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Home My WebLink About1144 MAGNOLIA AVE; ; CB141640; PermitCity of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 12-01-2014 Residential Permit Permit No: 0B141640 Building Inspection Request Line (760) 602-2725 Job Address: 1144 MAGNOLIA AV CBAD Permit Type: RESDNTL Sub Type: RAD Status: ISSUED Parcel No: 2052103400 Lot #: 0 Applied: 07/09/2014 Valuation: $105,112.00 Constuction Type: SB Entered By: JMA Occupancy Group: Reference #: Plan Approved: 12/01/2014 # Dwelling Units: 0 Structure Type: Issued: 12/01/2014 Bedrooms: 0 Bathrooms: 0 Inspect Area: Orig PC #: Plan Check #: Project Title: THOMAS RES- 796 SF DETACHED GUEST HOUSE - NO COOKING FACILITIES Applicant: Owner: THOMAS MATT & JENNIFER MATT THOMAS 1144 MAGNOLIA AVE 1144 MAGNOLIA AVE CARLSBAD CA 92008 CARLSBAD CA 92008 760-445-3998 Building Permit $719.14 Meter Size Add'I Building Permit Fee $0.00 Add'I Red. Water Con. Fee : $0.00 Plan Check $503.40 Meter Fee $0.00 Add'I Plan Check Fee $0.00 SDCWA Fee $0.00 Plan Check Discount $0.00 CFD Payoff Fee $0.00 Strong Motion Fee $10.51 PFF (3105540) $0.00 Park in Lieu Fee $0.00 PFF (4305540) $0.00 Park Fee $0.00 License Tax (3104193) $0.00 LFM Fee $0.00 License Tax (4304193) $0.00 Bridge Fee $0.00 Traffic Impact Fee (3105541) $0.00 Other Bridge Fee $0.00 Traffic Impact Fee (4305541) $0.00 BID #2 Fee $0.00 Sidewalk Fee $0.00 BID #3 Fee $0.00 PLUMBING TOTAL $277.00 Renewal Fee $0.00 ELECTRICAL TOTAL $43.00 Add'I Renewal Fee $0.00 MECHANICAL TOTAL $65.57 Other Building Fee $0.00 Housing Impact Fee $0.00 HMP Fee $0.00 Housing InLieu Fee $0.00 Pot. Water Con. Fee $0.00 Housing Credit Fee $0.00 Meter Size Master Drainage Fee $1,084.50 Add'I Pot. Water Con. Fee $0.00 Sewer Fee $0.00 Red. Water Con. Fee $0.00 Additional Fees $0.00 Green Bldg Stands (SB 1473) Fee $4.00 Fire Sprinkler Fees $0.00 Green Bldg Stands Plan Chk Fee $0.00 TOTAL PERMIT FEES $2,707.12 Total Fees: $2,707.12 Total Payments to Date: $2,707.12 Balance Due: $0.00 fli / FINAL APRVAL Inspector: LJ"1fr4/'- Date: I/7.x1(. Clearance: NOTICE: Please take NOT PE t t approval of your project includes the Imposition" of fees, dedications, reservations, or other exactions hereafter collectively referred to as "fees/exactions." u have 90 days from the date this permit was issued to protest imposition of these fees/exactions. If you protest them, you must follow the protest procedures set forth in Government Code Section 66020(a), and file the protest and any other required information with the City Manager for processing in accordance with Carlsbad Municipal Code Section 3.32.030. Failure to timely follow that procedure will bar any subsequent legal action to attack, review, set aside, void, or annul their imposition. You are hereby FURTHER NOTIFIED that your right to protest the specified fees/exactions DOES NOT APPLY to water and sewer connection fees and capacity changes, nor planning, zoning, grading or other similar application processing or service fees in connection with this project. NOR DOES IT APPLY to any fees/exactions of which you have previously been given a NOTICE similar to this, or as to which the statute of limitations has previously otherwise expired. . City of Carlsbad 1635 Faraday Av Carlsbad, CA 92008 Storm Water Pollution Prevention Plan (SWPPP) Permit - - Job Address: 1144 MAGNOLIA AV CBAD Permit Type: SWPPP Parcel No: 2052103400 Lot #: Reference #: CB#: CB141640 Project Title: THOMAS: 796 SF DETACHED GUEST HOUSE- NO COOKING FACILITIES Priority: M Status: ISSUED 0 Applied: 07/09/2014 Entered By: JMA Issued: 12/02/2014 Inspect Area: Tier: 1 Applicant: MAU THOMAS 1144 MAGNOLIA AVE CARLSBAD CA 92008 .Emergency Contact: MATT THOMAS Owner: WINKLER ROBERT A&KATHERINE I LIVING TRUST 02-24- 1144 MAGNOLIA AVE CARLSBAD CA 92008 858 449-8175 SWPPP Plan Check SWPPP Inspections Additional Fees TOTAL PERMIT FEES $52.00 $221.00 $0.00 $273.00 Total Fees.: $273.00 Total Payments To Date: $273.00 Balance Due: $0.00 FINAL APPROVAL DATE/2ô/ CLEARANCE SIGNATURE ñLA4 THE FOLLOWING APPROVALS REQUIRED PRIOR TO PERMIT ISSUANCE: 0 PLANNING J ENGINEERING 0 BUILDING 0 FIRE HEALTH J HAZMAT!APCD Building Permit Application Plan Check No. C131L4. JG,L(.lJ Est. Value 1635 Faraday Ave., Carlsbad, CA 92008 C I I Y 0 F Ph: 760-602-2719 Fax: 760-602-8558 Plan Ck. Deposit email: bUildingcarlsbadca.gov CARLSBAD Date Ic )i4' Iswppp I J 1qL/ www.carlsbadca.gov JQB ADDRESS t19*'r4 AArs I SUITE#/SPACE#/UNIT# APN 2oc2to3Lkoo Cl/PROJECT P LOT P PHASE B P OFN BEDROOMS B BATHROOMS TENA BUSINESS NAME I CONSTR. TYPE I DCC. GROUP DESCRIPTION OF WORK: Include Square Feet of Affected A,ea(s) 7WIP EXISTING USE PROPOSED USE GARAGE (SF) PATIOS (SF) DECKS IS I FIREP CE CONDITIONING FIRE SPRINKLERS - - - YES [D#. JAIR YESENO YESNO APPLICANT NAME ' PROPERTY OWNER NAME Prinary Contact ADDRESS ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX PHONE FAX EMAIL k4x-_ci C, in o Lo EMAIL DESIGN PROFESSIONA \A j CONTRACTOR BUS. NAME ~VVN ADDRESS 2_ ADDRESS CITY STATE ZIP CITY STATE ZIP PHONE FAX I PHONE IFAX EMAIL EMAIL STATE tIC. P STATE LIC.# CLASS CITY BUS. LIC.# (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 Contractors License Law (Chapter 9, commending 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 I$500II. øc3000° 3O®O Workers' Compensation Declaration: thereby affirm under penally of perjury one of the following declarations: i:i I have and will maintain a certificate of consent to self-insure for workers' compensation as provided by Section 3700 of the Labor Code, for the performance of the work for which this permit is issued. F-11 have and will maintain workers' compensation, 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: Insurance Co. . Policy No. Expiration Date This section need not be completed if the permit is for one hundred dollars ($100) or less. []Certificate of Exemption: I certify that in the performance of the work for which this permit is issued, I shalt not employ any person in any manner so as to become subject to the Workers' Compensation Laws of California. WARNING: Failure to secure workers' compensation coverage is unlawful, and shall subject an employer to criminal penalties and civil fines up to one hundred thousand dollars (&100,000), in addition to the cost of compensation, damages as provided for in Section 3706 of the Labor code, Interest and attorney's fees. CONTRACTOR SIGNATURE 0 AGENT DATE oOQ)O11øO(i D?O®O thereby affirm that lam exempt from Contractor's License Law for the following reason: [] I, as owner of the property or my employees with wages as their sole compensation, will do the work and the structure is not intended or offered for sale (Sec. 7044, Business and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and who does such work himself or through his own employees, provided that such improvements are not intended or offered for sale. If, however, the building or improvement is sold within one year of completion, the owner-builder will have the burden of proving that he did not build or improve for the purpose of sate). I, as owner of the properly, am exclusively contracting with licensed contractors to construct the project (Sec. 7044, Busineks and Professions Code: The Contractor's License Law does not apply to an owner of property who builds or improves thereon, and contracts for such projects with contractor(s) licensed pursuant to the Contractor's License Law). LI I am exempt under Section ______________Business and Professions Code for this reason: I personally plan to provide the major labor and materials for construction of the proposed property improvement Dyes [::]No I (have I have not) signed an application for a building permit for the proposed work. I have contracted with the following person (firm) to provide the proposed construction (include name address I phone I contractors' license number): I plan to provide portions of the work, bull have ired the following person to coordinate, supervise and provide the major work (include name! address! phone! contractors' license number): I will provide some of the work, but I have con , A d (hired) the I II wing persons to provide the work indicated (include name! address! phone! type of work): PROPERTY OWNER SIGNATURE 4 []AGENT DATE UiUo oqøa 0000% OK000,0doo6vo øc Is the applicant or future building occupant required to submit a business plan, acutely hazardous materials registration form