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BRES2015-003178-495 CALLE TAMPICO LA QUINTA, CALIFORNIA 92253 Application Number: BRES2015-0031 Property Address: 52533 AVENIDA APN: 773302014 Application Description: FOREMOST H06 Property Zoning: Application Valuation: $124,670.80 Applicant: FOREMOST HOMES LLC 70600 COUNTRY CLUB DR RANCHO MIRAGE, CA 92270 V 4v VOICE (760) 777-7125 FAX (760) 777-7011 COMMUNITY DEVELOPMENT DEPARTMENT INSPECTIONS (760) 777-7153 BUILDING PERMIT Date: 8/6/2015 Owner: A FOREMOST HOMES LLC ��— 70600 COUNTRY CLUB DR 302 RANCHO MIRAGE, CA 92270 AUG 0 6 2015 TYDEYELOPMEMDEPMTMENT Contractor. DANTOR MARTINEZ CONSTRUCTION 81057 AVENIDA ROMERO INDIO, CA 92201 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: B License No.: 926128 Date: _ L — l r Contractor: OWNER -BUILDER CLA TION 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 Divisi 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 f r a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500).: . (_) I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Professions Code: The Contractors' State License Law does not apply to an owner of property who builds or improves thereon, and who does the work himself or herself through his or her own employees, provided that the improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he or she did not build or improve for the purpose of sale.). (_) I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractors' . State License Law does not apply to an owner of property who builds or improves thereon, and who contracts for the projects with a contractor(s) licensed pursuant to the Contractors' State License Law.). (_) I am exempt under Sec. , B.&P.C. for this reason Date: Owner: CONSTRUCTION LENDING AGENCY I hereby affirm under penalty of perjury that there is a construction lending agency for the performance of the work for which this permit is issued (Sec. 3097, Civ. C.). Lender's Name: Lender's Address: (760)775-4097 Llc. No.: 926128 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: Carrier:— Policy Number: _ I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to the workers' compensation laws of California, 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: 0-11 �� Applicant: WARNING: FAILURE TO SECURE WORKERS' LIENSATIA 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 relating to building construction, and hereby authorize• representatives of this i y to enter pon th above• me ntioned property for inspection purposes. 'I� 1) Signature (Applicant or Agent): ` DESCRIPTION . FINANCIAL INFORMATION : ACCOUNT.QTY _: AMOUNT PAID PAID DATE BSAS SB1473 FEE 101-0000-20306 0 $5.00 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for'BUILDING STANDARDS ADMINISTRATION BSA $5.00 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE DIF - CIVIC CENTER 252-0000-43200 0 $942.00 $0.00 PAID BY METHOD RECEIPT # " CHECK # CLTD BY DESCRIPTION ACCOUNT QTY' AMOUNT PAID PAID DATE DIF - COMMUNITY CENTERS 254-0000-43200 0 $129.00 $0.00 PAID BY METHOD -RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE DIF - FIRE PROTECTION 257-0000-43200 0 • .$433.00 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION '' ACCOUNT QTY AMOUNT PAID PAID DATE DIF - LIBRARIES '253-0000-43200 0 $344.00 $0:00 PAID BY METHOD RECEIPT# CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE DIF - PARK MAINTENANCE 256-0000-43200 0 $40.00 $0.00 PAID BY METHOD RECEIPT # -CHECK # CLTD BY DESCRIPTION ACCOUNT QTY -'' AMOUNT `PAID PAID DATE DIF - PARKS/REC 251-0000-43200 0 $2,048.00 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE DIF - STREET MAINTENANCE 255-0000-43200 0 $116.00 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY - AMOUNT PAID PAID DATE DIF - TRANSPORTATION 250-0000-43200 0 $2,842.00 $0.00 PAID BY _METHOD RECEIPT # CHECK # CLTD BY Total Paid for DIF - SINGLE FAMILY DWELLING: $6,894.00 $0.00 DESCRIPTION 'ACCOUNT QTY AMOUNT PAID PAID DATE TEMP POWER SERVICE 101-0000-42403 0 $24.17 $0.00 PAID BY METHOD -.' RECEIPT #. . CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT - PAID PAID DATE TEMP POWER SERVICE PC 101-0000-42403 0 $16.92 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY Total Paid for ELECTRICAL: $41.09 $0.00 DESCRIPTION ACCOUNT : , QTY". AMOUNT " . PAID PAID DATE RESIDENTIAL, EA ADDITION 1,000SF 101-0000-42403 0 $24.66 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY ' DESCRIPTION.:: ACCOUNTQTY AMOUNT PAID PAID DATE RESIDENTIAL, EA ADDITION 1,000SF, PC 101-0000-42600 0- $10.16 $0.00 PAID BY METHOD, - RECEIPT # CHECK # CLTD-BY 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 METHODRECEIPT # CHECK # CLTD BY Total Paid forELECTRICAL - NEW CONSTRUCTION: $227.71 $0.00 DESCRIPTION ACCOUNT _QTY AMOUNT PAID PAID DATE RESIDENTIAL FINISH GRADING PC 101-0000-42600 0 $100.00 $100.00 1/28/15 PAID BY METHOD RECEIPT # CHECK # CLTD BY DANTOR MARTINEZ CONSTRUCTION DEBIT R3526 SKH Total Paid forGRADING: $100.00 $100.00 DESCRIPTION ACCOUNT QTY: 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 .. PAIDBY METHOD :. RECEIPT # CHECK # CLTD BY - " DESCRIPTION -' ACCOUNT. ;'. QTY:, . AMOUNT = PAID PAID DATE. EXHAUST HOOD 101-0000-42402 0 $12.09 $0.00 PAID.BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION.. ACCOUNT QTY AMOUNT PAID PAID DATE EXHAUST HOOD PC 101-0000-42600 0 $4.83 $0.60 PAID BY METHOD RECEIPT # . CHECK # CLTD BY DESCRIPTION ACCOUNT QTY 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 DESCRIPTION . ACCOUNT QTY :.; AMOUNT PAID PAID DATE VENT FAN 101-0000-42402 0 $36.27 $0.00 PAID BY METHOD RECEIPT# CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE VENT FAN PC 101-0000-42600 0 $14.49 $0.00 PAID BY METHOD RECEIPT # .. CHECK # '. CLTD BY Total Paid for MECHANICAL: $188.54 $0.00 DESCRIPTION ACCOUNT. QTY AMOUNT PAID PAID DATE MULTI -SPECIES RESIDENTIAL 8.1-14 UNITS - 2015 UPDATE 301-0000-20310 0 $541.00 $0.00 PAID BY METHOD - RECEIPT # CHECK # CLTD BY Total Paid forMULTI-SPECIES RESIDENTIAL $541.00 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE NEW CONSTRUCTION PERMIT 101-0000-42400 0 $519.99 $0.00 PAID BY METHOD - RECEIPT # CHECK # CLTD BY Total Paid for NEW CONSTRUCTION PERMIT: $519.99 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT- PAID PAID DATE NEW CONSTRUCTION PLAN CHECK 101-0000-42600 0 $43.86 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE NEW CONSTRUCTION PLAN CHECK 101-0000-42600 0 $1,000.00 $1,000.00 1/28/15 PAID BY METHOD RECEIPT # CHECK # CLTD BY DANTOR MARTINEZ CONSTRUCTION DEBIT R3526 SKH Total Paid for NEW CONSTRUCTION PLAN CHECK: $1,043.86 $1,000.00 DESCRIPTION ACCOUNT. QTY AMOUNT PAID PAID DATE BACKFLOW DEVICE 101-0000-42401 0 1 $12.09 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY ' DESCRIPTION. ACCOUNT QTY AMOUNT - PAID PAID DATE BACKFLOW DEVICE PC 101-0000-42600 0 $4.83 $0.00 PAID BY .METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT .. PAID PAID DATE BUILDING SEWER 101-0000-42401 0 $12.09 $0.00 PAID BY METHOD " RECEIPT # CHECK # ' CLTD BY . DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE BUILDING SEWER PC 101-0000-42600 0 $12.09 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT CITY AMOUNT. PAID PAID DATE FIXTURE/TRAP 101-0000-42401 0 $157.17 $0.00 PAID BY METHOD RECEIPT # CHECK # '. CLTD BY DESCRIPTION ACCOUNT:TY AMOUNT PAID PAID DATE FIXTURE/TRAP PC 101-0000-42600 0 $157.17 $0.00 PAID BY .METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT CITY AMOUNT, PAID PAID DATE GAS SYSTEM, 5+ OUTLETS 101-0000-42401 0 $36.26 $0.00 PAID BY . METHOD RECEIPT # CHECK # CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID;DATE GAS SYSTEM, 5+ OUTLETS PC 301-0000-42600 0 $24.17 $0.00 PAID BY METHOD RECEIPT # CHECK # CLTD BY . DESCRIPTION ACCOUNT ; ` QTY AMOUNT PAID PAID DATE WATER HEATER/VENT 101-0000-42401 0 $12.09 $0.00 PAID BY METHOD RECEIPT # CHECK .# CLTD BY DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE WATER HEATER/VENT PC 101-0000-42600 0 $7.25 $0.00 PAID BY METHOD RECEIPT #. CHECK # CLTD BY DESCRIPTION ACCOUNT. QTY AMOUNT PAID PAID DATE WATER SYSTEM INST/ALT/REP 101-0000-42401 0 $12.09 $0.00 PAID BY ' METHOD RECEIPT # tCHECK # CLTD BY DESCRIPTION . ACCOUNT QTY AMOUNT. PAID PAID DATE WATER SYSTEM INST/ALT/REP PC 101-0000-42600 0 $12.09 $0.00 PAID BY METHOD - RECEIPT # s CHECK # CLTD BY Total Paid for PLUMBING FEES: $459.39 $0.00 DESCRIPTION ACCOUNT QTY AMOUNT PAID PAID DATE SMI - RESIDENTIAL 101-0000-20308 0 $16.21 $0.00 PAID BY ' METHOD - - RECEIPT #. CHECK .# CLTD BY Total Paid forSTRONG MOTION INSTRUMENTATION SMI: $16.21 $0.00 DESCRIPTION ` ACCOUNT QTY. AMOUNT.,, PAID PAID DATE SINGLE FAMILY DETACHED 224-0000-20320 0 $1,837.44 $0.00 PAID BY METHOD. RECEIPT # CHECK # CLTD BY Total Paid forTUMF - RESIDENTIAL: $1,837.44 $0.00 TOTALS:$1,100.00 Description: FOREMOST HOMES/773-302-014/SFD Type: BUILDING, RESIDENTIAL Subtype: DWELLING -SINGLE . Status: APPROVED Applied: 1/28/2015 SKH FAMILY DETACHED Approved: 7/7/2015 JJO Parcel No: 773302014 Site Address: 52533 AVENIDA MENDOZA LA QUINTA,CA 92253 Subdivision: SANTA CARMELITA VALE LA QUINTA Block: 143 Lot: 1 Issued: UNIT 15 COMPLETION DATE Lot Sq Ft: 0 Building Sq Ft: 0 Zoning: Finaled: Valuation: $124,670.80 Occupancy Type: Construction Type: Expired: No. Buildings: 0 No. Stories: 0 No. Unites: 0 SCHOOL FEE LETTER SUBMITTED Details: NEW 1925 SQ. FT. SFD THIS PERMIT DOES NOT INCLUDE POOL, SPA, BLOCK WALLS, DRIVEWAY APPROACH, BBQ, WATER FEATURES OR FIRE -PITS HOME IS FIRE SPRINKLED PER 2013 CRC CODES. Printed: Thursday, August 06, 2015 2:41:54 PM 1 of 7. SYSTEMS CHRONOLOGY CHRONOLOGY TYPE STAFF NAME . ACTION DATE. COMPLETION DATE NOTES LETTER PHILIP JUAREZ 8/5/2015 8/5/2015 SCHOOL FEE LETTER SUBMITTED NOTE JIM JOHNSON 5/14/2015 5/21/2015 PENDING STRUC APPROVAL, SCHOOL FEES, BURRTEC WASTE PLAN AND REG SETS OF TITLE -24 NOTE KAY HENSEL 2/20/2015 2/20/2015 PLANNING COMMENTE (APPROVAL) PICKED UP FROM PLANNING BUCKET PLAN CHECK -COMMENTS FROM CONSULTANT JIM JOHNSON 6/24/2015 6/23/2015 RECEIVED PLAN CHECK COMMENTS FROM CONSULTANT KAY HENSEL 2/18/2015 2/18/2015 STRUC RFC 2/18/2015 RECEIVED PLAN CHECK COMMENTS FROM CONSULTANT MARY FASANO 5/21/2015 5/21/2015 RECEIVED Printed: Thursday, August 06, 2015 2:41:54 PM 1 of 7. SYSTEMS Printed: Thursday, August 06, 2015 2:41:54 PM 2 of 7 CR IAJF lFff SYSTEMS JIM APPROVED STRUCTURAL CORRECTIONS AT THE FRONT PLAN CHECK PICKED UP MARY FASANO 7/2/2015 7/2/2015 COUNTER. PLAN CHECK PICKED UP STEPHANIE KHATAMI 4/15/2015 4/15/2015 VANESSA ESCOBAR. PLAN CHECK PICKED UP STEPHANIE KHATAMI 6/2/2015 6/2/2015 PICKED UP BY EDDIE PLAN CHECK•SUBMITTAL MARY FASANO 6/8/2015 6/8/2015 RECEIVED PLAN CHECK SUBMITTAL STEPHANIE KHATAMI 1/28/2015 1/29/2015 RECEIVED PUBLIC COUNTER VISIT BURT HANADA 5/15/2015 5/15/2015 JAMES FORTSON PICKED UP SCHOOL FEE AREA CERTIFICATION FORM. DANTOR CONSTRUCTION CAME TO PULL PERMIT DID NOT PUBLIC COUNTER VISIT PHILIP JUAREZ 8/6/2015 8/6/2015 HAVE BURRTEC WASTE MANAGEMENT PLAN SAID HE WILL FAX IT. RESUBMITTAL KAY HENSEL 5/6/2015 5/6/2015 STRUC TO YOUNG - DUE 5/20/2015 SENT TO PLAN CHECK KAY HENSEL 5/6/2015 5/6/2015 STRUC TO YOUNG DUE 5/20/2015 CONSULTANT CALLED FOREMOST HOMES TO PICK UP PLAN CHECK TELEPHONE CALL JIM JOHNSON 2/20/2015 2/20/2015 CORRECTIONS CALLED DANIEL MARTINEZ PLANS ARE READY FOR TELEPHONE CALL JIM JOHNSON 5/21/2015 5/21%2015 CORRECTIONS CALLED DANIEL MARTINEZ TO INFORM HIM THAT THE PLANS TELEPHONE CALL JIM JOHNSON 6/26/2015 6/26/2015 ARE READY FOR CORRECTIONS 3RD P/C CALLED DANIEK MARTINEZ AT ESCOBAR DESIGNS TO INFORM TELEPHONE CALL JIM JOHNSON 7/7/2015 7/7/2015 HIM PLANS ARE READY TO ISSUE, ITEM PENDING:,, BURRTEC WASTE PLAN CONDITIONS, Printed: Thursday, August 06, 2015 2:41:54 PM 2 of 7 CR IAJF lFff SYSTEMS Printed: Thursday, August 06, 2015 2:41:54 PM 3 of 7 C,. SYS7Eti1S FINANCIAL INFORMATION CLTD PHONE FAX EMAIL NAME TYPE NAME ADDRESS1 CONTACTS CITY STATE ZIP APPLICANT FOREMOST HOMES LLC 70600 COUNTRY CLUB DR RANCHO MIRAGE CA 92270 (760)537-1502 DIF -COMMUNITY CONTRACTOR DANTOR MARTINEZ CONSTRUCTION 81057 AVENIDA ROMERO INDIO CA 92201 (760)537-1502 OWNER FOREMOST HOMES LLC 70600 COUNTRY CLUB DR RANCHO MIRAGE CA 92270 (760)537-1502 Printed: Thursday, August 06, 2015 2:41:54 PM 3 of 7 C,. SYS7Eti1S FINANCIAL INFORMATION CLTD DESCRIPTION ACCOUNT QTY AMOUNT - PAID PAID. DATE RECEIPT # CHECK # METHOD PAID BY BY BSAS 561473 FEE 101-0000-20306 0 $5.00 $0.00 Total Paid for BUILDING STANDARDS ADMINISTRATION $5.00 $0.00 BSA: DIF - CIVIC CENTER 252-0000-43200 0 $942.00 $0.00 DIF -COMMUNITY 254-0000-43200 0 $129.00 $0.00 CENTERS DIF - FIRE PROTECTION 257-0000-43200 0 $433.00 $0.00 DIF - LIBRARIES 253-0000-43200 0 $344.00 $0.00 DIF -PARK 256-0000-43200 0 $40.00 $0.00 MAINTENANCE DIF - PARKS/REC 251-0000-43200 0 $2,048.00 $0.00 DIF - STREET 255-0000-43200 0 $116.00 $0.00 MAINTENANCE DIF - TRANSPORTATION 250-0000-43200 0 $2,842.00 $0.00 Total Paid forDIF - SINGLE FAMILY DWELLING $6,894.00 $0.00 TEMP POWER SERVICE 1 101-0000-42403 1 0 $24.17 $0.00 Printed: Thursday, August 06, 2015 2:41:54 PM 3 of 7 C,. SYS7Eti1S Printed: Thursday, August 06, 2015 2:41:54 PM 4 of 7 c SYS7Eti1S CLTD DESCRIPTION ACCOUNT QTY -AMOUNT PAID PAID DATE RECEIPT# CHECK # METHOD PAID BY BY TEMP POWER SERVICE 101-0000-42403 0 $16.92 $0.00 PC Total Paid for ELECTRICAL: $41.09 $0.00 RESIDENTIAL, EA 101-0000-42403 0 $24.66 $0.00 ADDITION 1,000SF RESIDENTIAL, EA 101-0000-42600 0 $10.16 $0.00 ADDITION 1,000SF, PC RESIDENTIAL, FIRST 101-0000-42403 0 $145.03 $0.00 1,0005E RESIDENTIAL, FIRST 101-0000-42600 0 $47.86 $0.00 1,000SF, PC Total Paid for ELECTRICAL - NEW CONSTRUCTION: $227.71 $0.00 RESIDENTIAL FINISH 101-0000-42600 0 $100.00 $100.00 1/28/1S R3S26 DEBIT DANTOR MARTINEZ SKH GRADING PC CONSTRUCTION . Total Paid forGRADING: $100.00 $100.00 CONDENSER/COMPRES 101-0000-42402 0 $36.26 $0.00 SOR CONDENSER/COMPRES 101-0000-42600 0 $24.17 $0.00 SOR PC EXHAUST HOOD 101-0000-42402 0 $12.09 $0.00 EXHAUST HOOD PC 101-0000-42600 0 $4.83 $0.00 FURNACE 101-0000-42402 0 $36.26 $0.00 FURNACE PC 101-0000-42600 0 $24.17 $0.00 VENT FAN 101-0000-42402 0 $36.27 $0.00 VENT FAN PC 101-0000-42600 0 $14.49 $0.00 Total Paid forMECHANICAL: $188.54 $0.00 Printed: Thursday, August 06, 2015 2:41:54 PM 4 of 7 c SYS7Eti1S Printed: Thursday, August 06, 2015 2:41:54 PM 5 of 7 sysrrMs CLTD DESCRIPTION ACCOUNT CITY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY BY MULTI -SPECIES RESIDENTIAL 8.1-14 101-0000-20310 0 $541.00. $0.00 UNITS -201S UPDATE Total Paid forMULTI-SPECIES RESIDENTIAL $541.00 $0.00 NEW CONSTRUCTION. 101-0000-42400 07 $519.99 $0.00 PERMIT Total Paid forNEW CONSTRUCTION PERMIT: $519.99 $0.00 NEW CONSTRUCTION 101-0000-42600 0 $43.86 $0.00 PLAN CHECK NEW CONSTRUCTION 101-0000-42600 0 $1,000.00 $1,000.00 1/28/15 R3526 DEBIT DANTOR MARTINEZ SKH PLAN CHECK CONSTRUCTION Total Paid forNEW CONSTRUCTION PLAN CHECK:- $1,043.86 $1,000.00 BACKFLOW DEVICE 101-0000-42401 0 $12.09 $0.00 BACKFLOW DEVICE PC 101-0000-42600 0 $4.83 $0.00 BUILDING SEWER 101-0000-42401 0 $12.09 $0.00 BUILDING SEWER PC 101-0000-42600 0 $12.09 $0.00 FIXTURE/TRAP 101-0000-42401 0 $157.17 $0.00 FIXTURE/TRAP PC 101-0000-42600 0 $157.17. $0.00 GAS SYSTEM, 5+ 101-0000-42401 0 $36.26 $0.00 OUTLETS GAS SYSTEM, 5+ 101-0000-42600 0 $24.17 $0.00 OUTLETS PC WATER HEATER/VENT 101-0000-42401 0 $12.09 $0.00 WATER HEATER/VENT 101-0000-42600 0 $7.25 $0.00 PC WATER SYSTEM 101-0000-424010 $12.09 $0.00 El INST/ALT/REP Printed: Thursday, August 06, 2015 2:41:54 PM 5 of 7 sysrrMs l n9ti�.. Permit Details PERMIT NUMBER City of la Qui . nta BRES20115;,0Q31 Printed: Thursday, August 06, 2015 2:41:54 PM 6 of 7 C SYSTEh1S REVIEW TYPE REVIEWER SENT DATE DUE DATE RETURNED REVIEWS STATUS REMARKS CLTD DESCRIPTION - ACCOUNT QTY AMOUNT PAID PAID DATE RECEIPT # CHECK # METHOD PAID BY 1/28/2U15 2/18/2015 2/18/2015 REVISIONS REQUIRED SEE ATTACHED 1ST NOW STRUC PLAN CHECK CORRECTIONS PLANNING WALLY NESBI7 1/28/2015 2/18/2015 2/18/2015 BY, WATER SYSTEM 101-0000-42600 0 $12.09 $0.00 2/18/2015 2/18/2015 REVISIONS REQUIRED RFC 2/18/2015 INST/ALT/REP PC FIRE JACQUELINE 2/9/2015 2/24/2015 Total Paid for PLUMBING FEES: $459.39 $0.00 SMI - RESIDENTIAL 101-0000-20308 0 $16.21 $0.00 CONDITIONS Total Paid forSTRONG MOTION INSTRUMENTATION SMI $16.21 $0.00 SINGLE FAMILY 224-0000-203200 $1,837.44 $0.00 PENDING REG TITLE -24 AND STRUC APPROVAL NON-STRUCTURAL JIM JOHNSON 5/6/2015 5/20/2015 DETACHED APPROVED REC REG. TITLE -24 Total Paid forTUMF - RESIDENTIAL: $1,837.44 $0.00 TOTALS: $11�874.23 00 0i Printed: Thursday, August 06, 2015 2:41:54 PM 6 of 7 C SYSTEh1S REVIEW TYPE REVIEWER SENT DATE DUE DATE RETURNED REVIEWS STATUS REMARKS NOTES DATE NON-STRUCTURAL JIM JOHNSON 1/28/2U15 2/18/2015 2/18/2015 REVISIONS REQUIRED SEE ATTACHED 1ST NOW STRUC PLAN CHECK CORRECTIONS PLANNING WALLY NESBI7 1/28/2015 2/18/2015 2/18/2015 READY FOR APPROVAL COVE CHECK STRUCTURAL KATHRYN 1/28/2015 2/18/2015 2/18/2015 REVISIONS REQUIRED RFC 2/18/2015 SAMUELS FIRE JACQUELINE 2/9/2015 2/24/2015 2/18/2015 APPROVED - GARCIA CONDITIONS PENDING REG TITLE -24 AND STRUC APPROVAL NON-STRUCTURAL JIM JOHNSON 5/6/2015 5/20/2015 5/14/2015 APPROVED REC REG. TITLE -24 STRUCTURALKATHRYN 5/6/2015 5/20/2015 5/20/2015 REVISIONS REQUIRED 2ND P/C SAMUELS Printed: Thursday, August 06, 2015 2:41:54 PM 6 of 7 C SYSTEh1S NON-STRUCTURAL - JIM JOHNSON 6/12/2015 6/26/2015 6/25/2015 APPROVED 2 WK ETRAKIT ENABLED Attachment Type' CREATED OWNER ATTACHMENTS DESCRIPTION PATHNAME STRUCTURAL - 2 WK KATHRYN 6/12/2015 6/26/2015 6/25/2015 REVISIONS REQUIRED DOC 3/16/2015 JACQUELINE GARCIA SAMUELS Foremost Homes Lot 0 , Printed: Thursday, August 06, 2015 2:41:54 PM 7 of 7 ; 1 SYSTEMS SUBDIR ETRAKIT ENABLED Attachment Type' CREATED OWNER ATTACHMENTS DESCRIPTION PATHNAME LAQ-I5-RS-044 LAQ-IS-RS-044 DOC 3/16/2015 JACQUELINE GARCIA Foremost Homes Lot Foremost Homes Lot 0 , l.docx l.docx DOC 2/18/2015 JIM JOHNSON 52-533 AVENIDA 52-533 AVENIDA 0 MENDOZA.docx MENDOZA.docx DOC 5/21/2015 JIM JOHNSON 52-533 AVENIDA S2-533 AVENIDA 0 MENDOZA.docx MENDOZA l.docx DOC 5/21/2015 MARY FASANO BRES2015-0031 YOUNG BRES2015-0031 YOUNG 0 CORRECTION LIST.pdf CORRECTION LIST.pdf DOC 5/21/2015 MARY FASANO BRES2015-0031 YOUNG BRES2015-0031 YOUNG 0 TRANSMITTAL.pdf TRANSMITTAL.pdf DOC 8/6/2015 PHILIP JUAREZ SCHOOL FEE and DEED 3007 001.pdf 0 Printed: Thursday, August 06, 2015 2:41:54 PM 7 of 7 ; 1 SYSTEMS Building Address Owner .e - TUT 4- 4 a" P.O. BOX 1504 W78-495 CALLE TAMPICO _6 QUINTA, CALIFORNIA 92253 Mailing n , _ ^ �� CAQ� W. I Address V (� 531-1 Mare LIa Vlty & Classif. l., 2� Lic. # Arch., Engr., Designer Haa ,34 L7 ress1 e9kvP1'f (� I ��0 t22� I t,1 In (O ap 2D ( Mate Lic. # LICENSED CONTRACTOR'S DECLARATION I hereby affirm that I am licensed under provisions of Chapter 9 (commencin with Section 7000) ZiR —siness and Professions Code, and my license is in II orce an effect. DATE OWNER -BUILDER DECLARATION I hereby affirm that I am exempt from the Contractor's License Law for the following reason: (Sec. 7031.5, Business and Professions Code: Any city or county which requires a permit to construct, alter, improve, demolish, or repair any structure, prior to its issuance also requires the applicant for such permit to file a signed statement that he is licensed pursuant to the Provisions of the Contrac- tor's License Law, Chapter 9 (commencing with Section 7000) of Division 3 of the Business and Professions Code, or that he is exempt therefrom, and the basis for the alleged exemption. Any violation of Section 7031.5 by any applicant for a permit subjects the applicant to a civil penalty of not more than five hundred dollars ($500). 01, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Business and Profes- sions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner -builder will have the burden of proving that he did not build or improve for the purpose of sale). ❑ I, as owner of the property, am exclusively contracting with licensed contractors to construct the project. (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractor(s) licensed pursuant to the Contractor's License Law.) 01 am exempt under Sec. B. & P.C. for this reason Date Owner WORKER'S COMPENSATION DECLARATION I hereby affirm that I have a certificate of consent to seff-insure, or a certificate of Worker's Compensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No. Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (rhis section need not be completed if the permit is for one hundred dollars ($100) valuation or less). I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become subject to Workers' Compensation Laws of California. Date Owner NOTICE TO APPLICANT.. If, after making this Certificate of Exemption you should become subject to the Workers' Compensation provisions of the Labor Code, you must forthwith comply with such provisions or this permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lender's Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. I certify that I have read this application and state that the above information is correct. I agree to comply with all city and county ordinances and state laws relating to building construction, and hereby authorize representatives of this city to enter the above-mentioned property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip WHITE = BUILDING DEPARTMENT APPLICATION ONLY BUILDING: TYPE CONST. `r OCC. GRP. ! ` A.P. Number a2 D I f Legal Description not j / r ` (�YJ�G Project Description I v (,,, L L5r U&�l (— V Sq. Ft. � n,�s-� No. Size /�J(�(� Sto No. Dw. Add ❑ Alter ❑ Repair ❑ Demolition ❑ Estimated Valuation I 1piit rfvV\ oO PERMIT Plan Chk. Dep. Plan Chk. Bal. Const. Mech. Electrical S.M.I. Grading Driveway Enc. Infrastructure AMOUNT s TOTAL t CONTACT INFORMATION NAME: PHONE: 9IoD �b2' p2DG1 ZONE: BY: - Minimum Setback Distances: FINAL DATE— Issued by: Validated by: — Validation: YELLOW = APPLICANT Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line de Setback from Property Line — INSPECTOR Date Permit PINK = FINANCE Date 8/5/15 No. 31891 Owner Foremost Homes Address City Zip Tract # Type Single Family Residence CERTIFICATE OF COMPLIANCE Desert Sands Unified School District 47950 Dune Palms Road La Quinta, CA 92253 (760) 771-8515 �IFZEDS ;&Io Q BERMUDA DUNES r CIO RANCHO MIRAGE (� INDIAN WELLS P4- PALM DESERT y Q� D OTy�� APN # 773-302-014 Jurisdiction La Quinta Permit # No. of Units 1 Lot # No. Street S.F. Lot # No. Street S.F. Unit 1 52533 Avenida Mendoza 1925 Unit 6 Unit 2 Unit 7 Unit 3 Unit 8 Unit 4 Unit 9 Unit 5 Unit 10 Comments At the present time, the Desert Sands Unified School District does not collect fees on garages/carports, covered 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: EXEMPTION NOT APPLICABLE This certifies that school facility fees imposed pursuant to Education Code Section 17620 and Government Code 65995 Et Seq. in the amount of $3.36 X 1,925 S.F. or $6,468.00 have been paid for the property listed above and that building permits and/or Certificates of Occupancy for this square footage in this proposed project may now be issued. Fees Paid By CC -California Bank - Jim Fortson Bank Name/Recipient of Certificate BY Dr. Gary Rutherford Superintendent Fee collected Signature Check No. 467683 Telephone 760-537-1502 Funding Residential Payment Recd 1$0.00 $6,468.00 Aver/Urdu NOTICE: Pursuant to Government Code Section 66020(d) FI t {s will serve to notify you that the 90 -day approval period in which you may protest the fees or other payment identified above will begiWto run from the date on which the building or installation permit for this project is issued, or from the date on which those amounts are paid to the District(s) or to another public entity authorized to collect them on the District('s) behalf, whichever is earlier. NOTICE: This Document NOT VALID without embossed seal Embossed Original - Building Department Applicant Copy - Applicant/Receipt Copy - Accounting �1; ��11111111 \` RECEIVED AUG 0 5 2015 COMMUNITY DEVQUINTA ELOPMENT Aug 06 1508:04a JBRE, Inc. RECORD]NG'REQUESTED BY: Orange Coast Title AND WHEN RECORDED MAIL TO: Foremost Homes, LLC 70800 Country Club Drive Rancho Mirage„ CA 92270 760-537-1504 p.1 DOC # 2014-0450909 11/25/2014 11:48 AM Fees: $18.00 Page 1 of 2 Doc T Tax Paid . Recorded in Official Records County of Riverside Larry W. Ward Assessor, County Clerk & Recorder "This document was electronically submitted to the .County of Riverside for recording' Receipted by: "JONES i H16 W'AUt VUK KtL%UKUtK'J U:it UNLY: Title Order No.: 140-1616328-66 Escrow No.: W508 -JR GRANT DEED THE UNDERSIGNED GRANTOR(S) DECLARE(S) DOCUMENTARY TRANSFER TAX is $330.00 [X? computed on ful! value'of property conveyed, or [ j computed on full value less value ofliens or encumbrances remaining at time of sale. [ ] Unincorporated area [Xj City of Various Cities AND FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, A & A Homes, LLC, a Limited Liability Company hereby GRANT(s) to: FOREMOST HOMES LLC., a California Limited Liability Company he real property in SEE ATTACHED, County of Riverside, State of California, described as: LEGAL DESCRIPTION ATTACHED HERETO AS EXHIBIT "A" AND MADE A PART HEREOF APN'S: 607-216-017-a TRA 075-010 & 677-091-020-6 TRA 019-014 & 675-131-014-0 TRA 019-051 & 678-181-030-0 TRA 019-013 & 678-182-007-3 TRA 019-013 & 773-302-014-5 TRA 020-017 DATED November 20, 2014 STATE OF CALIFORNIA A & A H COUNTY OF RIVERSIDE On i I -n --14 BY: before me,JUDITH ROGERS A Notary Public personally appeared JAMES FORTSON who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by ,his/her/their signature(s) on the instrument the JUDITH ROGERS person(s), or the entity upon behalf of which the person(s) Commission # 1942391 acted, executed the instrument. �I certify under PENALTY OF PERJURY under the laws of the State Riverside Counfv n of California that the foregoing paragraph is true and correct. WITNESS 'my hand and official seal. _ / Seal IF NO PARTY SHOWN, MAIL AS DIRECTED ABOVE: Signature MAIL TA; ' Z Notary Public -California z My Comm. Expires Jul 24, 2015 Aug 06 1508:04a JBRE, Inc. 760-537-1504 p.4 Exhibit "A" Parcel 1: Lot 12; Block 120, of Santa Carmelita at Vale La Quinta Unit No. 12, in the City of La Quinta, County of Riverside, State of California, as shown by.Map on file in boolc 18, pages 79 and 80 ofMaps, in the office ofthe County Recorderofsaid County. Parcel 2: Lot 6, Block 84, of Santa Carmelita at Vale La Quina Unk No. 10, in the. City of La Quinta, County of Riverside, Stare of California, as shown by Map on file in book 18, page 70, of Maps, in the office ofthe County Recorder ofsaid County. Parcel 3: Lot 7, Block 85, of Santa Carmelita at Vale La Quinta Unit No. 1.0, in the City of La Quinta, County of Riverside, State of Ca liforn ia, as shown by Nap on file in book 18, page 70,of Maps, in the office of the County Recorder of said County. Parcel 4: Lot 4, Block 9r3, of Santa Carmelita at Vale La Quinta Unit'No. 11, in the City of La Quinta, County of lUverside, State of Californ ia, as shown by Map on file in book 18, page 75, of Maps, in the office of the County Recondcrof said County. Parcel 5: Lot 22: Block 220, of Santa Carmelita at Vale La Quinta Unit No. 21, in the City of La Quinta, County -of Riverside, State of California, as shown by Map on file in bo' -k 20, page 22, of Maps, in the office o fthe County Recorderof said County. Parcel G: Lot 20, Block 220, of Santa Carmelita at Vale La Quinta Unit No. 21., in the City of La Quinta, County of Riverside, State of California, as shown by Map on file in book 20, page 22, of Maps, in the office o fthe County Recorder of said County. CERTIFICATION Under the provisions of Government Code 27361.7 1 certify under the penalty of perjury that the following Is a true copy of illegible warding found in the attactied document: Date. ( 3 Signature: 1 Print Name: l i `a g t3l 4--e r ' Permit Number: BRES2015-0031 Applied: 1/28/2015 Approved: Issued: Finaled: Status: UNDER REVIEW Parent Permit: Parent Project: Details Description: FOREMOST HOMES/773-302-014/SFD Site Address: 52533 AVENIDA MENDOZA City, State Zip Code: LA QUINTA, CA 92253 Applicant: FOREMOST HOMES LLC Owner: FOREMOST HOMES LLC Contractor: DANTOR MARTINEZ CONSTRUCTION Printed: Thursday, 29 January, 2015 1 of 1 OrwYSTEMS RE,DATEED SENT DATE DUE DATE TYPE': CONTACT STATUS,, REMARKS Review Group: BLDG 1ST (3WK) 1/28/2015 2/18/2015 NON-STRUCTURAL Notes: , A 1/28/Z015V 2/18/2015 PLANNING PLANNING BUCKET Notes: "r �,r 1/28/2015 2/18/2015 STRUCTURAL YOUNG ENGINEERING Notes: s, Printed: Thursday, 29 January, 2015 1 of 1 OrwYSTEMS 17603400417 BURRTEC Palm Desert 01:16:31 p.m. 08-06-2015 2/5 Building Permit Number: Project Description: SFR Exempt: ❑ (Materials may contain hazardous wastes and are not subject to recycling provisions) Construction Debris Management Plan Plan Submittal Date 7/30/2015 Job Site Address 52-533 Avenida Mendoza Owner's Name Foremost Homes, Inc. Number, Street, or PO Box 70600 Country Club Dr City, State, Postal Code Rancho Mirage, Ca. 92270 Owner's Phone Number Owner's E -Mail Address iames(aDibrinc.com Project Manager's Name Daniel Martinez Project Manager's Phone Number 760-702-6209 Project Manager's E-mail Address dantor180 o()gmail.com Builder / Contractor Dantor Martinez Construction, Inc. Number, Street or PO Box 74854 Vellie Way #12 City, State, Postal Code Palm Desert, Ca. 92260 Project Square Footage 1,925 scl ft City Approval By Renado Gouldlock i1 `=v Date of City Approval 7/30/2015 Materials To Be Discarded: Product Trash Asphalt Brick/Block Cardboard Commingled Concrete Drywall Donated / Reuse* *Describe Items Tons 9.00 Not recyclable 0.00 Recyclable 0.00 Recyclable 0.00 Recyclable 0.00 Recyclable 9.00 Recyclable 1.00 Recyclable 0..00 Recyclable Totals: Recycle Trash 15.0 9.0 Product Masonry (broken) Plaster Scrap Metal Tile (floor) Tile (roof) Wood Landscape Debris Tons Projected Diversion: 62.50% Recyclable Recyclable Recyclable Recyclable Recyclable I understand it is the property owner's responsibility to submit copies of weight tickets or receipts to the District Environmental Coordinator as these hauls occur. I hereby certify that completion, implementation and adherence of the Debris Management Plan (DMP) for the above named project shall guarantee that at least 50% of the jobsite waste is diverted from landfilling. The remaining material will be recycled or reused. I will divert, for recycling or re -use, remaining materials generated from the first day of the project through the completion of the project in accordance with this plan. This DMP is issued in the name of the property owner(s) and shall remain their property throughout the construction and/or demolition project. A contractor serving as agent of the owner may obtain a DMP for the owner. However, the DMP is still issued in the name of the property owner(s) and the owner retains legal responsibility for ensuring that the provisions of the DMP are adhered to. The property owner(s) and general contractor shall be kept informed of the diversion progress through bi-monthly reports. If self -hauling, all refuse material from this project site must be taken to an approved recycler or transfer Owner / Developer / Project Manager / Superinlendant Date Fomotor .Engineering 225 S. Civic 'Drive, Suite 1-5 Palm Springs; C=1922612 Office (7610 3234842 Fax (760) 323-1742 Civil (:ngincering Land Surveying October 12, 2015 City of La Quinta Land Planning RE: Form Certification for 52553 Avenida Mendoza La Quinta CA 92253, Apn 773-302- 014-5 Pursuant to a field survey performed October 12, 2015, 1 hereby certify that the proposed building Form located at for 52553 Avenida Mendoza La Quinta CA 92253, Apn 773-302-014-5 was measured horizontally to be within the setbacks shown on the approved site plan, and vertically to be in substantial conformance(±0.05 feet) with the approved site plan. (rP elevation 1002V) sincerely; t�NlLtlr� K. �oNf(7i'OF2,.:LS 7070 —.— 0 U PHILLIP K FOM107Ok No. 7070 OF r- [I\ \�U� (3 P-e's '(s, - 0031 wD 70 T z;�Q✓ of A p-mggapppppp- 7 Building Materials and Construction Services r OF LA QUIP PANG & SAFETY VE® 0� T CTION DATEk-ISLiS Y CAter-Parkwa`�y, Indio; CA 92203 � ��}- `gyp e�Pph�onC,0, 66) .347=3332' ,JO GHQ �P C(,760)°341�,0202iz GG�� °� ode°�pa enex CON �e re e a `. reSQ eon QP °G G 52533 Avenida Mendoza io/o8/2oi5 rA MiTek, Re: 52533 -Avenida -Mendoza MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by BMC -Indio, CA. Pages or sheets covered by this seal: R45601299 thru R45601315 My license renewal date for the state of California is December 31, 2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. . Q?,pFESS/ON TNIOyFl�� CO ,L U 76428 z m cr o ;0 * EXP. 12/31/2016 i' October 8,2015 Hemandez, Marcos 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. Job Truss Truss Type Qty Ply BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) SPACING- 2-0-0 a alwvys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R45601299 ;2533_AVENIDA_MENDOZA A01 GABLE 1 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Max Grav All reactions 250 Ib or less at joint(s) 13, TC 0.21 Vert(LL) Job Reference (optional) eMG, in 10, GA - 9ZZUJ 7.640 s Sep 29 2015 MTek Industries, Inc. Wed Oct 07 13:52:08 2015 Page 1 I D:HnbjpYilx515Qh7Lo01 Kdsyiej_-0Yucol_DbTmLPBooOMuHuRYgFg7CPTBSEVhVWVyVlw5 -2-0-0 57-13 10-4-0 1�t}3 20-8-0 22-8-0 r 2-60 57-13 4-&3 4-8-3 57.13 2.0-0 Scale = 1:40.8 5x6 = 2x4 11 5 — 5x8 = Plate Offsets (X,Y)— 13:0-3-0 Edge], 17:0-3-O,Edge] fl2:0-4-0,0-3-01 TOP CHORD 2x4 OF No.1 &Btr G 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-5,5-7: 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing LOADING (psf) SPACING- 2-0-0 a alwvys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Max Grav All reactions 250 Ib or less at joint(s) 13, TC 0.21 Vert(LL) -0.01 9 n/r 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.12 Vert(TL) -0.01 9 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.28 Horz(TL) 0.01 12 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 108 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.1 &Btr G 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-5,5-7: 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Std G a alwvys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the be installed during truss erection, in accordance with Stabilizer OTHERS 2x4 DF Std G fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Installation nuide. REACTIONS. All bearings 20-8-0. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. (lb) - Max Harz 2=57(1_C 40) Suite 109 Max Uplift All uplift 100 Ib or less at joints) except 2=298(LC 21), 12=136(1_C 22), 8=306(LC 24) Max Grav All reactions 250 Ib or less at joint(s) 13, 14, 11, 10 except 2=450(LC 45), 12=1048(LC 1), 8=450(LC 46) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. P CHORD 2-27=698/686, 3-27=574/632, 3.4=-496/496, 4-28=376/471, 5-28=193/495, 529=186/495, 6-29=367/471, 6-7=516/528, 7-30=-601/665, 8-30=698/718 49T CHORD 2-14=-6781720,13-14=388/430,12-13=310/352,11-12=285/327, 10-11=362/404, 8-10=653/694 WEBS 4-12=-635/234, 512=-609/148, 6-12=-635/236 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 0-11-8, Interior(1) 0-11-8 to 7-4-0, Exterior(2) 7-4-0 to 10-4-0, Interior(1) 13-4-0 to 19-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 Ib uplift at joint 2, 136 Ib uplift at joint 12 and 306 Ib uplift at joint 8. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. 12) This truss has been designed for a total drag load of 1200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 040-0 to 20-8-0 for 58.1 plf. Q?,OF ESS/O,V 1NIO LUff° 76428 z m 0 M 1 EXP. 12/31/2016 ^� 1 rFOF October 8,2015 ®WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE WI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the opplicabi ity of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iwiTek' a alwvys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Typepty DEFL. in Ply PLATES GRIP 5,2533_AVENIDA_MENDOZA A02 OUEENPOST 5 1 845601300 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.59 6-8 >413 180 Job Reference (optional) ^••• ^ - _4w r.oau s sep 29 201 b MITeK Industries. Inc. Wed Oct 07 13:52:09 2015 Pagge 1 ID: HnbjpYilx515Qh7Lo01Kdsyiej_-skHGpBJd_vbc1zZm?L517g6_i4fsMxsyHhuEF2yyVlw4 57-13 10-0-0 1563 2048-0 77 8-0 2.0.0 57.13 4-8-3 4.8.3 57-13 2.60 Scale = 1:40.8 44 = 4X6 7x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vclefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.17 6-8 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.59 6-8 >413 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.26 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code IBC2012rrP12007 (Matrix) 5) A plate rating reduction of 20% has been applied for the green lumber members. Weight: 82 Ib FT = 20% LUMBER- R0F ESS10 Q �/ BRACING - 1Nio yF��� TOP CHORD 2x4 DF No. 1&Btr G � TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G LU 76428 z m BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G * SIT CIO- �P �TFOF CAI-FO�� MTek recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer Installation Ade. REACTIONS. (Ib/size) 2=1045/0-3-8, 6=1045/0-3-8 Max Horz 2=58(LC 11) Max Uplift2=128(LC 6), 6=1128(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=2232/114, 3-9=2183/137, 3-10=11670/69,4-110=1624/83, 4-11=1624/83, Design valid for use only with MiTekO connectors. This design a based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall 5-11=1670/69, 5-12=2183/138, 6-12=2232/115 BOT CHORD 2-8=115/2088, 6-8=58/2088 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is WEBS 3-8=591/178, 4-8=0/627, 5-8=591/179 MiTek' TES - always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 0-11-8, Interior(1) 0-11-8 to 7-4-0. Exterior(2) 7-4-0 to 10-4-0, Interior(1) 13-4-0 to 19-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for Citrus Heights, CA 95610 reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 Ib uplift at joint 2 and 128 Ib uplift at 6. R0F ESS10 Q �/ joint 1Nio yF��� � LU 76428 z m Cr 0 M EXP.12/31/2016 m * SIT CIO- �P �TFOF CAI-FO�� October 8,2015 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design a based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall �� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems, see ANSI/IPII Quality Criteria, DSS -89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qy ply PLATES GRIP $2533_AVENIDA MENDOZA A03 OUEENPOST 6 1 1245601301 TCDL 14.