 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 r -o• If II //4-16d SCISSOR GAMLE END FRAME 16dAT24"O.C. Q pFESSJ ,\ c w 86' "a a * EXP. ,t S CIV1\- &iv" 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24" O.C. TO WALL PLATE SECTION A 2x4 CONTINUOUS BACKING ATTACHEDNATH 16d DRAG GABLE 90C (+ 6'-1') DES. BY: MJ DATE: 3/19/2015 SEQ.: 6212764 TRANS ID: 419298 CBC2013/IBC2012 FOR GABLE ENDS OVER 6'-1' IN HEIGHT .. MINIMUM GABLE STUD GRADE Zx4 CONSTRUCTION GRADE DOUG -FIR GABLE STUD SPACING 16' oc 2x4 BRACES. BRACED AT 6'-0' MAXIMUM Design conforms to Main Windforce-Resiating System also Components and Cladding criteria. Wind: Vult.=115 mph max, h=30ft max, ASCE 7-10 (All Heights), Enclosed, Cat 2, Exp B or C. Load Duration Factor=1.6. 6'-0' 0.c. MAX M -2.5x4 II If II II M-14 Typical i CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED 1 STUCCO OR OTHER SHEAR RESISTING MATERIAL ADEQUATE TO RESIST 180 PLF IS ATTACHED TOONE FACE.. STUCCO MUST BE ATTACHED IN ACCORDANCE VNTH IBC TABLE 2306.7. 2 GABLE ENDTRUSS ISADEQUATELY ANDCONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. 1 SHEATHINGTO GABLE END 2x4 BLOCKS WITH 3.16d NAILS EACH END I 8d NAIL AT 6C GABLE STUD 1.16d 2x4 BLOCK 2-16d WITH 8d NAIL AT 6' o.c. NOTCHED PER OUTLOOKER SPACING 2x4 BRACE VNTH 4.16d NAILS 1 All TOE NAIL EACH END. 2.164 2.16d r 16o al 24' o.c. i 16d at 24' O.C. 1 -- MiTek (2) GABLE END .BRACING FOR GABLE. END DRAG GABLE 90C(_6'_1") DES. BY: MJ DATE: 3/19/2015 SEQ.: 6212763 TRANS ID: 419298 CSC2013/18C2012 FOR GABLE ENDS UNDER 6' -VIN HEIGHT .. MINIMUM6ABLE STUD GRADE- 2X4 STUD GRADE DOUG -FIR CONDITION 2 GABLE END TRUSS MAY RESIST UP TO 180 PLF DRAG LOAD, PROVIDED. I 1 STUCCOOR OTHER SHEAR RESISTING MATERIAL ADEQUATE TORESIST 180 PLF i$ ATTACHED TOONE FACE. STUCCO MUST BE ATTACHED IN ACCORDANCE WITH IBC TABLE 2306.4.5. 2 GABLE END TRUSS IS ADEQUATELY AND CONTINUOUSLY CONNECTED TO SUPPORTING BEARING WALL. ACE AT 16'-0' ox' OR AT RLINE. ATTACH WITH 16d iHOWN IN (). IRAL M•2.: ATE Design Conforms to Man Windforce=Resisting System also Components and Clad d'eig criteria. Wind: Vult.=115 mph max, h=30ft max, ASCE 7-1C (All Heights), Enclosed, Cat -2, Exp B or C. Load Duration Factor=1.E. "23,A CUTOUT FOR 44 OUTLOOKER 1 w 'CENTER VERTICALS VARY AS REQUIRED BY VENT SIZE OR OUTLOOKER CUTOUT FOR d,Q OUTLOOKER OFFSTUD iz7 PDD -ON. ATTACH WITH 6d NAILS AT 9' o.c. 4 ITLOOK R DETAILS OVER S UPPORT OF B.C. OF STANDARD OPEN END F MII/SAC - T USPRESSURE BLOCKS 3/30/2004 PAGE 1ACK. CAI st GIP CAL GIRC Loading (PSF): - BCDL 10.0 PSF MAX 2x4 bot. chord Carrier truss t ofjack .y}_ _ J /:I-N' CS1"X0".MIIN) 1. (b'P --" P 2x4 block _ `)ack between Jacks, `, truss nailed to carrier bx - truss w/6 WI(.131"X3.0" MIN) nails spaced at 3" D.C. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss 4. 24" TYP I"X3.0" MIN) NAILS (typ) CHORD OF OPEN END JACK 3C W/ 6-(.131"X3.0" MIN) NAILS @ 3" o.c. ® WARAUN'G • V.rrfy.dcasynpvamctccsand.RFAD NOTES-ON.TMS.AND.INCLUDED.kII?EK-REMENCE.P:AGE.Mn-7.4Td.8Er PE.USE. Design voW for use only with 141 isk connectors. This design Is based any upon porometes & shown; and is for on IndMduol bWdeng. component. Appreablily at design paromenfors and proper incorporation al componenl Is responsibility of buildi g designer - not truss designer. &oci ng shown Is for lateral support of IndWuol web member onN. Addiliionoi temporary bracing to Insure staWGly durtng;conslruclion Is the responsibxily of the d eseor. Additional ponnonenl bracing of the overall slmcl"se is the responsii ilify a, the building designer. For.gendrol guidonce regarding fabrication, quatiy control, storage, detvery. erection and bracing, consull ANSI/IPI I-qua4ly Cdlcda, OSB -89 and BGSI1 Meting Component Solely Information available from Truss stale Institute, SRI Donofrio Drive, f sadhon, WI 53719. MTek Industries, Inc. Western. Division A 7777 Greenback Lane ®m®. Surto 109 Citrus Heights. Gl 8565 M iTeko TYPICAL ROOF TRUSS LAYOUT ALTERNATE FRAMING DETAIL AROUND 30" ACCESS I 1 24 1 24' k 24' 1 24 24' 1 24' 1 24' 1 NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES. DESIGNED FOR OVERS PACING. ADJUSTED ROOF TRUSS LAYOUT single member.common (net 24" o.c.) Ladder Frame A Between. trusses with 2x4 at 4.8' o.c. , 1 24' 1 24' L 21' 30' Gear 1 21" 1 24' 1 24' 1 Section A -A , FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 R 7/17/14 9J C6C2013/IBC2012 SEQ: S5480563 Sec.bon A -A (bottom view) ESSCO l ,\ WC684 ac _ CIV1Va Q q OF CAI.tF%/ CompuTc-us, ince. Custom Software Engineering Manufacturing NON-BEARING PARTITION PERPENDICULAR TO TRUSS BOTTOM CHORD TRUSS CLIP OR EQUAL WITH 1-16d NAIL OR EQUAL. SECTION A -A SECTION B -B FILE NO: CONNECTION DETAILS DATE: 01/20/08 REF: 25-15-1 DES: SC IBC 2009 / CBC 2010 SEQ: S151506 O NAIL TRUSS TO BLOCK O SET NEXT TRUSS AND TOE NAIL TO PLATE ORD 2x4 BLOCK SPACED 24" o.c. TYPICAL NON-BEARING PARTITION PARALLEL TO k LS` TRUSSES SPACED AS r. Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 'fop CHORDS 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 0.. 1/Td' For 4 x 2 orientation, locate plates 0-'Ag' from outside cr-2 C2-32. 4 0 WEBS a, p Oz a 3 ' 3 e O Ustack 0 CLCL c a cs cs s BOTTOM CHORDS Truss bracing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the required direction of slots in Connector plates. `Plate location details available in MiTek 20/20 software or upon request. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI t. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% of time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS ICC ES Reports: 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is ESR-131 1, ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Pine lumber designations are as follows: 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Indicated b symbol shown and/Or Y Y by text in the bracing section of the output. Use T or I bracing SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. if indicated. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING Indicates location where bearings (supports) occur. Icons vary but © 2012 MifekO All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. Min size shown is for crushing only. 17. Install and load veriically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: A NSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Mrlwk 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Qualify Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. I MiTek Engineering Reference Sheet: Mll-7473 rev. 01/29/2013 STRUCTURAL CALCULATIONS A CUSTOM ADDITION FOR: MR. ROBERT GALCERAN CITY OF 62@WM4 "AtNII.A MARTINEZ BUILDING & S. E P.,,CALIFORNIA FOR CONST UCTIONiv DATES D BY APR 0 R MC C? T COmMUlNITY 'VE-r_%I;IVIENT CHARLES D. GARLAND, ARCHITECT LICENSE NO.11991 EXP 10/31/17 74-991 JONI DR. SUITE #9 PALM DESERT CA 92260 PHONE: 760/340-3528 FAX:760/340-3728 STRUCTURAL CALCULATIONS ❖ GOVERNING CODES.....................page 3 ❖ LOAD .......................................................Page 4 ❖ BEAM .................................................. Page 5 ❖ LATERAL ANALYSIS ........................ Page 9 r ❖ SEISMIC ZONE ............................ Page 12 ❖ SHEAR WALL REQUIREMENTS.... Page 15 ❖ FOUNDATION ............................... Page 17 STRUCTURAL CALCULATIONS GOVERNING CODES A- IBC 2012 OR CBC 2013 B- DESIGN LOADS a. ROOF LIVE LOAD 20, PSF b. ROOF DEAD LOAD 19 PSF c. WIND IMPORTANCE FACTOR 1.00 WIND ZONE 110 MPH EXPOSURE C d. SITE CLASS DEFINITION (D) e. OCCUPANCY CATEGORY II f. SEISMIC DESIGN CATEGORY (D) g. COEFFICIENT Cs 0.15 h. SEISMIC Ss1.5g i. SEISMIC Sl 0.6g j. FACTOR R 6.5 k. SEISMIC SDs 1.00 I. SEISMIC SD10.60 STRUCTURAL CALCULATIONS LOADS ROOF EXTERIOR WALLS: PSF I PSF CONCRETE T1LE = ---- 9 - WOOD STUDS = 1/2" GYP BD. _ 2 2 ROOFING FELT 0.6 7/8" STUCCO = 10 5/8 OSB/ RADIAN BARRIER 2.2 INSULATION= 1 TRUSSES @24" O.0 2.6 R-38 INSULATION = 1.8 D.L.=l 15 PSF 5/8" GYP. BD. = 2.8 D. L = 19 L. L = 20 INTERIOR WALLS: PSF TOTAL LOAD = 39 PSF WOOD STUDS = 2 1/2 GYP.BD.2SIDES = 3 INSULATION = 2 D.L= 7 PSF STRUCTURAL CALCULATIONS [57 ........................ --..... _.._._........ _...... 8_...._._.._................................._.................._.._ .._._............_ ..._ BEAM DESIGN -......_....-.....-_..._.-...-.:. ...._.._......._._ ......................_i_..__._......._._ HDR #1 - _— _..__. .._... -_... _.......... __._. - .......... ....., - DOUGLAS FIR -LARCH No 1= Fb = 1000 :psi 'SPAN = 5.5 ft ' Fv = 95 psi TRI B. AREA = 12.0 Ift : E = 1700000! psi i ................................................... ..................................:....................................................... ..............Load Factor i Wet Service Factor CM = 12 ...................5`............... 1.00 ................ ...... _......... ............... .... D. L = 19.0 Ib/ft 1 Temperature Factor Ct = 1.00 L. L = 20.0 ._........