or risk management and prevention program under Sections 25505, 2553301 25534 of the Presley-Tanner Hazardous Substance Account Act? 0 Yes 0 No Is the applicant or future building occupant required to obtain a permit tram the air pollution control district or air quality management district? DYes 0 No Is the facility tube constructed within 1,000 feet of the outer boundary of a school site? C3 Yes 0 No IF ANY OF THE ANSWERS ARE YES, A FINAL CERTIFICATE OF OCCUPANCY MAY NOT BE ISSUED UNLESS THE APPLICANT HAS MET OR IS MEETING THE REQUIREMENTS OF THE OFFICE OF EMERGENCY SERVICES AND THE AIR POLLUTION CONTROL DISTRICT. Go3eo 3OO L}JS7 * I hereby affirm that there is a construction lending agency for the performance of the work this permit is issued (Sec. 3097 (i) Civil Code). Lender's Name Lender's Address O(( GIWQOO(3?Q®C) I certify that have mad the application and state thatthe above information is conectand that the infomiahon on the plans Is accurate. I agree to comply with all City ordinances and State laws relating to building construction. I hereby authorize representative of the City of Carlsbad to enter upon the above mentioned property for inspection purposes. I ALSO AGREE TO SAVE, INDEMNIFY AND KEEP HARMLESS THE CITY OF CARLSBAD AGAINST ALL LIABILITIES, JUDGMENTS, COSTS AND EXPENSES WHICH MAY IN ANY WAY ACCRUE AGAINST SAID CITY IN CONSEQUENCE OF THE GRANTING OF THIS PERMIT. OSHA: Ni OSHA permit is required for excavations over 50' p and demolition or construction of structures over 3 stories in height. EXPIRATION: Every permit issued by the Building Officials e the provisions of this Code shall expire by limitation and become null and voidtithe building or work authorized by such permit is not commenced within 180 days from the date of such permit or if the buiding or uthorized by such penn suspend at any time alter the work is commenced for a period of 180 days (Section 106.4.4 Uniform Building Code). ..APPLICANT'S SIGNATURE \L... DATE q 4 1 01 Inspection List Permit#: CB141640 Type: RESDNTL RAD THOMAS RES- 796 SF DETACHED GUEST HOUSE - NO COOKING FACILITIE Date Inspection Item Inspector Act Comments 09/02/2016 89 Final Combo - RI 09/02/2016 89 Final Combo PY AP 03/17/2015 17 Interior Lath/Drywall PY AP 03/17/2015 23 Gas/Test/Repairs PY AP 03/11/2015 16 Insulation PY AP 03/06/2015 84 Rough Combo PB AP 01/21/2015 13 Shear Panels/HD's PY AP 01/21/2015 15 Roof/Reroof PY AP 12/08/2014 66 Grout PY AP 12/04/2014 11 Ftg/Foundation/Piers PY AP 12/04/2014 31 Underground/Conduit-Wirin PY PA 12/03/2014 11 Ftg/Foundation/Piers PD CO Wednesday, September 07, 2016 Page 1 of 1 County of San Diego, Planning & Development Services SAN DIEGO (COUNTY) AREA CIRCUIT CARD AND LOAD SUMMARY BUILDING DIVISION (1999 NEC) PLANNING & DEVELOPMENT SERVICES - BUILDING DIVISION THIS CARD MUST BE FILLED OUT AND AVAILABLBE AT THE SERVICE EQUIPMENT FOR THE ROUGH INSPECTION Address: //V" /3 #(.44/,9 Permit Number: Owner: Phone: Census Tract Number: Contractor: Phone: Area in Sq. Ft. PANEL: 504 /0,0° A.I.C. VOLTS / 0 3 WIRE LOCATION CKT SIZE MISC LTG REC REC MISC LTG MISC BKR SIZE CKT LOCATION SIZE TYPE SIZE i 15 _—;-_'- c-'-' 7V 2 114 4C 12_ /q 4- - (2. C- jV 4 Vf 5 / (-) 6 1 IZ C 6 (AJ( Z_ ..± L/ ..IL _L 'a --' !_ FAo FA ----_ _L_ ly 1?- C 20 10 Ày 11 i,/ C - ac) 12 C4€ 13 14 15 16 17 _ _ _ _ 18 19 _ _ _ _ 20 21 1'22 23 24 1 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 _ _ _ _ 42 MAIN: 0 20 AMPUSE 0 MLO Computed Load AMPS BUS: j5W Z" AMP See Calculation Worksheet on back Service entrance or feeder conductors: Branch circuits required: A) Size: No. * B) Type:'' CU 0 AL Lighting Circuits 220 - 3(b), 4(d) C) Insulation: W//A1/.