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.63 1-7 >385 180 Job Reference o tional 1.1540 s Sep 29 2015 MTek Industries, Inc. Wed Oct 07 13:52:10 2015 Pagel ID:HnbjpYilx515Qh7Lo01Kdsyiej_-KxreOUKFICjUajLBvpOMNJWrO3BMgJgRwY obOyVlw3 17-13 4-8-3 4-8-3 5.7-13 2-0.0 4x6 = 3.50 12 Scale = 1:37.4 9X0 7x10 = 4x6 = • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.17 1-7 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.63 1-7 >385 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.09 5 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 79 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins. BOT CHORD 2x4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide, REACTIONS. (Ib/size) 1=889/0-3-8,5=1053/0-3-8 Max Horz 1=-67(LC 11) Max Upliftl=-52(LC 6), 5=128(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-8=2298/185,2-8=2249/209,2-9=1703/105, 3-9=-1655/119,3-10=1655/117' 4-10=-17011103,4-11=2213/153,5-11=-2263/132 BOT CHORD 1-7=153/2168, 5-7=64/2118 WEBS 2-7=644/192, 3-7=0/637, 4-7=591/179 OTES- unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-4-0, Exterior(2) 7-4-0 to 10-4-0, Interior(1) 13-4-0 to 19-8-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 1 and 128 Ib uplift at joint 5. OQROFESS/ONS PHOT N 1 hF�F� co `D �p CZ IL vo 76428 z m 0 X * EX.. 12131/2016 m OFC� October 8,2015 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 0101-7473rev. 10/0312015 BEFORE USE. � Design valid for use only with mifekal connectors. This design is based only upon parometers shown, and is for an individual building component, not o truss system. Before use, the building designer must verity the appricabilty, of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tyl is of vays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �A/�iTek• fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Carus Hei Ms CA 95610 Job Truss Truss Type Qty Ply PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.18 5-6 >999 240 845601302 �,2533_AVENIDA MENDOZA A04 QUEENPOST 1 1 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.13 5 n/a n/a Job Reference (optional) BMC, Indio, CA- 92203 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 07 13:52:11 2015 Page 1 ID: HnbjpYilx515Qh7LoOlKdsyiey-p7POEgLtWVWLCswNTVWbvX3_OSXTPm4a9CjM7ryVlw2 i 5-7-13 10-4-0 1r.0 -'i 20-8-0 5-7-13 48-3 4-8-3 5-7-13 Scale = 1:34.4 446 = 4x8 = _ 7x10 = 4x8 I� d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.18 5-6 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.63 5-6 >390 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(TL) 0.13 5 n/a n/a BCDL 10.0 Code IBC20121TPI2007 (Matrix) Weight: 76 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 3-7-2 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer installation guide, REACTIONS. (Ib/size) 1=897/0-3-8, 5=897/0-3-8 Max Ho¢ 1=-260(LC 31) Max Uplift 1 =-960(LC 21), 5=960(LC 24) Max Grav 1=1397(LC 42), 5=1397(LC 41) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=4205/3293, 2-8=-3418/2209, 2-9=2487/1556, 3-9=1686/701, 3-10=1839/964, 4-10=2330/1551, 4-11=-3355/2108, 5-11=-4141/3230 BOT CHORD 1-7=3025/4195, 6-7=3194/4195, 5-6=3065/4104 OOBS 2-6=644/201, 3-6=0/648, 4-6=644/279 TES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-4-0, Exterior(2) 7-4-0 to 10-4-0, Interior(1) 13.4-0 to 17-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-40 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 960 Ib uplift at joint 1 and 960 Ib uplift at joint 5. 7) This truss has been designed for a total drag load of 6120 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-40 to 3-40 for 2040.0 plf. ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERANCE PAGE WI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based onlIyy upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the appficability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is allays required for stability and to prevent collapse with possible personal injury and property domage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component SafetyInforma8on available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. oQROF ESS/ONS PHOS N10 lL 76428 z m ef * EXP. 12/31/2016 ^� CIVIL T�TFOF CALIF October 8,2015 MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qty ply Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G LOADING (psf) SPACING- 2-0-0 reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 845601303 52533_AVENIDA MENDOZA 801 COMMON STRUCTURAL GA 1 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Max Grav All reactions 250 Ib or less at joint(s) 11, 8, 9, 10, 14, 13, 12 except 2=677(LC 1), TC 0.38 Vert(LL) Job Reference (optional) "^ �• ^" 'w° 7.540 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 07 13:52:12 2015 Paye 1 ID: HnbjpYilx515Qh7Lo01Kdsyiej_-HJzPRAMVHq_CgOVat EQgSkcCCsOc8HokNsTvfHyVAv1 r -2.0.0 7-30 1 S.F 0 17-0 � 2.0.0 7-30 i 7-30 2-0.0 d6 Scale: 3B'=1' 546 = 2x4 11 4 Plate Offsets (X,Y)— (2:0-3-5,Edgel (3:0-3-0Edge) (5:0-3-0 Edge) (6:0-3-5 Edgel Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-4,4-5: 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G LOADING (psf) SPACING- 2-0-0 reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Max Grav All reactions 250 Ib or less at joint(s) 11, 8, 9, 10, 14, 13, 12 except 2=677(LC 1), TC 0.38 Vert(LL) -0.01 2-14 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.02 2-14 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 71 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-4,4-5: 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x4 DF No.1 &Btr G OTHERS 2x4 DF Std G MTek recommends that Stabilizers and required cross bracing reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 b . installed during truss erection, in accordance with Stabilizer 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Installation guide. REACTIONS. All bearings 15-6-0 except (jt=length) 6=0-3-8, 6=0-3-8. ESS101V (lb) - Max Horz 2=45(LC 6) OQRQF ()I N IO Max Uplift All uplift 100 Ib or less at joint(s) 9, 13 except 2=354(LC 21), 6=-365(LC 24) ��� Max Grav All reactions 250 Ib or less at joint(s) 11, 8, 9, 10, 14, 13, 12 except 2=677(LC 1), 6=696(LC 1), 6=696(LC 1) w 76428 z m FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-1084/823, 3-21=-1049/750, 3-22=-1011/558, 4-22=992/453, 4-23=994/442, 55-23=1011/680, 5.24=-1053/732, 6-24=1089/794 TCHORD 2-14=-774/980, 13-14=-464/974, 12-13=-350/974, 11-12=258/974, 10-11=-249/974, 9-10=-342/974, 8-9=455/974, 6-8=-724/991 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 0-11-8, Interior(1) 0-11-8 to 4-9-0, Exterior(2) 4-9-0 to 7-9-0, Interior(1) 10-9-0 to 14-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ESS101V 4) Gable studs spaced at 1 oc. y 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurent with an other live loads. ' OQRQF ()I N IO 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ��� fit between the bottom chord and any other members. Gj 7) A plate rating reduction of 20% has been applied for the green lumber members. w 76428 z m 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 13 except (It=lb) � rn 2hisr s=3as. 9) This truss has been designed for a total drag load of 1200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag EXP. 12/31/2016 r►7 loads along bottom chord from 0-0-0 to 15-6-0 for 77.4 plf. l TAT CIV 111- October October 8,2015 ®WARNING- Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTekO connectors. This design's based onityy upon parameters shown, and is for an individual building component. not �• a truss system. Before use, the building der esignmust verity the appricabilly of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent co0apse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/7PI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety InformoBon available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Suite 109 Carus Heights. CA 95610 Job Truss Truss Type oy ply Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 845601304 52533 AVENIDA_MENDOZA B02 Common 4 1 Code IBC2012rfP12007 (Matrix) Weight: 52 Ib FT = 20% Job Reference (optional) 2-0-0 7-9.0 5x8 = 7.640 s Sep 29 2015 MITek Industries, Inc. Wed Oct 07 13:52:13 2015 Page 1 ID: HnbjpYilx515Gh7LoOlKdsyiej_-I WXnfVM72763RA4maxy3y8KgGH2tiptcWCS BjyVtwO 7-9-0 2-0-0 Scale: 3/8"=V "`� — 1.5x4 II 4x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code IBC2012rfP12007 LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=818/0-3-8, 4=818/0-3-8 Max Horz 2=46(LC 14) Max Uplift2=116(LC 6), 4=116(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=1389/52,7-8=-1321/52.3-8=-1255/85, 39=1255/85, 9-10=1321/52, 4-10=1389152 BOT CHORD 2-6=0/1265, 4-6=0/1265 WBS 3-6=0/351 OTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 0-11-8, Interior(1) 0-11-8 to 4-9-0, Exterior(2) 4-9-0 to 7-9-0, Interior(1) 10-9-0 to 14-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=116, 4=116. QROF ESS/OPV 1 N IO G� w r° 76428 z m IY_ o TFOt= October 8,2015 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111111.7473 rev. 10/0312015 BEFORE USE. CSI. DEFL. in floc) I/deft Ud PLATES GRIP TC 0.51 Vert(LL) -0.06 4-6 >999 240 MT20 220/195 BC 0.45 Vert(TL) -0.25 4-6 >743 180 fabrication, storage, delivery, erection and bracing of misses and truss systems, see ANSI/71`111Quality Criteria, DSB-89 and BCSI BuBdComponent WB 0.14 Horz(TL) 0.04 4 n/a n/a (Matrix) Weight: 52 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation side. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=1389/52,7-8=-1321/52.3-8=-1255/85, 39=1255/85, 9-10=1321/52, 4-10=1389152 BOT CHORD 2-6=0/1265, 4-6=0/1265 WBS 3-6=0/351 OTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 0-11-8, Interior(1) 0-11-8 to 4-9-0, Exterior(2) 4-9-0 to 7-9-0, Interior(1) 10-9-0 to 14-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=116, 4=116. QROF ESS/OPV 1 N IO G� w r° 76428 z m IY_ o TFOt= October 8,2015 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111111.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek& Connectors. This design is based onupon parameters shown, and is for an individual building component, not truss �• a system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' aNvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and truss systems, see ANSI/71`111Quality Criteria, DSB-89 and BCSI BuBdComponent 7777 Greenback Laneing Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply (loc) ro2533_AVf741DA MFS1007A B03 COMMON 6 1 845601305 a. - 0.09 4-5 >999 240 Job Reference (optional) - ---- r.eau s se ze 1015 Mllek industries, Inc. Wed Oct 07 13:52:14 2015 Page 1 ID:HnbjpYilx5150h LoOlKdsyiej_-0i49srNIpREv3KfyBrflX9hVggbBc900rAy0k9yVlw? 2-0-0 7-9-0 7-9-0 Scale = 1:30.2 5x8 = 4x8 = 1.5x4 11 4x8 = ]6 b LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.09 4-5 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.59 Vert(TL) -0.30 4-5 >612 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 Horz(TL) 0.04 4 n/a n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) Weight: 49 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.t&Btr G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 4=658/0-3-8,2=829/0-3-8 Max Horz 2=91(LC 21) Max Uplift4=939(LC 24), 2=1018(LC 21) Max Grav 4=1262(LC 41), 2=1332(LC 42) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-9-4 oc bracing. MTek recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer Installation guide, FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=3925/3172, 6-7=3314/2841, 3-7=1690/1259, 3-8=1976/1270, 8-9=2595/1772, 4-9=3628/3146 BOT CHORD 2-5=3038/3505, 510=2983/3722, 4-10=2991/3722 4VOTES- 1) BS 3-5=0/357 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 0-11-8, Interior(1) 0-11-8 to 4-9-0, Exterior(2) 4-9-0 to 7-9-0, Interior(1) 10-9.0 to 12-4-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=939, 2=1018. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 8) This truss has been designed for a total drag load of 6120 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 11-0-0 for 556.4 plf. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. OQROFESS/ONV PHOT N IO CO CO G) �2 LU 076428 z m M 1 d EXP. 12/31/2gJ6N 1 OFCA�IF October 8,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M 1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Mlek0 connectors. This design is based onlIyv upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appricabtfity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing h k alwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the AiTek, fabrication, storage, delivery, erection and bracing of trusses and trusssystems. see ANSI/TPII Quality Crfleda. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 TCDL 14.0 Lumber DOL 5«533AVENIDAMENDOZA B04 HOWE �Q�3 Rep Stress Incr Job Reference (optional) a ince.., i,n • n�cw 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 07 13:52:15 2015 Page 1 ID: HnbjpYilx515Qh7Lo01Kdsyiej_-hueX4BOOalMmhUE8iM_X4NEhN4u2LRmA3ghZGcyVAv_ 47-10 7-9-0 1a1a6 15-6.0 4-7-10 4-7-10 Scale = 1:25.5 5x6 = 3x10 II oW—i 1202 = apecia' 3x10 II apeciai special Special 4-7-10 7-9-0 1.10-6 15_6.0 4-7-10 111 z1 a . I .. LOADING (psf) SPACING -2O TOP CHORD 2x4 DF No.1 &Btr G CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 TCDL 14.0 Lumber DOL 1.25 BC 0.80 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 BCDL 10.0 Code IBC20121TPI2007 (Matrix) DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.14 7-8 >999 240 MT20 220/195 Vert(TL) -0.46 7-8 >397 180 Horz(TL) 0.10 5 n/a n/a Weight: 206 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G Citrus Heights, CA 95610 3) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT REACTIONS. (Ib/size) 1=5977/0-3-8, 5=6432/0-3-8 CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAILS Max Horz 1=36(1_C 28) HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS Max Uplift 1=390(LC 4), 5=-420(LC 5) INSTALLATION PROCEEDURE WITH A MINIMUM OF 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply 10D (.131" X 3") NAILS OR AS REQUIRED BY THE HANGER FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL TOP CHORD 1-2=16601/1076, 2-3=12448/802, 3-4=12450/802, 4-5=16748/1087 CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. BOT CHORD 1-9=1027/15916.9-10=1027/15916,8-10=-1027/15916, 8-11=-1027/15916, 7-11=-1027/15916, 7-12=-1010/16061, 12-13=-1010/16061, 6-13=1010/16061, 6-14=1010116061,14-15=1010/16061, 5-15=-1010/16061 �� OT N 10 y� �• 2-8=130/2637, 3-7=391/6508, 4-6=136/2721, 2-7=-4319/333, 4-7=-4476/345 108S TES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) Special connection required to distribute web loads equally between all plies. Citrus Heights, CA 95610 3) 3 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at D-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 7-3 2x4 - 2 rows staggered at 04-0 oc. 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 5) Unbalanced roof live loads have been considered for this design. ESSlo 6) Wind: ASCE 7-10; Vuft=11 Omph,(3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS ?,OF OQ N91 (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=1.25 7) This truss has been designed for a 10.0 bottom chord live load live �� OT N 10 y� �• psf nonconcurrent with any other loads. 8) ' This P\ truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will co fit between the bottom chord and any other members. 76428 m 9) A plate rating reduction of 20% has been applied for the green lumber members. W U Z 17T1 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl=lb) 1=390, 5=420. W EXP. 12/3112016 ^7 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1582 Ib down and 113 Ib up at 2-0-12, 1582 Ib down and 113 Ib up at 4-0-12,1582 Ib down and 113 Ib up at 6-0-12, 1582 Ib down and 113 Ib up at 8-0.12, 1582 Ib down and 113 lb up at 10-0-12, and 1582 Ib down and 113 Ib up at 12-0-12, and 1582 Ib down and 113 lb up at 14-0-12 on bottom 1sT CIV ll. �Q chord. The design/selection of such connection device(s) is the responsibility of others. '1TFOF FOS LOAD CASE(S) Standard CAI - October 8,2015 ®WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE A91- 7473 rev. 10/03aOl5 BEFORE USE. Design valid for use only with MTek& connectors. This design is based on sIv upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appficabiGy of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truce web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Crffeda, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. M iTek' 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 p- mr a mi i exmausmes, mc. Wea Oct 0713:52:152015 Paget ID: HnbjpYiN515Qh7Lo01KdsyieL-hueX4B00aIMmhUE8iM_X4NEhN4u2LRmA3ghZGcyVlw_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=20,1-3=68, 3-5=-68 Concentrated Loads (lb) Vert: 9=1582(8) 10=1582(8) 11=1582(B) 12=-1582(B) 13=1582(B) 14=1582(B) 15=1582(B) C� • ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev. 1070372015 BEFORE USE. Design valid for use only with 1NTekO connectors. This design is based onlIyy upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the appricobiGty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria. VA 22314. Suite 109 Cdrus Hei Ms CA 95610 Truss Truss Type Qty Ply 1Job $2533_AVENIDA MENDOZA 804 HOWE 1 845601306 ar..rc i..n•., re _ 000n� Job Reference (optional) p- mr a mi i exmausmes, mc. Wea Oct 0713:52:152015 Paget ID: HnbjpYiN515Qh7Lo01KdsyieL-hueX4B00aIMmhUE8iM_X4NEhN4u2LRmA3ghZGcyVlw_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=20,1-3=68, 3-5=-68 Concentrated Loads (lb) Vert: 9=1582(8) 10=1582(8) 11=1582(B) 12=-1582(B) 13=1582(B) 14=1582(B) 15=1582(B) C� • ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev. 1070372015 BEFORE USE. Design valid for use only with 1NTekO connectors. This design is based onlIyy upon parameters shown, and is for an individual building component, not �• a truss system. Before use, the building designer must verity the appricobiGty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria. VA 22314. Suite 109 Cdrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 R45601307 52533 AVENIDA_MENDOZA C01 GABLE 1 1 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.03 5 n/r Job Reference (optional) amk., m no. cv. - e"w 7.640 s Sep 29 2015 MTek Industries, Inc. Wed Oct 07 13:52:16 2015 Page 1 I D:HnbjpYilx515Qh7Lo01Kdsyiej_-95CvHXPOL2UdlepLG3VmcamwpTP545CJ IUR7n2yVlvz 4-9-0 a�-o 1180 2-0.0 4-9-0 4-9-0 2.40 5xB = 3.50 12 3.4 3 Scale = 1:26.5 1.5x4 II LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.01 5 n/r 120 TCDL 14.0 Lumber DOL 1.25 BC 0.11 Vert(TL) -0.03 5 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. (Ib/size) 2=346/9-6-0.4=346/9-6-0.6=422/9-6-0 Max Horz 2=33(LC 23) Max Uplift 2=267(1_C 21), 4=272(LC 24) Max Grav 2=352(LC 45), 4=352(LC 46), 6=422(LC 1) PLATES GRIP MT20 220/195 Weight: 45 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer Installation Ade. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=645/654, 7-8=505/532, 3-8=372/415, 3-9=383/401, 9-10=-488/527, 4-10=-644/648 0T CHORD 2-6=596/620, 4-6=596/619 BS 3-6=324/82 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-M to 0-11-8, Interior(1) G-11-8 to 1-8-15, Exterior(2) 1-8-15 to 4-8-15, Interior(1) 7-8-15 to 8-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will Td between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=267, 4=272. 10) This truss has been designed for a total drag load of 1200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from G-0-0 to 9-6-0 for 126.3 plf. OQROF ESS/ON� w c� /6428 z m 0= p TJ y EXP. 12/31/2(W6N October 8,2015 ®WARNING- VerHy design parameters and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE GAGE Ml1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek,& connectors. This design is based onlIyv upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and incorporate this design into the �• properly overall building design. Bracing indicated is to prevent buckling of individual truce web and/or chord members only. Additional temporary and permanent bracing MiTek' is allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Carus Hei Ms CA 95610 Job Truss Truss Type Oty Ply 20.0 &2533_AVENIDA MENDOZA CO2 Common 7 1 5601 84 308 1.25 BC 0.16 BCLL 0.0 ' Rep Stress Incr Job Reference (optional) 6 r.b4D s Sep 29 2015 Mi -Tek Industries, Inc. Wed Oct 07 13:52:16 2015 Page 1 2 0 0 4 9 0 ID:HnbjpYilx5150Qh�7no01Kdsyiej_-95CvHXPOL2UdlepLG3VmcamwlTON44ZJIUR7n2yVlvz 1160 2-40 4-9.0 4.9-0 2-0.0 Scale = 1:25.6 4x6 = 3.50 12 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 14.0 Lumber DOL 1.25 BC 0.16 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 BCDL 10.0 Code IBC2012/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1 &Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=554/0-3-8, 4=554/0-3-8 Max Horz 2=35(LC 6) Max Upl'Ift2=-104(LC 6), 4=104(1-C 7) DEFL. in (loc) I/defl Ud I PLATES GRIP Vert(LL) -0.01 4-6 >999 240 MT20 220/195 Vert(TL) -0.04 4-6 >999 180 Horz(TL) 0.01 4 n/a n/a Weight: 34 Ib ' FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing b . installed during truss erection, in accordance with Stabilizer Installation Ade. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=703/41, 7-8=-671/42, 3-8=656/61, 3-9=656/61, 9-10=-671/42, 4-10=-703/41 BOT CHORD 2-6=0/627, 4-6=0/627 WTES- Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 0-11-8, Interior(1) 0-11-8 to 1-9-0, Exterior(2) 1-9-0 to 4-9-0, Interior(1) 7-9-0 to 8-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will rd between the bottom chord and any other members. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=lb) 2=104, 4=104. OQROFESS/ONS TN y�c�Fy co C -D �� cZ 76428 z m of Of o XI y EXP. 12/3112016 y 1sT cw)1. �OFCAll October 8,2015 ®WARNING - Vanfy design parameters and READ NOTES ON THIS AND INCLUDED ILOTEK REFERANCE PAGE 11111.7473 rev. 10/032015 BEFORE USE. Design valid for use only with M -Tek® connectors. This design is based onlIyv upon parameters shown, and is for an individual building component. not truss Before �• a system. use, the building designer must verify the applicabtlty of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing a MiTek' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandra, VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 14.0 R45601309 52533_AVENIDA MENDOZA D01 GABLE 1 1 NO WB 0.23 BCDL 10.0 Code IBC2012/TP12007 (Matrix) Job Reference (optional) BMC, Indio, CA - 92203 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 07 13:52:20 2015 Page 1 ID: HnbjpYilx515Qh7Lo01Kdsyiej_-2sSQ7vS WPH_3nF66VvainQxbo5mgOsEvD6PKwpyVlvv 19-9.13 2to 2-0-0 6-9-12 510.2 4-6-6 -3-13 1-3-13 46-6 570.2 66< Scale = 1:65.1 3.50 12 5x8 = 2x4 II 2x4 112x4 11 2x4 11 2x4 I 12x4 I I 66 2x4 112x4 112x4 11 4X6 ZZ� 8 e 3x6 = 4x6 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 ZZ 5x6 = 3x10 = 5x6 = 9-8-13 186-0 27-33 36-8-8 4&13 fi-4R fL43 4t5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 14.0 Lumber DOL 1.25 BC 0.13 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 BCDL 10.0 Code IBC2012/TP12007 (Matrix) DEFL. in (loc) Udefl Ud I PLATES GRIP Vert(LL) -0.00 1 n/r 120 MT20 220/195 Vert(TL) -0.00 1 n/r 90 Horz(TL) 0.01 9 n/a n/a Weight: 252 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 OF SS 'Except- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-3: 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 DF No. 1&Btr G 1D-0-0 oc bracing: 27-28,26-27,13-14. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 36-8-8. 7777 Greenback Lane (lb) - Max Harz 2=104(LC 29) Max Uplift All uplift 100 Ib or less at joint(s) 20, 29, 11 except 2=209(LC 21), 26=392(LC 29), 14=378(LC 32), 9=135(LC 32) Citrus Heights, CA 95610 Max Grav All reactions 250 Ib or less at joint(s) 21, 22, 23, 24, 25, 27, 28, 29, 30, 19, 18, 17, 16, 15, 13, 12, 11, 10, 9 except 2=437(LC 45), 26=735(LC 45), 20=682(LC 1), 14=731 (LC 46) ORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. P CHORD 2-3=418/357, 34=286/265, 4-5=-202/375, 5-65=-191/264, 7-66=187/260, 7-8=151/374, 8-67=263/256, 9-67=418/364 BOT CHORD 2-30=364/378, 29-30=-238/265, 10-11=-214/268, 9-10=3291368 WEBS 6-20=-470/107, 7-20=-237/253, 7-14=517/382, 8-14=596/208, 5-20=2441257, 526=517/398, 4-26=-605/212 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuH=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 1-7-9, Interior(1) 1-7-9 to 14-9-15, Exterior(2) 14-9-15 to 18-6-0, Interior(1) 22-2-1 to 32-10.11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 14-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will rd between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 29, 11 except 0=1b) 2=209, 26=392, 14=378, 9=135. 11) This truss has been designed for a total drag load of 1200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-8-8 for 32.7 plf. QROF ESS/ON ��� ��P�piNlO'SF1�2 `C-0 `-D �'L CZ U, 76428 z m 0 M EXP. 12131/2016 ^� \OFCAL October 8,2015 AWARNING - Verily design parameters and READ NOTES ON IMS AND INCLUDED MITEK REFERANCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek9 connectors. This design B based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verity the applicabi ity of design and incorporate this design into parameters property the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Quality Criteria. DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply . Plate Grip DOL 1.25 TC 0.82 TCDL 14.0 R45601310 462533 AVENIDA_MENDOZA D02 Common 7 1 NO WB 0.84 BCDL 10.0 Code IBC2012lrP12007 (Matrix) Job Reference (optional) v x,11 6 /.tiau s Sep 29 2015 MiTek Industries, Inc. Wed Oct 07 13:52:21 2015 Page 1 ID: HnbjpYilx515Qh7LoOlKdsyieL-W2OoKFT89b6wPPhl2d5xJeUd2UwK19z2Srr8tTFyVlvu 'M.1"2 9-12 12-7.14 1&$0 24.4-2 30.2-4 zao 6s 1z s10 z slaz M2 'I T12 sad 3.50 F12 54 = Scale = 1:65.5 4x12 = 10 5x8 = 8x12 MT20HS = 3x10 = 8x12 = 9-8.13 18x0 27-3.3 368.8 48-1.1 8-9-3 R43 e c c LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 TCDL 14.0 Lumber DOL 1.25 BC 0.88 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 BCDL 10.0 Code IBC2012lrP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1 &Btr G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=1759/0-3-8,8=1602/Mechanical Max Horz 2=106(LC 10) Max Uplif12=169(LC 6), 8=-93(LC 7) DEFL. in (loc) I/deft Ud I PLATES GRIP Vert(LL) -0.29 10-11 >999 240 MT20 220/195 Vert(TL) -1.0710-11 >410 180 MT20HS 165/146 Horz(TL) 0.28 8 n/a n/a Weight: 154 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FI recommends that Stabilizers and required cross bracing Installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-4608/232, 3-12=-4547/260, 3-4=-4148/180, 4-13=-2919/208, 5-13=2865/225, 514=2865/225, 6-14=2919/208, 6-7=-4125/205, 7-15=-4485/290, 8-15=-4547/262 BOT CHORD 2-11=262/4353, 10-11=146/3567, 9-10=122/3553, 8-9=224/4300 0 BS 5-10=0/1190, 6-10=-977/173, 6-9=0/619, 7-9=-482/176, 4-10=989/169, 4-11=0/643, 3-11=-511 /174 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 1-7-9, Interior(1) 1-7-9 to 14-9-15, Exterior(2) 14-9-15 to 18-6-0, Interior(l) 22-2-1 to 32-11-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWF RS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 2=169. Q?,pF ESS/ON yFl 1 NIO F� CIO CD �2 CZ ty C) 76428 z m EXP. 12/31/2016 R► 1 i T CIV)l. OFC Ak- October 8,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M I-7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with I•NTekO connectors. This design a based onlIyy upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicabilty of design parameters and incorporate this design into the �• properly overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is MiTek' atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 7777 Greenback Lane Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 R45601311 52533_AVENIDA MENDOZA D03 Common 3 1 Code IBC2012/TPI2007 (Matrix) Weight: 155 Ib FT = 20% Job Reference (optional) BMC, Indio, CA - 92203 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 07 13:52.22 2015 Page 1 ID: HnbjpYilx515Qh7LoOlKdsyiej_-_FZBYaTnwuEnOZGVcKc4srOnruFSUc_CgQuR?iyVlvt -2-0-o s-9-tz tz-7-ta 18 -s -o �aa-� 2-0.0 8-612 5.1 0.2 510-2 5-10-2 510-2 6-SY72 --t 3.50 F12 54 = Scale = 1:66.0 Plate 402 = 10 ' 4x12 = 8x12 MT20HS = 3x10 = 8x12 MT20HS = 9.8.13 18-6-0 27-3-3 37-M 9-8.13 R-9-1 R-atx LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 14.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code IBC2012/TPI2007 LUMBER - TOP CHORD 2x4 DF No.18Btr G BOT CHORD 2x4 DF No.18BtrG WEBS 2x4 OF Std G REACTIONS. (Ib/size) 2=1768/0-3-8,8=1611/0-3-8 Max Horz 2=106(LC 14) Max UpIM2=168(LC 6), 8=-94(LC 7) ], [8:0-0-6,Edge) 1�*� CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.88 Vert(LL) -0.3010-11 >999 240 MT20 220/195 BC 0.90 Vert(TL) -1.1010-11 >401 180 MT20HS 165/146 WB 0.85 Horz(TL) 0.29 8 n/a n/a (Matrix) Weight: 155 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Ade. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-4639/232, 3-12=-4578/260.3-4=-4180/180.4-13=2951/203,5-13=2897/227, 514=-2897/227, 6-14=-2951/210, 6-7=-4219/209, 7-15=4625/299, 8-15=4685/271 BOT CHORD 2-11=262/4383, 10-11=-145/3598, 9-10=125/3613, 8.9=234/4445 0 BS 510=0/1208, 6-10=-1007/174, 6-9=0/657, 7-9=540/182, 4-10=989/169, 4-11=0/643, 3-11=510/174 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=110mph (3 -second gust) Vasd=87mph; TCOL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 1-7-14, Interior(1) 1-7-14 to 14-9-10, Exterior(2) 14-9-10 to 18-6-0, Interior(1) 22-2-6 to 33-1-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will rd between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 2=168. QROFESS/0N S QC�O N10 w v lb428 zm EXP. 12/31/2016 * CIVIL \FOF CANO� October 8,2015 ®WARNING- Vehffy design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. 1�*� Design valid for use only with M1ekO connectors. This design is based onityy upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the appricabifity of design parameters and property incorporate this design into the overall building design. Bracing indicated B to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. i•®iii M iTek' 7777 Greenback Lane Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type _ Qty Ply Max UpliR2=169(LC 6), 8=-93(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 36-8-8 2-12=-4608/232, 3-12=-4547/260, 3-4=-4148/180, 4-13=2919/208, 5-13=2865/225, iTek' MMGreenback 514=2865/225, 6-14=-2919/208, 6-7=-4125/205, 7-15=-4485/290, 8-15=4547/262 845601312 52533 AVENIDA_MENDOZA D04 common 2 1 �OQ<'OF \ T N to Q- 0 (C Plate Offsets (X,Y)- [2:0-0-6,E d9e134 ,TEd CO G) �z 2-I69. Job Reference (optional) amc, mmo, cR - ti zu:l7.640 s Sep 29 2015 MITek Industries, Inc. Wed Oct 07 13:52:22 2015 Pae 1 ID:HnbjpYilx515Qh7Lo01Kdsyiej_=FZBYaTnwuEnOZGVcKcAsrOoouGZUcDCgQuR?iyVlvt -2-0.0 6-9-12 12-7-14 18-6-0 X4-4-2 30.2-4 46-8-8 2-0.0 6-9-12 510.2 510.2 510.2 5-10.2 6-6-4 3.50 F12 546 = Scale = 1:65.5 4x12 = .. 10 5x8 = 8x12 MT20HS = 3x10 = 8x12 = LUMBER - TOP CHORD 2x4 DF N0.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING- TOPCHORD BOTCHORD REACTIONS. 9.8-13 18-6-0 Max Harz 2=106(LC 10) 27-3-3 Max UpliR2=169(LC 6), 8=-93(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 36-8-8 2-12=-4608/232, 3-12=-4547/260, 3-4=-4148/180, 4-13=2919/208, 5-13=2865/225, iTek' MMGreenback 514=2865/225, 6-14=-2919/208, 6-7=-4125/205, 7-15=-4485/290, 8-15=4547/262 BOT CHORD 2-11=262/4353, 10-11=146/3567, 9-110=1122/3553,8-9=224/4300 P-9-3 5-10=0/1190, 6-10=-977/173, 6-9=0/619, 7-9=-482/176, 4-10=989/169, 4-11=0/643, 0 at �OQ<'OF \ T N to Q- 0 (C Plate Offsets (X,Y)- [2:0-0-6,E d9e134 ,TEd CO G) �z 2-I69. w 76428 m LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.29 10-11 >999 240 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.07 10-11 >410 180 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(TL) 0.28 8 n/a n/a BCDL 10.0 Code IBC2012/rP12007 (Matrix) Weight: 154 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF N0.1&Btr G BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G BRACING- TOPCHORD BOTCHORD REACTIONS. (Ib/size) 2=1759/0-3-8,8=1602/Mechanical 1) Unbalanced roof live loads have been considered for this design. Max Harz 2=106(LC 10) 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS Max UpliR2=169(LC 6), 8=-93(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-4608/232, 3-12=-4547/260, 3-4=-4148/180, 4-13=2919/208, 5-13=2865/225, iTek' MMGreenback 514=2865/225, 6-14=-2919/208, 6-7=-4125/205, 7-15=-4485/290, 8-15=4547/262 BOT CHORD 2-11=262/4353, 10-11=146/3567, 9-110=1122/3553,8-9=224/4300 BS 5-10=0/1190, 6-10=-977/173, 6-9=0/619, 7-9=-482/176, 4-10=989/169, 4-11=0/643, 0 3-11=511/174 Structural wood sheathing directly applied or 2-3-13 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. Design valid for use only with MITekO connectors. This design's based ontIov upon parometers shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design and incorporate this design into the 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 1-7-9, Interior(1) 1-7-9 to 14-9-15, Exterior(2) 14-9-15 to 18-6-0, Interior(1) parameters property overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 22-2-1 to 32-11-11 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS iTek' MMGreenback for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 is ahvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will ESS/049 fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. �OQ<'OF \ T N to Q- 0 (C 7) Refer to girder(s) for truss to truss connections. \ y Q F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=1b) CO G) �z 2-I69. w 76428 m EXP. 12/31/2016 ^T 93 October 8,2015 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11-7473 rev. 10709!2015 BEFORE USE. Design valid for use only with MITekO connectors. This design's based ontIov upon parometers shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design and incorporate this design into the parameters property overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iTek' MMGreenback is ahvoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPil Quality Criteria, DSB-89 and BCS] Building Component 7777 Lane Suite 109 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Citrus Heights, CA 95610 BMC, Indio, CA - 92203 7.640 s Sep 29 2015 MTek Industries, Inc. Wed Oct 07 13:52:24 2015 Page 1 ID:HnbjpYilx515Qh7LoOlKdsyiej_-wdhxzGV1 SWUVGsQtkleexG67KixfyVUV8kNY3ayVlvr r -2-0-0 6-9-12 12-7-14 188.0 24-4-2 '+n�-q 37.0-0 2-0.0 6-9.12 510-2 i 510.2 510.2 510.2 6A-12 3.50 F12 5x6 = Scale = 1:66.0 012 - 10 io 4x12 = 8x12 MT20HS = 3x10 = 8x12 MT20HS = 9-8-13 18-6-0 27-3-3 37-0.0 48-14 8-44 A -d4 48-14 LOADING (psf) Truss Truss Type Qty Pty 20.0 Pti 1.25 TC 0.88 TCDL 14.0 R456013' 533_AVENI9A MENDOZA D05 COMMON 8 1 NO WB 0.85 BCDL 10.0 Code IBC2012/TP12007 Job Reference (optional) BMC, Indio, CA - 92203 7.640 s Sep 29 2015 MTek Industries, Inc. Wed Oct 07 13:52:24 2015 Page 1 ID:HnbjpYilx515Qh7LoOlKdsyiej_-wdhxzGV1 SWUVGsQtkleexG67KixfyVUV8kNY3ayVlvr r -2-0-0 6-9-12 12-7-14 188.0 24-4-2 '+n�-q 37.0-0 2-0.0 6-9.12 510-2 i 510.2 510.2 510.2 6A-12 3.50 F12 5x6 = Scale = 1:66.0 012 - 10 io 4x12 = 8x12 MT20HS = 3x10 = 8x12 MT20HS = 9-8-13 18-6-0 27-3-3 37-0.0 48-14 8-44 A -d4 48-14 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 TCDL 14.0 Lumber DOL 1.25 BC 0.90 BCLL 0.0 Rep Stress Ina NO WB 0.85 BCDL 10.0 Code IBC2012/TP12007 (Matrix) LUMBER - TOP CHORD 2x4 DF No.1&BtrG BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (Ib/size) 2=1768/0-3-8,8=1611/0-3-8 Max Harz 2=301(LC 30) Max Uplift 2=-61 1 (LC 21), 8=536(1_C 24) DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0.3510-11 >999 240 MT20 220/195 Vert(TL) -1.1010-11 >401 180 MT20HS 165/146 Horz(TL) 0.29 8 n/a n/a Weight: 155 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-1-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-4639/1748, 3-12=-4578/1431, 3-4=4180/1134, 4-13=2951/616, 5-13=2897/351, 5-14=2897/354, 6-14=2951/609, 6-7=-4219/1172, 7-15=4625/1505, 8-15=-4685/1801 BOT CHORD 2-11=-1520/4383,10-11=1431/3598,9-10=139013613,9-16=l54814445, 8-16=1702/4445 0 BS 5.10=0/1208, 6-10=-1007/178, 6-9=0/657, 7-9=540/195, 4-10=989/179, 4-11=0/643, 311=510/194 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 1-7-14, Interior(1) 1-7-14 to 14-9-10, Exterior(2) 14-9-10 to 18-6-0, Interior(1) 22-2-6 to 331-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 6) A plate rating reduction of 20% has been applied for the green lumber members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (It=1b) 2=611, 8=536. 