_.......................................i.................... TOTAL: 39.0 Ib/ft _ Size Factor CF = .._..................-- Ib/ft Repebb%e m. Fact Cr = --.._.................- 1.00 -- 1.00 —.._._._._--...... __......... ......... _............... .......... - ;Incising Factor Ci = 1.00 I Shear stress Factor CH= ; t 1.00 W = 468.0 Ib/ft 1 M= WxLZ/8 ase j ............................-................. Iola ......... _.._................. ............ M= .........._...... M= 1769.61 ft -Ib ..................................... ...................... 21235.51 in -Ib .............. ........... i. j .................. _......_..............__.......... _..._.................................... ---._....._ BENDING; 5.50 a ........................... _...................... _._....-- ._...................... _ .--.......- --. - _-. V= ...... _ ._.. u V= W x L / 2; .......... ..-. . 1287, lb F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) mm r.-_-...-....._--- .._..._.._.---- .;._...___..._...._..._.....__ i F'b = ...___....__-. 1250 L_ _..__...._..._. ...._._ .._.- psi _.__.._._ ............. ....________................ .....-_..._ USE ... .._.._...._..--_,_._..__._ ....... 1 _.........__. ._...j Req'd S =1 M / F'b S=! 16.99 in 16.99 41 X 18 Area = 25.4 in^2 I I .......... ................. .... _............ ......_............................................_.._........................................_..............................._.........................._..............................................................................._.._................................................................................... SALLOW F'b = l f b = 'ACT. f b = M/S Section=: 30.7 Moment of Inertia=; 111 in^3 _................... i.............. in^4 1 1250 psi > 692.6 psi OK SHEAR ....................................................F.....=.._F.CD).(CM)(Ct)(CH) .............. i. .......................................... f v= ......... 1.5 V/ A ............................ ......... ......................... ... .......... I ................................................ 1 ............... .... F'v = - _............... - - -... DEFLECTION 119 _......................................_.......__...__ psi > f v = ........ . _.. _ _.. _..................._... __._.._... OK__.... - - .... -......_................... - .... .......__._._..--.. ............ ......... _.._ I .................................................... ............................................ .............................. 5W,L^4 = ........... ............. 0.05 ......._......_..__.._i ........................... _._ in _ ......... ....._—._.............. ......_. ........................ ._ ..........._ _..............................i................. _ i I ................ .... i 384 E' I ........................................................................_____ E_(C'^). C.) C.............._...._......._.._i_1700000...P...S!.............._._.........................- i ._. BEAM 4X OK 8 ............................._;.........._.._...............................1.............. d max = IL/240 = 0.28 l i n i i_ ..... _............... _................. _...... i...................... _.... ._._._—_...._..._..... .... ..... ...__...... _ W-.._ — — ._._ — _.. _... _ — ---- -- _ i -- i STRUCTURAL CALCULATIONS E . . . ... .... ..................... - BEAMDESIGN ------ .. ................... ....... .......................... . . . . . ...... . . ...... . - - - - -------- ........ . .............. ...................... ....... . . .... ...... . ...... .... ................ . ............ ................................................... ............. .. . . . . ............ . ...... . . . . .. . ... ............... .. ... BEAM #1 ........................................... .................. ............ . ....................... .... ............. . . . . . ..... . . ...................... . ............................................. ................... ................ .................... - ................................. .................... .. . .............. ...... . ... . ......... . ............. .. . ............ ........................... . ... ............. .............. . ... ................... ............... ... . . . .............. . ................ . ... . .. . ...... DOUGLAS FIR -LARCH No 1= Fb= 1000 ..Psi SPAN = 7.0 Ift I Fv= 95 psi 1 .............. .... . . . .. . . . . . . . TRIB. AREA ........................................... ..... . ....... .. . .. ... .......... ............................. . . ... ................ . ... ...................1.25............ E ........... 17000001p.§i ................................. I . ......................... . ....... . ... . Load Factor .......... . Met Service Factor Cm = 1.00 D.L = 19.0 i lb/ft Jemperature Factor Ct = 1.00 Ll 20.0 lb/ft !Size Factor CF 1.0 .................................................. TOTAL 39.0 lb/ft ...... ... . . . .... . ............................... . .......................... . ... . .......... Repetitive m. Fact Cr = ......... ....... .. . ................... 1.001 .... . . ................. ... . ....... . ................... ... . . . . . .. . ... ............................ iIncising Factor Ci= 1.00 ............................................. . ... ........................................... . ........ . . . ...... ................ . — Shear stress Factor .. ... . 1.00 . . . ......... ............ W 624.0 llb1ft ............. ............................... . . .. . ........... .... ...... ................................. .................. .. .. . ................ .......... . ........... .. ... .......... ....... .. . .... . ... . . ... . .......... . ......... . .......... ........ . ... . ............. . ... ............ . .......... .............. M= '.......................... WxL/8 824 R)/ft M= 3822.0 ft -lb i..._ ..................... . ....................... ................ . ...... . .... . ........ .............................. . . . .......................... . . . . ................ ...... . . ......................... M= 458&$ in Ib .................... ...................... . . ......................... ........................ ; < . ............. .. ................ . .. 7.00 . ... . ...................... ft i . ........ . . ........................ . ................... ................... . ... . ........ . . . ............ .................... V= ...--- ........................ WxL/2 .......... . . ........... .............. BENDING I V= 21841b ................................................... ..................... E'P.= . Fb)(CD (CM)( t . . . .... ............. .. ............ * . . .... ).(PF) .......... ---- - - ------- .................. . . ............... .......... . .... . ................................. . ..... ..................... ..................................... . . ..... ..... ....... ................... .......... ........................... ......... . .. -........i..............._..... F'b = 1250 . . . ... . psi ............... ..... . . . .... . . . . .............. . . . ....................... . . . .. i ................... .. .. . ................... ......... . . ................ USE .... . ........ 'd S Beq_ M/ F -b A S= 36.691 lin 31 i I 41 X 110 Area 32.41 in -2 ... ........ ....................... ........... . ........... .. ....... . .. .......... ............... ... .... ............b M/S .......... . ... . ....... Secton= 49.9! inA 3 - 4 ......... .............. ........... .. ..... ... ..... ............. ALLOW F'b ...... ..... f b ........................ .... . . . ............. . . ............ . ..... . Moment of Inertia= iiii in 1250 psi > 918.9 psi JOK ................................................... ................ .................. ... . . ...................... ......... . . ... . ........... ............ .. ................. .................... . . ........................ .............. — -- --------------- F'v F\KCD)(CM)(Ct)(C i If V=; '1.5 V A ..... . .... . . . . .............. . . ... . .... ..................................... . ........... F'v 119 . ....... . . . . . . . ............................... . . . . . . . .......... psi .................... 'fv=l 101. 17 . ....................... . . . . . . . ................ .......... . .............. . ........ psi - - - - - ------- ................. —bK . .... . .. . . .. ............. ......... . . . ... ................... . ... . .... . . . . . .. . .. . ........... ..... . .................. DEFLECTION . ........... 5W, LA 4 0.09 ............... . . . in . . . .... . .................... .................................... . ................ .. .............. . .... . . . . ........ ............ ..... . .. . ....................... .... ....... .. ........ .. . . . . . .. . .................... r ............... . .. . .................... . ........ . .... 384 E' I OK E'= 117000001psi 1 BEAM .................................................. .............. . ........................... cl max ................ L 240 ............................ ... . . .......................... . .. .. . ........... . ............ . . ...................... 0.35 hn ...... ......... ............................ ........ . .. .......................... ..... .. . ..... . ...... .. ......................... . ....... . . . . STRUCTURAL CALCULATIONS Hind Analysis for Low-rise Building, Based on ASCE 7-2010 1 j IBC 2012 CBC 2013 ASCE 74 ..........'......................................................................._._..._............................. ..............._._..............:..................._.__ .................... WIND: 110m h p Exposure C ENCLASED ' qz= 0.00256X Kz KA Kid VA2 INPUT DATA Roof angle 0 = 15.64 Roof angle 0 = 0.00 Exposure category (B, C or D, ASCE 7-10 26.7.3) ..... ---........... Importance factor (ASCE 7-10 Table 1.5-2) IW = 1.00 Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) V = 110 Topographic factor (ASCE 7-1026.8&Table 26.84) Krt =1.00 ....... _........... Building height to eave he = 8 Building height to ridge hr = 12 lil = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) ti = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3-1, pg 299) = 0.85 = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 ............................. = mean roof height = 10.00 qz.=.1 22.38 PSF ....................1. .... ....................................... _,. .... ........................ . .._......................._..----.....................---.._.__..._._.....;................_._.__.._... _. WLOAD 1E+2E+3E+4E+0.1 Ffrt_................................... `( ANALYSIS WIND LOAD= 1871# ft p = qh [(G C'pf )-(G Cpi )] where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298) pm;,, = 16 psf (ASCE 7-10 28.4.4) G Cor= product of gust effect factor and external pressure coefficient, see table below. (Fig. 28.4-1, page 300 & 301) G Cp; = product of gust effect factor and internal pressure coefficient.(Tab. 26.11-1, Enclosed Building, page 258) a= width of edge strips, Fig 28.4-1, note 9, page 301, MAX[ MIN(0.1B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3] = Pressures lnsfl_ Basir Lead Cases Net Pressures losfl_ Torsional Load Cases Roof angle 0 = 15.64 Roof angle 0 = 0.00 Surface Net Pressure with Net Pressure with Net Pressure with (+GCI) GCpr GCpr (*GC ;) (-GC I) (+GC I) (-GC i) 1 0.49 6.68 14.37 -0.45 -13.47 -5.77 2 -0.69 -18.60 -10.90 -0.69 -18.60 -10.90 3 -0.45 -13.43 -5.73 -0.37 -11.76 -4.06 4 -0.39 -12.17 4.48 -0.45 -13.47 -5.77 5 0.40 4.70 12.40 6 -0.29 -10.05 -2.35 1E 0.74 12.08 19.77 -0.48 -14.11 -6.41 2E -1.07 -26.73 -19.03 1 -1.07 1 -26.73 -19.03 Net Pressures losfl_ Torsional Load Cases x 2 ! \ - li r r IE ! r ,2 r WLRDCLOOWIR IE c ''UUMCECOW0 .. Load Case A (Tronsverse) Load .Gose 8 (Longitudinal) Load Case.A (Transverse) Load Cose B (longitudlnoi) Basic Lood Cases Torsion6l load Cases Roof angle 0 = 15.64 Net Pressure with Surface G Cp r (+GCI) (-GC I ) 1T 0.49 1.67 3.59 2T -0.69 -4.65 -2.73 3T -0.45 -3.36 -1.43 4T -0.39 -3.04 -1.12 Roof angle 0 = 0.00 Net Pressure with Surface G Cp r (+G i) (-G i ) 5T 0.40 1.18 3.10 x 2 ! \ - li r r IE ! r ,2 r WLRDCLOOWIR IE c ''UUMCECOW0 .. Load Case A (Tronsverse) Load .Gose 8 (Longitudinal) Load Case.A (Transverse) Load Cose B (longitudlnoi) Basic Lood Cases Torsion6l load Cases STRUCTURAL CALCULATIONS Basic Load Case A(Transverse Direction) Torsional Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction) Area Pressure (k) with Surface (ft') (+GCv, i) (-GC, I ) 1 990 6.61 1423 2 2337 43.46 -25.48 3 2337 -31.38 -13.39 4 990 -12.05 4.43 1E 110 1.33 2.18 2E 260 -0.94 -0.94 3E 260 4.57 -2.57 4E 110 -1.79 -0.94 98 Horiz. 