&1A1 D) Conduit Size: /M Two Small Appliance Circuits 210- 11(e) Service ground/bond: Laundry Circuit 220 - 16(b) A) Size: No. 14 B) Type:" CU 0 AL Central Heating Equipment 422 -12 C) Clamp location(s): Bathroom 210 - 52(d) UFER 250- 50(c) Remarks: -7.Water Pipe 250-104 0 Ground Rod 250-52 0 ___ GFCI locations 210 - 8, 680 - 70: / certify that all terminations have been torqued in accordance with ' Bathroom(s) 0 Kitchen manufacturer's instructions and that the work shown on this circuit card O Garage(s) 0 Hydromassage Tub represents the full extent of the work performed under this permit. Outdoors 0 0 Owner _____________ AFCI Protected Circ. 210-12 Contrac 5%c12' ..D- /e' zS3'3 " Bedroom(s) Date 3 -5 -/S 5510 OVERLAND AVE. SUITE 110, SAN DIEGO, CA 92123. (858) 56545920 • (888) 337553 HTTP://VVVVVV.SDCPDS.ORG PDS 184 REV.: 09/24/2012 PAGE 1 of 2 mail Ll C#WE s G .ICerporation S In(Partnership with government for 8ui(ding Safety DATE: 11/25/14 0 APPLICANT 0 JURIS. JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 14-1640 SET: V PROJECT ADDRESS: 1146 Magnolia Ave. PROJECT NAME: Detached Guest House for Thomas Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Telephone #: Date contacted: (by: ) Email: Mail Telephone Fax In Person REMARKS: 1) The sq footage of proposed project has increased from 588 to 796 2) Per note 5 on Al Will Foss will resolve requirement for soil report. 2) Set V consist of slipping sheet heet Al intoet lii. / / 67 By: Ray Fuller Enclosures: EsGil Corporation El GA' El EJ El MB El PC (P) 11/20/14 ( •,/ •:. 9320 chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 -I EsGil Corporation In Partnership with government for(Building Safety DATE: 11/13/14 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-1640 PROJECT ADDRESS: 114 Magnolia Ave. SET: IV U.APPLICANT JURIS. U PLAN REVIEWER U FILE PROJECT NAME: Detached .Guest House for Thomas Residence LII The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. 11111 The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. LIII The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Mall & Jenifer Thomas EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Mall & Jenifer Thomas Telephone #: (760) 445-3998 sate contacted: I (( (by:). Email lotusmaximyahoo.com "tMaiI Telephone Fax In Person REMARKS: 1) The sq footage of proposed project has increased from 588 to 796 2) Per note 5 on Al Will Foss will resolve requirement for soil report. By: Ray Fuller Enclosures: EsGil Corporation LI GA LI EJ [1 MB LI PC 11/07/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 14-1640 11/13/14 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font and underlined are current. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for residential projects. Or can provide three sets of revised sets of Al sheets and will slip sheet into previous sets. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 37. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Gas line isometrics are required now as the gas pipe sizing for a tank type water heater shall also be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). All new water heaters including storage tanks have to be designed for 199,000 BTU's in order to convert to tankless at a future date). The gas isometrics provided need to be reviewed closely as both incomplete and undersized. Still applies. The total developed length is 153 ft and must use 175 ft table. The total BTU's as shown is 656,000. By inspection the gas lines are undersized. For example instead of starting out at I 1/21 a minimum of 2" would be required. The gas schematics are reflecting both starting out at 1" and then going to I 1/2? This occurs thru out. (In addition using 1100 (as shown in the UPC example) to convert from BTU's to CFH and per footnote on table it states must verify with local utility company- SDGE as stated that 1040 is what is to be allowed). Please sign revised gas schematics. Note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In Partnership with government for (Bui(ding Safety DATE: 11/03/14 0 0_APPLICANT JURISDICTION: Carlsbad 0 PLAN REVIEWER 0 FILE PLAN CHECK NO.: 14164? SET: III PROJECT ADDRESS: 1144 agnolia Ave. PROJECT NAME: Detached Guest House for Thomas Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Matt & Jenifer Thomas EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Matt & Jenifer Thomas Telephone #: (760) 445-3998 Date contacted:tfS (by.J3 Email: lotusmaxim©yahoo.com .Mail v"TeIephoneVj$ Fax In Person REMARKS: 1) The sq footage of proposed project has increased from 588 to 796 2) Per note 5 on Al Will Foss will resolve requirement for soil report. By: Ray Fuller Enclosures: EsGil Corporation [1 GA El EJ El MB [1 PC 10/30/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 9223 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 14-1640 11/03/14 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. 1. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for residential projects. Or can provide three sets of revised sets of Al sheets and will slip sheet into previous sets. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 37. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Gas line isometrics are required now as the gas pipe sizing for a tank type water heater shall also be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). All new water heaters including storage tanks have to be designed for 199,000 BTU's in order to convert to tankless at a future date). The gas isometrics provided need to be reviewed closely as both incomplete and undersized. It appears that your are proposing to feed the accessory structure thru existing dwelling. If this is the case then why are gas isometrics noted to be l"to guest and accessory structure starts out at 1 ¼? The accessory structure does not list the BTU's for each appliance i.e. dryers is 35,000 but what is FAU and water heater must be 199,000 as noted above. The gas line sizing shown for main dwelling is just barely adequate for main dwelling and sizes are not adequate if adding accessory structure. If running a dedicated from gas line to accessory structure then would not need to provide main residence gas line sizes and would need to note maximum length of 100 ft to dryer and the FAU could not exceed 50,000 BTU's and the %" /4 line to water heater would be to be upsized to 1". Note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In (Partners flip with Government for Building Safety DATE: 10/09/f4 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-1640 SET: II PROJECT ADDRESS: 1144 Magnolia Ave. LI APPLICANT [isJ Li PLAN REVIEWER LI FILE PROJECT NAME: Detached Guest House for Thomas Residence LI The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Matt & Jenifer Thomas EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Matt & Jenifer Thomas Telephone #: (760) 445-3998 Date contacted: 1O (byA...) Email: lotusmaximyahoo.com MaiI ./TeIephoneV'Jv.cFax In Person / REMARKS: 1) The sq footage of proposed project has increased from 588 to 796 2) Per note 5 on Al Will Foss will resolve requirement for soil report. By: Ray Fuller Enclosures: EsGil Corporation L] GA LI EJ [1 MB LI Pc 10/07/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax (858) 560-1576 Carlsbad 14-1640 10/09/4 NOTE: The items listed below are from the previous correction list. These remaining items have not been adequately addressed. The numbers of the items are from the previous check list and may not necessarily be in sequence. The notes in bold font are current. Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: 1). Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. .2). Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 21. Specify on the plans the make, model, type and efficiency of the space heating (or cooling) system. Where is the heating (and cooling if provided) to be placed? The plans are reflecting the FAU to be placed in the underfloor area. Please review R501.3 where protection of under floor framing members are required when fuel burning appliances placed there. The exceptions are Entire underfloor area to have 1/2 drywall placed at underside of floor framing members. Entire underfloor area to have 5/8 wood structural panels placed at underside of floor framing members. C) Minimum 2x10 framing. Minimum access hole to be 24" x30" for FAU at underfloor (or larger if required by manufacturer. Plans to reflect light, switch and GFCI and minimum 30" x30" clearances to the FAU. 37. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Gas line isometrics are required now as the gas pipe sizing for a tank type water heater shall also be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). All new water heaters including storage tanks have to be designed for 199,000 BTU's in order to convert to tankless at a future date). Not provided. Verify final sets of architectural sheets will again be signed by designer and that the structural sheets and any new calculations will be stamped and signed by engineer of record also. Carlsbad 14-1640 10/09/4 Note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes(). No () The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. EsGil Corporation In Partnership with Government for Building Safety DATE: 07/21/14 JURISDICTION: Carlsbad PLAN CHECK NO.: 14-1640 PROJECT ADDRESS: 1146 Magnolia Ave. SET: I LI ICANT JURIS LAN REVIEWER . LI FILE PROJECT NAME: Detached Guest House for Thomas Residence The plans transmitted herewith have been corrected where necessary and substantially comply with the jurisdiction's building codes. The plans transmitted herewith will substantially comply with the jurisdiction's building codes when minor deficiencies identified below are resolved and checked by building department staff. The plans transmitted herewith have significant deficiencies identified on the enclosed check list and should be corrected and resubmitted for a complete recheck. The check list transmitted herewith is for your information. The plans are being held at Esgil Corporation until corrected plans are submitted for recheck. El The applicant's copy of the check list is enclosed for the jurisdiction to forward to the applicant contact person. The applicant's copy of the check list has been sent to: Matt & Jenifer Thomas EsGil Corporation staff did not advise the applicant that the plan check has been completed. EsGil Corporation staff did advise the applicant that the plan check has been completed. Person contacted: Matt & Jenif9..ç Thomas Telephone #: (760) 445-3998 Date contacted: -7-24 (b) Email: lotusmaxim@yahoo.com 9,mayi TelephoneVM Fax In Person REMARKS: By: Ray Fuller Enclosures: EsGil Corporation LI GA LI EJ LI MB LI Pc 07/14/14 9320 Chesapeake Drive, Suite 208 • San Diego, California 92123 • (858) 560-1468 • Fax(858)560-1576 Carlsbad 14-1640 07/21/14 PLAN REVIEW CORRECTION LIST SINGLE FAMILY DWELLINGS AND DUPLEXES PLAN CHECK NO.: 14-1640 JURISDICTION: Carlsbad PROJECT ADDRESS: 1146 Magnolia Ave. FLOOR AREA: Detached Guest House 588 REMARKS: DATE PLANS RECEIVED BY JURISDICTION: 07/09/14 DATE INITIAL PLAN REVIEW COMPLETED: 07/21/14 STORIES: 1 HEIGHT: lift per CBC DATE PLANS RECEIVED BY ESGIL CORPORATION: 07/14/14 PLAN REVIEWER: Ray Fuller FOREWORD (PLEASE READ): This plan review is limited to the technical requirements contained in the California version of the International Residential Code, International Building Code, Uniform Plumbing Code, Uniform Mechanical Code, National Electrical Code and state laws regulating energy conservation, noise attenuation and access for the disabled. This plan review is based on regulations enforced by the Building Department. You may have other corrections based on laws and ordinance by the Planning Department, Engineering Department, Fire Department or other departments. Clearance from those departments may be required prior to the issuance of a building permit. Present California law mandates that construction comply with the 2013 edition of the California Code of Regulations (Title 24), which adopts the following model codes: 2012 IRC, 2012 IBC, 2012 UPC, 2012 UMC and 2011 NEC. The above regulations apply, regardless of the code editions adopted by ordinance. The following items listed need clarification, modification or change. All items must be satisfied before the plans will be in conformance with the cited codes and regulations. Per Sec. 105.4 of the 2012 International Building Code, the approval of the plans does not permit the violation of any state, county or city law. To speed up the recheck process, please note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet number, specification section, etc. Be sure to enclose the marked up list when you submit the revised plans. Carlsbad 14-1640 07/21/14 Please make all corrections on the original tracings, as requested in the correction list. Submit three sets of plans for residential projects. For expeditious processing, corrected sets can be submitted in one of two ways: Deliver all corrected sets of plans and calculations/reports directly to the City of Carlsbad Building Department, 1635 Faraday Ave., Carlsbad, CA 92009, (760) 602-2700. The City will route the plans to EsGil