8) This truss has been designed for a total drag load of 3000 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 35-0-0 to 37-0-0 for 1500.0 plf. OQROF ESS/0,V P�pi NIO CO U, 76428 z m 0 M 1-- EXP. 12/3112016 CIV11. � �� October 8,2015 AWARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED AVTEK REFERANCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Wek,& connectors. This design a based onlIyy upon parameters shown, and is for an individual building component, not �♦ a truss system. Before use. the building designer must verify the applicabtGtyof design parameters and properly incorporate this design into the overall �AA building design. Bracing indicated is to prevent buckling of individual truss web and/w chord members only. Additional temporary and permanent bracing I V I iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/fPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane SafetyInformation available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 BMC, Indio, CA- 92203 7.640 s Sep 29 2015 MTek Industries, Inc. Wed Oct 07 13:52:25 2015 Page 1 ID: HnbjpYilx5150h7LoOlKdsyiej_-0pFJAcWFDpcMtO?3HS9lUUeLO6JDhxOeNN65c1 yVlvq -2-0.0 &9.12 12-7-14 18-Ti0 24.4- '10. -4 37-0-0 2-0-0 6.9-12 510.2 510.2 510.2 510.2 69.12 3.50 ri2 5x6 = Scale = 1:65.8 4x8 = .` 11 'v 9 4x6 7x10 = 3x10 = 5x8 = 4x6 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 Truss Truss Type city Ply PLATES GRIP MT20 220/195 Weight: 160 Ib FT = 20% PJob BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD 845601314 52533_AVENIDA_MENDOZA D06 Common 3 1 5-2-0 oc bracing: 8-9. Suite 109 MiTek recommends that Stabilizers and required cross bracing Citrus Heights CA 95610 Job Reference o tion BMC, Indio, CA- 92203 7.640 s Sep 29 2015 MTek Industries, Inc. Wed Oct 07 13:52:25 2015 Page 1 ID: HnbjpYilx5150h7LoOlKdsyiej_-0pFJAcWFDpcMtO?3HS9lUUeLO6JDhxOeNN65c1 yVlvq -2-0.0 &9.12 12-7-14 18-Ti0 24.4- '10. -4 37-0-0 2-0-0 6.9-12 510.2 510.2 510.2 510.2 69.12 3.50 ri2 5x6 = Scale = 1:65.8 4x8 = .` 11 'v 9 4x6 7x10 = 3x10 = 5x8 = 4x6 LOADING (psf) TCLL 20.0 TCDL 14.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code IBC2012rrPI2007 CSI. TC 0.67 BC 0.82 WB 0.90 (Matrix) DEFL. in Vert(LL) -0.20 Vert(TL) -0.79 Horz(TL) 0.18 (loc) I/deft Lid 2-12 >999 240 2-12 >507 180 9 n/a n/a PLATES GRIP MT20 220/195 Weight: 160 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G 7777 Greenback Lane 5-2-0 oc bracing: 8-9. Suite 109 MiTek recommends that Stabilizers and required cross bracing Citrus Heights CA 95610 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1584/0-3-8,8=297/0-3-8,9=2092/0-3-8 Max Horz 2=106(LC 10) Max Uplif12=169(1_C 6), 8=297(1_C 1), 9=77(1_C 7) Max Grav 2=1584(LC 1), 8=13(LC 10), 9=2092(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=4007/233, 3-13=3947/261, 3-4=3540/181, 4-14=2305/178, 574=2251/202, 515=-2251/202, 6-15=-2305/184, 6-7=-2374/151, 7-16=-4711552,8-16=-64/1488 T CHORD 2-12=-262/3778,11-12=-145/2980, 10-11=8212394,9-10=131/1672,8-9=-1425/85 BS 511=0/848,6-1 1=-408/163, 6-10=-281/86, 7-10=0/666, 4-11=991/170, 4-12=0/644, 3-12=-519/173, 7-9=3613/210 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 1-7-14, Interior(1) 1-7-14 to 14-9-10, Exterior(2) 14-9-10 to 18-6-0, Interior(1) 22-2-6 to 33-1-14 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �OQROF ESS/04� 4)' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will \OT N'O y fit between the bottom chord and an other members. \\ 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except 0=11b) 2=169 CID O� �� Z 8=297. w V 76428 7 m tz 0 XI * EXP. 12/31/2016 m CIVi\- T�TFOF CAUF October 8,2015 ®WARNING - Verify design paremetets and READ NOTES ON THIS AND INCLUDED IIIITEK REFERANCE PAGE WP -7473 rev. 10/03R015 BEFORE USE. Design valid for use only with M7ea connectors. This design is based onlIyy upon parameters shown. and is for an individual building component. not a truss system Before use, the building designer must verity the applicability of design parameters and incorporate this design into the �• property overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iviiTek' a atwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Intornallon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply 52533_AVENIpA MENDOZA D07 COMMON STRUCTURAL GA 1 1 845601315 DEFL. in (loc) I/deft Ud Job Reference o tional . w' 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 07 13:52:28 2015 Page 1 ID: HnbjpYilx515Qh7Lo01 Kdsyiej_-pOxSoeYXWk?wkUjezbja56GznJUfuTC43LLICLyVIvn 6.9.12 12-7-14 1880 4-4- 0.2-4 2-0.0 6.9.12 ' 510.2 510.2 510.2 510.2 6.9-12 7x10 3.50 12 5x8 = 2x4 112x4 I1 2x4 11 65 2x4 II 2x4 112x4 I I 66 2x4 112x4 11 2x4 1144 e 2x4 1167 11 67 Scale = 1:65.3 3x6 = 4x6 \ 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 13 12 11 10 5x6 = 3x10 = 5x6 = • 9-8-13 1880 27-3-3 37-0.g 9-6-13 A-49 11.44 46.19 I� d Plate Offsets (X,Y)— [3:04-0,E :0-5-0.0-4-81, [7:0-5-0,0-4-81, [14:13-1-010-3-01. [26:0-3T0-_3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 14.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 9 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight: 255 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF SS 'Except' 1-3: 2x4 DF No. 1&BtrG BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G OTHERS 2x4 DF Std G BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings 37-0-0. (Ib) - Max Harz 2=104(LC 37) Max Uplift All uplift 100 Ib or less at joint(s) 20, 11, 29 except 2=207(LC 21), 26=392(LC 29), 14=385(LC 32), 9=132(LC 32) Max Grav All reactions 250 Ib or less at joint(s) 10, 11, 12, 13, 15, 16, 17, 18, 19, 30, 29, 28, 27, 25, 24, 23, 22, 21 except 2=438(LC 45), 26=732(LC 45), 20=676(LC 1), 14=743(LC 46), 9=257(LC 46) RCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. OP CHORD 2-3=-416/354, 3-4=285/263, 4-5=201/376, 5-65=-191/264, 7-66=184/257, 7-8=148/387, 8-67=264/256, 9.67=392/364 BOT CHORD 2-30=361/376, 29-30=232/259, 10-11=208/259, 9-10=331/369 WEBS 6-20=-472/108, 7-20=-235/252, 7-14=524/386, 8-14=615/212, 520=243/256, 526=-516/397, 4-26=-605/211 Structural wood sheathing directly applied or 6-0-0 oc purlins Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 27-28,26-27,13-14. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=110mph (3 -second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone and C -C Exterior(2) -2-0-8 to 1-7-14, Interior(1) 1-7-14 to 14-9.10, Exterior(2) 14-9-10 to 18-6-0, Interior(1) 22-2-6 to 33-1-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.25 plate grip DOL=1.25 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0-0 wide will fit between the bottom chord and any other members. 9) A plate rating reduction of 20% has been applied for the green lumber members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 11, 29 except (jt=1b) 2=207, 26=392, 14=385, 9=132. 11) This truss has been designed for a total drag load of 1200 Ib. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 37-0-0 for 32.4 off. O0 0FESS/pN9 P�p1 N 10 CID '02 CZ lL r° 76428 7 m Of 0 M * EXP. 12/31/2016 m OF CAI. F0� nctrlhimr R 9015 ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. �� Design valid far use only with MTea connectors. firs design is based onlIyv upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicabilty of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply R45601315 62533_AVENIDA MENDOZA 007 COMMON STRUCTURAL GA 1 1 �Job!Relerenoe (optional) 7.640 s Sep 29 2015 MiTek Industries, Inc. Wed Oct 07 13:52:28 2015 Page 2 ID: HnbjpYilx515Qh7LoOlKdsyiej_-pOxSoeYXWk?wkUjezbja56GznJUfuTC43LLICLyVIvn • ®WARNING - Verity design parameters and READ NOTES ON MS AND INCLUDED M1TEK REFERANCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. p! Design valid for use only with hLTekO connectors. This design is based onlIyy upon parameters shown, and is for an individual building component, not IJ a truss system. Betore use. the building devgner must verify fhe applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing " is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the AiTe k, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPil Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Suite 109 Cerus Heights. CA 95610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y 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 1. Additional stability bracing for truss system, e.g. TOP CHORDS diagonal orX-bracing, is always required. See BCSI. 0 c1-2 c2-3 2. Truss bracing must be designed by an engineer. For 611 1 T WEBScoo 4 O y p Ub 0 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 ° U stack materials on inadequately braced trusses. 0 a- 4. Provide copies of this truss design to the building C7 -8c For 4 x 2 orientation, locate plates 0-'n G' from outside designer, erection supervisor, property owner and all other interested parties. BOTTOM CHORDS 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 ' Plate location details available in MITek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software Or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of 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 `Width measured perpendicular 4 x 4 ESR -131 1, ESR -1352, ESR 1988 10. Camber is a non-structural consideration and is the 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 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise Shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing 10 spacing, BEARING established by others.or less, if no ceiling is installed, unless otherwise e noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 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. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPII : National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, MiTek 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling. ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. gineering Reference Sheet: Mll-7473 rev. 10/03/ Building Materials and Construction Services 45-491 GOLF CENTER PARKWAY, INDIO, CA. 92203 0.760-347-3332 F.760-347-0202 CONTENTS .........................PACE TIMBER PRODUCTS INSPECTION (LETTER) ..................................1 TPI (GTI) STAMP — SEE PACE 1..2 ............ • EXPLANATION OF ENGINEERED DRAWING ..................................3 DETAIL FOR COMMON AND END JACKS — 16 PSF ..................................4 DETAIL FOR COMMON AND END JACKS — 20 PSF ..................................5 SUPPORT OF B.C. (PRESSURE BLOCK) STANDARD OPEN END JACK..................................6 IN'T'ERIOR BEARING OFFSET DETAIL ..................................7 BEARING BLOCK DETAIL 3 %" BEARING ..................................8 BEARING BLOCK DETAIL 5 V BEARING ..................................9 IIPLIFT TOE -NAIL DETAIL .................................10 LATERAL TOE -NAIL DETAIL .................................11 WEB BRACING RECOMMENDATIONS .................................12 T -BRACE AND L-BRACE .................................13 VALLEY TRUSS DETAIL ..................................14 VALLEY TRUSS DETAIL rCONT'D.) .................................15 CABLE DETAIL ..16 •PIIRLIN PIIRLIN CABLE DETAIL ICONT'D.) 17 PIIRLIN GABLE DETAIL OCONT'D.) ..18 PIIRLIN GABLE DETAIL 19ONT'D.) .19 STANDARD CABLE END DETAIL ..20 STANDARD CABLE END DETAIL (CONT'D.) 21 STD. REPAIR - MISSING dTIID ON CABLE TRIISS ..22 STD. REPAIR - BROKEN STUD ON CABLE TRIISS ..23 STD. REPAIR - REMOVE CENTER STUD ON CABLE TRUSS ..24 STD. REPAIR - NOTCH 2K6 TOP CHORD ON CABLE TRUSS ..25 STD. REPAIR - NOTCH 294 TOP CHORD ON CABLE TRUSS................................. ............................... 26 STANDARD REPAIR DETAIL — 25% .....................................27 FALSE BOTTOM CHORD FILLER DETAIL .................................28 OVERHANG REMOVAL DETAIL .................................29 SCAB APPLIED OVERHANCS .................................30 PIGGYBACK TRIISS CONNECTIONS ............................31 - 34 PLEASE CONTACT BMC FOR MORE INFORMATION OR QUESTIONS REGARDING THESE SHEETS PACE: 0 OF 34 03-05-2012 To Whom It Mar Concern: It is our standard policy to manufacture all of our trusses with a minimum camber of 1/8" per ten lineal font of truss span. • Mike Goodman Design manager • BMC 45-311 Golf Center Parkway Suite B Indio CA 92201 t: 760.770.3303 t: 760.391.4230 Septernber11, 20`2 To Whom It May Concern; This is to verity tha# BMC of Indio, CA is a Subscriber in the -Timber- Products Inspection • (TP) and Gene.rof les(ing and Inspection (oTI) Truss Quality Auditing Program. The TP and GTI- Truss Quality Auditing Programs are recognized by the Inteniational Accreditation Service (JAS) with the assigned nuinber of AA -664. TP and the GTI quality assurance marks have faeen fecognized io the West by the ttuss industry and code jurisdictions since 1069. TP currently audits truss manufacturing facilities nationwide_ TP is coriducting unannoUriced, third parfy audits at BMC of Indio, CA. This facility is currently in good standing, in the TP Truss Qualify Audititit� Program. RMC's personnel are authorized to apply the GTI quality mark to trusses that are- manufactured in accordance with the latest revision of the ANSI/TPI Standards. All 5taidiping takes place at the truss manufactuting facility, under supervision of quaiiN?d plant personnel. If you have questions regarding the status' of any plant in the TP/GTI Program, please contact me, on my. cell 208.818.7865. • - Sincerely, TIMJI3ElP, PRODUCTS INSPECTION i'V �r 4�L4 Brian.Hensley Truss Manager — Western Division fjr X -c: File Page # 1 105 SE 1241h Avenue o P.O. Box 919 • 1641 Sigman Road Vancouver, Washington 98684 Conyers, Georgia 30012 3601449.3840 - FAX: 350/449-3953+ig.;w 770/922-0000 o FAX: -170/922-1290 • Page # 2 Job uss Truss Truss Type Oty Ply P PLATES GRIP DISPLAY Plates Increase 1.15 COMMON 1 1 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 K BC 0.52 Vert(TL) -0.48 10-12 >690 240 Job Reference (optional) i aaysdmi rocv is ml i eK UAli, inc. uvea Jun Z/14:46:uUzu1z YageI A ID:NB7orUD1nWBSkDVBsATA5z22yv-NRcMPxLA5c8BGQ2VDb3g9_k8?r1vkFD5OTyTVjWz22e5 -10- 7-3.4 9-6-3 14-0-0 18-5-13 20$-12 28-M -10. B -10. 7-3-4 2.2.15 4-5.13 4-5-13 2-2-15 7-3-4 1, G �1 0 4x6 11 6 Scale: 1/4'=1' 3x8 = 3x6 = 3x8 = 4x8 = 4xB = A 9 6-3 14'18-5-13 28-041 G B - 9-0-3 4-5-13 4-5-13 9-6-3 Offsets (X.Y): [2:0-4-12,0-1-8],[10:0-4-12,0-1-81 H RWING (psQ SPACING 2-M J M CSI N DEFL in (loc) Vdefl Ud O P PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.31 12-14 >999 360 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 K BC 0.52 Vert(TL) -0.48 10-12 >690 240 BCLL 0.0 ' Rep Stress Ina YES WB 024 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 L (Matrix) Wind(LL) 0.07 2-14 >999 240 Weight: 108 lb FT =.20% LUMBER TOP CHORD 2x4 SPF No.2 Q U BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 R S MTek r recommends that Stabilizers and required cross bracing REACTIONS (Ib/size) 2=1369/0-" (min. C-2-7), 10=1369/0-6-0 (min. 0-2-7) be installed during truss erection, in accordance with Stabilizer T Max Horz 2=77(LC 8) Installation guide. Max Uplift 2= 143(LC 8), 10=-143(LC 9) Max Grav 2=1540(LC 2), 10=1 S40(LC 2) FORCES (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.V TOP CHORD 2-3=-2576/187, 3-4=-2281/17X,4-5=-2260/181, 5-6=-2264/230, 6-7=-2265/230, 7-8=-2261/181, 8-9=-2282/174, 9-10=-2577/187 BOT CHORD 2-14=-157/2178, 13-14= 18/1458, 13-15=-18/1458, 12-15=-18/1458, 10-12= 81/2179 WEBS 3-14=-412/154, 6-14=405/958, 9-12=-412/154, 6-12=-105/961 NOTES W 1) Unbalanced roof live loads have been considered for this design. ,IMind: ASCE 7-05; 90mph; TCDL=4.2psf; BCDL=6.Opsf; h=15ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; blever left and right exposed ; end verticzl left and right exposed; Lumber DOL=1.00 plate grip DOL=1.00 11114WLL: ASCE 7-05; Pr=30.0 psf (roof live loa9: Lumber DOL=1.15 Plate DOL=1.15); Pg --35.0 psf (ground snow); Ps -724.3 psf (roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct=1.1 4) Roof design snow load has been reduced to account for slope. 5) Unbalanced snow loads have been consider?d for this design. 6) This truss has been designed for greater of nin roof live load of 12.0 psi or 1.00 times flat roof load of 24.3 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf `Ottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live loan of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 1-0.0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 9) Provide mechanical connection (by others) o truss to bearing plate capable of withstanding 143 Ib uplift at joint 2 and 143 Ib uplift at joint 10. 10) This truss is designed in accordance with ti -e 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 11) 'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard X A Cumulative Dimensions B Panel Length (feet - inches - sixteenbs) C Slope D Plate Size and Orientation I Design Loading (PSF) J Spacing O.C. (feet - inches - sixteenths) K Duration of Load for Plate and Lumber Design L Code E Overall Height M TC, BC, and Web Maximum Combined Stress Indices F Bearing Location N Deflections (inches) and Span to Deflection Ratio G Truss Span (feet - inches - sixteenths; O Input Span to Deflection Ratio H Plate Offsets P MiTek Plate Allowables (PSO Page # 3 Q Lumber Requirements R Reaction (pounds) S Bearing Size: Input & (min. required) T Maximum Uplift and/ or Horizontal Reaction if Applicable U Required Member Bracing ' V Maximum Member Forces ( Tens.[+] & Comp. W Notes X Additional Loads/ Load Cases DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -16PSF 3/30i2004 PAGE 1 MAX LOADING (PSO 5 AGI G 2 00 BRACING MRek Industries TCLL 18.0 Pm Increase 125 , Inc. TCDL 14.0 Lumber Increase 1.25 TOP CHORD Sheathed. Western Division BOLL 0.D Rep Stress Ina YES BOT CHORD Rigid ceiling directly applied. CDL 10.0 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF, DF -L No.2 BOT CHORD 2 X 4 SPF, HF, DF -L No.2 NOTE: TOP CHORD PITCH: 4/12-8/,2 BOTTOM CHORD PITCH: 0112-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. • LENGTH OF EXTENSION AS DESIGN REQ'D 20'-0" MAX SPLICE CAN EITHER BE 3X8 MT20 PLATES OR 22" LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131"X3.0" MIN) NAILS (813" O.C. 2 ROWS / SUPPORT AND CONN CT OI N BY OTHERS OR 2-16d COMMON WIRE (0.162"DIA. X 3.51 LGT TOE NAILS SUPPORTS SHALL BE PROVIDED @ 4'-0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W/316d COMMON WIRE (0.162'OIA. X 3.5' LGT) TOE NAILS CONN. W/2 16d COMMON WIRE (811CMIA. X 3.5" LGT) TOE NAILS I &P0 I 6.0.0 1 --�- - EXT. L� 2.0.0 2.0-0 EXT. EXT. 2-0'0 EXT. 2-0O ._-. 2.O-0 CONN. W1316d COMMON WIRE 10.16rDIA X3.5' LGT) TOENAILS BOTTOM CHORD LENGTH MAY BE 2'-0' s-" \ 3x4 - OR A BEARING BLOCK CONN. W12 18d COMMON WIRE(0.162"13IA X 3.5' LGT TOE NAILS OR SEE DETAIL MIUSAC-7 FOR 2.0.0 8" PRESSURE BLOCKING INFO. 010 NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ar U� NO. C074486 ECP. 12-31-15 irk C�}V{�,t� I OF Cgtn"' Page # 4 JUL 14 2015 A WAWWO • Darft d—Wn pm-na rs one READ NDTES oNTJW AND MUMSD If7=JU ZRSNCa PAGE ffiF7473 HSIGAE UM 7777 Gmenbea lane Design vard forum ony with Wok connedas This design h based only upon paramelee shown, and Is for an Inmddual bulding corrponenl. Apptkabiily of design ppaarr Iles and proper kumrporallon of �onenl Is respon shft of bukRng designer - not loss designer. Brasdng shown lar bteraf supped d Indlvldwl web member: Doty Ad�bnol IertQsaa y hradng fo 68tne dab8ly d�hg cosxlsucibrs is the nesponsi6®lir of the SuQe 109 Crus Heights' CA 8581 erector, Addinonal penmonenl bradng of the >traa! drudure is the respnnslbRly of the faAldhrg designs. Far genesol guidance regadtrg .. .1,1;is afbst qually aonlrei storage, delivery, eseclbn and , cam,n ANL/TPIt Qaalily Cdledy DSs-s9 Dna IICSn BuAding Compenenl smefylnlomsa0enava0atsleisomrrusPtolelrenula SfDf70nddoDdve AAodlwn tM53719. M iTekm DETAIL FOR COMMON AND END JACKS MII/SAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING 099 Ss TOP CHORD Sheathed. ACI c2cease ut.1a•oa BRACING MRaM ek Indues, Inc. te.o S� TCU- 20.0 P fes Westem Division � TCDL iun BCLL o.o p Stress Incr YES BOT CHORD Rigid ceiling directly applied. 00 MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 HF, DF -L No.1 LENGTH OF EXTENSION BOT CHORD 2 X 4 SPF, HF, DF -L No.2 AS DESIGN REQ'D 20'-0• MAX SPLICE CAN EITHER BE 3X6 MT20 PLATES OR 22^ LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (.131'X3.(r MIN) NAILS (913- O.C. 2 ROWS NOTE: TOP CHORD PITCH: 3/128/12 BOTTOM CHORD PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN TOP AND BOTTOM CHORD TO BE "2" MIN. SPACING= 24" O.C. SUPPORT AND CONNEZBYS OR2-18d COMMON WIRE (0.162'DIA. X 9.5) LGT TOE NAILS SUPPORTS SHALL BE PROVIDED ® 4--0' O.C. ALONG THE EXTENSION OF TOP CHORD. CONN. W)3 led COMMON WIRE (0.162OIA. X 3.6" LGT) TOE NAILS • 2 1• . 3X4- CONN. W12 16d COMMON WIRE .1fi2"DIA. X 3.6' LGT) TOE NAD.S 6.0.0 8.0.0 6-0.0 IXT. 2.0-0 4.0.0 2-0-0 EXT,BPI s/(• EXT. 2.0.0 / EXT. _ 2-0-0 • CONN. W1316d COMMON WIRE (OAMMIA X 30 LOT) TOE NAILS / LOJ BOTTOM CHORD LENGTH MAY BE 2'-0' e-" 11 3X4 - OR A BEARING BLOCK CONN. WR 16d COMMON WIRE(OAWDIA. X 3.67 LGT TOE NABS OR SEE DETAIL MNSAC-T FOR 2-0.0 8-0A PRESSUREBLOCIONG INFO. YXI N NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. O NO. C074486 EXP. 12-31-15 Page # 5 sr\ OF JUL 14 1015 .A WAMM - ON MW AND V=MSD AU=j iFAXW CE YAOE M7498 REID= OSB ...._ • SWe 109 lea 0 vald fat use an1Y w9h t+tlrek oonnecfan Thk design k bawd onb ua"n pommels s thovnt amd k for am b>dfvidud +O mrtiponanL CUM H*hL% CA, 9WI d dedpn paamontets and proy>er hseotposotlon d conponenl k raspotmb®y of da9perar- rw! Ovn deslArsc. &Odng dsovm k latesd tupparf d tr�Ndud wab�rQrembon anb. Add96nd tempoiory bradtynp to Naue dob0ly dm4g aanslnx8on k fha wsposss�y d the landeallars. quaHY aonhal +loroge. aetvaY• arecfion mid hiactriD. comall AN Wltll Qua11 ald�a. D�SO•tt9 assd �t dp Caporrord k j� m Sadely Gsfmnso6ms a wtoEle hom Truss Pbta hatll Ole. 581 D QnoSto Drive AAadkort WI 53719. D SUPPORT OF B.C. OF STANDARD OPEN END M11/SAC - 7 3/30/2004 PAGE 1 JACK USING PRESSURE BLOCKS • • Loading (PSF): BCDL 10.0 PSF MAX 2x4 bot chord Cartier iru�s� ` ofjack lr-- (.13M3.0" MIP) 2.4 lam �bet"'een jacks, le� truss nailed to carrier t (typ) w/6 W/(.131 -X3.0" MIN) nails spaced at 3- o.c. PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BC of carrier truss I- 4 24.7YP -X3.0- MIN) NAILS (W) CHORD OF OPEN END JACK 9C w/ 64.131"X3.(" MIN) NAILS @ 3- O.C. Pag=#6 MITek Industries, Inc. Westem DlYlslon NO. C074486 EXP. 12-31-15 �OF 14 2015 A wealmas • vaiM d+t9naoemneftA andliBAD Nous o1777Q8.vm a+etansa lQr&[ssfMffiICS FAGS lOf74n 8srosa OS6 sWie 109 Dedpn veld for ute oay with fArek cannedas.Tab design 6 based o� upon panxrselea shovrts, and k br an IndMdunl buld6sg aonponeni. dhue C4 9561 1m: .. Applwh�y d dedgn paamentors and proper IecosporoAlon d ewrponenl b resperssib8ly d bu�q designer- nd truss deslpner. &od+g shown b !or lataat uipporl d Ysdvldual web mes�ees ony. Adm4ond fert+paay broeiip b Yeua sl duhg mmUue9on k the responiAQly d IAa erector. lonol pertssonmsl d the o�eiaf sbudure k the d the bsidtrg designer. Far generd guidance tegading latrba9ors, quoit' aordral eomge� dafiveiy. endion and brucine. � IY Ipl auatlb cineda. ossav and ncStl nullAng Compenesd m MTek - INTERIOR BEARIN3 OFFSET DETAIL MIUSAC — 6 .3/30/2004 PAGE 1 --] _ d • NOTE: INTERIOR BEARINGS MAY SHIFT TO THE LEFT OR RIGHT A DISTANCE EQUAL TO THE DEPTH OF THE BOTTOM (c). (7 1/2" MAX) BOTTOM CHORD PITCH MAY VARY NOTE: THIS DETAIL MAY BE USED FOR ROOF OR FLOOF. TRUSS DESIGNS DOUBLE WEB JOINT SINGLE WEB JOINT Page # 7 a TRIPLE WEB JOINT IL MITek Industries, Inc. Western Division JUL 14 2015 A WARUM • Ver{b design permna rr aa3R8dD NOTED ON TM AND WCWDED XnZK RM=XNCZ' . PAOB An74V3 BBPORX OBS. ..... TM Greenback Lens �m stria 108 Cams NeWds. CA, 0501�71- j�ation. �hol daro84 dslverK ,rxnan and 6todnp, cor>wD AlISI/IPII Qtwifhr Cdt.tla, DSI$9 and 6091 &AdlnO Component MiTek Solely bdorma®erk avalabis tram Tnns Plola h Ailule: 513 OOrto5lo DrIvR AAadtron WI 537I/. 4 BEARING BLOCK DETAIL 31/2" BEARING MII/SAC - 3A 3/25/2004PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. M)Tek industries, Inc. Western Division 0-3-8 ACTUAL BEARING S=ZE ALLOWABLE BOTTOM CHORD SIZE LUMBER REACTION BEARING BLOCK BEARING BLOCK 4 WOOD BEARING ALLOWABLE LOADS AND NAILING PATTERN GRADE (lb) OTE 4,5) ALLOWABLE LOADS NOTE 4 ALLOWABLE LOAD (lbI OTE 4 TOTAL EQUIVALENT BEARING LENGTH SYP 2966 929 3895 0-4-9 2x4 BOTTOM CHORD DF 32$1 $55 4136 0-45 2 ROWS 0 3. O.C. HF 2126 736 2862 0-4-11 (8 TOTAL NAILS) SPF 2231 726 2957 0-4-10 SYP 2966 1393 4359 0-5-2 DF 3281 1282 4563 0-4-13 2x6 BOTTOM CHORD HF 2126 1104 3230 0-5-5 3 ROWS ® 3. O.C. (12 TOTAL NAILS) SPF 2231 1089 3320 0-5-3 SYP 2966 1858 4824 0-5-11 DF 3281 1710 4991 0-55 2x8 BOTTOM CHORD 4 ROWS ® 3" O.C. (16 TOTAL NAILS) HF 2126 1472 3598 0-5-14 SPF 2231 1452 3683 0-5-12 * FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM T HEEL HEIGHT 1 • BRG BLOCK TO BE SAME 22 1/2• a SIZE, -GRADE, & SPECIES AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. 12• BLOCK EXP. 12-31-15 Z \ NOTES: JUL 14 1015 1. USE LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTAMCE, AND SPACING -OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (.131" DLAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi Page # 8 SPF = 425 psi NOT=: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Q WARMM - Vsro destgriP and A&W X07FS ON =SAM D=AWSD IOTBB REMMNCB PAGE X11-7473 HEi9RL OSS 7M Greenbadi lone ���m Design void for use ori/ with ANfek connector_ This design aor bed only upon parameters shown and b individual for an dual building ng component. Suite 109 CbA Applicability or of design pamerders and props incorporation of component b responsibility of building designer- not teas designer. Bracing shown Fleights. Ch 9581 C=. b for laterd support of individual web member only. Additional temporary bracing to it wre stability during construction is the resporc3illity of the erector. Additional permanent bracing of thaoveral structure's the respora*y of the baking designer. For general guidonce regarding fabR c 4aafy cars6al staroge. defvery. erection and brocing. conwl ANSt/Lf91 Qualily Ogssla. DSB-89 and W-91 Building Component M Tek' . Safety. bdsrmatlom ovd�le fromTruss Pbte bvilk4e. SM D'Onokio Drive. Madison WI 53719. 4 BEARING BLOCK DETAIL 5112" BEARING MIUSAC - 4A 3/25/2004 PAGE 1 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses (EXCEPT AS NOTED BELOW) with a D.O.L. lumber increase of 1.15 or higher. Trusses not fitting these criteria should be examined individually. MTek Industries, Inc. Western Division 0-5-8 ACTUAL BEARING SIZEWITH BEARING BLOCK APPLIED ON ONE SIDE OF TR SS BOTTOM CHORD SIZE LUMBER .ALLOWABLE REACTION BEARING BLACK BEARING BLACK & WOOD BEARING ALLOWABLE LOADS AND GRADE (lb) ALLOWABLE LOADS LOAD (lb) NAILING PATTERN (NOTE (NOTE 1) NOTE 4 (NOTE 4) TOTAL EQUIVALENT BEARING LENGTH NOTE 4 SYP 4661 929 5590 0-6-9 2x4 BOTTOM.CHORD CHORD 2 ROWS 0 3O.C. DF 5156 855 6011 0�-6 (8 TOTAL NAILS) HF 3341 736 4077 0-6-11 SPF 3506 726 4232 0-6-10 YP 4661 1393 6054 0-7-2 5156 1282 6438 0-6-13 x6 BOTTOM CHORD F rDF 3341 1104 4445 0-7-5 3 ROWS ® 3. O.C. 12 TOTAL NAILS)PF 3506 1089 4595 0-7-3 YP 4661 1858 6519 0-7-11 DF 5156 1710 6866 0-7-5 2x8 BOTTOM CHORD 4 Rows O.C. HF 3341 1472 4813 0-7-14 NAILS) (16 TOTALALN SPP 3506 1452 4958 0-7-12 * FOR 2X10 BOTTOM CHORD USE 2X8 BOTTOM CHORD VALUES. 4" MINIMUM T HEEL HEIGHT 1 • 1] CK TO BE SAME 'RADE, & SPECIES TING BOTTOM CHORD. _O ONE FACE OF TRUSS S0904;� CASE 2 �y U 0 NO. 0074486 aP. 12-31-15 sf CIVIL P 12• BLOCK q�OFCAUFO�� N1.OTES: LOWER OF TOP PLATE OF BEARING WALL OR BOTTOM CHORD OF TRUSS WOOD SPECIES. JUL 14 2015 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE (A 31" DIAM. x 3") MINIMUM 4. FOR BEARINGS NOT NEARER THAN 3" TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 5. THE TABLE VALUE CAN BE DOUBLED FOR A 2 -PLY TRUSS PROVIDED THAT THE LENGTH OF THE BLOCK IS T-0" LONG MIN. AND BLOCKS ARE ATTACHE TO EACH SIDE OF 2 -PLY TRUSS WITH NAILING PATTERN AS SPECIFIED AND 2-1/2 A307 BOLTS TO CONNECT ALL 4 PLIES TOGETHER. LOADS BASED ON FOLLOWING Fc PERPENDICULAR VALUES: SYP = 565 psi DF = 625 psi HF = 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E" VALUES GREATER THAN 1,900,000 PSI OR NON -DENSE GRADE LUMBER. Page # 9 Q WARNLNO - Ver(jy dcsVn paraarebas mrd MAP AOTFS ON =3 AND n CLGDED Mn= REP=&% B PAGE Ila -7473 EEMRE am 77 Greenbadt Lane 109 ���� Design void for use ony with MRek corusedom This design is based only upon pamet aen shown, and is for on individual building component. App' b fy of design poramentea and proper incorporation of componerd is resporoib:N of building designer - not tress designer. Bracing shown Citrus Heights. CA, 9581 =�. ls for lateral support of individual web members arty. Additional temporary broeing to Irnwe stability during constriction Is the respormbi6fy of the erecta. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricot'ioru, quaBy contra( stooge, deFery, erection and brocing, consult ANSV M1 Quality Criteria. DS& 19 and BCS11 Building Component • Safely 4riormra8on walablo ham Trvs Plate trstdule, 583 D'Onotio Drive. Madison WI 53719. M' ek UPLIFT TOE -NAIL DETAIL MII/SAC - 24 11/18/2004 PAGE 1 !_ ® MITek Industries, Inc. NOTES: Western Division 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. SIDE VIEW NEAR • FAR SIDE TOI OF SIDE END VIEW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2001 (Ib/natl) DIAM. SYP DF HF SPF SPF -S .131 58.5 46.1 31.6 29.8 20.3 .135 50.3 47.5 328 30.7 20.9 .162 7Z.3 57.0 39.1 36.8 25.1 .128 53.1 41.8 28. '018.4 .131 64.3 42.8 29.3 Z7.7 18.8 .148 61.4 48.3 33.2 31.3 21.3 .120 45.9 38.2 24.8 23.4 15.9 .128 49.0 38.6 28.5 25.0 17.0 .131 60.1 39.5 27.1 25.8 17.4 ,148 58.5 44.8 30.8 28.9 19.6 '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 36.8 (Ib/nall) X 1.33 (DOL for wind)=146.81b Maximum Allowable Uplift Reacilon Due To Wind For Wind DOL of 1.60: 3 (nails) X 36.8 pb/nall) X 1.60 (DOL for wind)=176.61b Maximum Allowable Uplift ReacBon Due To Wind If the uplift reaction speckled on the Truss Design Drawing Is more than 146.8 lbs (176.6 lbs) another mechanical uplift connection must be used. USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL Page # 10 NO. 0074486 EXP. 12-31-15 �?cNil <LF CAL JUL 14 2015 sM nt�drwt �aa�ne Q NErtl�70 • V°s j�! Qw(gw Paramatbn m�QRFdD NOTSB ON?IDii AND rNCtADBD ICIBSBS>�AtSNL'� FAOS f4f•7478 BEl'ORS OS& 7 t)adpn v0ld for use Qtly wah N9rek corrrsaclars. Tits dastpn tr bored ony upon parameters thowrt and tr for an IndMduol buDeling aonWoneni. Clwc Het tluk M 9581 Applcabfly o1 de>!yn ppaaaasrnnee fess and proper trrcarparaRan of arnponenl tr ratpondhity of designer -not Irw deflyrrer, tYodng drovvrr tr for loterd ssuupppporatt of tr>dNlWronl web meabers any. Admifanat lenporory lnodrg to haus s1aW6y uAng aoralruelion tr the responstbttly m the ereclar. Ad�bnal permanent bradng d Iia overW strrrclure tr the t�o�y of the btAding designer. Fa genemt gufdOrxe regordhg labrtealfon quaty eonirol siarOge, detvery, erection and hmdne cornu8 SCAN /rPll Qually pQerla t�&b9 ane ecsTl 5ua®ng corrprw,erd MOW Sddy irrtotmo9on ovaDoisia trorrs Trw Pble 6aglule, 54! D'Ono6b Drlra. lAadtror4 WI53719. • LATERALTOE-NAIL DETAIL MIIISAC - 25 11/18/2004 PAGE 1 r� MITek Industries, Inc. NOTES: Western Divialon 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 THE.LESSER VALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. VALUES SHOWN ARE CAPACITY PER l7E-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5') WJTH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/naiQ X 1.15 (DOL)ii= 317.0 Ib Maximum Capacity • JUL 14 2015 SQUARE CUT SIDE VIEW (24. 2x6) 3 NAILS NEAR SIDE --I FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE - I FAR SIDE I U3 ___T 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3. 2x4) 2 NAILS NEAR SIDE A NEAR SIDE 1 45.00° y ' SIDE VIEW \ L/2 �'A, SNAILS _ NEAR SIDE NEAR SIDE NEARSIDE Page # 11 VIEWS SHOWN ARE FOR 1 ILLUSTRATION PURPOSES ONLY L_ --- A WdRhttive -a ft -gn p-r-oter an -to mm oM rurs "m INuma mmur ElERSNCB Pallia 8iz-7479 BEAUS - Design valid for use only with Welt connectm We design is based any upon parameters shown, and b for an indlvidwl building component. Applicability of design paromente,s and pnspe, incorporation of component is responsibility of building designer - not taus designer. Brocing sfwvm 6 for lateral support at Individual web member ony Additional temporary bracing to Insure stability during construction is the responslbUrrly of the erector. Additional permanent bracing of the Overall structure Is the resporwbW of the building designer. For general guidance regarding fabricarmn. quo* contra storage, delivery, emctton and brocing, convAl ANSI/rPI1 Ouality CrWa. 0S6-87 and 11=1 Budding Component Weir Informal an available from Trus Plate tnsftte. S83 COnatrlo Drive. Madism YA 53719. *Lanelim MOW: � TOE -NAIL SINGLE SHEAR.VALUES PER NDS 2001 (Ib/nail) DIAM. I SYP DF HF I SPF SPF -S 0 .131 88.1 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J *, .162 118.3 108.3 93.9 91.9 80.2 of z Z .128 84.1 76.9 66.7 65.3 57.0 i o .131 88.1 80.6 69.9 68.4 59.7 N .148 106.6 97.6 84.7 82.8. 72.3 C7 .12D 73.9 67.6 58.7 57.4 50.1 O.128 84.1 76.9 66.7 65.3 57.0 c .131 88.1 80.6 I 69.9 _ 68.4 59.7 `° .148 106.6 97.6 1 84.7 I 82.8 72.3 VALUES SHOWN ARE CAPACITY PER l7E-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 16d NAILS (.162" diam. x 3.5') WJTH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 91.9 (lb/naiQ X 1.15 (DOL)ii= 317.0 Ib Maximum Capacity • JUL 14 2015 SQUARE CUT SIDE VIEW (24. 2x6) 3 NAILS NEAR SIDE --I FAR SIDE NEAR SIDE SIDE VIEW (2x3) 2 NAILS NEAR SIDE - I FAR SIDE I U3 ___T 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3. 2x4) 2 NAILS NEAR SIDE A NEAR SIDE 1 45.00° y ' SIDE VIEW \ L/2 �'A, SNAILS _ NEAR SIDE NEAR SIDE NEARSIDE Page # 11 VIEWS SHOWN ARE FOR 1 ILLUSTRATION PURPOSES ONLY L_ --- A WdRhttive -a ft -gn p-r-oter an -to mm oM rurs "m INuma mmur ElERSNCB Pallia 8iz-7479 BEAUS - Design valid for use only with Welt connectm We design is based any upon parameters shown, and b for an indlvidwl building component. Applicability of design paromente,s and pnspe, incorporation of component is responsibility of building designer - not taus designer. Brocing sfwvm 6 for lateral support at Individual web member ony Additional temporary bracing to Insure stability during construction is the responslbUrrly of the erector. Additional permanent bracing of the Overall structure Is the resporwbW of the building designer. For general guidance regarding fabricarmn. quo* contra storage, delivery, emctton and brocing, convAl ANSI/rPI1 Ouality CrWa. 0S6-87 and 11=1 Budding Component Weir Informal an available from Trus Plate tnsftte. S83 COnatrlo Drive. Madism YA 53719. *Lanelim MOW: � MARCH 12, 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE U�Q v 0 00 0 00 U=1:3 MTek USA, Inc. • MiTek USA. Inc. Pana 1 of 1 BRACE MAXIMUM TRUSS WEB FORCE (Ibs.)(See note 7) BAY SIZE 24"O.C. 48"O.C. 72" O.C. DIAGONAL 1. AL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANDIOR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED By QUALIFIED PROFESSIONAL - BRACING MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE A B C D A i B C D C D 1010• 1610 leas Lass 2829 ::>;,:,'_ _, '•: :.::� ': ;: ; ::.:: _ i�i:2ti^•' c''.>^:: •r:` ^'yo.:=': .:'•`..'1S': ...ti: cr'... -' (0.1311251 FOR 1%4 BRACES. 2-10d (0.131 k 3') FOR 2O a W 21A BRACES, AND 3-10d (0.131')Cn FOR 24 BRACES 4. CONNECT LATERAL BRACE TO EACH TRUSS WR'X25 H 2-8d (0.1311 NAILS FOR 1.4 LATERAL BRACES, 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 2-10d (0.131 *M NAILS FOR 21O and 2a4 LATERAL BRACES, AND 3-10d (0.131101 FOR 24 LATERAL BRACES S LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. & FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT 12'-0' 1342 1$72 1$72 2358 ; :s`;>'. 5'''=' 3143 3143 4715 4715 7074 WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COLINCIL OF AMERICA and TRUSS PLATE IISTTIUTE www54ti1dustrYmm and vwwJye19.pg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE 14'-0• 1150 1347 1347 2021 '_`_° `tiww;.': >.;- ;�.,_ ':€f ,.' ,. :.. .. .. ..:i�:.-a.,:-•.'y:<-•,--':�,',ct.:ri,?;_7i'::,�C' Vii::: �irrY: L� ��4. ;?'i ��'y1,� .: �r,� .. s:%1:'iry ...-:••' ;,• 2358 2358 3536 16'-0' 1006 1 179 1179 1768 �. -:''c.`.i;:. ;%'t:'•.,,;r�-= 18'-0• 894 1048 1048 1572 _.., ..__... > ".: h ==aq: "° 6.' �` 6 �'•u>�•".:::.�:`.r.:-.: 'i _ 3143 ` 4715 20'-0• 805 943 943 1414 °t'` >'�;' ,. 1866 1886 ;.:;`'.+z ::i> �:5 M..., 2829; war --- — mtla5uleu III UeNWeen Tne cenler5 OT palrS OT Olagonals. TYPE BRACING MATERIALS GENERAL NOTES DIAGONAL 1. AL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF ANDIOR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED By QUALIFIED PROFESSIONAL - 1 X 4 IND. 45 SP 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 1 X 4 #2 SRB (DF, HF, SPF) MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT R INTERSECTS WEB MEMBERS AT APPROX 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2•Bd (0.1311251 FOR 1%4 BRACES. 