17.88 17.88 £ -84 -00 3E 260 Vert. -83.15 44.67 Min. wind Horiz 28.80 28.80 28.4.4 Vert. -00.00 -00.00 Torsional Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction) Design pressures for components and cladding p = MI (G Cp) - (G Cpd1 where: p = pressure on component. (Eq. 30.4-1, pg 318) Amin = 16.00 psf (ASCE 7-10 30.2.2) G Cp = external pressure coefficient. see table below. (ASCE 7-10 30.4.2) Torsional Load Case B (Longitudinal Direction) SurfaceArea Area Pressure(k)with Surface (e) (+GCp r) (-GCp i) 2 2337 -43.46 -25.48 3 2337 -27.48 -9.49 5 608 2.86 7.54 6 608 -6.11 A A3 2E 260 -0.94 -0.94 3E 260 -3.94 -1.94 5E 117 1.08 1.98 6E 117 -1.53 -0.63 98 Horiz 11.57 11.57 £ -84 -00 3E 260 VerL -68.75 -32.37 Min. wind Horiz 11.60 11.60 2&4.4 Vert -80.00 -00.00 Design pressures for components and cladding p = MI (G Cp) - (G Cpd1 where: p = pressure on component. (Eq. 30.4-1, pg 318) Amin = 16.00 psf (ASCE 7-10 30.2.2) G Cp = external pressure coefficient. see table below. (ASCE 7-10 30.4.2) Torsional Load Case B (Longitudinal Direction) SurfaceArea Area Pressure (k) with Torsion (Rork) Surface (R2)(GCp) (+GCpI) (+GCp i) (-GCp i ) 1 440 2.94 6.32 66 142 2 1038 -19.32 -11.32 -117 -09 3 1038 -13.94 -5.95 85 36 4 440 -5.36 -1.97 121 44 1E 110 1.33 2.18 60 98 2E 260 -0.94 -0.94 -84 -00 3E 260 -4.57 -2.57 55 31 4E 110 -1.79 -0.94 80 42 1T 550 0.92 1.98 -23 -49 2T 1298 -6.04 -3.54 41 24 3T 1298 4.36 -1.86 -29 -13 4T 1 550 1 -1.67 1 -0.62 1 -42 -15 Total Horiz Torsional Load, M, 1 212 212 Design pressures for components and cladding p = MI (G Cp) - (G Cpd1 where: p = pressure on component. (Eq. 30.4-1, pg 318) Amin = 16.00 psf (ASCE 7-10 30.2.2) G Cp = external pressure coefficient. see table below. (ASCE 7-10 30.4.2) Torsional Load Case B (Longitudinal Direction) SurfaceArea Zone 7 Zone 2 Zone 3 Zone 0 Zone 5 Pressure (k) with Torsion (flak) (+GCpi) (-GC 1) (+GCpI) (-GCp I) 16.00 1 -22.14 1 16.00 l?) 2 2337 -43.46 -25.48 -29 -17 3 2337 -27.48 -9.49 19 6 5 246 1.15 3.04 11 29 6 246 -2.47 -0.58 23 5 2E 260 -6.94 A4.94 89 63 3E 260 -3.94 -1.94 -50 -25 5E 117 1.08 1.98 24 44 6E 117 -1.53 -0.63 34 14 5T 363 0.43 1.12 -5 -13 6T 1 363 1 -0.91 1 -0.21 -10 -2 Total Horiz Torsional Load, NFT 104.6 104.6 4r + 5 ♦ 15 g 14C/< Walls t I I t I 1 21 12 . 41.- k.. 1.- 1. 1 11. 1 I I f Roof t•r Roof a,z Zone 5 Comp. & padding Zone 7 Zone 2 Zone 3 Zone 0 Zone 5 Pressure Ponhiw NegffiIve P -1u.. negedw Pwnrve WgW- P-10" Negetive P -IUM. Ne9etWe (PS) 16.00 1 -22.14 1 16.00 -35.42 16.00 -53.70 23.54 -25.68 23.54 30.41 STRUCTURAL CALCULATIONS CALIFORNIA BUILDING CODE 2013 MAXIMUM CONSIDERED EARTHQUAKE GROUND MOTION FOR REGION C p STRUCTURAL CALCULATIONS SITE CLASS DEFINITION= D OCCUPANCY CATEGORY = II SEISMIC DESIGN CATEGORY= D LAQUINTA CALIFORNIAZIP 92253 0.2 seg Ss=150%01.0 seg S1 60%g SDs= 2/3 X SMS SD1 = 2/3 X SM1 SDs = 1.07 SD1 = 0.6 R= 6.5 TABLE 12.2 ASCE 7-10 IE = 1.0 t= 0.2 ASCE BASE SHEAR V=CsW 0.165 W (12.8-1) Cs = SDS / (R/IE) 0.165 (12.8-2) NOT EXCEED Cs = SD1 / T( R/IE) 0.462 (12.8-3) NOT LESS THAN Cs =0.01 0.010 (12.8-5) V= 0.161W STRUCTURAL CALCULATIONS Fm- 1,SEISMIC (CONTINUED) D. L. ROOF 19 _psi EXT. WALLS 15 ... . ...... .. . .................... SEISMIC, V,= .............. . ................. . . . . 0.16 . . . ..... .............. . . — . ... ....... ..... WALL FIT = loft 'DIAPH=18)0-0 ....................... ..................... . .......... . ..... ................. - --------- . ....... . . TRANSVER EL . . . . ....... ............. . .. . . .. . . . ......... . ....................... .... — - ---- LONGITUDI L . . .. . .......... !WORST! 18 . .. .......... ..... . . ......... . .... .......................... ................... FT ....... . .. . .......... . ........................ . .... ............ . ......... . ......... ROOF =1 342 ............... WORST 120 ............ . ............ .... .. ...... FT ..... . . . . .. . ................. . ......... ......................... ROOF= 380 ..... . . .............. ................ . .............................. 2 Walls = i 150 2 Walls = 150 1 49215301 X 1 0.16 X1 0.2 1 78.72 1 # ft (MAX) 85 # ft MAX ISEISMIC =85PLF <187= WIND ..................... ..................... . . .............. . .................. ... . ... . ..... . . . ...... . W= ............... . . 187 . . .. ..... . ..... 'T=C WLA 2 8b i.._........... .... .................... ....... . ......... ............. ......... ....... - . ... . .... . ..... L=20 ........ . ..... . B= . . . .................. . . . . 18 I . . .. 519.4 . ........... . ..... .... . ......... .. . . . . ................................. NAIL TABLE 23 -III -C-2 TOTAL NAIL = LOAD /NAIL= .2.77 T -T PROVIDE ( 8 PAIR) 16 d COMMON 0 E.A 4'-0" SPACE Q TOP CHORDS . . . ... . . . . . ... .................................. ........... ..... . . . . . . ...................................... . ........... . . .... . .. . ........ ........ . ..... .. . ....................... .................... . .. . ........... ................. .. ........................ ........... .. .. ... ... ... ................................................ CHAPTER 12.1.3 CONTINUOS LOAD PATH AND INTERCONNECTION SDs x (0.133) X WEIGT I 12 T 97# STRAP TIES 795)Q 1590# L--- . . . . . ................. ...... . ... . . . . . ......................... . ------- ................ . ---I . ............... L.- . . . .. . ...... . ............... . ... . . . ... . ......... .......... ........... ........................ ........ . .... . . . . . . ............... STRUCTURAL CALCULATIONS [A . _.....__.._..._.____-. ............ , ................. FT 1 j WALL HT,1 =18 i-_.-_ .................... F ._..__ ..-.._..---..................._ ____..__ _ .._.._. .............._ ---w.--................__- _.._..._.-- ...-L.... _------------ __.._._._.._ ............-..-._..._..---............ _-__..__.... ......-...... -........ -_.-_._ ......_.._- ......... ...............-.-.................. -._--......... _?--........_......._ ............. .............................................-- .................................._.__..................... UPLIFT FORMULA: (Vh-(2/3 (wb L^2/2)+ WwU2 / L ....................................................................................................—........................................_........................................._._.........................._.._._......................__.... ...................._..---................. .....---.................... ---.—. ........ __............... _..... _ _ i..........................__._._.......i..... TOTAL RESIST,WALL SHEAR FORCE ........................................................................................................ .............................................................).._..... WALL (Ft) FT) (L # / ft LOAD ( / WALL- SEG WALL n .............................._............................................................._...................................._.._.._...............................-.. N0. Wb 213(WbL^212) ......................................... WwL/2 -...............................................__............... UPLIFT. FORCE # j 10 _.........................................................._.__._......._..................... 9 10 9 168 ! 1683 -.._............................__.....................:-----._............_........--r_....................._..._.__. 2618 A I 13464 ! B 20944 i 171 266 i 5729 ':....................._._....— i 7218 600 ---.........._............ 540 733 .... _..-._.. 1485 I 11.8 ? .............................................. .... 10 11.8 j --- 10 ..291 317 ........................___....._....._.-........ 150 3740 1496 C 29920 _........_..._._._t—.._......................__....._............._.. !I D 11968 380 —.._......................_._._.......................__. 152 17725 5092 708 _........................................................----.._......................... 600 993 647 STRUCTURAL CALCULATIONS SHEAR WALL CONSTRUCTION 1.3 D1/2" GYPSUM WALL BOARD APPLIED DIRECTLY TO 2x STUDS WITH STANDARD WALL BOARD NAILS (1 1/2" x 0.12" DIAMETER w/ 3/8" HEADS) OR 5d COOLER NAILS AT 7" 0/C MAX. TO ALL STUDS, SILLS, PLATES AND BLOCKING. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS (w/ 3" x 3" x 0.229" THICK PLATE WASHERS BETWEEN NUT AND WOOD SILL) @ 6'-0" 0/C MAX 16" O.C. FRAMING (ALLOWABLE LOAD: 75 plf — PER CBC 2013 TABLE 2306.3(3) t> 7/8" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD, SILL AND PLATE @ 6" O/C MAX. w/ No. 11 x 1'/2" GALVANIZED NAILS WITH 7/16' DIAMETER HEADS OR ATTACHED w/ No. 16 GAUGE STAPLES HAVING 7/8" LONG LEGS. ANCHOR w/ 5/8" DIAMETER x 10" LONG ANCHOR BOLTS 7" EMBED MIN (w/ 3" x 3" x 0.229" THICK PLATE WASHERS —SDC D ,BETWEEN NUT AND WOOD SILL) @ 48" O/C MAX. 16" O.C. FRAMING (ALLOWABLE LOAD: 180 Of — PER 2013 CBC TABLE 2306.3(3) THE NEXT THREE (3) SHEAR WALL TYPES SHALL ALL HAVE THE FOLLOWING IDENTICAL STRUCTURAL I WOOD PANEL DIAPHRAGM: (WALL1 , 2 & 3 ONLY) 3/8" C -D EXPOSURE I APA PLYWOOD OR 3/8" ORIENTED STRAND BOARD APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 1 D8d COMMON NAILS @ 6" 0/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS AT 48" 0/C. (ALLOWABLE LOAD: 280 plf — PER 2012 IBC 2306.4.1) * CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3,4 AND 6 APPLY ONLY WHEN DIAPHRAGM AT BOTH SIDES ) 2 D8d COMMON NAILS @ 4" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" 0/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" ANCHOR BOLTS AT 32" O/C. (CALCULATE TO MAXIMUM OF 349 Of PER 2012 IBC 2306.4.1) STUDS @16" O.0 CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) 3 D8d COMMON NAILS @ 3" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" O/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS AT 32" 0/C. (ALLOWABLE LOAD: 550 Of — PER 2012 IBC 2306.4.1) * CONSTRUCTION NOTE(S) 1, 2, 3 & 6 APPLY (NOTES 4 & 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) NOTE VALUES ARE APPLICABLE TO DOUGLAS FIR LARCH FRAMING @ 16" O.0 STRUCTURAL CALCULATIONS m 4 D15/32" STRUCT. I APA PLYWOOD OR 15/32" ORIENTED STRAND BOARD (OSB) APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 8d COMMON NAILS @ 2" 0/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" 0/C AT ALL FIELDS. ANCHOR WITH 3/4" DIAMETER ANCHOR BOLTS AT 16" 0/C. —STATE EMBEDDED DISTANCE 7" MIN (ALLOWABLE LOAD: 730 Of — PER 2012 IBC 2306.4.1) * CONSTRUCTION NOTE(S) 1, 2, 3, & 6 APPLY (4 AND 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) CONSTRUCTION NOTES: 1 3" x 3" x 0.229" PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT NUTS AND THE WOOD SILL. 2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS. 3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 plf SHALL BE APPLIED TO 3x OR WIDER STUDS. 4 APPLYING EQUAL THICKNESS STRUCTURAL WOOD PANELS TO BOTH STUD FACES OF A SHEAR WALL AND WITH MATCHING NAILING FOR BOTH SIDES SHALL PROVIDE DOUBLE THE LOAD CAPACITY OF WALLS HAVING THE SAME PANELS AND NAILING APPLIED TO ONLY ONE FACE. 5 STRUCTURAL WOOD PANEL SHEAR WALLS WITH PANELS APPLIED TO BOTH FACES AND WITH EDGE NAILING LESS THAN 6" 0/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES) 6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 plf SHALL BE PROVIDED WITH 3x P.T.D.F. SILL PLATES AND 12" LONG ANCHOR BOLTS OF THE DIAMETER PROSCRIBED FOR THAT WALL CONSTRUCTION TYPE (ALL ANCHOR BOLTS SHALL BE SET 7" INTO CONCRETE) 7 WHERE THE CONTRACTOR DESIRES TO CONSTRUCT THE SLAB -ON -GRADE AND THE FOOTINGS AND FOUNDATION IN A TWO POUR SYSTEM, ALL ANCHOR BOLTS SHALL HAVE A MINIMUM LENGTH OF 14", SETTING THEM A MINIMUM OF 4" INTO THE TOP OF THE FOUNDATIONS BEFORE POURING THE SLAB. 8 ALL ANCHOR BOLTING, HOLDOWN BOLTS OR STRAPS AND OTHER FORMS OF CONCRETE INSERTS SHALL BE SECURELY HELD IN PLACE WITH JIGS OR OTHER SUCH DEVISES PRIOR TO REQUESTING FOUNDATION INSPECTION, DURING INSPECTION AND DURING ACTUAL POURING OF CONCRETE. 9 ALL ANCHOR BOLTS AND HOLDOWN BOLTS SHALL BE BROUGHT PLUMB PRIOR TO THE CONCRETE HARDENING. MECHANICAL STRAIGHTENING OF BOLTS AFTER THE CONCRETE HAS HARDENED THAT RESULTS IN SLAB EDGE BREAKING SHALL RESULT IN REJECTION OF A PORTION OF THE SLAB AND FOUNDATION BY THE ARCHITECT OR STRUCTURAL DESIGNER OF RECORD AS HE DEEMS NECESSARY, ITS REMOVAL AND REPOURING OF THAT PORTION OF THE CONCRETE. 10 HOLDOWN STRAP HOOKS SHALL BE STABLIZED DURING THE CONCRETE POUR IN ORDER TO ENSURE THEY REMAIN AT THE MANUFACTURER'S PROSCRIBED ANGLE OF INSERTION. 11 ATTACHMENT OF A 3x SILLPLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF SIMPSON SDS %x6 WOOD SCREWS AT 3" o/c. 12 ATTACHMENT OF A 2x SILL PLATE TO FLOOR FRAMING BELOW SHALL BE MADE WITH THE USE OF 16d @ SPACING INDICATED AT THE SHEAR WALL TABULATION. STRUCTURAL CALCULATIONS FOUNDATION SOIL PRESSURE = 1000 PSF LOADING ROOF = 35 EXT. WALLS = 15 H-1 = 13 ft TYPICAL PERIMETER FOOTING AT 1 STORY T6b. Area (ft)= 18 LOADING: ROOF = 630 #1 WALL = 195 #1 W = 825 #1 REQ'D WIDTH = 0.825 FT / FT LENDTH 12" WIDE x 12" CONTIN PERIM FT, ,AND 2#4 BARS, CONTIN . STRUCTURAL CALCULATIONS 5/8" SET -XP EPDXY ADHESIVE ANCHOR ASTEM 193 GRADE B7 hef= 10" calculate static steel strength tension_____ per ACI 318-05 sect D 5.1. 0 SA N sa = 0.75x 27900= 20925# calculate static concrete breakout strength in tension per ACI 318-05 sect D 5.2. 0 SA N sa = 0.65x 6000 = 3900# calculate static pullout strength in tension per ACI 318-08 SECT as amended in section 4.1.4 of this repost 0 P Na = 0.65x 25175 = 16360# ACI 318-08 SECT D.4.1.2 0 Nn= 3900# 00=1.48 3900/1.48 = 2635 # STRUCTURAL CALCULATIONS 4x ° ° a ° e ° a o N a ° 3/4" DIAM. HOLE CLEAN DRY—FREE OF DEBRIS F TI W,:) =A L WHERE OCCURS TYPICAL HDU2 5/8" DIAM. x 14" ALL THREAD CONC,FTG W/ SET—XP (ICC 2508) EPDXY 2X OR 3X PLATE EXIST CONC EPDXY ONLY@ UPLIFT SITUATIONS EPDXY REQUIRES OBSERVATION OF LI( DEPUTY INSPECTOR a °