Corporation and the Carlsbad Planning, Engineering and Fire Departments. Bring one corrected set of plans and calculations/reports to EsGil Corporation, 9320 Chesapeake Drive, Suite 208, San Diego, CA 92123, (858) 560-1468. Deliver all remaining sets of plans and calculations/reports directly to the City of Carlsbad Building Department for routing to their Planning, Engineering and Fire Departments. NOTE: Plans that are submitted directly to EsGil Corporation only will not be reviewed by the City Planning, Engineering and Fire Departments until review by EsGil Corporation is complete 2. Verify final sets of architectural sheets will be signed by designer and that the structural sheets and any new calculations will be stamped and signed by engineer of record also. 3. Provide a copy of the project soil report (required by City identified greater than 500 sq ft). The report shall include foundation design recommendations based on the engineer's findings and shall comply with Section R401.4. Please verify report is current (as most reports expire after one to three years). Provide copies of any updated reports and verify soils report addresses current code parameters (IBC and not UBC) liquidation potential etc. 4. If applies: The soils engineer recommended that he/she review the foundation excavations. Note on the foundation plan that "Prior to the contractor requesting a Building Department foundation inspection, the soils engineer shall advise the building official in writing that: The building pad was prepared in accordance with the soils report, The utility trenches have been properly backfilled and compacted, and The foundation excavations, the soils expansive characteristics and bearing capacity conform to the soils report." 5. Provide a letter from the soils engineer confirming that the foundation plan, and specifications have been reviewed and that it has been determined that the recommendations in the soils report are properly incorporated into the construction documents (when required by the soil report). 6. Where expansive or collapsible soils are known to exit, show on the plans a controlled method of water disposal from roofs that will collect and discharge roof drainage to the ground surface at least 5' from the foundation. Section R801.3. Carlsbad 14-1640 07/21/14 Please clearly note if proposed project is to be fire sprinklered or not. Please clearly note on plans whether or not there is to be cooking facilities provided at guest house. If so this is a 2nd dwelling and would need whole house ventilation etc. Site plan seems to be reflecting retaining walls by others. Are these to be apart of this permit or a part of grading permit for example? If not apart of this permit- then plans to note this and if apart then note sq footages on cover sheet, add this to permit application and provide design calculations with details referenced to the plans. If special inspection for this note this on the cover sheet ENERGY CONSERVATION (FOR PLANS SUBMITTED AFTER 7/1/14) 10. For plans submitted for plan check on or after 7/1/14, provide a Prescriptive or Performance energy design, demonstrating compliance with current 2013 energy efficiency standards. Information and Forms are available at: www.enerqy.ca.qov/tit1e24/201 3standards o Current Performance energy design versions are: CBECC-Res ver. 2 (Public Domain software) http://www.bwilcox.com/BEES/BEES.html EnergyPro V6 1 &V6 (6.1 is not valid after 07/31/14) www.enerqysoft.com Right-Energy Title 24 v1.0 www.wriqhtsoft.com Prior to the initial plan submittal, the energy design was required to be registered with the appropriate HERS provider data registry. Before the next plan review, please register the energy design and resubmit plans with completed forms showing the registration number. CaICERTS is the only current registry: https://www.calcerts.com Include on the Title Sheet of the plans the following statement: "Compliance with the documentation requirements of the 2013 Energy Efficiency Standards is necessary for this project. Registered, signed, and dated copies of the appropriate CFiR, CF2R, and CF3R forms shall be made available at necessary intervals for Building Inspector review. Final completed