2-10d (0.131 k 3') FOR 2O a W 21A BRACES, AND 3-10d (0.131')Cn FOR 24 BRACES 4. CONNECT LATERAL BRACE TO EACH TRUSS WR'X25 H 2-8d (0.1311 NAILS FOR 1.4 LATERAL BRACES, B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SP) 2-10d (0.131 *M NAILS FOR 21O and 2a4 LATERAL BRACES, AND 3-10d (0.131101 FOR 24 LATERAL BRACES S LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. & FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SP) DS8489 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCSI 1 GUIDE TO GOOD PRACTICE FOR HANDLING. INSTALLING & BRACING OF META- PLATE CONNECTED WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COLINCIL OF AMERICA and TRUSS PLATE IISTTIUTE www54ti1dustrYmm and vwwJye19.pg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE Q TABULATED VALUES ARE BASED ON A DOL - 1.15 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'STABILRER' TRUSS BRACING INSTALLATION GUIDE AND PROnIKT CPFr FIr�T1— TRUSS W EB MEMBERS 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. CONTINUOUS LATERAL RESTRAINT 2-10d NAILS (SEE NOTE 4) Page # 12 T -BRACE AND L -BRACE Naliing Pattern L -Brace she Nail Size Nall Spacing 1x4 or 6 10d (0.148)C3`) 8" o.c. 2x4, 6, orb 6d(0.162X31/2j 8'a.c. Note: Nall along entire length of L -Brace or T -Brace (On Two -Plies Nall to Both Piles) Nalle t t i SPACING t t Nalls MII/SAC - 23 18/27/2004 1PAGE 1 .Mask Industries, Inc. Western Division "- DIRECT SUBSTMJTION NOT APUCABLE. Seoflon Detail Nails Web Web L -Brace T -Brace (RACE T -Brace ori -Brace Size for Two -Ply Truss Specltied Continuous Rows of Lateral Bracing Web Size L -Brace or T -Brace Size for One -ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 2x4 2x8 1x8 2x6 2x8 2x8 "- DIRECT SUBSTMJTION NOT APUCABLE. Seoflon Detail Nails Web Web L -Brace T -Brace (RACE T -Brace ori -Brace Size for Two -Ply Truss Specltied Continuous Rows of Lateral Bracing Web Size 1 2 -Brace) 2x3 or 2x4 2x4 •2x4 2x6 _ 2x6 2x6 2x8 2x8 2x8 Nails / 10d (0.148X3') @ 9" o.c. Web �—Brace Nails Seailon Detali Note: 1. L -Bracing or T -Bracing to be used when continuous lateral bracing is Impractical. L -brace must cover 90% of web length. . 2. L -Brace o: T -Brace must be same species grade (or better) as web member. 3. The StabVizer or Eliminator of Mffek Ind. Inc, can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. Page #13 • VALLEY TRUSS DETAIL MII/SAC -19 426/2004 PAGE 1 OF 2 LIVE LOAD = 60 PSF (MAX) DEAD LOAD =16 PSF (MAX) D.O.L. INC =1.15 GABLE -'END. COMMON TRUSS 85 MPH WIND SPEED, 3 SECOND GUST OR GIRDER TR USS 1 Mrrek Industries, Inc. Western Division NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12 11 10 BEVEL VALLEY TRUSS 'TOE - NAIL VALLEY TO BASE TRUSS W/ (2) G162"X3.5" MIN) TOE VAILS DETAIL A I (BASE TRUSSES SHEATHED) TOE - NAIL VALLEY TO BASE TRUSS W/ ---, -- ---„ -- „---„ -- „ -- -„ -- „ -- -, --�--- (2) (.162'9(3.5" MIN) T E NAILS ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W1 TWO (.162'9(3.5" MIN) NAILS INTO EACH � TR� BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL B (GREATER THAN 3112 PITCH) I _ I) ' ' BASE TI VALLEY TRUSS NPI AL TYPICAI ( 2d" O.C. J-1 L�, , VALLEY TRUSS TYPICAL S !9A"Ar 1 . GABLE END, COMMON TRUSS OR GIRDER TRUSS 13 12 11 10 BEVEL VALLEY TRUSS 'TOE - NAIL VALLEY TO BASE TRUSS W/ (2) G162"X3.5" MIN) TOE VAILS DETAIL A I (BASE TRUSSES SHEATHED) TOE - NAIL VALLEY TO BASE TRUSS W/ (2) (.162'9(3.5" MIN) T E NAILS ATTACH 2x6 CONTINOUS NO.2 SPF TO THE FACE OF THE ROOF W1 TWO (.162'9(3.5" MIN) NAILS INTO EACH � TR� BELOW VALLEY TRUSS RESTS ON 2x6 DETAIL B (GREATER THAN 3112 PITCH) I _ ATTACH BEVELED 2x4 CONTINOUS "Y w�nroo SPF TO THE MIN) NAILSACE OF INTO �OQg0o/ EACH TRUSS BELOW ATTACH VALLEY TO ,* NO. C074486 BEVELED 2x4 W/ EXP. 12.31-15 (2) (.162"X3.5" MIN) 12" O.C. TOE - NAIL VALLEY C IV DETAIL C BASE TRUSS W1 TO��OF (GREATER THAN 3/12 PITC (2) (.162"X3.5" MIN) Page # 1 LESS THM 6112 PITCH) TOE NAILS JUL 14 2015 i a WARKIM • Derft Q"lgn Pammmepers ,rM ""NOMI ON MS AAD INCLUDBD M7P3 RE/ERENFE PAGE AM 7473 BEFOREass. 7m C+reenbads lane 1D .Design void for use only with Mitek cannecom This design is based m?j upon parameters shown, and is for an ind idud bolding component I Sutra 10 Appicobft of design ppoorraamanlers and proper Incorporation of componert is resporaMty of buBdmg designer - riot teas designer. Bracing shown I citrus Mei". CA. 9681 Is far lateral support of kKtvWuolweb mernMrs only. Additional temporary bracing to insure stab3ty during construction b the responsibiBity of the erector. Additional peemorsent brocksg of tie overall structure is the mspondb3ly of the bukfing designer. For general guidance regarding j ==1y0=,1 arsrge, delver, ereetion and bracing aormuB ANSI1IF41 QuaBh Criteria. 1168.89 and BCV I Building Componard 1ramTruss Pbfe Instilule. Sill D'1Jnofrio DMe. MadkOft WI 53719. I M Tek • uj VALLEY TRUSS DETAIL MII/SAC -19 4/26/2004 PAGE 2 OF 2 MITek Industries, Inc. Western Division BEVEL VALLEY TRUSS TOE - NAIL VALLEY TO BASE TRUSS W/ (2) l6d TOE NAILS DETAIL D WO SHEATHING) NOTES: BEVEL VALLEY TRUSS r SECURE VALLEY TRUSS W/ USP R77 OR EQUIVALENT DETAIL E (NO SHEATHING) FOR CONNECTION OF VALLEY TRUSSES TO BASE TRUSS USING DETAIL D OR DETAIL E. 1. SPACING OF LATERAL BRACING REQUIRED ON TOP CHORD OF BASE TRUSS SHALL BE LARGER THAN THE SPACING OF VALLEY TRUSSES (24" O. -C. MAX) OTHERWISE, ADDITIONAL BRACING SHALL BE PROVIDED FOR TOP CHORD OF BASE TRUSS. 2. LATERA - FORCE SYSTEM SHALL BE CHECKED BY PROJECT ENGINEER TO VERIFY THE PRCPER TRANSFER OF ALL THE VERTICAL AND LATERAL FORCE. Page # 15 0 �-on U NO. 0074486 EXP. 12-31-15 1_\C �OF JUL 14 2015 A WAIMM • 9ar(/jr doW p=m—dam aadRUP &WW ON 77 SSM MMODW AO=AM=N= PAGE KM74M AWORR ase 7m G wftck Lane Dedgn veld for use o* wgh Wok conned sL n 6 dadgn h based oily upon paarnetms showm aid is for an kndtvidud bWkft mmponenl. SLfite of pdoonersfOporfn marenlweassbanmdmpnmbtes aNnarypAadadtllbionsrdat lmemrtpaoananFtxkOrcaCpab�4alnfry W dWbilOidllrpdudhesgnm -bnuo1l'4sm k dtheslg�. BrdopWdOng dsiro09 wn i 9561 .� r�5Fow CA Fl-blaMiTek®. avdlable koro Trus Wale Inldule. Str4 0/OmMo Drive, A,adharn, WI 53719. PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 PAGE 1 OF.4 THE PURLIN GABLE 70 BE LAID ON TOP OF THE HIP TRUSSES AND \�� ATTACHED WHERE IT HAS J�&; . CONTACT WITH THE Q TRUSSES BELOW. SEE DETAIL • SEE DETAIL #�� JACKS I II= II= II= SEE SHEET 2 OF 2 FOR ALL DETAILS MITek Industries, Inc. Westem Dlvisfon STUD SPACING ON PURIM GABLE TO BE LESS THAN OR EQUAL TO THE ON THE GIRDER OR HIP TRUSPACING z -V sxs 3x5 3x5 ALL PLATES TO BE 2x4 UNLESS OTHERWISE NOTED TYPICAL "PURLIN GABLE" REFER TO ENGINEERED TRUSS DRAWING FOR EACH INDIVIDUAL TRUSS SEE DETAIL #3 co I— Z O U u - Page # 16 j OOSOO 02 %orb U G NO. C07"86 EXP. 12-31-15. JUL 14 2015 0 WA880V6. 7w%d—tqn parmneErn and M" MM ON nM AND UMM80 W=X RrrYraiairry,'^X PA0810F7493 Mamm Mr. 7 Gmerd di Lane • Deeftn109 ovya validtouse ardv wwophh 1 AnTlek con=dor. Thb design Is Fined ony upon palm. fen drown, and Is loran IndivIdud buldI g component. s ht� CJS f1681 � emf l dedgd 6+ddducl � � popei�rpwa Um of coaponent k msperob y d buD&M deftw- not tnea d�pnm. &ackg shown b far fd web nww* ms only. AddHbnal temporary bmdrg to kmm dabYly durkg constmdkm Is pre rosponsWty of the eedar. Additional permanent d the areral:budtre b the respommily al the butidirsg designer. For gmremJ 9uldance repmdlnpj� faMcalloM1 quaify cadsol dotage, da esvc4as and broekrg, -7A ANSVIWI M -M Wtlada. DSS -119 and KMI B leling Compenmd -:- .. _. M i Tek s Salety Frierrrstdters avatlalsfe from Tram PTcie WtEsrle, SB3 D'Onokb Odea. Aiodbon. VAfl M 719. . . PURLIN GABLE DETAIL MII/SAC -12 7/15/200=PAGE • • WITH 2 R0 S LEDGER 10 tdOAILS 1310" TOP CHORD SPACED 9" O.C. . GIRDER QJ� DETAIL #2 DETAIL #1 APEX MITek industries, Inc. Western Division 16d SINKER OR 16d BOX z D.C. SP CING BY OTHERS THE TOP OF THE HIP GIRDER TRUSS AT THE BASE OF THE PURLIN GABLE IS DROPPED LESS o THEN ALL THE OTHER HIP TRUSSES. THE BOTTOM EDGE OU OF THE PURLIN GABLE ALIGNS WITH THE LEFT FACE OF THIS TRUSS JQ`� Q 16d NAILSJAl 6" O.C. \ Q1 AND BEARS ON TOP. ALTERNATE DETAIL LL • • WITH 2 R0 S LEDGER 10 tdOAILS 1310" TOP CHORD SPACED 9" O.C. . GIRDER QJ� DETAIL #2 DETAIL #1 APEX z o OU gIr LL DETAIL #3 HE PURLIN GABLE DOES NOT IMPORTANT NOTE: ALL CONNECTION NAILING SHALL LIG 1NITHTHE END OF NOT SPLIT ANY LUMBER EETIO TOP CHORD SHEATHING Q40EESS/ k`�� X50 PURLIN GABLE FLAT TOP CHORD PORTION OF THE LOWEP, TRUSS NO. C074486 TRUSS TOP CHORD EXP. 12-31-15 DETAIL #4sr CtVpl Q Page # 17 orCALtc-0�`� " JUL 14 1015 d WAmmoor• Ve►{IpbCvmwn parame�0aes amumD NOTES w Tim AND Li mzw mr=j Srmmncs PAQS mm7i79 H8mm =a 71T7 �pg�pagc lane m o! �6a�ne�nt�msmidSuC&uGsHNghb.CJl958t� (IM9N0 s Pm 1 1 a court he of he _ paTq y�! p lon Eant� `a "aM1 li:klonrtallen auofabls homTnm Pb?e 4a@ula 569 DOrwUb Orlve ModhOn WI 5919. �PUR�LINGABLE DETAIL MIUSAC -12 7/15/2005 PAGE 3 OF.4 I� JA B1 PURLN Page # 1 MITek Industdes, Inc. Western Division PURLIN GABLE =R OR 16d BOX ,ING BY OTHERS /8" MIN / \16d SINKER OR 16d BOX O.C. SPACING BY OTHERS --- HIP SET TRUSS DETAIL #2 SU PPL. NO. 00744156 EXP. 12-31-15 J`j� CIVI'L a SCF CAIN JUL 14 1015 WAMM - Val ddln A�ft� and READ Wr= ON 2= MW DVW.ODSD mr=xSFmuww.-AOS ElD ma wow OS6. CaplgggMedt Lgn9 m HMBh1e C/� s50�� C lor� anbw8h ��conrBclars: �� t onb �O1f � �, h � rm of PURLIN GABLE DETAIL MII/SAC -12 7/15/2005 PAGE 4 OF 4 16d SINKER OR 16d BOX TYPICAL PURLIN 3ABI�E LAST MEek Industries, Inc. Westam DlvLsIon L RIDGE BLOCKING FIRST COMMON 2X BLOCKIN W/CONNECTIONS W/FRAMING CONNECTORS BY OTHERS 2-0-0 MAX • DETAIL #3 SUPPL. 0-0-12 TIGHTLY SET JOI d K I PURLIN GABLE HIP SET TRUIS ROOF SHEATHING BY OTHERS DETAIL #4 SUPPL. • F HIP SET ROOF SHEATHINGAND DIAPHRAGM2 / NAILING BY OTHERS\ Page # 19 / NO. C074486 EXP. 12-31-15 J? CNI1- PULIN GABLE HIP OFC.A1 �� DETAIL #4A SU PPL. JUL 14 201 ,A WARLIDVO • Ver j fit 9^ P Q,Q READ 10M ON "MMM RiR umW 1m7F.lC REPERBN= PAM MIN" OAF* E RBB. �ql� East L9119 m td t� onM wen ►Aa � � .n. dads k a poroma � �)q a, l � m �m�, cry e96� Q pan'r�d�"�d�nn`���Qove,o'➢i ua ane (�e �eapn'ehnt he �ine" _ . comet gacpe. de�vay� erodlal p, /iPn qu�ly e,fa 9 m- W e�cst eu9 p Cempone,d m . Mi ok CONT STANDARD GABLE END DETAIL MIUSAC - 20 4/27/2004 PAGE 1 OF 2 4x4 = *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2/2 FOR -ALTERNATE BRACING DETAIL - 1X4 OR 2X3 UYP) VARIES TO COM. 12 TRUSS RTICAL STUD TYPICAL 20 L -BRACE NAILED TO 2x4 VERTICALS W/8d NAILS SPACED AT 8° O.C. LOADINgpA SPACING 2-0-0 TCLL 50.0 Plates Increase 1.15 TCDL 10.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code IBC/IRC TOP CHORD 2 X 4 DFUSPF/HF - No.2 BOT CHORD 2 X 4 DFUSPF/HF - STUD/STD OTHERS 2 X 4 DFL/SPF/HF - STUD/STD 0 MITek Industries, Inc. Western DIvIsion SHEATHING (BY OTHERS 24' MAX 3 1/2" Z1 1/2" I� 2X4 LATERALBRA( NOTCH AT AS REQUIRED PER TABLE BELOW 24" O.C. (MIN.) TOP CHORD NO. 0074486 EXP. 12-31-15 zOF 24'0.C. -TYP - END -''0 WALL �IGID CEILING MATERIAL DETAIL A JUL 14 2015 LATERAL BRACING NAILING SCHEDULE VERT. HEIGHT # OF NAILS -AT END UP TO 7'-011- OVER 8'-6" 4 - 16d NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST. EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 6) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-e". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24' O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT B" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. E #2 LUMBER_ 4) NOANOTCHWG S PERMITTED WITHIN 2X THE ER MUST MEET OR EXCEED VISUAL OVERHANG LENGTH. R NOTCHING. Page # 20 Confined on page 2 Q WAWiIDVO • Yn1/g design paramatars and READ NDTt3t1 ONT1D8 AND DJCLODSD ffilSICBEFSRSNCB PAGE 11>g7�99 BSJORJ3 tBS. 7717 Greenback Lane swis Ceelen valid for use Dory vvOh (Wick connecloa Ttkb deslgrk b hosed Dory upon pommelen shown and b for on Irkdividual balding component. 109 CM App9cabU0y of des�n ppaaaammeenlea and proper Rkcorporollon of eorrrponenl h responsm0ly of Iwlding deslgrks -not trsm designs. ttrochg drown CUrus Hethtm' CA' 958t� h lar bfeml usu�p��1t al hdMdkrol web member Dory. Addlltonal temporary boring fo Ruure dabgly durbtg eondruellon k Ilka re�orufb�ly of the erecta Addiibnal persmnenl hmdnp o1 the Ductal stn+clure b Ire respondhllly o1 Ire twer8ng des�ner. Far general guidance regarding =, ,.V lbn quo¢y conlreL slarage defvery, ereamn and Eradng. cauuE nNwllPll Qua91y CNmto D58 89 and eCSn INkOdlnp Component MiTek Satsly InlommNon ssvaBoble Rom Tom Plole Im1fIWe. 56i D'OrsoUb Orfve. MadboM1 WI SV 19. MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE WITH L - BRACE 12 INCH O.C. 6-7-0 13-2-0 -0-0 6 INCH O.C. 24 INCH O.C. NOTES 1) VERT. STUDS HAVE BEEN CHECKED FOR 85 MPH WIND 3 -SECOND GUST. EXP. B, HEIGHT 30 FT 2) CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3) FURNISH COPY OF THIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. 4) BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 6) DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL GABLE ENDS AND TO GABLE ENDS WITH A MAX VERT. STUD HEIGHT OF 8'-e". TOP CHORD NOTCHING NOTES 1)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL ON ONE FACE BEFORE NOTCHING IF STUDS ARE TO BE SPACED AT 24' O.C. ATTACH SCAB (EQUAL OR GREATER TO THE TRUSS T.C.) TO ONE FACE OF THE TOP CHORD WITH 10D NAILS SPACED AT B" O.C. IF STUDS ARE SPACED AT 24" O.C. AND FACE OF TRUSS IS NOT FULLY SHEATHED. 2) NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. E #2 LUMBER_ 4) NOANOTCHWG S PERMITTED WITHIN 2X THE ER MUST MEET OR EXCEED VISUAL OVERHANG LENGTH. R NOTCHING. Page # 20 Confined on page 2 Q WAWiIDVO • Yn1/g design paramatars and READ NDTt3t1 ONT1D8 AND DJCLODSD ffilSICBEFSRSNCB PAGE 11>g7�99 BSJORJ3 tBS. 7717 Greenback Lane swis Ceelen valid for use Dory vvOh (Wick connecloa Ttkb deslgrk b hosed Dory upon pommelen shown and b for on Irkdividual balding component. 109 CM App9cabU0y of des�n ppaaaammeenlea and proper Rkcorporollon of eorrrponenl h responsm0ly of Iwlding deslgrks -not trsm designs. ttrochg drown CUrus Hethtm' CA' 958t� h lar bfeml usu�p��1t al hdMdkrol web member Dory. Addlltonal temporary boring fo Ruure dabgly durbtg eondruellon k Ilka re�orufb�ly of the erecta Addiibnal persmnenl hmdnp o1 the Ductal stn+clure b Ire respondhllly o1 Ire twer8ng des�ner. Far general guidance regarding =, ,.V lbn quo¢y conlreL slarage defvery, ereamn and Eradng. cauuE nNwllPll Qua91y CNmto D58 89 and eCSn INkOdlnp Component MiTek Satsly InlommNon ssvaBoble Rom Tom Plole Im1fIWe. 56i D'OrsoUb Orfve. MadboM1 WI SV 19. STANDARD GABLE END DETAIL VIII/SAC - 20 4/27/2004 PAGE 2 OF 2 4-10d NAILS MIN. ,PLYWOOD SHEATHING TO 2X4 STD. DF -L BLOCK 2- 10d (TYP) �\ 9-141 ifF I 1 i•i I SIMPSON A34 — OR ECAJIVALENT 2X4 No. 2 OR BTR • GABLE ENDS 45' STRONGBACK 2X4 No. 2 OR BTR 2X4 BLOCK 2X4 S r JD OR BTR SPACED @ 5'-0" O.C. SHAL E PROVIDED AT EACH END OF BRAC E EXCEPT FOR BRACE EXTENDED INTO E CHORDS & CONNECTED TO CHO S W/ 4-10d NAILS. MAX. NGTH = T-0" 6'-3" MAX TO STANDARD TRUSSES BEARING WALL SPACED @ 24" O.C. ALTERNATE BRACING DETAIL so65,,000 i NO. C074486 EXP. 12-31-15 OF NOTES 1)2X4 NO.2 OR BTR. FOR LEDGER AND STRONGBACK NAILED TOGETHER WITH 10D NAILS @ 6" O.C. 2)2X4 LEDGER NAILED TO EACH STUD WITH 4-10d NAILS. JUL 14 2015 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2-10d TOE NAILS 4)THE 10d NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE 10d BOX NAILS (0.131" DIA. X 3.0" LGT) THIS ALTERNATE BRACING DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: 1. MAXIMUM HEIGHT OF TRUSS = 8'-", UNLESS OTHERWISE SPECIFIED BY PROJECT ENG. OR QUALIFIED BUILDING DESIGNER. 2. MAXIMUM PANEL LENGTH ON TOP AND BOT. CHORDS = T-0" 3. THE HORIZONTAL TIE MEMBER AT THE VENT OPENING SHALL BE BRACED @ 4'-0" O.C. MAX. 4. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. Page # 21 A WARFCND • V ft deign parammaa and READ N07W ON 77DS AND U=UDSD WTEXREFERi7NCS PADS ma 7473 =MRS DDS 7717 Gre00beck Lane m Design void tort" o* wah Wet connectors. This design Is based a* upon pyrometers shown, and Is for an Individual bukbg component. Srdle log AppleobUly of design ppaoraamenlers and proper Incorporation of component b respand blily of building designer - not inns designer. Broctrsg shown Mus Heights, Gtr 4bf11 k for btemt suppad of Ind cad web manbers only. Addllbnvl lemporory brocirsg to Innee slatsIDy during construction Is one respornlhQly at the erector. Adrflibnd pmtianent bracing bf the overal sbuctsae Is the respondbMy of the bsAdhsg dem. For general guidance regarding M 291 faNbalion QuaUY eanhol slaroge, delsery, oredlan and tsrodn0. cornua AHNfr l Quaiay Criteria VSB E9 and BCSI7 Buangrng Component m Sahty lydonnalon ovaloble fnymTnns P6fa trnlaule, SB3 dOrnotrb Drive. Manson, W19719. 4 REPLACE A MISSING STUD ON A GABLE TRUSS I MII/SAC - 27 1 11/18/2004 1 PAGE 1 MITek Industries. Inc. ® Western Division 1`. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL. _ INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION - - OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2 ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. REPLACE MISSING WEB WITH A NEW MEMBER OF THE SAME TO THE INSIDE FACEOF TRUSS WITH FIVE 6d NAILS(.113" X 2.0-) INTO EACH MEMBER (TOTAL 10 NAILS PER GUSSET) THE OUTSIDE FACE OF TAE GABLE MUST BE SHEATHED WITH (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. • 1 TRUSS CRITERIA LOADING: 40.10-0-10 (MAX) LOAD DURATION FACTOR: 1.15 SPACING: 24" O.C. (MAX) TOP CHORD: 2X 4 OR 2X 6 (VO 2 MIN) PITCH :3/12 -12/12 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUALTRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 22 COMMON SDaN U G1 Seo NO. 0074486 EXP. 12.31-15 I} CIVI1. P q�OF CALh00.� JUL 14 2015 A WAT mm - gar(&demon paromaf w mdxrap N07w oN Tim AND nmLwEa mrjzKA&rBASNCS PADS m%7479 RW=M r1,s& 7777 Grambadt lane �® Dmlgn vdd fa tee ordy with MITaY cronneelnn. Thb design b bused on17 upon poramelen shown. and b to an trsdMduol iwBding eornponenl. ladle toO ApploohLty d desert len asd praoer hscaporatbn d component b sasponsm8ly d designer -not hstts designer. amdng shown C@us AO ts, CA, N61 b for loterd su d � wo6 rrembea osty. Addlllortol lentpaary �e to 6tsttte sto�EfQy dutrig earutsuclion h the resporss�ly of iha Breda. AddNlond ptmrmastf 6mdng d IFa ow,�al sbucftse b the d Ilse isufldirtg destgnar. For genemt guidance regat$tg ta6tiwfton. 9�n7 contsd, dotage, daNaY eredbn and �. �7 Quo91„ otleda. DSB-!9 and 60311 Issdlding Corrpo,,.d MOW Sally IMmnt"dion owsibble from Trus: Pbte rofiute 581 D Qmhlo lNve, Modtron Y119719. REPAIR A BROKEN STUD ON A GABLE TRUSS MIIISAC - 28 11/18/2 004 4PAGE 1 MITek Industries, Inc. Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO Nil VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. WHEN NAILING SCABS OR GUSSETS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO -AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. SCAB LUMBER SHOULD BE OF THE SAME SIZE, GRADE, AND SPECIES AS THE ORIGINAL ATTACH 2X 4X FULL HEIGHT SCAB TO THE INSIDE FACE OF TRUSS WITH TWO ROWS OF 10d NAILS (.120" MIN X 3') SPACED G' O.C. AND A CLUSTER OF THREE NAILS INTO THE TOP AND BOTTOM CHORDS THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15 SPACING: 24" TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH : 3/12 -12/12 BEARING: CONTINUOUS STUD SPACING 24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES Page # 23 COMMON JUL 14 2010 A WARMND • earW dwWa pw mnetms and READ N&M ON TFW AND D=ulu D Mrx= REEEP&NM PADS 21¢7478 wroRs DSS. 7777 cremmbaac lane Destgn vdd far use ony wAh NAfet eannaelon lhb de�grl b based or1Ft upon parameters shown and Is for an 6sdlvidud huddlrsg corslpenenl. State 108 /sppicabifly d design porrarlerstret and proper hleapordbn of conrpanent b resporss>t>tDly of buldtrlg deslgnef - nd tons deslgnar. Bradrg stlown COsse ftelghts• Ck 9561 � b for b1ao1 ssuuppppoordt d I web rsserrdsers orlf/. Addliorml temporary bracSsg l0 hatrre slabOty during caruhvelton b the resporlsth�ly d Iha eredar. Ad�lonal pemsmsent bradng d Ilse oval shudrae b the retporabHly d the butt8rp designer. Far gereral guidance regmdtng . lahrleatlors. qua>8y esrltraL slorssge, deHay, ereelbn and bradng, cmcsAl AN21/IPi1 Qvaltl7 Critada, D58-69 and BCSn Bufl�rlg Component Solely hdanrm9osl w�obla horn Truss Pble hslllule. 5lYi D'Onohb Drls'4 NAarflsal, tM 9719. � • W REPAIR TO REMOVE CENTER MII/SAC - 29 11/18/2004 PAGE 1 STUD ON A GABLE TRUSS eredar. Addllbrwl permanent brad the ovma9 drudure Is the respondbfity of the bL*1h i; designer, For general WAdonce regontng IotakatbR quafdy control f10lage O4 rY• erection and tsaehfg caaUtl ANSI/1Fl1 Quality criteria D311-119 and 60511 Building Component TOW MITek Industries, Inc. S� ® Western Division 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION Nil OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. 6. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. * MAXIMUM STUD SPACING = 24' O.C. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/16.O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. OMPo RTANT This repair b be used only with trusses (spans less than 50') spaced 24" o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf and maximum wind speeds of 100 mph. Trusses notfitting these criteria should be examined individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MAX) DURATION FACTOR :1.15 SPACING: 24' MAXIMUM TOP CHORD: 2X 4 OR 2X 6 (NO 2 MIN) PITCH: 3/12 -12112 BEARING: CONTINUOUS STUD SPACING :24' O.C. (MAX) Page # 2 REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES COMMON U� NO. 0074486 EXP. 12-31-15 \\ 0 JUL 14 20 Q WARJmY6.7a 0—g-p—rn— o>,c RSAD rrossa 0—SAND Dwmmsn MISER aanrac =PAGE 9074" MMJW vss Dadgn vatic for vo ordy w6h Mak.connedom Thk design k nly bawd oupon parameters drown and k for an tncliMual bkdldh+g conrpxwl. Apptkob0ly of dedgn andproper 6worpamlion of eomponerd b rewarMh6ry of bu8r�g dedpna - not hors designer. gracing drown- TTTT Greenback Leve �® pyAT09 �hts. CA. 9561 pororncrders k far tat of Inmvldual web rrembwn order. Addlibrud temporary tracing to Inure slabilly during construction k the reWandbMi, of the 701 eredar. Addllbrwl permanent brad the ovma9 drudure Is the respondbfity of the bL*1h i; designer, For general WAdonce regontng IotakatbR quafdy control f10lage O4 rY• erection and tsaehfg caaUtl ANSI/1Fl1 Quality criteria D311-119 and 60511 Building Component TOW Sakti Wennatlon ava0atsie bomTrkm Plate IrmlBule, SB3 D'Onoirio Drive, AAadkor� WI 51719. REPAIR TO NCTCH 2X6 TOP MI1/SAC - 30 CHORD ON A GABLE TRUSS 11/18/2004 PAGE 1 MITek Industries, Inc, Western Division 1 -THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING.OF THE WOOD. 4. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5:THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6 -CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. 3 1/2• X 1 1/2° NOTCH IN TOP CORD 24' O.C. AS SHOWN MAXIMUM STUD SPACING = 24" O.C. LUMBER TO BE CUT CLEANLY AYD ACCURATELY, NO PLATES ARE TO BE DISTURBED. NO REPAIR NEEDED. THE OUTSIDE FACE OF THE GAELE MUST BE SHEATHED W/ (MIN) 7/16" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE E14D DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50') spaced 24° o.c. maximum, having pitches between 3/12 and 12/12, total top chord loads less than 50 psf end maximum wind speeds of 100 mph. Trusses not fitting these criteria siould be examined individually. TRUSS CRITERIA kX II24a MAX LOADING: 40-10-0-10 (MAX) DURATION FACTOR: 1.15� FIs 0, F SPACING: 24" MAXIMUM •j�' TOP CHORD: 2X 6 (NO 2 MIBI) PITCH: 3/12 -12112 BEARING: CONTINUOUS NO. Co74486 STUD SPACING :24° O.C. (MAX) EXP. 12-31-15 '�iq CNIL REFER TOINDIVIDUAL TRUSSIDESIGN Page # 25 �OFCAII�at� FOR PLATE SIZES AND LUMBER GRADES a o JUL 14 2011 7M Greenbad Uma Q WAAfIDVO • Der{AI daatgn pmvrnatae one XFdD NOl88 ON =13AND DJCLVDED MWSEYRRENCS PAGE K%7473 EE7�OR8 QBE. L7 wld for ute ont/ with Meek conneetan: Thb design h 6o:ed only upon pararrsslerc shown. and b tot an tndhAdud build>na component. Sidle 109 ly of designpaa niers and pope 4icatpamilon of mmPorenl k respx�smaty d bulk$ng designer -not doss dam. &odng drown thus Metghur, CA. 8581 is to ialerd support d trsrevfduor web s onN• �� temporary lancing to 6esue dabily du4g eorolnsetbn h n,e sespomCsWry a the l ereelor. Addllbswl persnarsanl boring d the �vervl dnscture k the re3pondhUly o11he bupoln0 designer. Far general guidance regormnp _ d tr8eda DSB 89 and lCSll Bu9ding Cornpononl NOW REPAIR TO NOTCH 2X4 TOP " -CHORD ON A GABLE TRUSS MII/SAC - 31 11/18/2004 PAGE 1 MITek Industries, Inc. 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Division INTENTION. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3 -THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 4- LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE UNDAMAGED. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X ORIENTATION ONLY. S. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED. LUMBER TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 NO.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND 1 ROW OF 10d (3- X 0.131': NAILS SPACED 8' O.C. * MAXIMUM STUD SPACING = 24'0.C. THE OUTSIDE FACE OF THE GABLE MUST BE SHEATHED W/ (MIN) 7/18" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 59) spaced .10 24" o.c. maximum, having pitches between 3/12 and 12112, total top chord loads less than 50 psf'and maximum wind speeds of 10D mph Trusses not fitting these criteria should be examined Individually. TRUSS CRITERIA LOADING: 40-10-0-10 (MA)q DURATION FACTOR :1.15 SPACING: 24" MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112 -12112 BEARING: CONTINUOUS STUD SPACING :24" O.C. (MAX) REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMEER GRADES Page # 26 NO. C074486 EV. 12-31-15 OF CALIFC"�' . JUL 1 4 4416 A wdRAIDVO • Vat{/y �dBn Parmaetrr� amdRE6D N07S8 ON AND DICWDSD 1D7E1[ "cocuel�•c PADS 17479 ESPO88 0810 rnrcrammedclane D veld [a►ree my wllh 7v4fet cannecloa fhb dndpn h heed onN won pa�vnelea d+own, ma b rot = k�uldwl lxAdtng compwienl. BUBO toe bey a dad8n p�nlen and proms ka orpomlbn d corrpanenl h ra�ora16g1y a I ng d�1rce►-not Itun des>Oner. down � He1�ts. ck 9581 h lo► blear a krldual web mamba: ordy. Ad�lland lert�pv�uy 6mdnp to kmra dahl0y aurtng eondniellan h the a the eracln. Ado w11 parttwt�ent brag o! Iht overoA druolure k �e recpondh®y a the buYdh�O dadpnar. fv genera gifdan® rep�ding fat7rlcollon quarly Gondol dotage deNay, :radian and Eto�g co,a7A AHSVRn Qw91y CtIleA4 DS9 89 and BCSII Bandl<tg Cotrpranatd M ffdkm Sately Itdanwflon awmabte ham rnm Plata katUule, ctrl irrn,akla UrHe, 6Aaalson, wt Si719. OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ST-REP01 Al AND DAMAGED OR MISSING CHORD SPLICE PLATES =00 0 00 0 00 a MiTek USA, Inc. • MiTek USA, Inc. Page 1 of 1 TOTAL NUMBER O NAILS EACH SIDE OF BREAK x INCHES MAXIMUM FORCE (Ibs)15% LOAD DURATION SP DF SPF HF 20 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 1 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS (TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: -A L=(2) X + C • 10d NAILS NEAR SIDE +10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. Page # 27 NO, C074486 EXP. 12-31-1-S \Q AUG 2 5 1015 FALSE BdTTOM CHORD FILLER DETAIL MII/SAC - 1 3/10/2004 PAGE 1 • ALT. TRUSS BOTTOM CHORD BRACED PER MAIN TRUSS ENGINEERING BRACING SPECIFICAI FILLER BOTTOM CHORD 2X4 NO2 OR BETTER LUP FILLER BC MAYBE SPLICED WITH 3x4 / M20 PLATES OR WITH 2X4 NO2 2'40" LONG 48" TYP SCAB, CENTERED ABOUT THE SPLICE, NAILED TO ONE FACE Wl(.131-X3.(" MIN) NAILS ® 4" O.C., 2 ROWS. M1Tek Industries, Inc. Western Division MAX 3-0-0 EXTENSION lx4 M20 PLATES (TYP) OR ALTERNATE CONNECT W/ 2-10d COMMONS (TYP) FILLER VERTICAL STUD 2X4 STD OR BETTER LUMBER NOTES: •1) FOR LUMBER SIZE AND GRADE, AND FOR PLATES TYPE AND SIZE AT EACH JOINT REFER TO MAIN TRUSS ENGINEERING DESIGN. 2) LOADING: FOR TOP CHORD SEE MAIN TRUSS ENGINEERING DESIGN. BOTTOM CHORD LOADS: LIVE = 0 PSF; DEAD: =10 PSF 3) TRUSS SPACING = 24" O.C. MAX 4) MAX BOTTOM CHORD PITCH = 4112 5) FILLER MEMBERS ARE NON STRUCTURAL PART OF THE MAIN TRUSS; THEREFORE THEY MAY BE FIELD ADJUSTED TO FIT EXISTING CONDITIONS, PROVIDED THAT STUD SPACING, CONNECTION AND EXTENSION REQUIREMENTS ARE AS SPECIFIED. ADJUSTMENTS MAY INCLUDE ADDITION OR REMOVAL OF FILLER MEMBERS. Page # 28 JUL 14 2015 C f V 1 �_ 1 5- - .0, NO. C074486 EXP. 12-31-15 OF ,A WAMMM - 7ar ft d-f9n p ---v — und'RRdD ROM ON TIDO AND Dl VMW MM REFERNME PdDB AM7473 BSFORS US& 7777 Gmenbadc Leas � Pik ov ony w9h I y;� orc IMI desl0n h band ant/ upon praotfrelerc shown and B far an IndMduad hu&9np conponenl. Sstracft.10f0hls, C0. 8581 pm�n P�PaSan d eortipenerrt b respor�ly of b++edk+e de,lsna- rwl truss dedpner, fJrae4,0 sfrown j'� �/M �eRmnaflan aivaeabb born inm Plde kufiute..581 D'Ono610 Odra. Nbdkon. Vll 53719. OVERHANG REMOVAL DETAIL MII/SAC - 5C 12/6/2005 PAGE 1 QDTRUSS CRITERIA: wl LOADING: 25-18-0-10 (MAX) DURATION FACTOR: 1.15/1.25 SPACING: 240 O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 120 ENERGY HEEL END BEARING CONDITION Trusses not Mng these criteria should be examined individually. 0 NOTES: 1. THIS DETAIL IS FOR REMOVING OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. NO LUMBER DAMAGE OR DEFECTS SHALL GO BEYOND REMOVAL LINE. NO CONNECTOR PLATE DAMAGE ALLOWED 12 2-12 [��' Well Industries. Inc. Westem Division - Page # 291 JUL 14 201j Q WARXM. Vorlfb danignparanwWs and lBAD NO= ON TAW MID BiCUMEO JMMW P 022ULNCE PAGB X7478 BEFORE MM 7717 Gnwt" Lanesub log � Deskm veld [muse ontywBh Wait eorroclan.This deslon Is bored a* upon po wneten dwwn, and b loranhdMdud an buSft arponenl. ChM 1`1010t% CA Ml Aof dedpn len and proper Yfeorpmdbn d eomponerd b responsm®y d bang dedgner-not tons dedpner. � shovm ' b M waaerf d � web members Doty. Addtpond lamporvy braeNg to Iowa clab0ly d� eondnretlan k the �poraRrCUy of lha ereelor. Ad bndrp�art���c�nerd d fhe owxaf sbuelure S the rapordbi6y d the bulkllr� dmipner. Far mat g�anca nma<dn0 ° wdabfe�6omTnas Piode ha ip,l , o �n t°v"�,n.dd DS6 A9 and ECSn eu0dlnp 6empoa.nF MOW sabh Intasaaaaa SAAB APPLIED OVERHANGS MII/SAC - 5 3/25/2004 PAGE 1 Mrrek Industries, Inc. mimii ® Western Division TRUSS CRITERIA: Nil LOADING: 40-14-0-10 DURATION FACTOR: 1.15 SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION Trusses not fd8ng these criteria should be examined Individually. NOTES: 1. THIS DETAIL IS FOR TRUSSES BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. 2. ATTACH 2x_ SCAB SAME LUMBER SIZE AND GRADE AS TOP CHORD TO ONE FACE OF TRUSS WITH TWO ROWS OF (0.131"X3") NAILS SPACED @ 6" O.C. 3. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED • TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2X 0 12 2-12 F��' Page # 30 JUL 14 2015 ® wmumao - voro da -fan pammatwv and READ mmm ON 7m Aim Dvmm= 84= RErmmmm mcm Atmun Boasn Um s m Grawftdc Lang �® Dadpn valid lar use ony wph ARlet conneclaa Thh design h band only upon paanelan drown aid h Ivan hsr5vidual bsAdhsg component. CJhus 9:4hlc. M 000 AppOcals>Oly o! design pva�s�ms�en and proper 4rarpaalton d eomponerd b rnspondb0hr o1 �p destgnv-not hksm designer. Brorbsg strown • k Iv lotaral ssuume�rr!( o14�rldual web rremben my AddBbn� lempamry broeSsg to tnstsra dabs0ly dwh0 �n+ctbn h the iespossdbmly W fha credo. AdmHond pmnersard of Iha overt sltuclure h Iha r�po�y of Iha buCmng dadgnm. For ga+etal guldasee regasSg labrkotlon quoDr contrd daogq lyda cry. a cello„ and brodng iANf /rPn Gully cdlasla ors av and ecru e,adtna rAmpon•sd M ffek Solely Warrnaflen ovsdoble horn Tnsss Plale halBute. SB9 Orpnohlo DMa. VJI Sl719. ,. F PIGGYBACK TRUSS CONNECTION MII/SAC - 2C 11/01/2004 PAGE 1 • n BEE 2 x x 8'-W SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO EACH SIDE OF TOP CHORD WITH (.148"X3.• MIN) :-WILS AT 6" O.C. STAGGERED 2 RCWVS, 0 IMITek Industries, Inc. Western Division 1. PIGGYBACK TRUSS SPACE 2X4 PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 48" O.C.). 8" x•8" x 112° PLYWOOD (or 15432" OSB) . GUSSET EACH SIDE 0 48e O.C. MAX ATTACH WITH 2 - (.148"X3.(r MIN) NAILS INTO EACH CHORD FROM EACH SIDE BASE TRUSS roxoo `4 EXP. 12-31-15 NOTE: CONNECTION DETAIL DESIGNED FOR GRAVITY LOAD ONL ctvl�. NOT CHECKED FOR ANY WIND LOAD OR LATERAL LOADS. 'rl,4jFOF CAIvic PLE4SE.CONSULT WITH TRUSS ENGINEER OR QUALIFIED BUILDING DESIGNER FOR CONNECTION DETAIL TO TRANSFER LATERAL LOADS JUL 14 1015 Page # 31 Q Wmmma-9orw—lonpmameftmmd.BAaoxo-sow TIDBApAlfw=wm'-r Rwz=f^a PADSmm74n Hamas Um TO *Umb • void torose onb with tJ�tek wnneriam THs design b bored ark Pan pmamelen rhoxrr► mid 6 for an 4�dlrtdudlxAdnp component. t� �� � �1 aA desl0n ameM�s and proper kKorparotbn of componm�l p ce�ondbl�y of buDdlnD da�nm-rof buss deslpner. fkoeNg shoMm p brtaf s�or� of web member only. AddObnal lamparory bradig to bums dabl8y dwln0 ton b the rmponsmtfily of Iha eradar. AddBionai pemtanenl bracbrg of IFw averai spudw b ihe� the brAklnp dmtgner. Fac generd gWdonee repvding MOW Sebt bnt nm o av tra�ir(nm�Ptalfe Ndtulab" o6bdOn RMe Modhon WI ,9 CAIeAa CStW9 and bCAt bv➢d1n0 �rr�mmnd STANDARD PIGGYBACK TRUSS CONNECTION DETAIL I MII/SAC — 2 1,004 PAGE 1 OF 1 (MAY BE USED FOR DRAG TRUSSES) �c0 SOO/�/ l d IIvvis on Inc. GENERAL NOTES: ��• QO 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND U 'mm APPROVED BY PROJECT ENGINEER OR NO. C07 QUALIFIED BUILDING DESIGNER. * EX - 2. PITCH --12112 MAX n J U L 14 1015 3. MAX CAP TRUSS SPAN = 20.0 WIL 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGBACK AND BASE TRUSS= 160 PLF F CA MAXIMUM UPLIFT SCAB TYPICAL PIGGYBACK TRUSS CONNECTION CAPACITY USING (10) (MAY BE USED FOR DRAG TRUSSES) 10d (0.131"X 3") NAILS: 2x -O'S' x_ x tr-O` SIZE TO MATCH * SYP = 1060 LBS TOP CHORD OF PIGGYBACK B" x 8112" x 112" PLYWOOD (or 7116" OSB) SPF = 820 LBS ATTACHED TO ONE FACE OF TOP FGUSSET EACH SIDE AT EACH BASE TRUSS DF = 970 LBS CHORD WITH 2 ROWS OF 10d (0.131- X 3 -)HF = 840 LBS NAILS SPACED 8' O.C. AND STAG ED 2 -10d NAILS INTO EACH CHORD FROM SPF -S = 720 LBS EACH SIDE (TOTAL - 4 NAILS EACH CHORD) MAXIMUM UPLIFT PURIJN CAPACITY USING (2) 16d ATTACH PIGGYBACK TRUSS (0.131" X 3.5") NAILS: TO EACH PURUN WITH 2 - i6d NAILS TOENAILED. SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HF = 63 LBS SPF -S = 41 LBS BAS TRUSS MAXIMUM UPLIFT SHEATHING CAPACITY USING 1/2" SHEATHING SPACE PURLINS ACCORDING TO THE MAXIMUM AND (2)' Bd (0.131"•X 2.5") NAILS: SPACING ON THE TOP CHORD OF THE BASE ATTACH EACH PURRIN TO TOP TRUSS (SPACING NOT TO EXCEED 24` O.C.). CHORD OF BASE TRUSS WITH SYP = 82 LBS A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. 2 -16d NAILS. SPF = 42 LBS * FOR PIGGY BACK TRUSSES WITH SPANS c 12' DF = 64 LBS SCAB MAY BE OMMITED PROVIDED THAT: HF = 44 LBS ROOF SHEATHING TO BE CONTINUOUS OVER JOINT SPF -S = 28 LBS (SHEATHING TO OVERLAP MINIMUM 12' OVER JOINT) �k CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING VALUES SHOWN ARE BASED ON CONNECTION CAPACITIES FOR SCABS, PURLINS, AND SHEATHING MAY BE COMBINED WHEN LOAD DURATION OF 1.00 DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS (MAY BE USED FOR DRAG TRUSSES) 2 x— x 6'-0" SIZE TO MATCH MAXIMUM UPLIFT GUSSET TOP CHORD OF PIGGYBACK. CAPACITY USING 7/16" GUSSETS ATTACHED TO EACH FACE OF TOP AND 4 10d ' CHORD WITH 2 ROWS OF 10d (0.131" x 3") () (0.131" X 3 j NAILS: NAILS SPACED r O.C. AND STAGGERED SYP = 300 LBS REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS SPF = 276 LBS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE OF = 294 LBS TRUSS TOP CHORD AT RECOMENDED SPACING_ SHOWN ABOVE. HF = 276 LBS 1Ie SPF -S = 258 LBS �p 8" x 8112" x 112" PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT OR MAX. 24" O.C. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL - 4 NAILS EACH CHORD) I VALUES SHOWN ARE BASED ON 2x4 PURLINS @ 24" O.C. ATTACHED WI 2-10 D NAILS i LOAD DURATION OF 1.00 Page # 32 A wAxemuu. vm11L dwgn> m and nmv NoTm oN vw AND v=mm mr=ns>?== PAGE em747a mmm QBE. 7M Grmftc s Lena 79T. edgn vald Iv use only v/Eh MRek eorfneeton ihfs design h based only upon panamefen shown and h for on trsmvtdud butkNng eomponanL Ce10H000ts, CA, 061 � pp�ad design pcacrnenless and proper Ytcosporatbn o1 cortiponenl h tespondhmN o1 bu0dlnp designer - no1 Inns dmlgner. Bradng shown k�lot lotes�aw�pppp�od of ksdlMdud wab membms ws�. Addillond tert�pao�y trac6sg to 4aure s}at�ly dutr� wnshucUon is Iluf n�ponsRsBN of Ifro emdor. Addllloswl pemsanenf hradrsg d the owna6 shuelure h fhe n�posulbDN of Lha buAr9ng designer. f9r genera{ gufdonce segard6sg j tatakanort quaoly aaslsol sfaioge d eredlan and txodng. aansufl AK9/i%1 QuaON CrNeda DS8 69 and BC511 BsNidlnO t:a�panen, MiTek SahN Irdorrnaxan awloble turns Tnru Pksfe 6afUule, 531 D'Onohb Ddv41+1odlwrs. tNl S.i719. STANDARD PIGGYBACK TRUSS CONNECTION DETAIL is[ GENERAL NOTES: MII/SAC - 2 1 '4/30/2004 I PAGE 1 OF 2 1. UPLIFT AND LATERAL LOAD CAPACITY OF THIS DETAIL SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER. 2. PITCH=6112 MAX JUL 14 2015 3. MAX SPAN = 30'-0" 4. MAXIMUM SHEAR CAPACITY OR LATERAL LOAD TRANSFER BETWEEN PIGGSACK AND BASE TRUSS=120 PLF TYPICAL PIGGYBACK TRUSS CONNECTION 2 x x W4r SIZE TO MATCH TOP CHORD OF PIGGYBACK. ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF lad (0.131• X 3') NAILS SPACED B• O.C. AND STAGGERED 7k ATTACHPIGGYBACKTRUSS TO EACH PURLIN WITH 2 -1Sd NAILS TOENAILED. Inc. � oosoo r� ( NO. C074486 EXP. 12-31-15 BAS TRUSS kl\ SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURUN TO TOP <"' SPACING ON THE TOP CHORD OF THE BASE CHORD OF BASE TRUSS WITH 4fA RUSS (SPACING NOTTO EXCEED aa• D.C.). 2 _ 1Bd NAILS, PURUN TO 8E LOCATED AT EACH BASE TRUSS JOINT. >Y FOR PIGGY BACK TRUSSES WITH SPANS < 1Z SCAB MAY BE OMMI ED PROVIDED THAT: ROOF SHEATHING TO BE CONTINUOUS OVER JOINT (SHEATHING TD OVERLAP MINIMUM 12' OVER JOINT) ° 11 CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SCABS, PURLINS. AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CAPACITY. IF NO GAP EXISTS BETWEEN CAP TRUSS AND BASE TRUSS: REPLACE TOE NAILING OF CAP TRUSS TO PURLINS WITH GUSSETS AS SHOWN, AND APPLY PURLINS TO LOWER EDGE OF BASE TRUSS TOP CHORD AT RECOMENDED SPACING SHOWN ABOVE. all x 8" x U2" PLYWOOD (or 7116" OSB) GUSSET EACH SIDE AT EACH BASE TRUSS JOINT. ATTACH WITH 2 -10d NAILS INTO EACH CHORD FROM EACH SIDE (TOTAL .4 NAILS EACH CHORD) " O.C. ATTACHED W/ 2-10 D NAILS Page # 33 WARHING- Var fg panemeaem and RHAD N07W ON 3M AND 9==ED ePJ= AV7ZR= =PAoV ?W 7473 RaPoRH W& Ipn vaW tar uaa and wllh Mllak ccmwcI tL Thh dodpn h basad c* open pmamnlan dwwn, and is for an IndMduol bukft canWom 1 d =dud � a = I PemonwIhucing of the c conhdop dare, de an avdabla 6omtnss Mileltal Cl1 O FT SCAB CAPACITY USING (10) 10d (0.131"x 3") NAILS: SYP - 10BO LBS SPF = 820 LBS DF = 970 LBS HF = 840 LBS SPF -S = 720 LBS MAXIMUM UPLIFT PURLIN CAPACITY USING (2)16d (0.131" X 3.6") NAILS: SYP = 117 LBS SPF = 60 LBS DF = 92 LBS HF = 63 LBS SPF -S = 41 LBS MAXIMUM UPLIFT SHEATHING CAPACITY USING 112" SHEATHING AND (2) Bd (0.131° X 2.17) NAILS: SYP = 82 LBS SPF = 42 LBS DF = 64 LBS HF- 44 LBS SPF -S = 28 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 MAXIMUM UPLIFT GUSSET CAPACITY USING 7/16" GUSSETS AND (4)10d (0.131"X 3") NAILS: SYP = 300 LBS SPF = 278 LBS DF = 294 LBS HF = 276 LBS SPF -S = 268 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 no0 am Iffli NOW STANDARD PIGGYBACKI MII/SAC 4/30/2004 (PAGE 2 OF 2 I TRUSS CONNECTION DETAIL r.tFssr�,,_ n DOSOOf' la U� �* NO. C07 JUL 14 2015 E) P' PIGGYBACK TRUSS CONNECTION FOR SPANS LESS THAN 10'-0" 7k 2 x _ x 41-W SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d ((L151' X 21 NAILS SPACED 5' O.C. AND STAGGERED Dip * A'IYACH PIGGYBACKTRUBI TO EACH PURUN WITH 2 -led NAILS TOENAILED. N\ BAS TRUSS k�\ SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO FCR LARGE CONCENTRATED LOADS APPLIED CHORD OF BASE TRUSS V TC CAP TRUSS REQUIRING A VERTICAL WEB: OF 2 -16d NAILS. A PURUN TC BE LOCATED AT EACH BASE TRUSS JOINT. VERTICAL WEB TO 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS EXTEND THROUGH MUST MATCH IN SIZE, GRADE, AND MUST UNE UP BOTTOM CHORD AS SHOWN IN DETAIL OF PIGGYBACK 2) VERTICAL WEBS OF PIGGYBACK MUST RUN THROUGH BOTTOM CHORD SO THAT THERE IS FULL WOOD TO WOOD CONTACT BETWEEN WEB OF PIGGYBACK AND THE TOP CHORD OF THE BASE TRUSS. 3) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS. 4) ATTACH 2 x _ x 8'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 11d NAILS (0.131"X3') AT 6" O.C. STAGGERED. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) 5) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 3700 LBS (®1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 3700 LBS. PIGGYBACK TRUSS CONNECTION FOR SPANS LESS THAN 10'-0" 7k 2 x _ x 41-W SIZE TO MATCH TOP CHORD OF PIGGYBACK ATTACHED TO ONE FACE OF TOP CHORD WITH 2 ROWS OF 10d ((L151' X 21 NAILS SPACED 5' O.C. AND STAGGERED Dip * A'IYACH PIGGYBACKTRUBI TO EACH PURUN WITH 2 -led NAILS TOENAILED. N\ BAS TRUSS k�\ SPACE PURLINS ACCORDING TO THE MAXIMUM ATTACH EACH PURLIN TO SPACING Oh THE TOP CHORD OF :BASE CHORD OF BASE TRUSS V IIS((SPA 3110 NOT TO EXCEED 24" D.C.). 2 -16d NAILS. A PURUN TC BE LOCATED AT EACH BASE TRUSS JOINT. �C CAP CONNECTION IS MADE TO RESIST UPLIFT. SEE MAXIMUM CONNECTION CAPACITIES AND COMPARE WITH ENGINEERING DRAWING CONNECTION CAPACITIES FOR SOBS. PURLINS, AND SHEATHING MAY BE COMBINED WHEN DETERMINING OVERALL UPLIFT CPPACRY. Page # 34 MITek Industries, Inc. Western Dlvlslon MAXIMUM UPLIFT SCAB CAPACITY USING (10) 10d (0.9 31" X 3") NAILS: SYP = 1080 LBS SPF = 820 LBS DF = 870 LBS HF = 840 LBS SPF -S = 720 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 WARM= • Ter% dva Wn pormnntom and 2=0 N07W olr IRAs AND v = vvRD Amts= RBYJW3=9 PAQE MM7473 9A7MW USL n vo0d Inr use on{y vAih MRek eonnaclas T1s design h broad ony upon parnntalert dxnvn and h for an IndhAduaJ bWding sanspwieM. 01 dadgn Dpaaoo nfen and pnsper neotpmo0on of eosnpanerd b sespotu�py el dadgner-not Inas dasipnar. &odn9 drown rbl �oltrsWldudwebmember.ny. AddlOouaflemporayb+oelnOtoFssisarhabMydudnpemuWclhnklharmporsdh®yolthe dor. Adddlo� perrscnant biocYtg d Iha aremE slsudue h the responsR+Oly of Ilse duld�sg dmlpner. For ganmd guldanca regord(np leallors. quoUy sasdrd slosoge. delvery eseclbn and bradng, wmW ANSI/tP11 siva@y s:dleda DSlMe4 and eCslt Eu2ding ComponeN dy inlmssmihn ovdlabla komTnns Plate hatlLl4 5tY! DiOnottlo OrNa ModlsDn WI 537 W. MAXIMUM UPLIFT SCAB CAPACITY USING (4) tOd (0.131" X 3.") NAILS: SYP = 424 LBS SPF = 328 LBS DF = 388 LBS HF = 338 LBS SPF -S = 288 LBS MAXIMUM UPUFT PURUN CAPACITY USING (2) 16d (0.131" X 3.6") NAILS: SYP - 117 LBS SPF — 60 LBS OF - 82 LBS HF — 83 LBS SPF -S — 41 LBS VALUES SHOWN ARE BASED ON LOAD DURATION OF 1.00 TM creentmdttane idle 108 CA. mr H fthta, M GM NOW RECEIVED ar 6 201 IMPIMA-1TRU.SSANO,LUMBERCO' m„aoU,xp COMMUNITYCOMMUNITY DFVs:jn12AACLPr r - JUN 12 2015 i' 701 E, 2nd Street 73-900 Dinah Shore Suite 202 Imperial, CA. 92251 Palm Desert. CA. 92.211 PH (760) 275-1816 FAX (760) 832-7438 W REV 1 TIONS.TA,.,:� - NOC p110Ns TAK�.v ., C REV ISE AN OA � NT -_- --La D ft I1om.� --t �� LL- C. Tamil. si e 3 Avenida Mendo )uinta, CA 92253 » ( Truss Calculations Job # ITL-150119PD OA `SHOP DRAW TAKEN �(NO EXCEpT10A EN AS 140-TED, EXCEPTIONS RESUBMIT REVISE AND. CCEF)T ABLE N CpMPLE-TE SUBN111.1 AL 1N with s only been for con contractor is the project. t �,�,•ev4e`N has and quantities to , I ieslgn concept for d°.mensions it the lob site', for ) responsible ied and correlated solely to the lac that Pertains of at►on or to tecl-,4ue II tinform process of the 4orl"'j a fabrlce . f for coordination With the contract k�onsvuctwn, eo liance Lades, and for documents.` AR,-HITEC,T AR _ CHARLES t�ete't�B r - Note: General Contractor / Owner Builder Must V�erif v Profiles, Pitch & Spans Pion iTt e4.ftigTmbPand e UI RT A notched, rifled, r Q[`�ps��altj�(�ed' a//�yr�X-bp'It�0Yyty��)t�0-PT concune an I J D T �" "h — Qr ' d on of a regis red esign professions era ions resul'ng rn a ad i on loads to a member a H' a en, m d iinaP or Y ( 4 insulation etc.) shall n rm t riff b thbi%:. s is capable o supporting su/�chY�a ditional loadiinpp. C1. R.�C?.J2�0(L(3�8'9qS 1 ALL TPGS AND FOR 1QQ NW INFORMATION. MUSS FABRI TORS 2. VE TOLLARCIMENSIONS. 3. HITECTURA L AND STRUCTURAL PLANS FOR OVERHANG INFORMgTION. f DATE BY I ITL-150119PD Foremost Homes, LLC Single Family Residence 52-533 Avenida Mendoza LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. DON. Connector plate prefix desi ators: C,CN C18,CN18 (or no prefix= Ca -Trus, Inc M,M2bHS,M18HS,M16 = MiTek MT series Staple or equal at non-structural vertical members (uon). TRUSS SPAN 20'- 8.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD= 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIRDOM OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDIr8.4,BCDIr3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor -1.6 Truss designed for wind loads in the plane of the truss only. Note:Truss design requ>res continuous Vida bearing wall for entire span UON. 10-04 10-04 5-07-09 10-04 15-00-07 20-08 12 12 3.50 M -4x6 x3.50 4.0" 4 f f I I M -1.5x4 M -1.5x4 3. ' 1 0 r -n r-1 r+1 O QUI o B 0.25" QVI M -3x4 M -5x8(5) BUILDING & SAIT{8TV DEPT. APP 10-04 20-08 FOR CONSTRUCTION 2-00 20-08 2-00 DATE BY JOB NAME: Foremost Homes, LLC - Al Scale: 0.3421 F Truss: Al DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253499 TRANS ID: 422029 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. builoing component Applicebility of design parameters and proper 2. 2x4 compression web bracing must be Installed where shown *. Incorporation of com%era b the responsibiiily of the building desppner. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced ai 2' o.c. and at 10' o.c. respectively unless braced throughout their le th by is the responsibilityof the erector. Additional permanent bracing of continuous sheathing such as plywood sheathing(TC) and/or drywalll the overall structure lo the responsibility of the building designer. 3. 2x Impact bridging or lateral bracing required where shown ++ 4. No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5. Design assumes trusses are to be used in a non -corrosive environment, design loads be applied to any component. and are for *dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge it 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components.necessary. 7. Design assumes adequate drainage is provided. 6. This design is furnished subject to the limitations set forth by 8. Plates shall be located on both faces of truss, and placed so their center TPIIWfCA in SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. D its Indicate size of plate In Inches. MiTek USA, Inc./CompuTrus Software 7.6.6(1 Q -E 10. For bask connector plate design values see ESR -1311, ESR -1988 (MTek) C 66864 'EXP' '111111111165 \� CIVIC j F OF CA��F� This design prepared from computer input by IIIIIIIIIIIIII IMPERIAL TRUSS AND LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 20'- 8.0" _ CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq-1.00 TC: 2x4 DF #2 LOAD DURATION INCREASE = 1.25 1- 2=( 0) 38 2- 8=(-147) 1898 3- 8=(-608) 162 BC: 2x4 DF #2 SPACED 24.0" O.C. 2- 3=(-2033) 211 8- 6=(-175) 1898 8- 4=( -1) 521 WEBS: 2x4 DF STAND 3- 4=(-1434) 106 8- 5=(-608) 162 LOADING 4- 5=(-1434) 106 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF 5- 6=(-2033 210 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOITOM CHORD = 5.0 PSF 6- 7=( Oi 38 TOTAL LOAD = 39.0 PSF OVERHANGS: 25.0" 25.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix desi at&o REQUIREMENTS OF CBC 2013 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN C18 12418 (or no prefix= ComEltlTrus, M,M25HS,M18HS,M16 = MiTek mr series Inc 01- 0.0" -73/ 945V -36/ 36H 3.50" 1.51 DF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 201- 8.0" -73/ 945V 0/ OH 3.50" 1.51 DF ( 625) AND BOFTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL --L/360, TL --L/240 MAX LL DEFL = 0.036" @ -21- 0.5" Allowed = 0.139" MAX TT, CREEP DEFL = -0.042" @ -2'- 0.5" Allowed = 0.208" MAX LL DEFT, = -0.091" @ 10'- 4.0" Allowed = 0.669" MAX TT, CREEP DEFT, = -0.259" @ 101- 4.0" Allowed = 1.004" MAX LL DEFL = 0.036" @ 221- 8.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ 22'- 8.5" Allowed = 0.208" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.168" MAX HORIZ. LL DEFL = 0.029" @ 201- 4.5" MAX HORIZ. TL DEFL = 0.054" @ 20'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL--8.4,BCDL=3.0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor -1.6 ioads 10-04 10-04 Truss designed for wind in the plane of the truss only. 5-07-09 10-04 15-00-07 20-08 ~ 3.501 M -4x6 12 x3.50 4.0rr 4 45( M -1.5x4 M -1.5x4 3.0,, 0 ~ 1 � QUINTPX �, B 0.55" BUILDIN o C>1 -3x6 M -5x8(5) APP �� Fn C� •ONSTRUCTION 10-04 20-08 I 2-00 20-08 DATE 3Y 2-00 JOB NAME: Foremost Homes, LLC - A2 Scale: 0.3046 FES N� - WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design is based only upon the parameters shown and is for an Individual building Applicability design Truss: A2 and Warnings before construction commences. component. of parameters and proper incorporation of component is the responsibility of the building delner. Z 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced ai C 66864 m _ DES. BY: LJ ts the responsiD(l ly of Na erector. Additional permanent bracing of 2' o.c. and at 10' c.c. respectively unless braced throughout their len th by and/or drywall). continuous sheathing such as plywoodquired W m d' � DATE: 4/30/2015 the overall structure is the responsibility of the Impact bodging or ere/ bracing required where shown ++ 9 g where aft designer. 3. EXP. 09/30/2016 SEQ 6253500 until 4. No load should be applied to any component urdil after all bracing and 4. Installation of truss ts the responsibility of the respective contractor. In th 5. Design assumes trusses are to be used in a noncorrosive environment, * .: fasteners are complete and at no time should any loads greater than 'dry g� 5 TRANS I D : 422029 design roads be applied to any component. and ere forcondition" of use. 5. CompuTrus has no control over and assumes no responsibility for the 6. Designa ssumes tali Dearing at all supports shown. Shim or wedge if 3011 qtr G,' " �Q Y fabrication, handling, shipment and installation of componem, 7. Design aryssumes adequate drainage Is provided. 6. This design Is furnished t q%` e CA�-`c subject to the limitations set forth by 8. Plates shell be located on both faces of truss, and placed so their center OF IIIIII I III IIID I II VIII VIII II I IIII IIII TPUWfCA In SCSI, copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 10. For basic connector plate design values see ESR -1311. ESR -1988 (MTek) This design prepared from computer input by IMPERIAL TRUSS AND LUMBER LUMBER SPECIFICATIONS TC: 2x4 OF #2 TRUSS SPAN 20'- 8.0" CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDP/Cq-1.00 LOAD DURATION INCREASE = 1.25 1-2=(-2036) 224 1-7=S-177) 1901 2-7=(-612) 142 BC: 2x4 OF #2 SPACED 24.0" O.C. 2-3=(-1435) 136 7-5=1-201) 1899 7-3=( -22) 522 WEBS: 2x4 DF STAND 34=(-1435) 130 7-4=(-608) 161 LOADING 4-5=(-2034) 238 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 14.0) ON TDP CHORD = 34.0 PSF 5-6=( 0) 38 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF OVERHANGS: 0.0" 25.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector pplate prefix desi ators: REQUIREMENTS OF CBC 2013 NOT BEING MET'. 0'- 0.0" -24/ 806V -38/ 28H 3.50° 1.29 DF ( 625) C,CN C18,&l8 (or no prefix= CompuTlvs, Inc 20'- 8.0" -76/ 954V 0/ OH 3.50" 1.53 DF ( 625) M,M25HS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR lOPSP LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-OONCl1RRENTLY' VERTICAL DEFLECITON LIMITS: IL=L/360, TI --L/240 MAX LL DEFL = -0.091" @ 101- 4.0° Allowed = 0.669" MAX TL CREEP DEFL = -0.260" @ 10'- 4.0" Allowed = 1.004" MAX LL DEFL = 0.036" @ 221- 8.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ 22'- 8.5" Allowed = 0.208" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.168" MAX HORIZ. LL DEFL = 0.029" @ 201- 4.5" MAX HORIZ. TL DEFL = 0.055" @ 20'- 4.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDIr8.4,BCDIr3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor -1.6 ioads 10-04 Truss designed for wind 10-04 in the plane of the truss only. 5-07-09 10-04 15-00-07 20-08 12 12 3.50r_- M -4x6 a 3.50 4.0" JOB NAME: Foremost Homes, LLC - A3 Truss: A3 DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253501 `TRANS ID: 422029 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Wamings before construction commences. 2. 20 compression web bracing must be Installed where shown.. 3. Additional temporary tracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WfCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E Scale: 0.3458 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporation of component Is the responsibility of the building dalgner. 2. Design assumes the top and bottom chords to be laterally braced ai T o.c. and at 10' o.c. respectively unless braced throughout their len th by con nuous sheathing such as plywood sheathing(fC) and/or drywallj�C). 3. 2x Impact bridging or lateral bracing required where shown - 4. Installation of truss Is the responsibility of the respective contractor. S. 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. 6. 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 (MTek) C 66864 * EXP. 09/3012016 mil 701 C1u)Lj 9TF OF CP \E�� LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 OF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 0.0" 25.0" Connector pplate prefix designators: C,CN C18,CN18 (or no prefix) = CompuTrus, Inc M,M25HS,M18HS,M16 = MiTek Mf series JOB NAME: Foremost Homes, LLC - A4 Truss: A4 . DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253502 TRANS ID: 422029 TRUSS SPAN 20'- 8.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. Bd1TQM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE TOADS ACT NON-CONCURREMTT,Y. 10=04 5-09-05 10-04 12 3.501 M -3x4 M -1.5x4 5-07-09 10-04 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDP/Ctpl.00 1- 2=(-2583) 1012 1- 7=(-3151) 4648 7- 2=( 0) 159 2- 3=(-1410) 323 7- 8=(-3154) 4646 2- 8=(-1112) 607 3- 4=(-1410) 323 8- 9=(-3156) 4647 8- 3=( -39) 522 4- 5=(-2581) 1011 9- 5=(-3153) 4649 8- 4=(-1112) 609 5- 6= 0) 38 4- 9=( 0) 159 BEARING MAX VERT MAX HORZ BRIG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -222/ 850V -6120/ 6120H 3.50" 1.36 DF ( 625) 20'- 8.0" -222/ 954V -6120/ 6120H 3.50" 1.53 DF ( 625) 10-04 14-10-11 20-08 M -4x6 4.0" 3 ( f M -3x4 3.0" 0.25" MSHS-5x12(S) WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2'Z(4 compression web bradng must be Installed where shown .. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TPIMrrCA In SCSI, copies of which will be furnished upon request. MTek USA, Inc./CompuTrus Software 7.6.6(11_)-E 15-00-07 20-08 VERTICAL DEFLECTION LIMITS: LL --L/360, U7 -L/240 MAX LL DEFL = 0.142" @ 14'- 11.2" Allowed = 0.669" MAX TL CREEP DEFL = -0.307" @ 14'- 11.2" Allowed = 1.004" MAX LL DEFL = 0.036" @ 221- 8:5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ 22'- 8.5" Allowed = 0.208" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.173" MAX HORIZ. LL DEFL = 0.087" @ 0'- 3.5" MAX HORIZ. TL DEFL = -0.113" @ 0'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDIr8.4,BCDIr3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp C, MWFRS(Dir), oad duration factor -1.6 Truss designed for wind ioads in the plane of the truss only. 12 43.50 ON. mr, _14-MAXOP gum ,7F I. . • • • 20-08 Scale: 0.3333 //_1 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component. Applicability of design parameters and proper incorporetion o1 component Is the responsibility o1 Me 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 len 9th by continuous sheathing such as plywood sheathing(rC) and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown + i 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 buss, and placed so their center lines coincide with joint center lines. 9. Digits Indicate size of plate In inches. 10. For bask connector plate design values see ESR -1311, ESR -1988 (MTek) C 66864 * EXP. 09130/2016 CICI-j 9TF OF p1.1F�QL LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 DF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Staple or equal at non-structural vertical members (uon). Connector pplate prefix des' ators: CCN C18CN18 (or no prefix= CompuTrus, Inc M:M26HS,A18HS,M16 = MiTek MT series TRUSS SPAN 15'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON B07 M CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREKWM OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LUAD. TOP AND HOT" CHORD LIVE LOADS ACT NON-CONCURRENI'LY. 7-09 7-09 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCD"- .4,BCDIr3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp C, MWFRS(Dir), oad duration factor -1.6 Truss designed for wind loads in the plane of the truss only. Note:Truss desigqnn r:gT3 continuous bearing :!1 for entire span UON. 4-04-01 7-09 11-02-13 15-06 12 12 3.50 r-- M -4x6 a 3.50 A n JOB NAME: Foremost Homes, LLC - B1 Truss: B1 . DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253503 TRANS ID: 422029 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Vlrami gs before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. S. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design Is fumished subject to the limitations set forth by TPVWTCA In SCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E Scale: 0.4228 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component Applicability of design parameters and proper incorporation of component's the responsibility of the building des'gner. 2. Design assumes the top and bottom chords to be laterally braced e1 2' O.C. and at 1n' o.c. respectively unless braced throughout their ten88th 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 toss's 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 platein inches. 10. For basic connector plate design values see ESR -1311, ESR -1988 (MITek) C 66864 *'EXP. 09/30/2016 a`i 7a'15 �r F c F OF A��FO LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 DF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 1210C. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 25.0" 25.0" Connector pplate prefix deai ators: C,CN C18,CF]18 (or no prefix= ColpuTrus, Inc M,M2bHS,M18HS,M16 = MLTek MIT series 12 3.50 N i o a, r'7 - 0 9 -3x4 2-00 JOB NAME: Foremost Homes, LLC - B2 Truss: B2 - DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253504 TRANS ID: 422029 TRUSS SPAN 15'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHS FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENPLY. 7-09 4-03-03 7-09 M -1.5x4 7-09 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Vl mings before construction commences. 2. 2x4 compression web bracing must be installed where shown .. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure's 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 Ume should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. 6. This design is furnished subject to the limitations set fold by TPIrWrCA in BCSI, copies of which will be furnished upon request. Wek USA, Inc./CompuTrus Software 7.6.6(1L) -E 7-09 11-02-13 M -4x6 4.0'r 4 (�( M -1.5x4 3.011 e M -3x8 L 15-06 15-06 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq-1.00 1- 2=( 0) 38 2- 8=-123) 1357 3- 8= -416) 144 2- 3=(-1460) 176 8- 6=1-150) 1357 8- 4= 0) 372 3- 4=(-1045) 79 8- 5--1-416) 144 4- 5=(-1045) 79 5- 6=(-1460) 176 6- 7=( 0) 38 BEARING MAX VENT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ. IN. SPECIES 0'- 0.0" -66/ 743V -30/ 30H 3.50" 1.19 ( 625` 15'- 6.0" -66/ 743V 0/ OH 3.50" 1.19 OF ( 625) VERTICAL DEFLECTION LIMITS: LL --L/360, TL --L/240 MAX LL DEFL = 0.036" @ -2'- 0.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ -21- 0.5" Allowed = 0.208" MAX LL DEFL = -0.048" @ 7'- 9.0" Allowed = 0.497" MAX TL CREEP DEFT, = -0.136" @ 71- 9.0" Allowed = 0.746" MAX LL DEFT, = 0.036" @ 17'- 6.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ 17'- 6.5" Allowed = 0.208" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.088" MAX HORIZ. LL DEFL = 0.015" @ 15'- 2.5" MAX HORIZ. TL DEFL = 0.029" @ 151- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDIr8.4,BCDL=3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor -1.6 Truss designed for wind cads in the plane of the truss only. 15-06 12 a 3.50 .� -7•TCi • • 2-00 DATE__BY Scale: 0.3603 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an Individual building component Applicability of design parameters and proper incorporation of component is the responsibility of the building desgner. 2. Des assumes the top and bottom chords to be laterally braced of 2' o.c. and at 10' o.c. respectively unless braced throughout their len th by continuous sheathing such as plywood sheathing(TC) and/or drywall). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a non -corrosive environment, and are for 'dry condition" o1 use. 6. Destgn 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 Imes 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 (MTek) C 66864 5' 6 _ 7 * EXP. 09/3012016 t` CIV1�. F OF CA1.1F� LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x4 DF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <-- 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 25.0" 0.0" Connector plate pre fixdesi ators: C,CN C18,CN18 (or no prefix= CoagluTrus, Inc M,M2bHS,M1BHS,Ml6 = MiIle k series TRUSS SPAN 15'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LL( 20.0)+DL( 14.0)ONDING TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACP NON -CONCURRENTLY. 7-09 4-03-03 12 3.501- N r, o d, I r, I� 0 -3x10 2-00 JOB NAME: Foremost Homes, LLC - B3 Truss: B3 DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253505 TRANS ID: 422029 M -1.5x4 7-09 7-09 7-09 11-02-13 15-06 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +, 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPWJICA in BCSI, copies of which will be furnished upon request. MTek USA, Inc./CompuTrus Software 7.6.6(1L) -E This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013ABC2012 MAX MEMBER FORCES 4W /GDF/Cq-1.00 1-2=( 0) 38 2-7=(-3349) 4377 3-7=(-971) 706 2-3=(-2253) 1170 7-6=(-3345) 4375 7-4=( -27) 373 3-4=(-1263) 442 7-5=(-971) 703 4-5=(-1264) 444 5-6=(-2257) 1172 BEARING MAX VERT MAX HORZ BRIG REQUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES 0'- 0.0" -285/ 757V -6120/ 61208 3.50" 1.21 DF ( 625; 15'- 6.0" -286/ 757V -6120/ 6120H 3.50" 1.21 DF ( 625) VERTICAL DEFLECTION LIMITS: LIrL/360, U --L/240 MAX LL DEFL = 0.036" @ -2'- 0.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ -2'- 0.5" Allowed = 0.208" MAX LL DEFL = -0.104" @ 41- 2.7" Allowed = 0.497" MAX TL CREEP DEFL = -0.186" @ 4'- 2.7" Allowed = 0.746" RECOMMENDED CAMBER (BASED ON DL DEFT,)= 0.088" MAX HORIZ. LL DEFL = 0.064" @ 15'- 2.5" MAX HORIZ. TL DEFT, = 0.078" @ 151- 2.5" GOND. 2: 6120.00 LBS SEISMIC LOAD. Design confores to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDI,•8.4,BCDL=3.0, ASCE 7-10, 1All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor --l.6 Truss designed for wind ioads in the plane of the truss only. 12 M -4x6 a 3.50 4.0" 4 ( f I M-1. 5x4 3.0" L_'� ®nA T t Q U I NTA 7 RR- I � SAFETY DEPT. M -3x8 M -3'x p p -H O O C® FOR CONSTRUCTION 15-06 15-06 Scale: 0.3545 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper Incorporation of component Is the responsibility of the building desWner. 2. Design assumes the top and bottom chords to be laterally braced aI Y o.c. and at 10' o.c. respectively unless braced throughout their len tit by continuous sheathing such as plywood sheaNhhg(TC) and/or drywall). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation of truss Is the responsibility of the respective contractor. 5. Design assumes busses are to be used in a noncorrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge N necessary. 7. Design assumes adequate drainage isprovided. 8. Plates shall be located on both faces of toss, 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 -1980 (MTek) C 66864 * EXP. 09/30/2016 * ClC)` \/ 9TF OF A1.1F�� LUMBER SPECIFICATIONS TC: 2x4 DF #2 BC: 2x6 DF SS WEBS: 2x4 DF STAND; 2x4 DF STUD A TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. OVERHANGS: 25.0" 0.0" Connector pplate prefix desi ators: C,CN C18,CN18 (or no prefix= ConlpuTrus, Inc M1M2&i,M18HS,M16 = MiTek series 15-06-00 GIRDER SUPPORTING 37-00-00 LOAD DURATION INCREASE = 1.25 (Non -Rep) LOADING TC UNIF LL( 40.0)+DL( 28.0)= 68.0 PLF 0'- 0.0" TO 15'- 6.0" V BC UNIT LL( 318.2)+DL( 342.5)= 660.7 PLF 0'- 0.0" TO 15'- 6.0" V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUDURtM OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT' NON -CONCURRENTLY. ( 2 ) complete trusses refired. Join together 2 ply with 3"x.131 DIA GUN nails s taggered at: 8" ac in 1 row(s) throughout 2x4 top chords, 8" oc in 2 rows) throughout 2x6 bottom chords, 9" oc in 1 rows throughout 2x4 webs. 7-09 3-08-12 5-09-12 12 3.501 -- M -3x6 M -3x4 N M -5x12 o d, I � II of - 9 10 -3x4 M -3x6 z1 -4x4 3-07 5-06-04 2-00 JOB NAME: Foremost Homes, LLC - B4 Truss: B4 DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253506 TRANS ID: 422029 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDP/Ccp1.00 1- 2=( 0) 38 2- 9=(0) 12986 9- 3=( 0) 1152 7-13=(0) 1148 2- 3=(-13612) 0 9-10=(0) 12868 3-10=(-1372) 174 3- 4=(-12152) 0 10-11=(0 11330 10- 4=( 0) 2224 4- 5=( -9676) 0 11-12= 0� 11330 4-11=(-2650) 0 5- 6=( -9676) 0 12-13=(0) 12872 11- 5=( 0) 5202 6- 7= -12152) 0 13- 8=(0) 12990 11- 6=(-2654) 10 7- 8=5-13616) 0 6-12=( 0) 2228 12- 7=(-1380) 178 BEARING MAX VERT MAX HORZ BRIG REQUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -43/ 5799V -6120/ 6120H 3.50" 9.28 DF 625) 15'- 6.0" 0/ 5647V -6120/ 6120H 3.50" 9.04 DF 625) VERTICAL DEFLECTION LIMITS: LL --L/360, TL --L/240 MAX LL DEFL = 0.009" @ -2'- 0.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.010" @ -2'- 0.5" Allowed = 0.208" MAX LL DEFL = -0.183" @ 7'- 9.0" Allowed = 0.497" MAX TL CREEP DEFL = -0.560" @ 7'- 9.0" Allowed = 0.746" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.381" MAX HORIZ. LL DEFL = 0.037" @ 151- 2.5" MAX HORIZ. TL DEFL = 0.076" @ 15'- 2.5" 7-09 7-09 9-08-04 11-09-04 15-06 I @f -6x6 6.0" 5�-Ir M -3x6 12 a 3.50 M -3x4 M -5x12 M -5x8 =1-4x4 M -3x6 7-09 9-11-12 11-11 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set font by TPIIWTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDIr8.4,BCDIr3.0, ASCE 7-10, ((All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), Load duration factor -1.6 Truss designed for wind loads in the plane of the truss only. F 9A QUINTA BOL�f15� G IS, SAFETY DEPT. A PROVED 5-006 FORtONSTRUCTION 15-06 I DATE _ BY Scale: 0.3545 GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and Is for an Individual building component Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' ox. respectively unless braced throughout their lenth by continuous sheathing such as plywood sheathing(TC) and/or drywalirc). 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 of 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 (MTek) _*\F 66864O EXP.OFcx1\Fj J LUMBER SPECIFICATIONS TC: 2x4 OF #2 BC: 2x4 OF #2 WEBS: 2x4 OF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Connector pplate prefix deai ators: C,CN C18,CN18 (or no prefix= CompuTrus, Inc M,M26iS,M18HS,M16 = M'Tek MT series Staple or equal at non-structural vertical members (uon). 12 3.501 TRUSS SPAN 9'- 6.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BM70M CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREME M OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOM M CHORD LIVE LOADS ACT NON -CONCURRENTLY. 4-09 JOB NAME: Foremost Homes, LLC - Cl Truss: C1 . DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253507 _TRANS ID: 422029 4-09 2-00 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of Ne building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set font by TPUWfCA in SCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E 9-06 3.p" 4-09 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER 0.00 IN SEISMIC Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor -1.6 Truss designed for wind ioads in the plane of the truss only. Note:Truss des'gn requires continuous bearing wall for entire span UON. 12 a 3.50 _ _ 1 O 0 M�1 CI -Ty OF LA QUIN BUILDING & SAFAppFtO��DEPT. ® 9-0 FOR CONSTRUCTION J- 2-00 DATE_BY Scale: 0.5799 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their lenih by continuous sheathing such as plywood sheathing(TC) and/or drywalirc). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation at truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a noncorrosive 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 -1998 (MTek) C 66864 'EXP'o 9130@016 \� CIV"_ ff/ OFF M -4x6 4.0" I I I I 0 M I � — I� O — — 0 6 M -3x4 M -1.5x4 JOB NAME: Foremost Homes, LLC - Cl Truss: C1 . DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253507 _TRANS ID: 422029 4-09 2-00 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of Ne building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set font by TPUWfCA in SCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E 9-06 3.p" 4-09 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER 0.00 IN SEISMIC Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor -1.6 Truss designed for wind ioads in the plane of the truss only. Note:Truss des'gn requires continuous bearing wall for entire span UON. 12 a 3.50 _ _ 1 O 0 M�1 CI -Ty OF LA QUIN BUILDING & SAFAppFtO��DEPT. ® 9-0 FOR CONSTRUCTION J- 2-00 DATE_BY Scale: 0.5799 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component Is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 10' o.c. respectively unless braced throughout their lenih by continuous sheathing such as plywood sheathing(TC) and/or drywalirc). 3. 2x Impact bridging or lateral bracing required where shown ++ 4. Installation at truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used In a noncorrosive 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 -1998 (MTek) C 66864 'EXP'o 9130@016 \� CIV"_ ff/ OFF This design prepared from computer input by IMPERIAL TRUSS AND LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/CC-1.00 _ 'IC: 2x4 OF #2 LOAD DURATION INCREASE = 1.25 1-2=( 0) 38 2-6=(0) 549 6-3=(6) 160 BC: 2x4 OF #2 SPACED 24.0" O.C. 2-3=(-622) 43 6-4=(0) 549 WEBS: 2x4 OF STAND 3-4=(-622) 43 LOADING 4-5 ( 0) 38 TC LATERAL SUPPORT <= 12"OC. UON. LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BM70M CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 25.0" 25.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 01- 0.0" -62/ 509V -25/ 25H 3.50" 0.81 DF16I25 Connector plate prefix desi ators: REQUIREMENTS OF CBC 2013 NOT BEING MET. 9'- 6.0" -62/ 509V 0/ ON 3.50" 0.81 DFS 6251 C,CN C18,CN18 (or no prefix= CompuTrus, Inc M,M26HS,M18HS,M16 = MiWk MT series BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BOTTOM CHORD LIVE LOADS ACT NON�OtiCURRENTLY. VERTICAL DEFLECTION LIMITS: LL L/360, H --L/240 MAX LL DEFL = 0.036" @ -21- 0.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ -2'- 0.5" Allowed = 0.208" MAX LL DEFL = -0.012" @ 41- 9.0" Allowed = 0.297" MAX LL DEFL = 0.036" @ 11'- 6.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ 111- 6.5" Allowed = 0.208" MAX TC PANEL TL DEFL = 0.056" @ 61- 9.8" Allowed = 0.383" RECOMMENDED CAMBER (BASED ON DL DEFL)=9.050" MAX HORIZ. LL DEFL = 0.003" @ 91- 2.5" MAX HORIZ. TL DEFL = 0.007" @ 91- 2.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind:. 110 mph, h=15ft, TCDir8.4,BCDIr3.0, ASCE 7-10, 4-09 All Heights), Enclosed, Cat.2, Exp C, MWFRS(Dir), 4-09 load duration factor -1.6 ioads 12 Truss designed for wind 12 in the plane of the truss only. 3.501 -33.50 iM-4x4 34.0" _ o M 2.0" , d l I C> -- 6 UI l� -3x4 M -1.5x4 - Y o & SAFETY)EPT. g I DING aPPROVED FOR CONSTRUCTION 4-09 9-06 2-00 9-06 2-00 BY DATE- JOB NAME: Foremost Homes, LLC - C2 Scale: 0.4924 Truss: C2 DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253508 TRANS ID: 422029 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2(4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component unfit after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. 6. This design Is furnished subjed to the limitations set forth by TPINVTCA in BCSI, copies of which will be fumished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Desgn assumes the top and bottom chords to be laterally braced ei 2' o.c, and at 10' o.c. respectively unless braced throughout their len continuous sheathing such as plywood sheet hIng(TC) endfor drywell(scby 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 it necessary. 7. Design assumes adequate drainage is provided. S. Plates shall be bated 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 (Mi rek) C 66864 * EXP. 09/301LO"/ gl3�j \� CIC1V O OF A�� LUMBER SPECIFICATIONS TC: 2x4 OF #1; 2x4 DF #16BTR T1-T3 BC: 2x4 OF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. Connector pplate prefix designators: C,CN C18,CN18 (or no prefix) = C®puTrus, inc M,M269,M18HS,M16 = MiTek MT series Staple or equal at non-structural vertical members (uon). TRUSS SPAN 37'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREKMS OF CBC 2013 NOT BEING MET. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18-06 9-00-14 M -3x6 MSHS-5x12(S) 0 0. 5" t M O I d =M -4x4 r -r t� CD M -165x4 M -3x4 8-11-02 2-00 18-06 27-11-02 12 3.50t_- M -4x8 4.0" 3 2. 76.25" M-5x8(S) L 18-06 28-00-1 37-00 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER Design conforms to main windforce-resisting system and ccnlonents and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.C, MIM(Dir), oad duration factor -1.6 Truss designed for wind loads in the plane of the truss only. Note: Outlooker truss. Upper top chords require same material as structural top chord. Connect with M -3x6 min typical 36"oc (uon). Note:Truss design requires continuous bearing wall for entire span UON. 18-06 37-00 JOB NAME: Foremost Homes, LLC - D1 -GABLE Scale: 0.2212 WARNINGS: GENERAL NOTES, unless otherwise noted: 1. Builder and erection contractor should be advised of all General Notes 1. This design Is based only upon the parameters shown and is for an individual Truss: DI -GABLE and Warnings before construction commences. building component. Applicability of design parameters and proper 2. 2(4 compression web bracing must be installed where shown •. Doorporation of component is the responsibility of the building designer. DES. BY: LJ 3. Additional temporary bracing to Insure stability during construction is the responsibility o1 the erector. Additional permanent bra of 2. Design assumes the top and bottom chords to be laterally braced of 7 o.c. and at 10' o.c. respectively unless braced throughout their le th by continuous sheathing such as plywood sheathingCTC) and/or drywall(C). DATE: 4/30/2015 the overall structure's the responsibility of the building designer. 3. 2z Impact bridging or lateral bracing required where shown ++ SEQ 6253509 4. No load should be applied to any component until after all bracing and fasteners 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be in a non .: TRANS I D : 422029 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 used -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge 8 fabrication, bandit fabrication, ng, shipment and installation of components. 6. This design is fumished subject to the limitations set forth by necessary. 7. Design assumes adequate drainage's provided. 8. Plates shall be located on both faces of truss, and placed so their center TPIANfCA in SCSI, copies of which will be furnished upon request lines coincide with joint center lines. III II VIII VIII I II VIII I I VIII IIII IIII MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E 9. if Dits ndicate size of plate In 10. Fo basic connector plate design values see ESR -1311, ESR -1988 (Mi rek) M -3x4 C 66864 _ 7 * EXP. 09/30/2016 gl 70I\ rj 9TF OF A�\F�E� LUMBER SPECIFICATION TO: 2x4 DF #1&BTR; 2x4 DF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 DF STAND TO LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 25.0" 0.0" Connector plate prefix des'9�ators: C,CN C18,CN18 (or no prefix) = Ca Trus, Inc M1M26HS,M18HS,M16 = MiTek Mf series 6-09-07 ko 0 0 �o c I M o -3x10 L L L 2-00 JOB NAME: Foremost Homes, LLC - D2 Truss: D2 DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253510 .TRANS ID: 422029 I III II VIII VIII I II VIII VIII VIII II I 12 3.501 M -1.5x4 9-08-09 TRUSS SPAN 37'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 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. 18-06 12-07-11 M-5x8(S) 0.25" 18-06 24-04-05 M -4x6 4.0" 5 3.0" M -3x4 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cq-1.00 1- 2-- 0� 38 2- 9=(-254) 3848 3- 9=(-474) 101 2- 3= -4083 301 9-10=(-175) 3174 9- 4=( 0) 505 3- 4=(-3653) 265 10-11=(-160) 3175 4-10--(-920)106 4- 5=(-2561) 229 11- 8=(-250) 3850 10- 5= -56) 1070 5- 6=(-2561) 236 10- 6=(-920 102 6- 7= -3654 264 6-11=( 0 505 7- 8= -4086) 307 11- 7=(-476 111 BEARING MAX VERT MAX HORZ BRIG REQUIRED HRG AREA LOCATIONS REACTION REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -95/ 158N -55/ 63H 3.50" 2.54 OF ( 625) 37'- 0.0" -46/ 1443V 0/ OH 3.50" 2.31 DF ( 625) VERTICAL DEFLECTION LIMITS: IL=L/360, TL --L/240 MAX LL DEFL = 0.036" @ -21- 0.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ -2'- 0.5" Allowed = 0.208" MAX LL DEFL = -0.313" @ 181- 6.0" Allowed = 1.214" MAX TL CREEP DEFL = -0.907" @ 18'- 6.0" Allowed = 1.821" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.598" MAX HORIZ. LL DEFL = 0.095" @ 361- B.5" MAX HORIZ. TT" DEFL = 0.183" @ 36'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDIr8.4,BCDI--3.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), load duration factor -1.6 Truss designed for wind loads in the plane of the truss only. 18-06 30-02-09 37-00 M -3x4 'D"25" MZ M -5x8(5) 18-06 27-03-07 37-00 Scale: 0.2098 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2z4 compression web bracing must be installed where shown +, 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and Installation of components. 6. This design Is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design Is based only upon the parameters shown and is for an individual building component Applicability of design parameters and proper Incorporation of component is the responsibility of the building des'yner. 2. Design assumes the top and bottom chords to be laterally braced at 7 ox, and at 10' o.c. respectively unless brand throughout their leby continuous sheathing such as plywood sheathing(TC) and/or drywall). 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) 12 a 3.50 M -1.5x4 37-00 C 66864 * EXP. 09/30/2016 \T CIVIC F OF CA.0 LUMBER SPECIFICATIONS TC: 2x4 DF #16BTR; 2x4 DF #2 T2 BC: 2x4 DF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. DON. BC LATERAL SUPPORT <= 12"OC. DON. OVERHANGS: 25.0" 0.0" Connector plate prefix desi ators: C,CN C18,CN18 (or no prefix= CampuTrus, Inc M,M26HS,M18HS,M16 = M1Tek series JT 2: Heel to plate corner = 2.25" TRUSS SPAN 36'- 8.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MEP. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18-06 6-09-07 12-07-11 If 12 3.50 -- M-5x8(S) 0.25" M-1.5x4 18-06 24-04-05 M -4x6 4.0" 5 W -"r 3.10 M -3x4 This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/01.00 1- 2=0) 38 2- 9=(-254) 3811 3- 9=(-475) 101 2- 3=5-4045) 299 9-10=(-175) 3136 9- 4=( 0) 505 3- 4=(-3614) 262 10-11=(-158) 3101 4-10=(-920) 106 4- 5=(-2521) 227 11- 8=(-241) 3674 10- 5=( -55) 1048 5- 6=(-2522) 233 10- 6=(-879) 101 6- 7=(-3539 258 6-11=( 0 460 7- 8=(-3916 296 11- 7=(-396) 103 BEARING MAX VERT MAX HORZ BRG REQUIRED BRIG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -95/ 1576V -54/ 62H 3.50" 2.52 DF ( 625) 36'- 8.5" -46/ 1431V 0/ ON 3.50" 2.29 DF ( 625) VERTICAL DEFLECTION LIMITS: LL --L/360, TL --L/240 MAX LL DEFL = 0.036" @ -21- 0.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ -21- 0.5" Allowed = 0.208" MAX LL DEFL = -0.299" @ 181- 6.0" Allowed = 1.204" MAX TL CREEP DEFL = -0.864" @ 18'- 6.0" Allowed = 1.806" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.572" MAX HORIZ. LL DEFL = 0.092" @ 36'- 5.0" MAX HORIZ. TL DEFL = 0.178" @ 361- 5.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, 7CDL=8.4,BCDL=3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor -1.6 Truss designed for wind ioads in the plane of the truss only. 18-02-08 30-02-09 36-08-08 12 a 3.50 M -1.5x4 /' 1u.25 1 ufL-L./tl v- -- -3x8 M -3x4 M -5x8 (S) M- x4 APPROVED CONSTRUCTION 9-08-09 18-06 27-03-07 36-08-08 2-00 36-08-08 DATE__ - JOB NAME: Foremost Homes, LLC - D3 Truss: D3 DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253511 -TRANS ID: 422029 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to Insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1Q -E Scale: 0.2115 GENERALNOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and Is for an individual building component Applicability of design parameters and proper incorporation of component is the responsibility tithe 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 len 0qth by continuous sheathing such as plywood she rt i '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 noncorrosive environment, and are for'dry condition' of use. 6. Design assumes full bearing at all supports shown. Shim or wedge 6 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 (MTek) W C66864 '7* EXP. 09130/2016 Alf 'Olx�7 CIVIC ATF OF CAl\F��/ iiiiiii LUMBER SPECIFICATIONS TC: 2x4 DF #16BTR• 2x4 DF #2 T2 BC: 2x4 OF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 25.0" 0.0" Connector plate prefix designators: C,CN C18,018 (or no prefix) = Co Trus, Inc M,M26HS,M18RS,M16 = MiTek tYt series JT 2: Heel to plate corner = 2.25" 6-09-07 12 3.50 JOB NAME: Foremost Homes, LLC - D3 -DRAG Truss: D3 -DRAG DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253512 TRANS ID: 422029 TRUSS SPAN 36'- 8.5" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BO14OM CHORD = 5.0 PSF TOTAL LOAD = 39.0 PSF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF CBC 2013 NOT BEING MET. BOTIOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. 18-06 12-07-11 18-06 24-04-05 M -4x6 4.0" 5 !f This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/01.00 1- 2=( 0) 38 2- 9=(-870) 3812 3- 9=(-475) 101 2- 3=(-4045) 299 9-10=(-813) 3250 9- 4=( 0) 505 3- 4=(-3614 262 10-11=(-859 3267 4-10=(-920 106 4- 5=(-2521) 227 11- 8=(-954 3790 10- 5=( -55) 1048 5- 6=(-2522) 233 10- 6=(-879) 101 6- 7=(-3539) 258 6-11=( -12) 460 7- 8=(-3916) 296 11- 7=(-396) 120 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -95/ 1576V -3000/ 3000H 3.50" 2.52 DF ( 625) 36'- 8.5" -46/ 1431V -3000/ 3000H 3.50" 2.29 DF ( 625) VERTICAL DEFLECTION LIMITS: IL --L/360, TL --L/240 MAX LL DEFL = 0.036" @ -21- 0.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ -2'- 0.5" Allowed = 0.208" MAX LL DEFL = -0.299" @ 18'- 6.0" Allowed = 1.204" MAX TL CREEP DEFL = -0.864" @ 181- 6.0" Allowed = 1.806" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.575" MAX HORIZ. LL DEFL = 0.092" @ 36'- 5.0" MAX HORIZ. TL DEFL = 0.178" @ 361- 5.0" GOND. 2: 3000.00 LBS SEISMIC LOAD. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDL=3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor -1.6 Truss designed for wind ioads 18-02-08 in the plane of the truss only. 30-02-09 36-08-08 12 a 3.50 LUMBER SPECIFICATIONS TC: 2x4 OF #16BTR; 2x4 OF #2 72 BC: 2x4 DF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 25.0" 0.0" Connector pplate prefix desi atora: CCN C18 (le (or no prefix= CompuTius, Inc M, M26HS,M18HS,M16 = MiTek series TRUSS SPAN 37'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 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-CONCURRENPLY. This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER F bM 4W /GDP/01.00 1- 2=( 0) 38 2- 9=(-254) 3848 3- 9=(-474) 101 2- 3=(-4083) 301 9-10=(-175) 3174 9- 4=( 0) 505 3- 4=(-3653) 265 10-11=(-160 3175 4-10=(-920) 106 4- 5=(-2561) 229 11- 8=(-250; 3850 10- 5=( -56) 1070 5- 6=(-2561 236 10- 6=(-920) 102 6- 7=(-3654` 264 6-11=( 0) 505 7- 8=(-4086) 307 11- 7=(-476) 111 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -95/ 1587V -55/ 63H 3.50" 2.54 OF ( 625) 37'- 0.0" -46/ 1443V 0/ OH 3.50" 2.31 OF ( 625) VERTICAL DEFLECTION LIMITS: 11=L/360, TL --L/240 MAX LL DEFL = 0.036" @ -2'- 0.5" Allowed = 0.139" MAX TT, CREEP DEFL = -0.042" @ -2'- 0.5" Allowed = 0.208" MAX LL DEFT, = -0.313" @ 181- 6.0" Allowed = 1.214" MAX TT, CREEP DEFL = -0.907" @ 18'- 6.0" Allowed = 1.821" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.598" MAX HORIZ. LL DEFL = 0.095" @ 361- 8.5" MAX HORIZ. TT. DEFL = 0.183" @ 361- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDIr8.4,BCDlr3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor -1.6 Truss designed for wind ioads in the plane of the truss only. 18-06 18-06 6-09-07 12-07-11 18-06 24-04-05 30-02-09 37-00 12 12 3.50 r-- M -4x6 a 3.50 4.0" LUMBER SPECIFICATIONS TC: 2x4 OF #2; 2x4 DF #16BTR T1 BC: 2x9 OF #2 WEBS: 2x4 DF STAND TC LATERAL SUPPORT <-- 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. OVERHANGS: 25.0" 0.0" Connector plate prefix desi ators: C,CN C18,CN18 (or no prefix= C1m p1lTrvs, Inc M,M269,M18HS,M16 = MiTek MT series ko 0 0 ko I12: 0 0 TRUSS SPAN 37'- 0.0" LOAD DURATION INCREASE = 1.25 SPACED 24.0" O.C. LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF DL ON BOTTOM CHORD = 5.0 PSF TOTAL LOAD = 39.0 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-CONCURRERMY. This design prepared from computer input by IMPERIAL TRUSS AND LUMBER CBC2013/IBC2012 MAX MEMBER FORCES 4W /GDF/Cg=1.00 1- 2=( O) 3B 2- 9=-229 3335 3- 9=( 488) 102 2- 3=(-3546) 270 9-10=i -143) 2644 9- 4=( 0) 507 3- 4=(-3107) 233 10-11=( -104) 2125 4-10=( -926) 107 4- 5=(-2003) 195 11-12=( -105) 1514 10- 5=( -37) 756 5- 6=(-2002) 201 12- 8=(-1303) 111 10- 6=( -318) 78 6- 7=(-2085) 180 6-11=( -293) 47 7- 8=( -100) 1441 11- 7=( 0) 534 7-12=(-3307) 254 BEARING MAX VERT MAX HORZ BRG REQUIRED PRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 01- 0.0" -91/ 1428V -55/ 63H 3.50" 2.28 DF ( 625) 33'- 6.0" -46/ 1817V 0/ OH 3.50" 2.63 DF ( 625) 37'- 0.0" -214/ OV 0/ ON 3.50" 0.00 OF ( 625) VERTICAL DEFLECTION LIMI'T'S: IdrL/360, TL --L/240 MAX LL DEFL = 0.036" @ -2'- 0.5" Allowed = 0.139" MAX TL CREEP DEFL = -0.042" @ -2'- 0.5" Allowed = 0.208 MAX LL DEFL = -0.205" @ 121- 7.2" Allowed = 1.102" MAX TT, CHEEP DEFL = -0.591" @ 121- 7.2" Allowed = 1.653" MAX TC PANEL LL DEFL = 0.016" @ 331- 8.8" Allowed = 0.357" MAX TC PANEL TL DEFL = 0.085" @ 331- 8.8" Allowed = 0.535" RECOMMENDED CAMBER (BASED ON DL DEFL)= 0.392" MAX HORIZ. LL DEFL = 0.061" @ 331- 6.0" MAX HORIZ. TL DEFL = 0.118" @ 33'- 6.0" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 110 mph, h=15ft, TCDL=8.4,BCDIr3.0, ASCE 7-10, lAll Heights), Enclosed, Cat.2, Exp.C, MWFRS(Dir), oad duration factor -1.6 Truss designed for wind ioads 18-06 18-06 in the plane of the truss only. 6-09-07 12-07-11 18-06 24-04-05 30-02-09 37-00 12 3.50 M -4x6 4.0" 5 4! r 12 a 3.50 M-5x8(S) 9-08-09 18-06 27-03-07 33= 6 - 2-00 1PROVIDE FULL BEARING:Jts:2.12.8 37-00 JOB NAME: Foremost Homes, LLC - D5 Truss: D5 DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253514 .TRANS ID: 422029 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown *. 3. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. 4. No load should be applied to any component until after all bradng and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design Is furnished subject to the limitations set forth by TP1/WTCA in SCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1 L) -E Scale: 0.1973 GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 7 o.c. and at 117 o.c. respectively unless braced throughout their len by by continuous sheathing such as plywood sheathing(TC) and/or drywall3pl ). 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 noncorrosive environment. and are for "dry condition* o1 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 (MTek) C 66864 * EXP. 0913012016 �!l3011 CI\ / '91�c OFF A`\F�� This design prepared from computer input by IMPERIAL TRUSS AND LUMBER LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 00 LBS SEISMIC IANO. * TC: 2x4 OF #1; OF ##12aBTR T1-T3 LOAD DURATION INCREASE = 1.252X4 SPACED 29.0" O.C. Desi conforms to main windforce-resisting BC: 2x4 DF system and coopo ents criteria. n and cladding WEBS: 2x4 DF STAND LOADING LL( 20.0)+DL( 14.0) ON TOP CHORD = 34.0 PSF Wind: 110 h h=15ft, TCDIr8.4,BCDL=3.0, ASCE 7-10 TC LATERAL SUPPORT <= 1210C. UON. DL ON BOTTOM CHORD = 5.0 PSF All Heights), Enclosed, Cat.2, C � 9 , ). Exp.C, +S(Du)r BC LATERAL SUPPORT <= 1210C. UON. TOTAL LOAD = 39.0 PSF oad duration factor -1.6 Truss designed for wind ioads Connector pplate prefix deli ators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. C,CN C18,CN18 (or no prefix= CompuTrus, Inc M,M25HS,M18HS,M16 = MiTek MT series REQUIRROM OF CBC 2013 NOT BEING MET. Note: Outlaoker truss. r t chords same material Upper top require BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP as structural top chord. Connect with M -3x6 min typical 36"oc (uon). Staple or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON -CONCURRENTLY. vertical members (uon). qqnn �e:Trusbearinges' foer entire spanires uUON. 16-06 18-06 9-00-14 18-06 27-11-02 37-00 + 12 3.501 M -4x8 4.0" 3 M -3x6 MSHS-5x12(S) 2" 0 1 0. 5" M -3x6 M O � d =M -4x4 M- x4 I O o M -165x4 70.25" m-& PRO ED M -3x4 M-5x8(S) v M- x4 F R CONSTRUCTION 8-11-02 18-06 28-00-14 i 37-00 2-00 37-00 ATC_.— BY JOB NAME: Foremost Homes, LLC - D6 -GABLE Scale: 0.2212 Truss: D6—GABLE DES. BY: LJ DATE: 4/30/2015 SEQ.: 6253515 TRANS ID: 422029 WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be Installed where shown +. 3. Additional temporary bradng to insure stability tluring construction is the responsibility of the erector. Additional permanent bradng of the overall structure is the responsibility of the building designer. 4. No bad should be applied to any component until after all bradng and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPUWfCA In BCSI, copies of which will be furnished upon request. MiTek USA, Inc./CompuTrus Software 7.6.6(1L) -E GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component's the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at T o.c. and at 10' o.c. respectively unless braced throughout their len88tit by continuous sheathing such as plywood sheaNing(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. S. Design assumes trusses are to be used in a non-oorrosive 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 (MTek) C 66864 '7 r * EXP. 09/30/2016 gl7ol�5 CIC1-j 9TF OF H LaVT QtTY :AUQf'. REPORT 'I WIN: TIME -OUT -WE OF INSPECTION: PLANT NAME�W, PLANT-LOCATfM _�A i0e ,_aA PLANT MANGER A0 -4 -?AjeQf. PLANT M -_ ��•�.L a�1T,�Y..t-Yo� `,�o.•' '.j�?eYCi: �= _ t..�.. fii _ :?fl,,:;�.�y LSA[>...cJ} ;2 yy [i �'s �d"r i .::.,`G t!1.+ j �.4�' F:'1�f'�'L.''. "C"'; �.:•M::ti\?r.:+h�iY:f:!' J' s.. x�.�. YL}'`N .i;$iry`'�,.'r^,.N_:�.:3' L� :7; ... �. , I is'<+`£4:iyl�:•�5,`iii •aL slS;1X:°?UTii�.:1Cf'. ':'}c � �� hi�l�l � ,N •..ti. - a�, '2a Rt?�:'s:srvra.:t• _ k•. -. . p � ��, . �� r.: 3•:Y.�A� clary �i�� :.� _'�i;>�� � �:„ J'_..�v5 r- . Y-°l•C n� 3 `."� <tit'.3Q,+>'_ ����F �� •..:�' _ _ -• '.i,.� r?f:i?�;-.`..oi�:' �-'ttr'Yn'' p �} .P""• � • v r �F ���7��.f�:76r `YcL• Q � Y•:. ' .': l' Y wC�:i'4�'Yw`F: tS::XEi, t! %k�'. y'4� i�'.� , ��l i,� I'��..�i' -di.•.��cQc�_ fdS�1-�'da-�1 ,4:• .�,.=�.,.r; �V�ti'' r.• e•• OEM" L �' c�w�f-,•-�ew,�.3�:ci�,...�'.s°ak,'`i�'. G .. C 1••• aL4S`t'"a�� �. ! t. . ' r min ■ ■ ■ i ■ ■ ■• ■+ it ■+ ■. ■.: ■. �1' ■• ' 111 EMBM,, : 'ra. L .'� a � OF LA QUINTA SAFETYCITY BUILDING & 'FOR �il�• :I� ,r- . _ CONSTRUC (j, 1s�Slb."lti4v_!N!F�4'F SL_ _..�d�j.�vtt�iw3as7�..�t3fbtw»,•�3c�.,-•c_mix.x�vc�xrsaoa.a�oot•�aa:�rrca... .-:cs�. b j •T 5 a ..! e •' • I - old ON NOTICE El suspENDED a lw A 19 0 Kom a *614)'1 --w-62 PLANT -WHITE OFFICE -CANARY INSPECTOR -PINK SUPERVISOR -SLUE U m H D r c m r - c m w m D m m m N ICG -ES Evaluation Report vvwhn,,icc-es.org 1 (800) 423-6587 1 (562) 699-0543 DIVISION: 06 00 00 -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 (314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek' TRUSS CONNECTOR PLATES: TL18, MT18, MTI8HS-, M.18SHS-, TL20 and MT20 1.0 EVALUATION SCOPE Compliance with the following codes: 0 2009 International Building Code® (2009 IBC) 0 2009 international Residential Code (2009 IRC) 0 2006 International Building Code (2006 IBC) E 2006 International Residential Code® (2006 IRC) c 1997 Uniform Building CodeTA4 (UBC) Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood -frame trusses. 3.0 DESCRIPTION 3.1 MiTek' TL18 and MT18: Models TL18 and MT18 metal truss connector plates are' manufactured from minimum No. 18 gage [0.0466 inch total thickness (1.18 mm)), ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0456 inch (1.16 mm). The plates have teeth 3/s inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth.per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4' mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between lo4iudinal centerlines of the slots is 0.25 "inch (6.35 mm). There are eight teeth per square inch (645 mm`) of sur'ace area. Plates are available in 1/2 -inch (12.7 mm) width increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. F-= n - Z 9- A9 " Hels fu5DeWb J(, 2010 This report is subject oeege A years. A Subsidiary of the 06 LJ_ 3.2 MiTek® MT1'8HSTm: n (3 CL Model 1018HST'' metal tr ss` co "xk eates a manufactured from minimum N a• 10466 inc total thickness (1.18 mm)], Adirt'h6, grade 19, high-strength, low -alloy ste 1 ) with a 0 galvanization coating [0.0005 ni ness on each side (0.013 mm)) and having a ba - ickraess et0-0456- inch (1.16 mm). The plate has teeth 31A inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of the slots is 0.25. inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in '/2 -inch (12.7 mm) width increments, up to 12 inches 1,304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.3 MiTek®M18SHSTm: Model M18SHST"' metal truss connector plates are manufactured from minimum No. 18 gage [0.0466 -inch (1.18 mm) total thickness], hot -dipped galvanized steel that meets the reauirements of ASTM A 653 SS, Grade 80 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base metal thickness of 0.0456 inch (1.16 mm). The plates have 3l6 -inch -long (9.5 mm) teeth, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on center. The transverse centerlines of adjacent slots are staggered 0.10 inch (2.54 mm). The distance between longitudinal centerlines of slots is 0.25 inch (6.35 mm). There are eight teeth per square inch (645 mm2) of surface area. Plates are available in'/2-inch-width (12.7 mm) increments, up to 12 inches (304.8 mm), and lengthwise in 1 -inch (25.4 mm) multiples. See Figure 1 for details. 3.4 MiTek° TL20 and MT20TM: Models TL20 and MT20T" metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A 653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have teeth 3/8 inch (9.5 mm) long, punched in pairs formed at right angles to the face of the parent metal so that two teeth per hole occur along the length. The spacing along the longitudinal direction of each punched slot is 1 inch (25.4 mm) on 'Revised April 2011 ICC -ES Evaluation Reports are not to be construed as rcpresentmg or_atheucs nr any other attributes not apecijicall , oddreased, nor are they to hr, concnued as on endorsement orthe.cubtect of the repos nr o recnmmendonon to its arc. Dim a n„ u•arraoi. by ICC ia•afuation Service. LLC, esnrres at entnhed, as ;4-C in Ony finding or atner moiw fl+ this report, or' as to ony pruduct covered b,J rite repan. COpyriphl © 2011 Paue 1 of 3 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown +. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication, handling, shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI, copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component. Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2' o.c. and at 10' o.c. respectively unless braced throughout their length by continuous sheathing such as plywood sheathing (TC) and/or drywall (BC). 3. 2x Impact bridging or lateral bracing required where shown + +. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non -corrosive environment, and are for "dry condition" of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss, and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR -1311, ESR-1988(MiTek). QFtOF ESS/O\ i"'1 q( N0. 0806 EXP. 3/31/15 4111/3 EN G< A �Q \rF OF CAUFO�/ FOR GABLE ENDS UNDER 6'-1" IN HEIGHT C o m p uTr u s . Inc. MINIMUM GABLE STUD GRADE - 2x4 STUD GRADE DOUG -FIR Custom Software Engineering Manufacturing (2) BRACING FOR GABLE END FILE NO: GABLE 90C (- 6'-1") DATE: 07/01109 REF: 25-15 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 %CE AT 16-0" o.c. OR AT RLINE. ATTACH WITH 16d 'H OWN IN (). RAL M-2.'. 4TE /99,0FESS/p q Design conforms to Main Windforce-Resisting System also Components and Cladding criteria. Wind: .90 mph, h=30ft max, ASCE 7-05, Enclosed, Cat.2, Exp.C, gable end zone, load duration factor=1.6 M -2.5x4 wV m `Y No.0806 llili5�EXP".3 �4EGk �P TFOF CAUFO' CUTOUT FOR 4x2 OUTLOOKER OFF STUD 1 1x4 ADD-ON. ATTACH WITH 8d NAILS AT 9" o.c. CENTER VERTICALS VARYAS REQUIRED BY VENT SIZE OR OUTLOOKER - CUTOUT FOR 4x2 OUTLOOKER I CITY bFuLA QUINTA 8�%UILDING & SAFETY DEPT, APPROVED FOR CONSTRUCTION "NATE BY CmpmpuTlrus, nnr. FRAMING DETAILS WHERE HIP TERMINATION Custom Software Engineering Manufacturing POINT DOES NOT MEET WITH COMMON TRUSS. SHAPED BLOCK CR OSS BLOCK :TER ON ENGINEERING ��PROFi�0; 4� FILE NO: CALIF HIP DETAIL DATE: 07/23/08 REF: 25,15-1 DES: SC IBC 2009 / CBC 2010 SEQ: S151508 L N0806 EX 31 EN G`'kA �P �TF OFC AUFO�/ A -A L HIPTRUSS See Engineereing for Details �•��F 2x4 Vertical at •li . i 1�4'-D' o.c. typical 2x4 LATERAL BRACING AS SECTION A -A SPECIFIED ON ENGINEERING COMPUMPUS, Inc- Custom Software Engineering Manufacturing PRESSURE BLOCKING DETAIL FOR END JACK BOTTOM CHORD UP TO 8'-0" AT HIP NO. 1 WITH CEILING LOAD OF 10psf 3-1( L L Bottom chord of Hip 2'-0" oc typical No. 1 truss NOTE: Attach 2x4 Doug Fir pressure block to bottom chord of hip no. 1 with 4-16d nails. Bottom chords of end joints are attached with 3-10d nails at each end of the pressure block. FILE NO: PRESSURE BLOCKING DATE: 01/20/08 REF: 15,25-1 IBC 2009 / CBC 2010 SEQ: S5480564 QFLOFESSION tJ N0 0!08"6 EXP. 3/31/15 co" til/13 ENGt���� P OF CALtF Hip No. 1 truss Od SIDE VIEW end jack pressure block 3-10d CITY OF LA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE -By ALTERNATE FRAMING DETAIL AROUND 30" ACCESS Cocnpu%Us. Inc - Custom Software Engineering Manufacturing TYPICAL ROOF TRUSS LAYOUT Qq,0FESS/0Z',7 EXP.3/3'11'1; N G\N�� �P \TF OF CAUFO`�� L 24' L 24' L 24' L 24" L 24 L 24' L 24- t NOTE: REFER TO APPROPRIATE ENGINEERING DETAIL FOR TRUSS TYPES DESIGNED FOR OVERSPACING. ADJUSTED ROOF TRUSS LAYOUT single member common (net 24" o.c.) 24' L 24' L 21' L 30" dear 1 21' L 24' L 24' 1 Seclidn A -A FILE NO: 30" ATTIC ACCESS DATE: 07/23/08 REF: 25-1 IBC 2009 / CBC 2010 SEQ: S5480563 Ladder Frame Between trusses with 2x4 at 48" o.c. Section A -A (bottom view) CompuTri us. Inc. Custom Software Engineering Manufacturing +Install 2X4 bracing at flat top chord areas at 2'-0' o.c. unless otherwise noted AA_1v1AT%Jr PTIr'AI C I Ir1N I TYPICAL HIP OVERFRAMING DETAIL . M-WATVERTICALS. UON. 1 / M -4x6 + + * + Hip p3 • 81 + + + + Hip If FILE NO: HIPOVERFRAMING DETAIL DATE: 07/01/09 REF: 25,15-1 IBC 2009 ! CBC 2010 SEQ: 5482635 ,?,OFESSi `CrN0. 0806 EXP. 3/31/15 s,T . U ✓ �P �OF CAL1F(3� #1 8'-0" Hip 44 101-01 I + + + m Hip tt2 For Truss Details not shown see appropriate CompuTrus Note: Flat over framing material to be equal or better in size of flat portion of structural member. j1 1 1 v. BUILDING & SAFETY DEPT e APPROVED rOR CONSTRUCTION ) BY ATEA— -.1 CompuTrus, Inc. Custom Software Engineering Manufacturing LUMBER SPECIFICATIONS.- 2X4 PECIFICATIONS:2X4 #2 DF -L CHORDS 2X4 STD. DF -L STUDS M -4x4 M -5x6 FILE NO: SC GABLE END DATE: 07/01/09 REF: 25-1 IBC 2009 / CBC 2010 SEQ: 5482634 A CUTOUT FOR 2x4 'OFF STUD" ADD-ON SAME SIZE AND ------- GRADE AS TOP CHORD --------------- WITH - - _,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" 2x4 CONST. DOUG. STAPLES ON OTHER SIDE FIR AT 32" O.C. 2x4 BLOCK w/3 -16d EACH END MINIMUM GRADE CHORDS FleEtz, EM AND STUDS 1 -p^ 4 -16d M -3x6 MIN. OR USE SAME SIZE AS ON TRUSS BALLOON FRAME BEARING WALL TO SCISSOR BOTTOM CHORD SCISSOR GF A END FRAME 16d AT 24" 0. C. 1 BEARING CONNECTIONSARETHE SOLE RESPONSIBILITY OF THE ENGINEER OF RECORD. DETAILS ON THIS PAGE ARE SUGGESTIONS ONLY ANDARE NOT INTENDED TO BE UTILIZED WITHOUTTHE BUILDING ENGINEER'S APPROVAL. QROFESS/Oro _2 u '� m r No. 0806 7o EXP. 3/31/15 G�< ENG1N�`G sT�TF OF CALIFD��,P 2x4 CONTINUOUS BACKING WITH 16d NAILS AT 24" O.C. TO WALL PLATE SECTION A JANUARY 1, 2009 1 SCAB APPLIED OVERHANGS 2x_ SCAB LY IV Il1/� � •"" ` 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 usA, Inc. Page 1 of 1 m QROF ESS/ pN� 0 SOON 0 ti 74486 c rn * EX �r31-13� IC 1-215, OF CALF O TRUSS CRITERIA: LOADING: 40-10-0-10 =0Q 0 00 DURATION FACTOR. 1.15 CL SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 LL1 ® O L U PITCH: 4/12 12/12 U - MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 2a C>CEEL END BEARING CONDITION LL NOTES: ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SYP, DF) TO ONE FA Cf)®� EW. / SI 6L 0 TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (.148"DIA. x 3") S 6" O.C. V U z THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL B cc:2. S>8H0 < O AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. J LL 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMM D� TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR P EP 2x_ SCAB LY IV Il1/� � •"" ` 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 usA, Inc. Page 1 of 1 m QROF ESS/ pN� 0 SOON 0 ti 74486 c rn * EX �r31-13� IC 1-215, OF CALF EBRUARY 14, 2012 1 CONVENTIONAL VALLEY FRAMING DETAIL I ST-VALLEYI 00 MID 0 00 0 00 Baa MiTek USA, Inc. RIDGE BOARD ( SEE NOTE #6) POST MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS TRUSS TYPICAL (24" O.C. ) GABLE END, COMMON TRUSS rLHIV OMU I IVIV GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING, ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48'0.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 -)NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X .131")TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5- X.131.) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131') TOE -NAILS. ESS/O� 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. Q?,OF SOON F 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. Q Q !�� O O FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5' X.131-) NAILS. G) 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN " 74486 m YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED m (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. EX 1-13 * . • . POST MiTek USA, Inc. GABLE END, COMMON TRUSS OR GIRDER TRUSS TRUSS TYPICAL (24" O.C. ) GABLE END, COMMON TRUSS rLHIV OMU I IVIV GENERAL SPECIFICATIONS 1. WITH BASE TRUSSES ERECTED (INSTALLED), APPLY SHEATHING TO TRUSS MUST BE SHEATHED NOTE: 48" O.C. MAXIMUM POST SPACING TOP CHORD OF SUPPORTING (BASE) TRUSSES. LIVE LOAD = 30 PSF (MAX) 2. BRACE BOTTOM CHORD AND WEB MEMBERS PER TRUSS DESIGNS. DEAD LOAD = 15 PSF (MAX) D.O.L. INC = 1.15 3. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF ASCE 7-98, ASCE 7-02, ASCE 7-05 90 MPH (MW FRS) THE (a.) GABLE END, (b.) GIRDER TRUSS OR (c.) COMMON TRUSS TO THE ROOF SHEATHING, ASCE7-10 115 MPH (MW FRS) 4. INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPORTING TRUSS WITH (2) 16d (3.5"X.131") NAILS. 5. SET 2 x 6 #2 RIDGE BOARD. SUPPORT WITH 2 x 4 POSTS SPACED 48'0.C.. BEVEL BOTTOM OF POST TO SET EVENLY ON THE SHEATHING. FASTEN POST TO RIDGE WITH (4) 10d (3" X.131 -)NAILS. FASTEN POST TO ROOF SHEATHING WITH (3) 10d (3" X .131")TOE-NAILS. 6. FRAME VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE BOARD. MAXIMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d (3.5- X.131.) TOE -NAILS. FASTEN VALLEY RAFTER TO VALLEY PLATE WITH (3) 16d (3.5" X.131') TOE -NAILS. ESS/O� 7. SUPPORT THE VALLEY RAFTERS WITH 2 x 4 POSTS 48" O.0 (OR LESS) ALONG EACH RAFTER. Q?,OF SOON F 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. Q Q !�� O O FASTEN POST THROUGH SHEATHING TO SUPPORTING TRUSS WITH (2) 16d (3.5' X.131-) NAILS. G) 8. POSTS SHALL BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN " 74486 m YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE PRE -ASSEMBLED m (2) PLY 2 x 4's FASTENED TOGETHER WITH 2 ROWS OF 10d NAILS 6" O.C.. EX 1-13 * T\GF CALIF C��\ 4.' Nk a K► F DETAIL FOR COMMON AND END JACKS MIUSAC - 8 -20PSF 8/31/2005 PAGE 1 MAX LOADING (PSI) JNAUNU 2-0-0 I ' MiTek Industries, Inc. TCLL 20.o Plates Increase 1.15 I BRACING TCDL 16.0 Lumber Increase 1.15 ! TOP CHOF DS eathed. Western Division BCLL 0.0 Rep Stress Incr YES BOT CHO D�goxeiling directly japTliid. BCDL 10.0 MINIMUM LUMBER SIZE AND GRADE WZ TOP CHORD 2 X 4 HF, DF -L No.t I D ®�Ncz11 of ' yzeNSTorI BOT CHORD 2 X 4 SPF, HF, DF -L No_2 —J U rssTs F2' D 20'-0^ MAX SPLICE CAN EITHER BE 3X6 MT20 T S OR 22" LONG 2X4 SCAB CENTERE A PE� W/SAME LUMBER AS TOP CHORD H30 O(CE >- W/ (.131 "X3.0" MIN) NAILS @ 3" O. . 2 F WO) .2.0.0 8-0.0 \�� C LLJ U NOTE: rr TOP CHORD PITCH: 3/128/12 O / BOTTOM CHORD PITCH: 0/124/12 PITCH DIFFERENCE BETWEEN TOP AND / 000 \'` �\ ~ BOTTOM CHORD TO BE "2" MIN. — SPACING= 24" O.C. 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 2-0-0 3x4 - CONN. W/2 16d COMMON WIRE (0.162"DIA. X 3.5" LGT) TOE NAILS B-0-0 PXT. " - CONN. W/3 16d COMMON WIRE (0.162 -DIA. X 3.5" LGT) TOE NAILS I 3X4 — BOTTOM CHORD LENGTH MAY BE 2'-0" OR A BEARING BLOCK. CONN. W/2 16d COMMON WIRE(0.162'DIA. X 3.5') LGT TOE NAILS OR SEE DETAIL MII/SAC-7 FOR PRESSUREBLOCKING INFO. _ NOTE: NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT. ® WARNING -Verify design parornetcrs and READ NOTES ON THIS AND INCLUDED NIITF.K REFERENCE PAGE mu.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paromenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison. WI 53719. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 9561C"jl MiTek® JANUARY 1, 2009 STANDARD REPAIR FOR ADDING ST-REP10 A FALSE BOTTOM CHORD L�J LJa o0 0 00 a MiTek USA, Inc. VERTICAL STUDS @ 48" O.C.. ATTACHED WITH (3)-10d(0.131"DIAM.x3"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 BE USED) 2 x 4 NO.2 (OR BETTER) SPF, HF, DF OR SYP FALSE BOTTOM CHORD (BOARD SIZE SPECIFIED IS MINIMUM, LARGER SIZE MAY BE USED) FALSE BOTTOM MiTek USA, Inc. Page 1 of 1 MAIN TRUSS MANUFACTURED WITHOUT FALSE BOTTOM CHORD. MAIN TRUSS (SPACING = 24" O.C.) REFER TO THE BOTTOM CHORD BRACING SECTION OF THE INDIVIDUAL TRUSS DESIGN FOR MAXIMUM SPACING OF CONTINUOUS LATERAL BRACING WHENEVER RIGID CEILING MATERIAL IS NOT DIRECTLY ATTACHED TO THE BOTTOM CHORD. TRUSS SPAN NOTES 1. LOADING: TOP CHORD: (REFER TO THE MAIN TRUSS DESIGN FOR TOP CHORD LOADING). BOTTOM CHORD: LL = 0 PSF, DL = 10 PSF. 2. REFER TO THE MAIN TRUSS DESIGN FOR LUMBER AND PLATING REQUIREMENTS. 3. MAXIMUM BOTTOM CHORD PITCH = 6/12. 4. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. 5. FALSE BOTTOM CHORD ONLY DESIGNED TO CARRY VERTICAL LOAD. NO LATERAL (SHEAR) LOAD ALLOWED. MARCH 12, 2009 WEB BRACING RECOMMENDATIONS u MAXIMUM T 46 FO..E O oo BRACE / oo BAY SIZE 24"O.C. tw o LI V�1:1 BRACING MATERIAL TYPE B AZDC?9 L MiTek USA, Inc. A B C D A UJ ST-WEBBRACE M k USA, Inc. Page 1 of 1 (Ibs.) ke note 7) 72" O.C. TYPE BRACING MATERIAL TYPE I C I D 10'-0" 1610 1886 I I 1886 2829 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ""' ` `'' 3143061"14A� oy,b 12'-0" 1342 1572 1572 I 2358 14'•0" 1150 1347 1347 2021 4 5 16'.0" 1006 1179 I 1179 1766 18'-0" 894 1048 1048 1572 (0.131')2.5') FOR 1x4 BRACES. 2-10d (0.131"x 3") FOR 2x3 and 2x4 BRACES, AND 3.10d (0.131")3") FOR 2x6 BRACES. 1886 20'-0" 805 943 I 943 1414 Bay Bay size shall be measured in between the centers of pairs of diagonals. 4715 1 7074 3143 1 4715 TYPE ( BRACING MATERIALS GENERAL NOTES 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR CEILING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2Y.OF THC- WED 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 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131')2.5') FOR 1x4 BRACES. 2-10d (0.131"x 3") FOR 2x3 and 2x4 BRACES, AND 3.10d (0.131")3") FOR 2x6 BRACES. 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.6d (0.131"X2.5") NAILS FOR 1x4 LATERAL BRACES, B 2 X 3 #3, STD, CONST DF, HF, OR SYP) 2-10d (0.131"x3') NAILS FOR 2,0 and 2.4 LATERAL BRACES, AND 3-10d (0.131")G') FOR 2.6 LATERAL BRACES. (SPF, 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING. CONSULT C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) DSMS 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. —.sbcindusiry.com and w tphSLorg D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. 6, TABULATED VALUES ARE BASED ON A DOL. a 1.15 FOR STABILIZERS: FOR A SPACING OF 24' O.C. ONLY, MITEK "STABILIZER" TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A, B. C AND D BRACING MATERIAL. DIAGONAL BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE 'STABILIZER' TRUSS BRACING INSTALLATION GUIDF AND PRom 1r.T SPFr:i FIr:ATIr1N TRUSS WEB MEMBERS 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. CONTINUOUS LATERAL RESTRAINT 2-1 Od NAILS (SEE NOTE 4) ?9,QFESS/ S00% i 74486 c EX r1W-13 C- R/TC OF CAL e. ... ► 4 11. BUILDING ENERGY ANALYSIS REPORT PROJECT: FOREMOST HOMES LLC REUE/VED 52533 Avenida Mendoza La Quinta Ca 92253 Vit.. JUN 12 2015 Project Designer: COMM �Y p �UINTq EV ELOPMENT ESCOBAR DESIGNS 43927 Pacific Ave. Indio, Ca 92201 760.289.9221 Report Prepared by: Santiago Lopez-Ocampo Santiago Lopez-Ocampo P.O. Box 1018 La Quinta, Ca 92247 760.485.8927 Job Number: LQ -012115 Date: CITY OF LA QUINTA BUILDING & SAFETY DEPT 1/22/2015 APP OVER FOR CON UCTION The EnergyPro computer program has been used to perform the calculations summarized in this complia Thi Drgram has approva and is authorized by the California Energy Commission for use with both the Residential and Nony Efficiency Standc rds. This program developed by EnergySoft, LLC — www.energysoft.com. EnergyPro 6.4 by EnergySoft User Number: 5732 ID: LQ -012115 TABLE OF CONTENTS I Cover Page 1 Table of Contents 2 Form CF -1 R -PRF -01-E Certificate of Compliance 3 Form RMS -1 Residential Measures Summary 11 Form MF -1 R Mandatory Measures Summary 12 HVAC System Heating and Cooling Loads Summary 16 CITY OF LA QUINTA BUILDING & SAFEPT. APPROVED FOR CONSTRUCTION DATES -BY EnergyPro 6.4 by EnergySoft Job Number: ID: LQ -012115 User Number: 5732 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: FOREMOST HOMES LLC Calculation Date/Time: 11:33, Thu, Jan 22, 2015 Calculation Description: Title 24 Analysis Input File Name: A & A HOMES - 52533 Avenida Mendoza.xml IOF1 R -P $F-01 Page 1 of 8 GENERAL INFORMATION 01 Project Name FOREMOST HOMES LLC 02 Calculation Description Title 24 Analysis 03 This building incorporates one or more' Special featuresshown below - - 03 Project Location 52533 Avenida Mendoza This compliance analysis is valid only for permit applications through December 31, 2014 04 City La Quinta 05 Standards Version Compliance 2014 06 Zip Code 92253 07 Compliance Manager Version BEMCmpMgr 2013-3b1 (694) 08 Climate Zone CZ15 09 Software Version EnergyPro 6.4 10 Building Type Single Family 11 Front Orientation (deg/Cardinal) 90 12 Project Scope Newly Constructed 13 Number of Dwelling Units 1 14 Total Cond. Floor Area (FT2) 2000 15 Number of Zones 1 16 Slab Area (FT2) 2000 17 Number of Stories 1 18 Addition Cond. Floor Area N/A is-' '' 19 Natural Gas Available Yes r2O Addition Slab Area (FT2) N/A'... 21 Glazing Percentage (%) 10.2% COMPLIANCE RESULTS 01 Building Complies with Computer�Performance' r•: r, 02 l'•. �','. .-' ... .. � �.. This building incorporates featuresis that require field te;sting a'nd/or; verificationy by a certified HERS�rater dnder the supervision of a CEC-approved HERS provider. '!•.;Y. r f...�, .. .�'.��; ... _.. fir: .,=::... �;. t.,.l 'r _t . 03 This building incorporates one or more' Special featuresshown below - - This compliance analysis is valid only for permit applications through December 31, 2014 ENERGY USE SUMMARY 04 05 06 07 08 Energy Use ft2-yr) Standard Design Proposed Design Compliance Margin Percent Improvement D spaciViAttiho_ 0.49 0.68 -0.19 -38.8% fn X60 g 93.02 88.41 4.61 5.0% ila bn 1.28 1.28 0.00 0.0% rip 12.54 10.46 2.08 16.6% FyDInc s t -- 0.00 0.00 -- —Coi Co-'i nerr otal 107.33 100.83 6.50 6.1% c<m� �M: C o— Z o®�� Registratiin' N�ber--2i5-Nea244t4B-b00000000-0000 Registration Date/Time: 2015-01-22 11:46:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01142015-694 Report Generated at: 2015-01-22 11:34:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: FOREMOST HOMES LLC Calculation Date/Time: 11:33, Thu, Jan 22, 2015 Calculation Description: Title 24 Analysis Input File Name: A & A HOMES - 52533 Avenida Mendoza.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 tr•F1 R-PPy-F-01 Page 2of8 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: • IAQ mechanical ventilation Cooling System Verifications: –None – HVAC Distribution System Verifications: • Duct Sealing • Verified low -leakage ducts located entirety in conditioned space Domestic Hot Water System Verifications: –None -- ENERGY DESIGN RATING This is the sum of the annual TDV energy consumption for energy; use`componentsinciuded in the performance compliance approach for the Standard Design Building (Energy Budget) and the annual TDV energy consumption for lighting and components notsegulatecl by Title 24 Part 6 (such as domestic appliances and consumer electronics) and accounting for the annual TDV energy offset by an on-site renewable energy system. s X01 ' ReferenceYEnergy: U§e' Energy'Design Rating ' ` Margin Percent Improvement Total Energy (kTDV/f2 yr)' . 155.08 ' 148.58 6.50 4.2% ' includes calculated Appliances and Miscellaneous Energy Use (AMEU) ,r BUILDING - FEATURES INFORMAT 001 02 03 04 05 06 07 C t Nam" r- ditioned Floor Area (ft2) Number of Dwelling Units Number of Bedrooms Number of Zones Number of Ventilation Cooling Systems Number of Water Heating Systems FORE O T HOMES— 2000 1 4 1 0 1 Registration Num er: 215-No024444B-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2015-01-22 11:46:44 Report Version - CF1R-01142015-694 HERS Provider: CaICERTS inc. Report Generated at: 2015-01-22 11:34:57 ZONE INFO ATION 9- 02 03 04 05 06 07 rn Zone Floor Area Avg. Ceiling Z4ame n r Zone Type HVAC System Name (ftZ) Height Water Heating System 1 Water Heating System 2 Whol ouse – a onditioned ' ri HVAC Systeml 2000 9 DHW Sys 1 Registration Num er: 215-No024444B-000000000-0000 CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2015-01-22 11:46:44 Report Version - CF1R-01142015-694 HERS Provider: CaICERTS inc. Report Generated at: 2015-01-22 11:34:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: FOREMOST HOMES LLC Calculation Date/Time: 11:33, Thu, Jan 22, 2015 Calculation Description: Title 24 Analysis Input File Name: A & A HOMES - 52533 Avenida Mendoza.xml qF1 R -PAF -01 Page 3of8 OPAQUE SURFACES 01 02 03 04 05 06 07 08 Name Zone Construction Azimuth Orientation Gross Area (ft) Window Area (ft2) Tilt (deg) Ri/N 54.33'x 9' Whole House R-15 Wall 0 Right 489 25 90 Re/W 45'x 9' Whole House R-15 Wall 270 Back 405 68.3187 90 Le/S 54.33'x 9' Whole House R-15 Wall 180 Left 489 75.2987 90 Fr/E 45'x 9' Whole House R-15 Wall 90 Front 405 35.6952 90 Roof Whole House R-38 Roof Attic w/Radiant 6.0 6.7 287 20.0 0.30 Roof 2 Whole House R-38 Roof Attic w/Radiant "n 1- Wi o 832 4.0 1.3 Roof 3 Whole House R-38 Roof Attic w/Radiant 0.23 Insect Screen (default) 308 ]7 -- o Roof 4 Whole House R-38 Roof Attic w/Radiant 1 25.0 571 0.23 Insect Screen (default) ATTIC 01 02 03 04 05 06 07 Name f` `Cons4ruction S r f Roof Rise i e Roof Reflectance Roof Emittance Radiant Barrier Cool Roof Attic Whole House Attic Roof Cons'Whole'lHou. 3.5 /'' 0.1 0.85 Yes No WINDOWS 01 02 03 04 05 06 07 08 09 10 Name Type Surface (Orientation -Azimuth) Width (ft) Height (ft) Multipli er Area (ft2) U -factor SHGC Exterior Shading 5050 Window RUN 54.33'x 9' (Right -0) -- -- 1 25.0 0.30 0.23 Insect Screen (default) Wind w Re/W 45'x 9' (Back -270) 4.0 4.5 1 18.0 0.30 0.23 Insect Screen (default) 8 w Re/W 45'x 9' (Back -270) 6.0 6.7 0.501 20.0 0.30 0.23 Insect Screen (default) 4 "n 1- Wi o Re/1N 45' x 9' (Back -270) 4.0 1.3 0.996 5.3 0.30 0.23 Insect Screen (default) 5 50 2 ]7 -- o Re/W 45'x 9' (Back -270) 5.0 5.0 1 25.0 0.30 0.23 Insect Screen (default) 5.0 ,� Le/S 54.33' x 9' (Left -180) - --- 1 10.0 0.30 0.23 Insect Screen (default) 02 Z Le/S 54.33' x 9' (Left -180) - -- 1 10.0 0.30 0.23 Insect Screen (default) 0 3 -I yNV o Le/S 54.33' x 9' (Left -180) - -- 1 25.0 0.30 0.23 Insect Screen (default) 5 0 4 C I1aVi Le/S 54.33'x 9' (Left -180) - --- 1 25.0 0.30 0.23 Insect Screen (default) 4 1 2 4 i Le/S 54.33' x 9' (Left -180) 4.0 1.3 0.996 5.3 0.30 0.23 Insect Screen (default) 4 0 i Fr/E 45'x 9' (Front -90) - --- 1 26.7 0.30 0.23 Insect Screen (default) 1 0 n I Fr/E 45' x 9' (Front -90) 1.6 6.0 0.937 9.0 0.30 0.23 Insect Screen (default) Registratio I"6,r-- - 2444413-000000000-0000 Registration Date/Time: 2015-01-22 11:46:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01142015-694 Report Generated at: 2015-01-22 11:34:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: FOREMOST HOMES LLC Calculation Date/Time: 11:33, Thu, Jan 22, 2015 Calculation Description: Title 24 Analysis Input File Name: A & A HOMES - 52533 Avenida Mendoza.xml (W1 R -PPCF -01 Page 4 of 8 DOORS 01 02 03 04 Name Side of Building Area (W) U -factor 3080 FrIE 45'x 9' 24.0 0.50 OVERHANGS AND FINS 01 02 03 04 05 06 07 08 09 10 11 12 13 14 05 Overhang Left Fin Right Fin Window Depth Dist Up Left Extent Right Extent Flap Ht. Depth Top Up DistL Bot Up Depth Top Up Dist R Bot Up 4046 1.5 0.66 2 2 0 0 0 0 0 0 0 0 0 6068 1.5 0.66 2 2 0 0 0 0 0 0 0 0 0 4014 1.5 0.66 2 2 0 0 0 0 0 0 0 0 0 50502 1'.5 ` 0.66 2 2 0 0 0 0 0 0 0 0 0 40142 1"5' 0.6617 Z"727"', 7-1727 )=0, 0 0 0 0 0 0 0 1660 y6 -1' 20 .. ✓Q. 0 �.. 0 0 0 0 0 0 0 OPAQUE SURFACE CONSTRUCTIONS.,"'.. r( - ' ' • * .. s -^ : -.G' °' t'"a 01 >:;02 03 04 05 06 07 Total Cavity Winter Design Construction Name Surface Type ` `Construction Type Framing R -value U -value Assembly Layers • Cavity/ Frame: no insul. / 2x4 Top Chrd 2x4 Top Chord of Roof Truss @ 24 Roof Deck: Wood Siding/sheathing/decking Attic Roof Cons Whole Hou Attic Roofs Wood Framed Ceiling in. O.C. none 0.644 Roofing., Light Roof (Asphalt Shingle) 07 Inside Finish: Gypsum Board R Cavity/Frame: -15/2x4 1-n C Exterior Finish: Wood 15 Wallo > r 4 erior Walls Wood Framed Wall 2x4 @ 16 in. O.C. R 15 0.089 Siding/sheathing/decking Z • Inside Finish: Gypsum Board `o ) ?lei ings (below • Cavity/Frame: R-9.1 /2x4 R-38 R o Attic w t Qo attic) Wood Framed Ceiling 2x4 @ 24 in. O.C. R 38 0.025 • Over Floor Joists: R-28.9 insul. iW ® > ^ -C �MC o®M Z i> umber: 215-N0024444 B -C CA Building Energy Efficiency Standards - 2013 Residential Compliance Registration Date/Time: 2015-01-2211:46:44 Report Version - CF1R-01142015-694 HERS Provider: CaICERTS inc. Report Generated at: 2015-01-22 11:34:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: FOREMOST HOMES LLC Calculation Date/Time: 11:33, Thu, Jan 22, 2015 Calculation Description: Title 24 Analysis Input File Name: A & A HOMES - 52533 Avenida Mendoza.xml CF1 R -PRF -01 Page 5of8 SLAB FLOORS - 01 02 :'. 03 04 05 06 Name System Type Distribution TypeWater Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 01 02 03 04 05 06 07 Name Zone Area (W) Perimeter (ft) Edge Insul. R -value & Depth Carpeted Fraction Heated Exposed Whole House 1077 0.1 None 0.8 No Covered Whole House 923 0.1 None 0.8 No BUILDING ENVELOPE - HERS VERIFICATION 01 02 03 04 Quality Insulation Installation (QII) Quality Installation of Spray Foam Insulation Building Envelope Air Leakage ACH @ 50 Pa Not Required Not Required Not Required -- WATER HEATING SYSTEMS - 01 02 :'. 03 04 05 06 Name System Type Distribution TypeWater Heater Number of Heaters Solar Fraction (%) DHW Sys 1 - 1/1 DHW Pipe Insulation, All Lines DHW Heater 1 1 .0% WATER HEATERS 01 02,?/_' e.�t _ ._ 03�.'. .': 041.' ` -i. .05�� 06 07 08 Name Heater Element Type '« Tank Type Tank Volume (gal) Energy Factor or Efficiency Input Rating Yank Exterior Insulation R -value Standby Loss (Fraction) DHW Heater 1 Natural Gas : ,; ? . Small Storage 50 0.65 40000-Btu/hr 0 0 WATER HEATING - HERS VERIF ON p 01 02 03 04 05 06 07 r-� a NameT rI Pipe Insulation Parallel Piping Compact Distribution Point -of Use Recirculation Control Central DHW Distribution Sys 17q 40 — -- — — — -- -- ra�._s_ - SPACE CO ITIONII-1VIS 03 02 03 04 05 06 c C � m SC . System Type Heating Unit Name Cooling Unit Name Fan Name Distribution Name Cooling Co onent 1 g,6o n nt 1:Air Other Heating and Cooling Heating Component 1 Cooling Component 1 HVAC Fan 1 Air Distribution System 1 Distri u ion Sys �,� 1 1 System Registration mber: 215-N00244446-000 00000-0000 Registration Date/Time: 2015-01-22 11:46:44 HERS Provider: CaICERTS inc. CA Building E ergy iciency Standards - 2013 Residential Compliance Report Version - CF1R-01142015-694 Report Generated at: 2015-01-22 11:34:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: FOREMOST HOMES LLC Calculation Date/Time: 11:33, Thu, Jan 22, 2015 Calculation Description: Title 24 Analysis Input File Name: A & A HOMES - 52533 Avenida Mendoza.xml HVAC - HEATING UNIT TYPES 01 02 03 Name Type Efficiency Heating Component 1 CntrlFurnace - Fuel -fired central furnace 80 AFUE r';1 R -PRF -01 Page 6 of 8 HVAC - COOLING UNIT TYPES 01 02 03 04 05 06 07 Name System Type Efficiency EER SEER Zonally Controlled Multi -speed Compressor HERS Verification Cooling Component 1 SplitAirCond 11.2 13 Not Zonal Single Speed �* cW 8 HVAC - DISTRIBUTION SYSTEMS 01 02 03 04 05 06 07 Name Type Duct Leakage Insulation R -value Duct Location Bypass Duct HERS Verification Air Distribution System 1 «- DuctslnAll .. ^~mss» - Sealed and tested �* cW 8 Attic None Air Distribution System 1 -hers -dist HVAC DISTRIBUTION - HERS VERIFICATION 4 i f / ' 01 02` 03 04 05 06 07 08 Name 'Duct Leakage; Verification Duct Leakage Target (%) Verified Duct Location Verified Duct Design Buried Ducts Deeply Buried Ducts Low -leakage Air Handler Air Distribution System 1 -hers -dist Required . _ 6.0 Required Not Required Not Required Not Required -- HVAC -FAN SYSTEMS 01 02 03 04 Name Type Fan Power (Watts/CFM) HERS Verification HVAC Fan 1 Single Speed PSC Furnace Fan 0.58 HVAC FAN SYSTEMS - HERS VERIFICATION 01 02 03 Name Verified Fan Watt Draw Required Fan Efficiency (Watts/CFM) Registration Number: 215-N0024444B-000000000-0000 Registration Date/Time: 2015-01-22 11:46:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01142015-694 Report Generated at: 2015-01-22 11:34:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: FOREMOST HOMES LLC Calculation Description: Title 24 Analysis Calculation Date/Time: 11:33, Thu, Jan 22, 2015 Input File Name: A & A HOMES - 52533 Avenida Mendoza.xml (F1 R-PiWF-01 Page 7of8 IAQ (Indoor Air Quality) FANS 01 02 03 04 05 06 Dwelling Unit IAQ CFM IAQ Watts/CFM IAQ Fan Type IAQ Recovery Effectiveness(%,) HERS Verification SFam IAQVentRpt 57.5 0.25 Default 0 Required D M C 0 0 -0 z M ®D M �M��_ z Mz Registration Number: 215-Noo2aaaaB-0000 0000-0000 Registration Date/Time: 2015-01-22 11:46:44 HERS Provider: CaICERTS inc. CA Building Energy Efficiency Standards - 2013 Residential Compliance Report Version - CF1R-01142015-694 Report Generated at: 2015-01-22 11:34:57 CERTIFICATE OF COMPLIANCE - RESIDENTIAL PERFORMANCE COMPLIANCE METHOD Project Name: FOREMOST HOMES LLC Calculation Description: Title 24 Analysis Calculation Date/Time: 11:33, Thu, Jan 22, 2015 Input File Name: A & A HOMES - 52533 Avenida Mendoza.xml V1 R -PRF -01 Page 8 of 8 DOCUMENTATION AUTHOR'S DECLARATION STATEMENT 1. 1 certify that this Certificate of Compliance documentation is accurate and complete. Documentation Author Name: Documentation Author Signature: Santiago Lopez-OcampoIt) CompanyJ Signature Date: Santiago Lopez-Ocampo 2015-01-22 11:42:04 Address: CEA/HERS Certification Identification (If applicable): P.O. Box 1018 NA t City/State/Zip: Phone: La Quinta, CA 92247 760 485 8927 RESPONSIBLE PERSON'S DECLARATION STATEMENT I certify the following under penalty of pequry, under the laws of the State of California: 1. 1 am eligible under Division 3 of the Business and Professions Code to accept responsibility for the building design identified on this Certificate of Compliance. 2. 1 certify that the energy features:and performance specifications identified on this Certificate of Compliance conform to the requirements of Title 24, Part 1 and Part 6 of the California Code of Regulations.';, 3. The building design features or:system design features identified -on this,.Certificate of,Compliance are consistent -with the information provided on other applicable compliance documents, worksheets, calculations, plans and; specifications submitted fothe enforcement agency for,.; approval with th(s;building permit application. t Responsible Designer Name: " ;' "''. "f " � 'c F is �, +K t.. K �� Responsible Designer Sipgnature: - R+r.re ` t. f�IMi.- Eduardo Escobar Company: .� t M . su, t:r:. �.. ate' ` =;. r� Date Signed:,,.., . Escobar Design. 2015-01-22 11:46:44 Address: / License: 43-927 Pacific Ave. r> NA City/State/Zip: i Phone: Indio, CA 92 760-289-9221 rn I Digitally signed by information. Registration Number: CA Building Energy Eft provided in order to secure the content of this registered document, and in no way implies Registration Provider responsibility for the accuracy of the Standards - 2013 Residential Compliance Registration DateMme: 2015-01-22 11:46:44 Report Version - CFSR-01142015-694 HERS Provider: CaICERTS inc. Report Generated at: 2015-01-22 11:34:57 RESIDENTIAL MEASURES SUMMARY RMS-1 Project Name FOREMOST HOMES LLC Building Type m Single Family ❑ Addition Alone ❑ Multi Family ❑ Existing+ Addition/Alteration Date 1/22/2015 Project Address 52533 Avenida Mendoza La Quinta California Energy Climate Zone CA Climate Zone 15 Total Cond. Floor Area 2,000 Addition n/a # of Units 1 INSULATION Construction Type Area Cavi (ft) Special Features Status Slab Unheated Slab-on-Grade - no insulation 2,000 Perim = 0' New Wall Wood Framed R 15 1,560 New Door Opaque Door - no insulation 24 New Roof Wood Framed Attic R38 1,998 New FENESTRATION Total Area: 204FGlazing Percentage: 10.2%1New/Altered Average U-Factor: Orientation Area(ftz) U-Fac SHGC Overhang Sidefins Exterior Shades 0.30 Status Right (N) 25.0 0.300 0.23 none none Bug Screen New Rear (tM 68.3 0.300 0.23 1.5 none Bug Screen New Left (S) 70.0 0.300 0.23 none none Bug Screen New Left (S) 5.3 0.300 0.23 1.5 none Bug Screen New Front (E) 26.7 0.300 0.23 none none Bug Screen New Front (E) 9.0 0.300 0.23 6.0 none Bug Screen New HVAC SYSTEMS Qty. Heating Min. Eff Cooling Min. Eff Thermostat Status 1 Central Furnace 80% AFUE Split Air Conditioner 13.0 SEER Setback New HVAC DISTRIBUTION Location Heating Duct Cooling Duct Location R-V HVAC System Ducted Ducted Conditioned PT. WATER HEATING Qty- Type Gallons ._ Min. Eff Distributio FOR CONSTRUCTION� s 1 Small Storage Gas 50 0.65 All Pipes Ins MAIR BY New- EnergyPro 6.4 by EnerqySoft User Number. 5732 RunCode: 2015-01-22711:35:12 ID: LQ-012115 Pae 11 of 16 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 annroach used. Exceptions may annly. Review the respective code section for more information. Building Envelope Measures: §I10.6(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 X10-111 (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(1): 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 CFIR. 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. § I50.0(b): Loose fill insulation shall conform with manufacturer's installed design labeled R -value. § 150.0(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. In Climate Zones 14 and 16 a Class II vapor retarder shall be installed on the conditioned space side of all insulation in all exterior §150.0(g)]: walls, vented attics and unvented attics with air -permeable insulation. 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 II § 150.0(g)2: vapor retarder. In a building having a controlled ventilation crawl space, a Class I or Class II vapor retarder shall be placed over the earth floor of § 150.0(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)IA: Masonry or factory -built fireplaces have a closable metal or glass door covering the entire opening of the firebox. §150.0(e)IB: 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)1C: 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. § 110.3(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 and spa heaters. § 150.0(h)l: Heating and/or cooling loads are calculated in accordance with ASHRAE, SMACNA or ACCA using design conditio in §150.0(h)2. § 150.0(h)3A: Installed air conditioner and heat pump outdoor condensing units shall have a cle are Fffea0eRoUlIdAiNt y dryer vent.DgAF=EPT. § 150.0(1): Heating systems are equipped with thermostats that meet the setback requirement of c §150.O0)lA: Storage gas water heaters with an energy factor equal to or less than the federal m imum d sh 11 ped U FCW with insulation havingan installed thermal resistance of R-12 or eater. R CONST §150.00)1B: Unfired hot water tanks, such as storage tanks and backup storage tanks for solar ater-heating systems, have R-12 external insulation or R-16 internal insulation where the internal insulation R -value is indic ted on the exterior of ftjEk. For domestic hot water system piping, whether buried or unburied: the first 5 feet es om tank, all piping with a nominal diameter of 3/4 inch or larger, all piping associated c of 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 § 150.00)2C: Pipe for cooling system lines shall be insulated as specified in §150.00)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 Il vapor retarding facing, or the insulation shall be installed at the thickness that qualifies as a Class I or Class II 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)1: 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. § 150.0(n)2: Recirculating loops serving multiple dwelling units shall meet the requirements of § 110.3(c)5. §150.0(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 §150.0(m)]: 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 '/4 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. §150.0(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 § I50.0(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)11: 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 §150.0(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 ly placement of a static pressure probe (HSPP), or a permanently installed static pressure�;o §150.0(m)13: space conditioning system must also demonstrate airflow > 350 CFM per ton of n gl,� �h� r� �tgrilles, �JjMat and an air -handling unit fan efficacy< 0.58 W/CFM as confirmed by field e i #gJ iii V /'1 accordance with Reference Residential Appendix RA3. Zonally controlled central forced air cooling systems shall be capable of simultane us] i eed§Wmode, an airflow from the dwelling, through the air handler fan and delivered to the dwel ing, of >FN §150.0(m)15: ooling capacity, and operating at an air -handling unit fan efficacy of:5 0.58 W/CFM as cc firmed testing, in accordance with Reference Residential Appendix RA3. All dwelling units shall meet the requirements of ASHRAE Standard 62.2. Neither indow operation nor continuous operation of § 150.0(0): of oro central forced air system air handlers used in central fan integrated ventilation syst Awermissible metfays of Whole Building Ventilation. ------�- §150.0(o)lA: 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 § 110.4(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)1: 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: Outdoor 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. §150.0(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. §150.0(k)IA: Installed luminaires shall be classified as high -efficacy or low -efficacy for compliance with §I50.0(k) in accordance with TABLE 150.0-A or TABLE 150.0-B, as applicable. §150.0(k)1B: 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)1C: § 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)1D: 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)IE: 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. § 150.0(k)1F: 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. § 150.0(k)2C: Luminaires shall be switched with readily accessible controls that permit the luminaires to be manually switched ON and OFF. § I50.0(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)21: A multiscene programmable controller may be used to comply with dimmer requirements of this section if it provides the ftinctionality of a dimmer according to § 110.9, and complies with all other applicable requirements in § 150.0(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)3B: 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. § I50.0(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, garagefmo nb� It, I rpl�ps�3ltgllTe�igh V efficacy, or shall be controlled b either dimmers or vacant sensors. Lh V(�.J Luminaires recessed into ceilings shall: be listed for zero clearance insulation ont g "AIFE"r rot er nationally recognized testing/rating laboratory; have a label that certifies that t e IN e VrJO ess th 2.0 CFM at 75 Pascals when tested in accordance with ASTM E283; be sealed wit a gask M PdmWre housi g § 150.0(k)8: and ceiling, and shall have all air leak paths between conditioned and uncondit oned sppVeWH@T�rd11QWk; and allow ballast maintenance and replacement without requiring cutting holes in a ceiling. For recessed compact fluorescent luminaries with ballasts to qualify as high a cacy for compliance with $150.0(k), the ballas shall be certified to the Ener Commission to comply with the applicable re u r in §110.9. Y For single-family residential buildings, outdoor lighting permanently mountedr w rags 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 §I50.0(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 § I50.0(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. § I50.0(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. § 150.0(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: § 150.0(k)12B: 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 §I 10.10(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. § 110.10(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 a no ,�(uit §110.10(c): from the solar zone to the point of interconnection with the electrical service (for ami r s e o N H e interconnection will be the main service panel); a pathway for routing of plumbin fr�i i Ib r- e�tla� T system. FE UC § 110.10(d): A copy of the construction documents or a comparable document indicating the in o !4 1 .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 R CON The main electrical service panel shall have a reserved space to allow for the instal tion of a double pole circuit breaker for a § 110.10(e)2: future solar electric installation. The reserved space shall be: positioned at the op po ite (load) end from the * t feed main circuit location, and permanently marked as "For Future Solar Electric". ®��'" HVAC SYSTEM HEATING AND COOLING LOADS SUMMARY Project Name FOREMOST HOMES LLC Date 1/22/2015 System Name HVAC System Floor Area 2,000 ENGINEERING CHECKS SYSTEM LOAD Number of Systems 1 COIL CFM Total Room Loads 916 Return Vented Lighting Return Air Ducts Return Fan Ventilation 0 Supply Fan Supply Air Ducts TOTAL SYSTEM LOAD COOLING PEAK COIL HTG. PEAK Heating System Sensible Latent CFM Sensible Output per System 80,000 19,347 2,251 378 14,847 Total Output Btuh 80,000 0 Output Btuh/s ft 40.0 280 177 Cooling System o 0 Output per System 57,000 0 0 0 0 Total Output Btuh 57,000 0 27251 0 Total Out ut Tons 4.8 280 177 Total Output Btuh/s ft 28.5 Total Output s ft/Ton 421.1 1 19,907 15,201 Air System CFM per System 1,800 HVAC EQUIPMENT SELECTION Airflow cfm 1,800 YorkCZB60.PS8CN100.2000cfm 40,283 7,917 80,000 80,000 Jan 1 AM Airflow cfm/s ft 0.90 Airflow cfm/Ton 378.9 Outside Air % 0.0% Total Adjusted System Output (Adjusted for Peak Design conditions) TIME OF SYSTEM PEAK 40,283 7,917 Aug 3 PM Outside Air cfm/s ft 0.00 Note: values above given at ARI conditions HEATING SYSTEM PSYCHROMETRICS Airstream Temperatures at Time of Heating Peak 26 OF 68 OF Outside Air 0 cfm Supply Fan 1,800 cfm 68 OF 68 OF 105 OF Heating Coil 105 OF ROOM in 68 OF COOLING SYSTEM PSYCHROMETICS Airstream Temperatures at Time of Cooling Peak 112 / 78 OF 75 / 62 OF 75 / 62 °F 55 / 54 °F Outside Air 0 cfm Ar Supply Fan Cooling Coil 1,800 cfm 75 / 62 OF ^' MITA CITY 0 F L_ A QUINTA �./ G & SAFETY DEPT. PRO vEa r" f ! FOR CONSTRUC OF 4 _.............._._._..._....__. DATi47.s ��o ROOM 75 162 OF EnergyPro 6.4 by EnergySoft User Number: 5732 RunCode: 2015-01-22711:35:12 ID: LQ -012115 Page 16 of 16 STRUCTURAL CALCULATIONS RECEIVEDA ECEIVE® CUSTOM RESIDENC MAY 6 2015 JUN 12 2015 CITY OF LA QUINTACIN OF LA QUINTA FOR: IMMUNITY DEVELOPMENT COMMUNITY DEVELOPMENT FORMOST HOMES LLC. LOT#1 52-533 AVENIDA MENDOZA. LA QUINTA, CALIFORNIA CHARLES D. GARLAND, ARCHITECT LICENSE NO. 11991 EXP 10/31/15 74-991 JONI DR. SUITE #9 PALM DESERT CA 92260 PHONE: 760/340-3528 FAX:760/340-3728 l STRUCTURAL CALCULATIONS ❖ GOVERNING CODES.....................page 3 **46 -LOAD .......................................................Pa9e 4 ❖ BEAM .................................................. Page 5 ❖ LATERAL ANALYSIS ........................ Page 9 ❖ SEISMIC ZONE ............................ Page 14 ❖ SHEAR WALL REQUIREMENTS.... Page 18 ❖ FOUNDATION ............... :............... Page 22 2 ®F LA clumTA cl�& SAFETY DEPT. g�ILDING Ap P R®\1 ETON FOR CONST BY DATE�� 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 F Ci -N & SAFEN �E 13011_0 Fog CoNSTR UCTION gY I DATE�� STRUCTURAL CALCULATIONS Ml LOADS ROOF EXTERIOR WALLS: PSF PSF WOOD STUDS = 2 CONCRETE TILE = 9 1/2" GYP BD. = 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.= 15 PSF 5/8" GYP. BD. = 2.8 D. L = 19 20 INTERIOR WALLS: PSF TOTAL LOAD = 39 PSF WOOD STUDS = 2 1/2 GYRBBD.2SIDES = 3 INSULATION = 2 D.L. = 7 PSF CITY OF LA QUINT A S gU1LDPPPAFETY ®vED OR CONSTRUCTION BY DATE STRUCTURAL CALCULATIONS DESIGN HDR #1 DOUGLAS FIR -LARCH No 1= Fb = 1000 ;psi SPAN = 5.0 ft --- -- —r _ -----.......... ..............----' — _ __ - '- ........ TRIB. AREA = 20.0 ft _— _._ .._......... -- ----"------- Fv= 95 psi _ ......-�_....__.._..:-...._...... - - -'— E = 1700000psi Load Factor CD= 1.261 _ — Wet. Service Factor C. 1.00 D.L= 20.0 Ib/ft Temperature Factor Ct= — — 1.00 L.L= 20.0 Ib/ft Size Factor CF= - -- — ——'--------------------- - .--.. -- .._.._.... — -- ...._.......... — - -- TOTAL 40.0 Ib/ft Repetitive m. Fact. Cr= 1.00 -- 1.00 ' .__.... " '-'- - - _.. ------------------------- Incising Factor Ci = 1.00 Shear stress Factor CH= 1.00 W = 800.0 Ib/ft M=WxLZ/8 eoo ibttl i M= 2500.0 ft -lb M= 300001:.in-Ib i ' 5.008 V=WxL/2 BENDING V= 2000 Ib F"b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) ......._..... _. _..__...... _........_... _ ..._._............. .....F'b = 1250 ;Req.d S = M / F"b ;ALLOW F"b = psi._.._...... S= _._... ' '._......... ......... ----.._........ .............. --- --._............USE ................ _....--..... -........ _........ 24.00 in^3 4 X 8 Area=! 25.4 in -2 f b = M/S— Section= 1 30.7 in^3 ACT. f b = Moment of Inertia= 111 in^4 1250 psi > 978.5 psi OK 'SHEAR F"v = F\KCD)(CM)(Ct)(CH) f v= 1.5 V/ A — {� F"v = 119 psi > f v = 118.20 psi _ OK DEFLECTION 5WLL^4 = 0.06 in 384 E" I - OK - E"= E (C.)(G)(C) 1700000 psi �— d max = —__ L/240 = 0.25 —_- in BEAM 4X 8 -- V� �t or E� OR G�NST oA�E/ A STRUCTURAL CALCULATIONS BEAM DESIGN # I HDR #2 # DOUGLAS FIR -LARCH No 1= Fb = 1000 psi 'SPAN = 6:0 ft Fv= 95 psi TRIB. AREA = 20.0 Ift E = 1700000psi ........ ..... _._....... _.._.._......_...................... ....... ._..._......_._............. - _ _.......... Load Factor CD= 1.2 -.._........_.._....�_._..._._.......--- -- ................ Wet. Factor Cm 1.00 _._- ... ..._ - ------- --------- .... .. _...._.... -- -- _ D. L = 20.0 L L - 20.0 TOTAL 40.0 ....... _...._......................................:.......................... ..-------...........................�_...._..---........ i Ib/ft lb/ft Ib/ft _Service Temperature Factor Ct = 1.00 Size Factor CF= 1.Od Repetitive m. Fact. Cr = 1.00 Incising Factor Ci = 1.00 'Shear stress FactorCH 1.00 _................_--....[---........................__ ..__..................---............................_....... ...... ...........--- E W = 800.0 Ib/ft ......... r' M=WxU 8 eoo ibrr' I M= 3600.0'ft-Ib M= 43200; in -Ib 6.00 n V=WxL/2 BENDING1 V= 2400:lb F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi USE Req"d S = M / F"b ..................................................... ................... _.....__......_...................... ..........-._..._................... mmA S= ................... ... _..... 34.56 in^3 4 X ............... ..........._..........................................._ ._..... f b = M/S 10 Area = 32.4 ..........---.._.............: Section= 49.9 in^2 ........... in^3 LL OW F'b = _- 1250psi _# ACT. f b = _� Moment of Inertia= 231 > 865.6 psi OK in^4 ' F"v = F%KCD)(CM)(Ct)(CH) f v= 1.5 V/ A # F"v = 119 psi > f v = 111.18 psi OK DEFLECTION 5WLL^4 384 E" I� 006 in JOK E"= EY(CM)(G)(C) 1700000 psi BEAM 4X 10 d max = L / 240 = 0.30 in Q0�N-c�' 1 0F. G o� GONSI RU F gY DAZE/ STRUCTURAL CALCULATIONS BEAM DESIGN HDR ##3 DOUGLAS FIR -LARCH No 1= Fb = 1000 :SPAN = 5.0 ft Fv = —!psi 95 �;psi ......... ............... . . . ...... ITRIB. AREA 8.0 It Load Factor Co E = 1700000 psi Wet. Service Factor C, = 1.00 D.L = 19.0 lb/ft Temperature Factor Ct= 1.00 20.0 lb/ft ------ — — -- ----------- TOTAL 39.0 lb/ft Size Factor CF= . ----- Repetitive m. Fact. Cr= 1 - 00, ................... ---I 1.00 ......... .............. .---.._..--_.._..__.._.-.t_....---- --- ----------- Incising Factor Ci 1.001 Shear stress Factor CH 1.00 W = 312.0 lb/ft M=WxL'/8 312 min M= i 975.0 i It -Ib M= 11700lin-lb ------s.00 t,I V=IW x L 2.1 BENDING F'b Fbx(CD)(CM)(Ct)(CF)j 57)(d�j .... . ......... - — -- -- - ---- -------- — — --- - ------ V= 7801 lb F'b = 1250, psi USE Req'd S = M F'b S= 9.36 inA3 41 X16 Area = 19.3 inA2 f b = M/S Section=; 17.7 inA3 !ALLOW F'b = ACT. f b = Moment of Inertia=; 48.5 in^4 1250 psi > 662.9 psi OK ;SHEAR HEAR IF'v = F\(CD)(CM)(Ct)(CH) f v = 1.5V/A i F'v = 119 psi > f v = 60.78 psi OK ---------- _ . .. . . .. . .................... DEFLECTION . . . . ............. . . . . . .......... . .. T ...... . ....... .............. 5WL LA4 = 0.05 in 384 E' I OK E-= E (C 1700000 psi BEAM 4 X 16 1 .25 in -1 5V S0%, 0F ge-vlovp,�- 50%,04r, & ep C �\OIA STRUCTURAL CALCULATIONS E L BEAM DESIGN i HDR #4 DOUGLAS FIR -LARCH No 1= Fb = 1000 psi ;SPAN = 4.0 ft Fv = 95 psi TRIG. AREA = 15.0 ft ..... .__...... --*--................. _......_..._.__.—._ _ _ .._..__..... - __........_.__ _.__...._....._..._................_...___ Load Factor CD= .......... ......----_...... E = 17000001 psi Wet. Service Factor Cm= 1.00 01 = 19.0 Ib/ft Temperature Factor Ct= 1.00 L.L= 20.0 Ib/ft ..... -........ TOTAL 39.0 Ib/ft Size Factor CF= ---------------------- — ..._-.._.._...... Repetitive m. Fact. Cr= 1.00 - 1.00 _ _ _.......... _..... _ .. _ Incising Factor Ci = 1.00 ' Shear stress Factor CH= 1.00 W = 585.0 Ib/ft M=WxLZ/8 585 lb/ft , M= 1170.0 ft -Ib M= 14(OA -Ib a.00 rt V= W x L / 2 BENDING ......._.__ ..................... _: _........ -- F -b Fbx(CD)(CM)(Ct)(CF_C.... 1170Ib i i F'b = 1250 psi USE ';Req'd S = M / F'b S= 11.23 in^3 41 X 16 1 Area = 19.3 in^2 f b = M/S Section= 17.7 in^3 ;ALLOW F'b = ACT. f b = Moment of Inertia= 48.5 in^4 1250 psi i > 795.5 psi OK 'SHEAR F'v = Fv(CD)(CM)(Ct)(CH) f v = 1.5 V / A F'v = 119 psi > f v = 91.17 psi OK ---._._ ........__._..___-.. _.._......... !!DEFLECTION I.._..___.._ ____......... .._.... --...._._...... --.___..__..._ _...._-. ____------ 5WLL^4 = 0.04 in 384 E' I 10K E'= E (CM)(G)(C) 11700000 psi BEAM 4 X 16 d max = L / 240 = 0.20 in opf � QUIN PA 61V E & SAFE® gUTApFt® Og CONSTRUCTION BY DATE- STRUCTURAL CALCULATIONS Rl BEAM DESIGN ........ . . BEAM #11 DOUGLAS FIR -LARCH No 1= Fb = 1000 'psi 16.0 ft Fv= 95 psi : ,TRIB. AREA 4.0 ft 1700000psi Load Factor CD 129 Wet. Service Factor Cm 1.00 D.L= 19.0 lb/ft Temperature Factor Ct 1.00, L.L= 20.0 lb/ft Size Factor CF= 1.06, TOTAL 39.0 lb/ft Repetitive m. Fact. Cr= 1.00 Incising Factor Ci = 1.00 Shear stress Factor CH 1.00 W = 156.0 ..................................................................... . . ...................... .................. .. . ..... ................... ass ............ ... .. .. . ................... . .. ....... ....................................... Ll M= W x 8 . ................. ............. . ... . ........ ........... . ..... . ............. M= 4992.61 ft I b .............. M= 59904lin-lb V 16.00 ft V= W x L 2� BENDING V= 1248:lb F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F7b 250 ......................................... . . ... . . . . . . ... ...... . . . ............ ............................. ... .................. Req'd S = M F'b psi...._.._..._.__. ............. S= .................... . . . . . .. .......... ....... ... . . .............. .......... . . . . .. . . ...................... 47.92 inA3 USE . .. .... .. .... . ........ ......... . - - - ------------ ........... - - - - ---­---- ------ - - Area 39.4 inA2 f b = M/S Section= 73.8 inA3 :ALLOW F'b = ACT. f b = Moment of Inertia=i 415 iO4 1250 psi > 811.4 psi OK ..._...._.-•--....__.._................... . .................. . ... . . . ..................... . ..... . ............. ---- ----- ..... 'F'v = F\(CD)(CM)(Ct)(CH) ............... . . . .. . ... . ................. . . . . .................... . . . . . . . .................. f v = 1.5V/A . ...... . . .. .. ........ .............. . . . ....... ................ ............. . . . . .......... F'v 119 psi > f v = 47.54 psi OK DEFLECTION 5WLLA4 .. . . ........................ . .... . . I . 384 E' I = .......... . .............. . . .. 0.33 in ... .......... ... . .............................. ..... ............... ....... . ... .. . .................... . . . . ..................... .... . . . . . . . . .. ... ............. .................... OK ... . ........... ................. . .. . ..... . ...... .......................... E'= E (Cm)(Q)(Ci) 1700000 psi —6--80 BEAM 4 X 12 max L 240 ----------- in GING 0FtjA01JIN'TP�5& SP'F-EV ')EP -T. APPvt0\JF_0 FOR cot4s . TRUC-VION BY STRUCTURAL CALCULATIONS N M 'BEAM DESIGN BEAM #21 1 DOUGLAS FIR -LARCH No 1= Fb = 1000 psi :SPAN 9.0 ft _2_00 —ft Fv= 95 psi ITRIB. AREA E 1700000:lpsi Load Fact or CD 1.2� E Wet. Service Factor Cm 1.00 19.0 lIb/ft Temperature Factor Ct 1.00 `Ll = 20.0 lIb/ft Size Factor CF= 1.06, TOTAL 39.0 lb/ft Repetitive m. Fact. Cr= 1.00 Incising Factor Ci = 1.00 Shear stress Factor CH= 1.00 W = 780.0 Ib/ft M= .. . .......... . ................ . . .......................... . ... . ....... ....... Wx 1-2/8 . . . . .............................. . . . . . .... .................. . 7897.5: ft -1 b M=j 94770lin-lb W.U21 — V= W x L 2 BENDING V= 351011b F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) ---­-----­------------- .. _.......... .......... .................. lReq'd S = ... F'b M 1250'lps ............. . USE inA3 ........... . ...... ...... . ............ Area63.3 inA2 b = M/S Section= 121 inA3 :ALLOW F'b = ACT f b = Moment of Inertia= $ 697 inA4 1250 psi > 781.9 psi OK ..................................................................... . .. . .................. F'v F\�C ............. . . .. ...... .. . ........ )(CM)(Ct)(CH) . ... . . .. . ..................... . . . . .............. ............. . . ......... . ....... . . .... . . .. . ...... . ..................... . .... . . . fv= 1.5 V I Af ....... . .... ........ .. . . . .. ............................... . . ... . .......... ....................... . . F'v = 1191psi > fv= 83.24 psi OK DEFLECTION .......... . 5WL 04 384 E' IOK 0.1 in ................ .................... ............ .................. . ........... . .............. . ....... .......... . .... ..... . . . .......... . . ..... ..... . ... ... ......... . ...... . . ....................... ..... .. ... . ........ E'= E (Cm)(Q)(Ci)psi. 1700000 BEAM 6 X 112 1 max = L 240 = 0.45 in MIN 12 CqN( of Li"ll v DEPT. & SPFE pPROVEP, .TBUC-TIO ro IR cot4s STRUCTURAL CALCULATIONS ;BEAM DESIGN I BEAM #31 DOUGLAS FIR -LARCH No 1= Fb = 1000 ;psi !SPAN = 6.0 ft ........... ............... . .... . ......... . 1TRIB. AREA 0 ft- ......... . . ........... . . .......... . .......... . . . .----- — - ------- Fv = ----- --- - Ef 95 psi ......... ........... . . . ....... --1-7.000001 PSI Load Factor CD= 1.2 ------------ - - --- - Wet. Service Factor Cm 1.00 'D.L = 19.0 lb/ft Temperature Factor Ct= 1.00 iL.L 20.0 lb/ft ESizeFactor CF= 1.0 TOTAL 39.0 lb/ft Repetitive m. Fact. Cr= 1.00 Incising Factor Ci = 1.00 Shear stress Factor CH 1.00 W = 507.0 lb/ft M= Wx L 2 /8 I 5071lb/ft I I M= M=j 2281.5ift-lb 27378lin-lb 6.00 ft V= W x L 2:1 BENDING V= 1521 F'b = Fbx(CD)(CM)(Ct)(CF)(Cr)(Ci) F'b = 1250 psi USE Req'd S M F'b S= 21.90 i nA3 4 X 10 1 Area 32.4 inA2 f b = M/S Section-- 49.9 inA3 'ALLOW F'b = ACT. f b = Moment of Inertia=, 231 inA4 1250 psi > 548.5 psi psi OK 1 ISHEAR I F\(CD)(CM)(Ct)(CH) f v . . ......... . ... . . . . .. . ................... F' v . . ............ ... > V= 70.46 psi - — — ---- - ------- OR - ----------- ..... ......... --- - --- DEFLECTION 5WL LM 0.04 in 384 E' I . ......... ...... . .... . .... . ............. Q- - - - - --- (C i) - ­-­---- -- — ------------ - 1-7_000 0 0 psi s_Fl_­_,__ - OK — --------------- . . . ........ ...... BEAM 4X 110 id max = L 240 = 0.30 in ov 0G �� Q��N PA IBUXk�gl�4& SON\i �D oPC,°NS-ra� gY OP'Te STRUCTURAL CALCULATIONS vi COLUMN DESIGN ' Column DOUGLAS FIR -LARCH No 2= Fc = psi le = 9.0 ft �- _ _625 E= 1600000 psi LOADI 5900 Ib Load Factor CD= 1.29 Wet. Sery Factor Cm= 1.00 TOTAL P 5900.0 Ib Bucking Stiffeners Ct= 1.0_0 Size Factor CF= 1.00 Incising Factor Ci = 1.00 T-41Kce = 0.30 Buckling and Crushing Interaction c = 0.80' I Fc* = Fc(CD)(CM)(Ct)(CF)(Cr)(Ci) 9.oo Fc* = 781.25 psi USE Euler Critical Buckling Stress for Columns 4 X 6 Area = 19.3 in^2 _ d = 5.5 in Fce = _ Kce E 1244.856 psi _ (le / d)^2 Column Stability Factor Cp= Cp = 1 +Foe /Fc* — 11 + Fc Fc*) ^2 Fce/ Fc* 2c 2c c T� E Cp = 0.8237 F'c = Fc (CP)(CD)(CM)(Ct)(CF)(Cr)(Ci) F'c = 644 psi P = F'c *A = 12387.7 OK P = 5900.0 COLUMN 4 X 6 W/ SIMPSON Cc66 _n111� God O & SAV) f kc)\j R4 �E.� pEpT. gVILDI OR CONS�� BY STRUCTURAL CALCULATIONS 13 Wind Analysis for Low-rise Building, Based on ASCE 7-2010 j LATERAL FORCE ANALYSIS j ---..__--.........._._.i_____......._...__.__... IBC 2012 _. ;.._..._�_.._.._.............................._... ..... ........................ CBC 2013 ;ASCE;?-10. WIND: ;110 mph Exposure C ENMOSM V^2 INPUT DATA Roof angle 0 = 15.64 Exposure category (B, C or D, ASCE 7-10 26.7.3) .................. 4 Importance factor (ASCE 7-10 Table 1.5-2) IW = 11110 Basic wind speed (ASCE 7-10 26.5.1 or 2012 IBC) ............... V = 100 Topographic factor (ASCE 7-10 26.8 8 Table 26.84) K,t = 1110 m Building height to eave he = 9 Building height to ridge hr = 15 qh = velocity pressure at mean roof height, h. (Eq. 28.3-1 page 298 & Eq. 30.3-1 page 316) Kh = velocity pressure exposure coefficient evaluated at height, h, (Tab. 28.3.1, pg 299) = 0.85 Kd = wind directionality factor. (Tab. 26.6-1, for building, page 250) = 0.85 .............................. h = mean roof height = 12,00 qz=j18.50! PSF ___......._._� W71 -;3 = tRg1E+2E+3E+4E+0.18rM ANALYSIS WIND LOAD= 196j# ft p = qh [(G C+pf )4G Cpi )] where: p = pressure in appropriate zone. (Eq. 28.4-1, page 298) Amin = 16 psf (ASCE 7-10 28.4.4) G Cp f = 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[ MN(0.1 B, 0.1L, 0.4h), MIN(0.04B, 0.04L), 3) = Net Pressures Surface G CPf 1 0.49 2 -0.69 3 -0.45 4 -0.39 5 6 1 E 0.74 12.08 2E -1.07 -26.73 - s 2E ff 4 0 4.9M COMM Basic Load Cases Ile B = 15.64 Roof Net Pressure with G CP 6.68 14.37 -0.4 -18.60 -10.90 -0.6 -13.43 -5.73 -0.3 -12.17 -4.48 -0.4 Load Case A (Transverse) 19.77 19.03 f 5 9 7 5 0.40 -0.29 -0.48 -1.07 Ile 6 = 0.00 Net Pressure with +GCpj) (-GCPi -13.47 -5.77 -18.60 -10.90 -11.76 -4.06 -13.47 -5.77 4.70 12.40 -10.05 -2.35 -14.11 -6.41 -26.73 -19.03 41EP 3 anamoddencH Load Case 8 (Longitudinoi) Net Pressures fnsfl_ Tnrsinnal Lnad Cacec Surface Roof angle 0 = 15.64 G Cp f Net Pressure with I (+GCp i) (-GCp j) 1 T 2T 3T 4T 0.49 -0.69 -0.45 -0.39 1.67 -4.65 -3.36 -3.04 3.59 -2.73 -1.43 -1.12 Surface Roofangle 0 = 0.00 GCpf Net Pressure with (IGC, i) (-GCp;) 5T 0.40 1.18 3.10 Load Case A (Trorisverse) Load Case 8 (Longltudin V1�� Torsional Dk- O NG & SPIE �VtA BUS �C) G O� CONS gY STRUCTURAL CALCULATIONS Basic Load Case A (Transverse Direction) Basic Load Case B (Longitudinal Direction) Area Pressure(k) with Surface (fly +G ( CD i) (-GCp r ) 1 990 6.61 1423 2 2337 -03.46 -25.48 3 2337 -31.38 -13.39 4 990 -12.05 -4.43 1E 110 1.33 2.18 2E 260 -0.94 4.94 3E 260 -0.57 -2.57 4E 110 -1.79 -0.94 98 Horiz 17.88 17.88 £ Vert -68.75 32.37 Min. wind Vert. -83.15 -04.67 Min. wind Horiz. 28.80 28.80 28.4.4 Vert. -80.00 1 -80.00 Basic Load Case B (Longitudinal Direction) Torsional Load Case A Transverse Direction) Torsional Load Case B (Longitudinal Direction) Surface Area Pressure(k)wilh SurfaceArea (e) (+GCp l) (-GC,.) 2 2337 -43.46 -25.48 3 2337 -27.48 -9.49 5 608 2.86 7.54 6 608 -0.11 -1.43 2E 260 -6.94 -4.94 3E 260 -3.94 -1.94 5E 117 1.08 1.98 6E 117 -1.53 -0.63 98 Horiz 11.57 11.57 E Vert -68.75 32.37 Min. wind Horiz 11.60 11.60 28.4.4 Vert. -80.00 -80.00 Torsional Load Case A Transverse Direction) Torsional Load Case B (Longitudinal Direction) Surface Area Pressure (k) with Torsion (R -k) ( I ) rr�� (GC,,) (-GC,,) (-GC, i ) negative (ft') 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 1 E 110 1.33 2.18 60 98 2E 260 -0.94 4.94 -84 -60 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 -0.04 -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, Mr 1 212 212 Surface Area Pressure (k)with Torsion (e+t) (+GCp i) (-GCp i) (+GC i) (-GCp i) negative (rte) 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 -4.94 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 L363 1 -0.91 1 -0.21 1 -10 12 Total Horiz. Torsional Load, MT 1 104.6 1104.6 Design pressures for components and cladding 2, L p = qh[ (G Cp) - (G Cpi)) where: p = presuire on component. (Eq. 30.4-1, pg 318) • r s s.r + s. : i = i 2 z i x ig i:_ i z Amin = 16.00 psF (ASCE 7-10 302.2) G Cp = external pressure coefficient. Wolls see table below. (ASCE 7-10 30.42) Roof a• Roof .>s Zone 5 comp. &.Gadding Zone 1 Zone 2 Zone 3 Zone 4 Zone 5 Pressure poagWe negative P-RiVo Negative paehWo nrrgenw Peemve wganw Poenhm negative (psr) 16.00 -22.14 16.00 -35.42 16.00 -53.70 23.54 -25.68 23.54 30.41 of ul FES �E gU1LD1NG v �® p INSTRUCTION FoFk gY DA1E�� 15 rr; STRUCTURAL CALCULATIONS SITE CLASS DEFINITION= D OCCUPANCY CATEGORY = II SEISMIC DESIGN CATEGORY= D LAQUINTA CALIFORNIAZIP 92253 0.2 seg Ss=150%g 1.0 seg S 1 60%o g SDs= 2/3 X SMS SD1 = 2/3 X SM1 SDs = 1.07 SDI = 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 = SDI / T( R/IE) 0.462 (12.8-3) NOT LESS THAN Cs =0.01 0.010 (12.8-5) V= 0.161W OG k-N& SAFES DE gU1LD1N k GONSTFI gY CINE—� STRUCTURAL CALCULATIONS 7 ■ � � 7��7�777� 77771�7777171111�77� 77771��7�77���77� j7 - • • 7 : ' 7777i��77� 7777�7�77����7� 7777 - � - 777r� • � � 7� 7777 7777 ,:� 77�� •� �� 77771 � • 77�� � • � 7777�■�77�7��7■■777� ■7 - • . OEM 7777 i777���77� 77i■7r���77��s77� �7imm 7� 77770 ■t 8 • ■l M$IME m 7777����m7�7■�77� a7777�7r7c®����77� �■7�7��7777����77� TOTAL• • • • ■77���77� 7 Olin, &,-TTy--o--FLA QUINTA BUILDING & SAFETY DEPT. APPROVED FOR CONSTRUCTION DATE__�BY r STRUCTURAL CALCULATIONS E STRUCTURAL CALCULATIONS SHEAR WALL CONSTRUCTION 19 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 Of— PER CBC 2013 TABLE 2306.7) 7/8" PORTLAND CEMENT PLASTER ON WOVEN WIRE OR EXPANDED METAL LATH NAILED AT EACH STUD, SILL AND PLATE @ 6" 0/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 plf — PER 2013 CBC TABLE 2306.7) THE NEXT THREE (3) SHEAR WALL TYPES SHALL ALL HAVE THE FOLLOWING IDENTICAL STRUCTURAL I WOOD PANEL DIAPHRAGM: (WALL1 , 2 & 3 ONLY) 3/8" C -D EXPOSURE I APA PLYWOOD OR 3/8" ORIENTED STRAND BOARD APPLIED DIRECTLY TO THE STUDS, WITH THE LONG DIMENSION OF FULL PANELS LAID PARALLEL OR PERPENDICULAR TO THE LENGTH OF THE STUDS, ALL EDGES OF EACH PANEL SUPPORTED ON STUDS, SILLS, PLATES OR BLOCKING AND NAILED AND ANCHORED AS FOLLOWS: 1 D8d COMMON NAILS @ 6" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" 0/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS AT 48" 0/C. (ALLOWABLE LOAD: 280 plf — PER 2013 CBC TABLE 2306.3) * CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4 AND 6 APPLY ONLY WHEN DIAPHRAGM AT BOTH SIDES ) 2 D8d COMMON NAILS @ 4" 0/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 plf — PER 2013 CBC TABLE 2306.3) STUDS @16" O.0 CONSTRUCTION NOTE(S) 1 & 2 APPLY (NOTES 3, 4, 5 AND 6 APPLY WHEN DIAPHRAGM AT BOTH SIDES) 3 D8d COMMON NAILS @ 3" O/C AT ALL PANEL EDGES AND 8d COMMON NAILS @ 12" 0/C AT ALL FIELDS. ANCHOR WITH 5/8" DIAMETER BY 12" LONG ANCHOR BOLTS AT 32" 0/C. (ALLOWABLE LOAD: 550 Of — PER 2013 CBC TABLE 2306.3) * CONSTRUCTION NOTE(S) 1, 2, 3 & 6 APPLY (NOTES 4 & 5 APPLY WHEN DIAPHRAG BOTH SIDES) ,N QUINT N * CITY OG & SAFES DEPT. RR��ILDIN NOTE VALUES ARE APPLICABLE TO DOUGLAS FIR LARCH F h&GA j5'p.B0\J ® FOR CONSTRU STRUCTURAL CALCULATIONS In] 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'/4' DIAMETER ANCHOR BOLTS AT 16" O/C. —STATE EMBEDDED DISTANCE 7" MIN (ALLOWABLE LOAD: 730 If — PER 2013 CBC TABLE 2306.3) CONSTRUCTION NOTE(S) 1, 2, 3, & 6 APPLY (4 AND 5 APPLY WHEN DIAPHRAGM AT BOTH SIDES) CONSTRUCTION NOTES: 1 3" x 3" x 0.229" PLATE WASHERS SHALL BE PROVIDED BETWEEN ALL ANCHOR BOLT NUTS AND THE WOOD SILL. 2 SEE ANCHOR BOLT CALCULATIONS FOLLOWING THESE NOTES IN THE CALCULATIONS. 3 EDGE NAILING AT ABUTTING PANEL EDGES FOR WALLS LOADED IN EXCESS OF 350 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" O/C SHALL HAVE ABUTTING PANEL EDGES FOR ONE SIDE OFFSET ONE STUD SPACE FROM THE OTHER SIDE (NOTE No. 3 ALSO APPLIES) 6 ALL SHEAR WALLS HAVING A LOAD CARRYING CAPACITY IN EXCESS OF 350 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 USE OF SIMPSON SDS %x6 WOOD SCREWS AT 3" o/c. 12 ATTACHMENT OF A 2x SILL PLATE TO FLOOR FRAMING BEL E M�EUA�11I pEpT, USE OF 16d @ SPACING INDICATED AT THE SHEAR WALL TABU ANG &SAF By P BID ,ON FOR CONSTRv BY 0AiE— STRUCTURAL CALCULATIONS iDATAS: ..........................._.............. IT Ls , 2 ................................ ........................ Lanni. 2 FT Fy= 60 ! KSI top & bot _.................,_......... ................:.............................................................._......................................-. Fc= 25C-0 :PSI As- 1.86 in2.......................... h=' 32 IN d= 29 IN i........_.... B=' 32 IN AS= € 0.93 ;int 3# 5 As min= 1.4336 in2 i ...._.. ...._...._.. _.... .......... _�..__ ......... !OVERTURNIG MOMENT: ;RESISTING DEAD LOAD: i P. ROOF+WALL+GR BEAM H=i7 art i..............;........ -......:. .......... P=i 2.2 Mo=;rt ...................................... K'v ... ............... ROOF = 1200 ..................................................`................................. WALL= 12001 ............... • ................. ........... _......... ........ ..._..... P= 8586.7Lb _...:............. PU-0.9'P I i= ,.-------------- MU= 1.4'Mo ' MU=j 21.56 _- -_ _ _. _.......... _.....................:. KIP FT. _................... i _ GR. BEAM 6186. 7' _......_.:........................._............. ..... ..... ..... ..............._... - I 7b ' PU- , 728`L ...._ ...-i..... ......... ....._ ............. ...-.......... ........... _ -L= ;RESISTING MOMENT: 61 FT _ MO 15.4;K'P•rt Mr-0.9'P•U2 i __ ;OVERTURNING STABILITY RAT10N T ✓— Mr- 23.184> MO= W 15.4000: OK! 1.51: 1 1 OK 1.5:1 ;SOIL BEARING PRESSURE: .._.._.................................................................._.t._...................__...._..... ......................... .......... ............... - ......... --.. _....... .................... _......... ........... :............._...................._.._.............................. - -.._....:................................ .................... e=Mo/P 1.793481 FT gmax= 2•P / 3'3'eo < ALLOWABLE BEARING _....._.... ...................._.. __. t...........................................,..............................................................................:....................:. i............ eo=U2-e ? 1.20652jFT gmax= 1779.219 PSF 'PRESSURE 2000 PSF; i FACTORED EARTH PRESSURE _ guJr qu_max- (qu_max) (la-) leu=MU/P! 2.78986 ft qu max= 2•p / 3•B'eo euo=U22:0.21014 ft qu max= 9193.655'DSf v 3'euo IPROIVi DH ......3#.532; OP AND BOTTOM CONT T� _--._......_...--__s ._._.._._FTj LONG F OTING I_...._........._...._FO1U i DA LAQU„SPA �, SAFE E® l. RC U ED N BY � STRUCTURAL CALCULATIONS F Gfv & gp,FE�•� DE BUILD A'ppp,(D\JF-pt4 FOR CONgTR gY D�TE�� FOUNDATION SOIL PRESSURE = 1000 PSF mm LOADING _- - ROOF = 35 EXT. WALLS = 15 H-1 = 13 ft TYPICAL PERIMETER FOOTING AT 1 STORY Trib. Area (ft)= 18 LOADING: ROOF = 630 #1 WALL =1 195 #1 W= 825 #1 REQ'D WIDTH = 0.825 FT / FT LENDTH 12" WIDE x 12" CONTIN PE_RIM FT, ,AND 2#4 BARS, CONTIN . FOOTING FOR POST 4x6 LOADING W= 5900 Ib AREA = 5.90 sf 36" SQ x12" THK FOOTING WI 4- # 4 EA.WAY F Gfv & gp,FE�•� DE BUILD A'ppp,(D\JF-pt4 FOR CONgTR gY D�TE�� 10 STRUCTURAL CALCULATIONS FOUNDATION POST FOOl1NG 12" 18" 4" N 18" _. 40" X 12" = 480SQ IN _ 3.3333 --- ._ . 144 SQ IN SOIL PRESSURE = 1000 PSF TOTAL LOAD = 3,300.# >2000# OK 6�Y OF LA QUINTA C DEPT BUILDING & SAFv�® p°p ��®UCTION FOR C DATES Y �� Bin # veif Permit # n� Project Address: S� S City of La Quinto Building 81- Safety Division . _ 78-495 Calle Tampico La Quinta, CA 92253 - (760) 777-7012 Building Permit Application and Tracking Sheet �tOU( �!�(fifO Owner's Name: A. P. Number: Address: 76 6 GG ak ,-, U if a r. Legal Description: City, ST, Zip: �t h0 r Contractor:nn / �lr �1 u e hf T h n Telephone: e. 6 Address: 0,w A Veuo( r f 0 Project Description: City, ST, Zip: —(-- d •;, Telephone: hone: G 2 G State Lic. #: q Z�o 1 Z City Lic. #; -e �-� h U Arch., Engr., Designer: Address: City, ST, Zip: h Telephone: one: <� n Co str ucti n Type: e: Occupancy: Y P P Y State Lic. • #. Proje type (circle one • New Add'n Alter Repair Demo Name of Contact Person: Sq. Ft.:#Stories: # Units: Telephone # of Contact Person: Estimated Value of Project: APPLICANT: DO NOT WRITE BELOW THIS LINE # Submittal Req'd Rec'd TRACKING PERMIT FEES Plan Sets Plan Check submitted Item Amount Structural Calcs. Reviewed, ready for corrections Plan Check Deposit Truss Calcs. Called Contact Person Plan Check Balance Title 24 Calcs. Plans picked up Construction Flood plain plan Plans resubmitted Mechanical Grading plan 2nd 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:- 7rd. Review, ready for correct ionsfissue Developer Impact Fee Planning Approval Called Contact Person A.I.P.P. Pub. Wks. Appr Date of permit issue School Fees, Total Permit Fees PLEASE COMPLETE THIS INFORMATION RECORDING REQUESTED BY: VERONICA J. MONTECINO, City Clerk AND WHEN RECORDED MAIL TO: CITY OF LA QUINTA Attn: Veronica J. Montecino P 0 Box 1504 La Quinta, CA 92247 SPACE ABOVE FOR RECORDERS USE ONLY NOTICE OF SUBSTANDARD BUILDING OR PROPERTY (VACA►.1T LD") Title of Document A-D-DRE55 1/ljoLWD W 5a- 5 33 Avc:.*410A Nth^► 00Z A THIS AREA FOR RECORDER'S. USE ONLY THIS PAGE ADDED TO PROVIDE ADEQUATE SPACE FOR RECORDING INFORMATION Exempt Recording Fees per Government Code Sections 6103 and 27383 RECORD/NG REQUESTED BY AND WHEN RECORDED MAIL TO: Veronica J. Montecino, City Clerk CITY OF LA QUINTA P.O. Box 1504 La Quinta, Ca. 92247-1504 Exempt Recording Fees per Government Code Sections 6103 and 27383 NOTICE OF SUBSTANDARD BUILDING AND/OR PROPERTY Notice is hereby given to all persons, pursuant to the provisions of the La Quinta Municipal Code, as adopted by Title11 of the La Quinta Municipal Code that the property described below has been inspected and found to be substandard as defined in Chapter 11.72 of the above code and the owner of record have been orwill be notified. J Violations consist of: LQMC 11.72.030 (M) Violation of adopted Uniform Code — sewer lateral installed on incorrect lot. This document will be expunged only when the City Building Official finds that the public nuisance has been abated and either that such abatement has been accomplished at no cost to the City or that any such costs have been repaid to the City or that such costs have been placed upon the tax rolls as a special assessment pursuant to the Government Code. Detailed information regarding this Declaration, Code Violations, or any costs or fees that must be paid the City, may be obtained by contacting the Building & Safety Department, Building Division. - LEGAL DESCRIPTION Owners of Record: Sheldon R. Baker Area: 020-104 Situs: 53553 Avenida Mendoza APN #: 773-302-014 -------------------------------------------------------------------------- Lot 1, Bloc 43Unit No. 15, of Santa Carmelita at Vale La Quinta as shown by map on file in Book 18, Page 92 of Mapl,AP Map,the office of tfebpunty Recorder of Riverside County, California.. By: DATE: March 30, 2010 City of'La Q it to Greg Butler, Building & Safety Manager State of California City of La Quinta County of Riverside On March 30, 2010, before me, Pamela Nieto, Notary Public personally appeared Greg Butler, who proved to me on the basis of satisfactory evidence, to be the person whose name is subscribed to, within said instrument and acknowledged to be that he/she executed the same in his/her authorized capacity, and that by his/her. signature on the instrument the person or the entity upon behalf of which the person acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal Signature: Notary Public NI 1723211 p2m - California =ountys Feb 2, 2011 PLEASE COMPLETE THIS INFORMATION RECORDING REQUESTED BY: VERONICA J. MONTECINO, City Clerk AND WHEN RECORDED MAIL TO: CITY OF LA QUINTA Attn: Veronica J. Montecino P 0 Box 1504 La Quinta, CA 92247 DOC # 2010-0154504 04/05/2010 08:00A Fee:NC Page 1 of 3 Recorded in Official Records County of Riverside Larry W. Ward Assessor, County Clerk 8 Recorder 1111111111111111111111111111111111111 Ill. Illi! 11111111 a S R U 1 .1 PAGE I SIZE DA MISC LONG RFD COPY M I A I L 465 426 PCOR NC RI SMF CHG EM" T: CTY I UNI NOTICE OF SUBSTANDARD BUILDING OR PROPERTY Title of Document SNA 0 '2 THIS.AREA FOR ., RECORDER'S USE ONLY THIS PAGE ADDED TO PROVIDE ADEQUATE SPACE FOR RECORDING INFORMATION Exempt Recording Fees per Government Code Sections 6103 and 27383 RECORD/NG REQUESTED BY AND WHEN RECORDED MAIL TO: Veronica J. Montecino, City Clerk CITY OF LA QUINTA P.O. Box 1504 La Quinta, Ca. 92247=1504 Exempt Recording Fees per Government Code Sections 6103 and 27383 NOTICE OF SUBSTANDARD BUILDING AND/OR PROPERTY Notice is hereby given to all persons, pursuant to the provisions of the La Quinta Municipal Code, as adopted by Title11 of the La Quinta Municipal Code that the property described below has been inspected and found to be substandard as defined in Chapter"! 1.72 of the above code and the owner of record have been or will be notified. Violations consist of: LQMC 11.72.030 (M) Violation of adopted Uniform Code sewer lateral installed on incorrect lot. This document will be expunged only when the City Building Official finds that the public nuisance has been abated and either that such abatement has been accomplished at no cost to the City or that any such costs have been repaid to the City or that such costs have been placed upon the tax rolls as a special assessment pursuant to the Government Code. Detailed information regarding this Declaration, .Code Violations, or any costs or fees that must be paid the City, may be obtained by contacting the Building & Safety Department, Building Division. LEGAL DESCRIPTION Owners of Record: Sheldon R. Baker Area: 020-104 Situs: 53553 Avenida Mendoza APN #: 773-302-014 -------------------------------------------------.------------------------- Lot 1, Blocyl 43Unit No. 15, of Santa Carmelita at Vale La Quinta as shown by map on file in Book 18, Page 92 of M:= t e unty Recorder of Riverside County, California.. By: DATE: March 30. 2010 City oNLa Qui to Greg Butler, Building & Safety Manager State of California City of La Quinta County of Riverside On March 30, 2010, before me, Pamela Nieto, Notary Public personally appeared Greg Butler, who proved to me on the basis of satisfactory evidence, to be the person whose name is subscribed to within said instrument' and acknowledged to be that he/she executed the same in his/her authorized capacity, and that by his/her signature on the instrument toe person or the entity upon behalf of which the person acted, executed the instrument. I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct. WITNESS my hand and official seal PAMELA S. NIETO Commisslon # 1723211 -� Notary Public - California z Riverside County Signature ���My C°mr^•Expires Feb 2,2011 Notary Public 1 1 UPUZ t,' 1111UR 1114LIUU Primary Owner: BAKER SHELDON ROY Secondary Owner: N/A Site Address : rroperty %,IlaFultz terwilw LA QUINTA, CA 92253-3387 Mailing Address: 79120 FOX RUN Year Built: LA QUINTA, CA 92253 Assessor Parcel Number: 773-302-014 CountyName : Riverside i Tax Account ID : 0 Phone : N/A Census Tract: 0451.10 Housing Tract Number: N/A Lot Number: 1 Page Grid: - Legai Description: Lot: 1 ; Block: 143 ; Abbreviated Description: LOTH BLK:143 LOT 1 BLK 143 MB 018/092 SANTA CARMELITA VALE LA QUINTA UNIT 15; City/Muni/Twp: LA QUINTA rroperty %,IlaFultz terwilw $70,000 Bedrooms : 0 Year Built: N/A Bathrooms : 0.0 Garage: N/A Partial Bath : 0 Fireplace: N/A Total Rooms: 0 Pool/Spa : .N Zoning : N/A dale/LU21111111UFill atlUll - Transfer Date : 10/25/2007 Transfer Value : NIA First Loan Amt : N/A Assessment rax .iniormanon Square Foot: 0 Lot size : 6098 SF Number of Units : 0 Use Code : Residential -Vacant Land Document # : 2007-0658643 Cost/Sq Feet: NIA Lender: Assessed Value : $70,000 Tax Amount: $835.62 Land Value: $70,000 Tax Status : Current Improvement Value: $0 Tax Rate Area : 20-017 Percent improvement: 0 % Homeowner Exemption: N Data Deemed Reliable. But Not Guaranteed. Copyright 0 2004-2010 FIS Data Services. All Rights Reserved, All other trademarks and copyrights are the grope ty of their respective holders. 03/30/2010 13:23:54 PM Customer Service Rep: Mike Bavvens Printed on 03-30-2010 Printed at 1:25 PM Riverside County Title Tax 773-302-014-5 Page 1 ORDER# Fidelity Title Customer Service Request Only Information is sourced from public records and is deemed reliable, but is not guaranteed. Tax Year: 2009-2010 Assessor's Parcel 773-302-014-5 Payments as of- 03/26/2010 Described As: LOT 1 BLK 143 MB 018/092 SANTA CARMELITA Address: City: LA QUINTA Billing Address: 79120 FOX RUN LA QUINTA CA 92253 Assessed Owner(s): BAKER SHELDON ROY Mailing Name(s): BAKER, SHELDON ROY TR 41.76 Tax Rate Area: 020-017 Value Conveyance Date: OCT 2007 69.76 Land: 70,000.00 Conveying Instrument: 658643 Use Code: YR Improvements: Date Transfer Acquired: Vacant residential Personal Property: Vesting: NO ' Region Code: Fixtures: Year Built: Zoning Code: Inventory: Year Last Modified: Taxability Code: 0-00 Exemptions Homeowner: Square Footage Tax Rate: 1.16107 % Inventory: Land: Personal Property: Improvements: Religious: Bill #: 0511896 All Other: Tax Defaulted: Issue Date: >Y <s7.0 00 er>Tax e . l 35Gti Installment Amount Penalty Due Date Status Payment Date Balance 1st 417.81 41.76 12/10/2009 PAID 12/10/2009^ 2nd 417.81 69.76 04/10/2010 PAID 12/10/2009 _ Account _ _ Special Lien Description Amount 68-2373 CITY OF LA QUINTA LDS & LTG 11.74 68-4556 COACHELLA VALLEY MOSQUITO AND RIFA 1.14 68-4882 CVWD STDBY CUR DOMESTIC 10.00 *** END OF REPORT *** WHEN RECORDED MAIL TO: Sheldon R. Baker 79120 Fox Run La Quanta, CA 92253 MAIL TAX STATEMENTS TO: Sheldon R. Baker 79120 Fox Run La Quanta, CA 92253 APN: 773-302-014—J DOC # 2007-0658643 10/23/2007 08:000 Fee:7.00 Page 1 of i Recorded in Official Records County of Riverside Larry Y. Yard Assessor, County Clerk b Recorder 1111111111111101111111111111111111111111111111111 s R I U PAGE 312E DA MISC LONG RFD COPY i M A L 465 426 COR h4COR SMF NCHG c o" T: CTY UNI DOCUMENTARY TRANSFER TAX $ -0- X Computed on the consideration or value of property conveyed; or M = omputed on the consideration or value less � o ncumbra s re ringgime of sale 7 S gnature of Declarant or Age determining tax GRANT DEED FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, SHELDON R. BAKER, a married man as his sole and separate property, hereby G T(S) o SHELDON ROY BAKER, as Trustee of The Sheldon Roy Baker Revocable Trust Dated �,a , 2007, executed by Sheldon Roy Baker as Settlor and as original Trustee, the real pro((((perty illlln the City of La Quinta, County of Riverside, State of California, described as 1, Block 143, Unit No. 15, of Santa Carmelite afVale La Qulnta as Lk 18, Page_92 of Maps; in-the`office of the County_Recorder of Riv SHELDONDated &AA� I—. ZX -1- - W!,' STATE OF CALIFORNIA COUNTY OF RIVERSIDE On 6�q LWT1- 2007 before me, tlnoe ti c� n 2 9 11 i,e 00 Notary Public, personally appeared Sheldon R. Baker, personalty known to me OR proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) Were subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(les), and that by his/her/their signature(s) on the Instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the Instrument. WITNESS my hand and, "official seal. :MMMN ALFIERI Coln/. a11l651245 por RwcAsroi Cou N a th torr W. Wu. ,3.2010 03/30/2010 01:26 PM 1 of RECORDING REQUESTED BY: First American Tilte Company AND WHEN RECORDED N1AU. TO: Sheldon R. Baker 79120 Fox Run La Quinta, CA 92253 ?73 -173 -ON -r .OW -017 : 2622988 DOC # 2007-0095974 02/09/2007 08:00A Fee:7.00 Page 1 of I Recorded in Official Records County of Riverside Larry U. card Assessor, County Clerk b Recorder 111111111111111111111111111111111111111111111111111 S R U PAGE SIZE OA VJSC LONG RFD COPY MA L 468 426 VCO COR SMF NCHG EX" bzSo INTERSPOUSAL TRANSFER GRANT DEED appraisal under California Constitution Article 13 A Section 1 et [X] computed on full value of property conveyed, or [ ] computed on full value less value of liens or encumbrances remaining at time of sale. [X j Is exempt from imposition of the Documentary Transfer Tax pursuant to Revenue and Taxation Code Section 11927(a), on transferring community, quasi- community, or quasi -marital property, assets between spouses pursuant to a judgment, and order, or a written agreement between spouses In contemplation of any such judgment or order. [X] A creation, transfer, or termination, solely between spouses, of any co-owners interest. FOR A VALUABLE CONSIDERATION, receipt of which is hereby acknowledged, Gina M. Baker, spouse of the grantee herein r` hereby GRANT(s) to: Sheldon R. Baker the real property in the City of La Quinta, County of Riverside, State of California, described as: Lot 1, Block 143, Unit No. 15, of Santa Carmellta at Vale La Quinta as shown by map on file in Book 18, Page 92 of Maps in the office of the County Recorder of Riverside County, California. A.P. 0 773-302-014-5 DATED January 30, 20D7 STATE OF CALIFORNIA COUNTY OF RIVERSIDE On JANUARY 30, 2007 Before me, AMY NICOLE DONOVAN A Notary Public in and for said State, personally appeared GINA M, BAKER , . 4 . L - Com/ Gina M. Baker personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) At1At► MICOL! Olllq is/are subscribed to the within instrument and acknowledged Coattrjulan 0 1471762 to me that he/sheAhey executed the same in his/her/their Notary Mit - caftwilo authorized capacity(ies), and that by his/her/their signature(s) RArortltM on the instrument the person(s), or the entity upon behalf of eftmon Ism which the person(s) acted, executed the instrument. WITNESS my hand and official seal.IA t ,(^ Signature �'" v (This area for official notarial seal) MAIL TAX ST ES O ARTY SHOWN BELOW; IF NO PARTY SHOWN, MAIL AS DIRECTED ABOVE: 03/30/2010 01:26 PM 1 of l RECORDING REQUESTED BY: First American Title Company AND WHEN RECORDED MAIL TO: SHELDON R. BAKER 79120 Fox Run La Quints, CA 92253 DOC # 2007-0095973 02/09/2007 08:00A Fee:7.00 Page 3 of 1 DOC T Tax Paid Recorded in orficial Records County of Riverside Larry U. Uard Assessor, County Clerk d Recorder 11111110111111111111111111 III 11111 11111111 S R U PAGE SIZE DA MiSC LONG RFD I . cOPV M A I L 46U 428 NCOR SMF NCNG �1 �7foo 0 Title Order No.: 2622388 4PA1: 775 -30Z -01V -,f GRANT DEED ©ZO-01 THE UNDERSIGNED GRANTOR(S) DECLARE(S) DOCUMENTARY TRANSFER TAX Is $162.25 [Xj computed on full value of property conveyed, or [ I computed on full value less value of liens or encumbrances remaining at time of sale. [ ] Unincorporated area [XI City of La Quinta AND FOR A VALUABLE CONSIDERATION, receipt of which Is hereby acknowledged, Sherry A. Mc Donald, Executor of the Estate of June B. Loop hereby GRANT(s) to: SHELDONR.BAKER„A MARRIED MAN AS HIS SOLE ANS SEPARATE PROPERTY the real property in the City of La Quints, County of Riverside, State of California, described as: Lot 1 Block 143, Unit No. 15, of Santa Carmelita at Vale La Quinta as shown by map on file in Book 18, Page 92 of Maps in the office of the County Recorder of Riverside County, California. Also Known as: �kAM '.I-P,C'r Aft & 773-302-014-5 DATED JDn++wry JMr,2907 2--g-0-70 STATE OF 1=%-O¢ I'D COUNTY OF Q!2ANplE _ On Before me 1 "r A q tary Public in_and for Bald Zlate, persopally appeared personally known to me (or proved to me on the basis of satisfactory evidence) to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that helsheRhey executed the same in his/herAheir authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument. WITNESS my hand and official seal. Sherry A. Mc Donald, Executor of the Estate of June B. Loop BY: �herryc onal xecu or I its, Signatu _ _ (This area for official notarial seal) MAIL TAX STATA%ta TO PARTY SHOWN BELOW, IF NO PARTY SHOWN, MAIL AS DIRECTED ABOVE: oz6 03/30/2010 01:26 PM 1 of • V. — H AVENIDA SERRAj DRQ— , a� r Ir blr I - AVENI6A- : I - 74ht1�irlV$ - a a 1 0 It M� III.Biel w I I CK N �r roe (2) cc.) .1 TLD � � 0 0 • 0 (D0 � �0e A� 4 0 0 0 � BL CX BKL � 8� � S I r O� O G) � I mey '4� Y I IV w� Y ♦ 4 y Y ° -—'AVENIBA— - 1416 (D 0, e;! �D j 10 1 IS (D. ;�oc�0000 4 0 0 0 0$ w � BOK qp S I v ���� � Y I IV w� Y ♦ 4 y .. ° -—'AVENIBA— - 1416 (D 0, e;! �D j 10 1 IS (D. w i ° -—r1VEN19A-- - � I ooIo r' Y u fi ° 44444 _mg y� V V W � W G Data Deemed Reliable, But Plot Guaranteed Copyright 012004.2010 FIS Data Services. All Rights Reserved. All other trademarks and copyrights are the property of than respective holders. 3130/2010 Customer Service Rep: Mike 60 w2ns cn qp S • v ° -—r1VEN19A-- - � I ooIo r' Y u fi ° 44444 _mg y� V V W � W G Data Deemed Reliable, But Plot Guaranteed Copyright 012004.2010 FIS Data Services. All Rights Reserved. All other trademarks and copyrights are the property of than respective holders. 3130/2010 Customer Service Rep: Mike 60 w2ns P.O. BOX 1504 No. 05368 Building 78-105 CALLE ESTADO Address LA QUINTA, CALIFORNIA 92253 =11 --W Mailing " a BUILDING: TYPE CONST. OCC: GRP. -" Address A.P. Number 773—.302-014 City Zip Tel. ' Legal Description Contractor Project Description fig Tam. 511 ToRr. QTR t31i:T.T, Address State Lic.I City & Classif. Lic. # Arch., Engr., Designer Address Tel. CityI Zip I State 1 Lic. # I LICENSED CONTRACTOR'S DECLARATION hereby affirm that I am licensed under provisions of Chapter 9 (commencing with Section effect7000) of Sion 3 of the Business and Professions Code, and my license is in full force and SIGNATURE DATE OWNER -BUILDER DECLARATION 1 hereby affirin that I am exempt from the Contractor's License Law for the following reasolr. (Sec. 7031.5,Busrress and Professions Code: Any city or county which requires a Permit to construct. afer, irpmve, demolish, or repair any structure, prior to its issuance also �mcaa requires the nt for such Permit to Ne signed statement that he is licensed pursuant to the provisions of the Contractor's license Law, Chapter 9 (commencing with Section 7000) of aNilsion 3 of the Business and Professions Code, or that. he is exempt therefrom, and the basis for the areged exemption. Any violation of Section 7031.5 by 'any applicant for a permit subjects the applicant to a civilpenally of not more than five hundred dollars ($500). ❑ I, as owner of the property, or my employees with wages as their sole compensation, will do the work, and the structure is not intended or offered for sale. (Sec. 7044, Buisness and Pmlessiors Code: The Contractor's License Law does not apply to an owner of property who bu7ds or improves thereon and who does such work himself or through his own employees, Provided that such krprovemens are not intended or offered for sale. If, however, the building of improvement is sold within one year of completion, the owner -builder will have the burden of proving dud he did not build of improve for the purpose of sale.) ❑ I, as owner of the property, am exclusively contracting with licensed contractors to con- struct the project (Sec. 7044, Business and Professions Code: The Contractor's license Law does not apply to an owner of property who builds or improves thereon, and who contracts for such projects with a contractar(s) licensed pursuant to the Contractor's License Law.) ❑ 1 am exempt under Sec B. & P.C. for this reason Date �- - , lr' •/ Owner ./ >'�, r t /r �{ ., .zw" WORKERS' COMPENSATION DECLARATION+. / ,.=affirm that I have a certificate of consent to self -insure, or a certificate of pensation Insurance, or a certified copy thereof. (Sec. 3800, Labor Code.) Policy No Company ❑ Copy is filed with the city. ❑ Certified copy is hereby furnished. CERTIFICATE OF EXEMPTION FROM WORKERS' COMPENSATION INSURANCE (This section need not be completed N the permit is for one hundred dollars ($100) valuation or Mss.) r s I certify that in the performance of the work for which this permit is issued, I shall not employ any person in any manner so as to become"subject to the Workers' Compensation Laws of California. J Date Owner �''' �✓ 1 ! NOTICE TO APPLICANT: d, alter making ,this ,Certificate of Exemption you should become subject to the workers' Compensation provisions o% the Labor Code, you must forthwith COMIpIY wih such Provsiors or M permit shall be deemed revoked. CONSTRUCTION LENDING AGENCY I hereby affirm that there is a construction lending agency for the performance of the work for which this permit is issued. (Sec. 3097, Civil Code.) Lenders Name Lender's Address This is a building permit when properly filled out, signed and validated, and is subject to expiration if work thereunder is suspended for 180 days. 1 certity that I have read this application and state that the above information is correct. agree to comply with all city and county ordinances and state laws relating to building rrconstruction, � and hereby authorize representatives -of this city to enter the above - property for inspection purposes. Signature of applicant Date Mailing Address City, State, Zip Sq. Ft. Size No. Stori No. Dw. Units New ❑ Add ❑ Alter ❑ Repair ❑ Demolition ❑ Lstimateo valuation PERMIT AMOUNT Plan Chk. Dep. Plan Chk. Bal. Const. 45.0n Mech. Electrical Plumbing S.M.I. 4 Grading Driveway Enc. Infrastructure TOTAL REMARKS ZONE: BY: Minimum Setback Distances: Front Setback from Center Line Rear Setback from Rear Prop. Line Side Street Setback from Center Line Side Setback from Property Line FINAL DATE INSPECTOR Issued by: Date2/1.49 Permit Validated by: Validation: CONSTRUCTION ESTIMATE NO. ELECTRICAL FEES NO. PLUMBING FEES 1ST FL. SO. FT. ® $ UNITS SLAB GRADE 2ND FL SO. FT. BONDING YARD SPKLR SYSTEM STORAGE TANK MOBILEHOME SVC. BAR SINK POR. SO. FT. ® DUCT WORK ROCK STORAGE GAR. SO. FT. ® POWER OUTLET ROOF DRAINS HEATING (FINAL) OTHER APPJEOUIP. DRAINAGE PIPING CAR P. SO. FT. TEMP. POLE WALL SO. FT. GROUT DRINKING FOUNTAIN. SO FT ® FINAL INSP. URINAL ESTIMATED CONSTRUCTION VALUATION $ WATER SYSTEM WATER PIPING NOTE: Not to be used as property tax valuation FLOOR DRAIN MECHANICAL FEES FINAL INSP. WATER SOFTENER VENT SYSTEM FAN EVAP.COOL HOOD SIGN WASHER(AUTO)(DISH) APPLIANCE DRYER GARBAGE DISPOSAL FURNACE UNIT WALL FLOOR SUSPENDED LAUNDRY TRAY AIR HANDLING UNIT CFM VENTILATION KITCHEN SINK ABSORPTION SYSTEM B.T.U. TEMP USE PERMIT SVC WATER CLOSET' COMPRESSOR HP POLE, TEMIPERM LAVATORY HEATING SYSTEM FORCED GRAVITY AMPERES SERV ENT SHOWER BOILER B.T.U. SO. FT. ® c BATH TUB GAR. FIREWALL SO. FT. ® c WATER HEATER MAX. HEATER OUTPUT, B.T.U. SO. FT. RESID ® 1% c SEWAGE DISPOSAL SO.FT.GAR ® 3/4c HOUSE SEWER GAS PIPING PERMIT FEE PERMIT FEE PERMIT FEE DBL TOTAL FEES MICRO FEE MECH.FEE PL.CK.FEE TNST. FEE ELECT. FEE SMI FEE PLUMB. FEE STRUCTURE PLUMBING ELECTRICAL HEATING & AIR COND. SOLAR SETBACK GROUND PLUMBING UNDERGROUND A.C. UNIT COLL. AREA SLAB GRADE ROUGH PLUMB. BONDING HEATING (ROUGH) STORAGE TANK FORMS SEWER OR SEPTIC TANK ROUGH WIRING. DUCT WORK ROCK STORAGE FOUND. REINF. GAS (ROUGH) METER LOOP HEATING (FINAL) OTHER APPJEOUIP. REINF. STEEL GAS (FINAL) TEMP. POLE GROUT WATER HEATER SERVICE FINAL INSP. BOND BEAM WATER SYSTEM GRADING cu. yd. $ -Plus-X$-=$ LUMBER GR, FINAL INSP. FRAMING FINAL INSP. ROOFING REMARKS: VENTILATION FIRE ZONE ROOFING: FIREPLACE SPARK ARRESTOR GAR. FIREWALL LATHING MESH INSULATIONISOUND FINISH GRADING FINAL INSPECTION CERT. OCC. FENCE FINAL INSPECTOR'S SIGNATURES/INITIALS GARDEN WALL FINAL