forms will be available for the building owner." Include all applicable sections of the MF-iR form with the plans. If using the Prescriptive method with 2 x 4 or 2 x 6 exterior (envelope) wall framing, detail on the plans the wall insulation design showing compliance with the Table 150.1-A 'above grade framed walls" requirement. This generally requires rigid exterior wall insulation. This does not apply to additions less than 700 square feet. Carlsbad 14-1640 07/21/14 Detail the Prescriptive method wall insulation design for below grade envelope walls on the plans: Interior or exterior and the insulation description. All hot water piping sized 3/4" or larger is required to be insulated as follows: 1" pipe size or less: 1" thick insulation; larger pipe sizes require 11/2" thick insulation. Note: In addition, the 1/2" size hot water pipe to the kitchen sink is required to be insulated. ES 150.00)2 Note or provide the following design requirements for gas water heaters installed to serve individual dwelling units: ES 150.0(n) Gas piping sizing based upon a minimum input of 200,000 btu/hr. A condensate drain installed no higher than 2" above the base of the heater that also allows for gravity drainage. The "B" vent installed in a straight position (no bends) from the room containing the water heater to the roof termination. (For future possible sleeving for high efficiency heater venting.) A 120 volt receptacle accessible to the heater installed within 3'. Below grade hot water piping is required to be installed in a waterproof and non- crushable sleeve or casing that allows for replacement of both the piping and insulation. ES 150.00) Residential energy lighting requirements: ES 150.0(k) In the kitchen, at least one-half of the wattage rating of the fixtures must be high efficacy. In bathrooms, at least one fixture shall be high efficacy and all remaining fixtures shall be high efficacy or be controlled by a vacancy sensor. Please update notes on El. Lighting installed in -garages, laundry rooms, and utility rooms shall be high efficacy and be controlled by vacancy sensors. High efficacy fixtures are required for all other rooms (not described above) or low efficacy fixtures are allowed if controlled by a dimmer or a vacancy sensor. Outdoor lighting fixtures that are attached to a building are required to be high efficacy or be controlled by a combination photo-control/ motion sensor. Mandatory Mechanical design requirements: ES 150.0 Mechanical system sizing from ASHRAE, SMACNA, or ACCA. See ES 150.0(h) for information. Duct System Sealing and Leakage Testing ES 150.0(m) Indoor Air Quality Ventilation: Field Verification and Diagnostic Testing. Specify on the plans the make, model, type and efficiency of the space heating (or cooling) system. Where is the heating (and cooling if provided) to be placed? Carlsbad 14-1640 07/21/14 22. Residential ventilation requirements: If cooking: Kitchens require exhaust fans with a minimum 100 cfm ducted to the exterior. Detail compliance by including a complying exhaust fan or a ducted range hood to the exterior. Bathrooms require exhaust fans (minimum 50 cfm) to be ducted to the exterior. Residential bathroom exhaust fans shall be energy star rated and shall be control by a humidistat capable of an adjustment between 50 and 80% humidity. CalGreèn 4.506.1. Exception: Control by a humidistat is not required if the bathroom exhaust fan is also the dwelling whole house ventilation. Mechanical whole house ventilation must be provided. Identify the fan providing the whole house ventilation (complete with CFM) on the floor plans. All fans installed to meet all of the preceding requirements must be specified at a noise rating of a maximum I "Sone" (for the continuous use calculation) or 3 "Sone" (for the intermittent use calculation). Plans seem to reflect a washer and dryer but no identified on the plans? Show or note on plans that a 100 sq inches of make up air is required in laundry room (to make up of exhaust air being vented out by dryer and for any exhaust fan if one was provided). Show or note dryer vent to the exterior with termination to be a minimum of 3 ft from any opening. Show or note that new water heater will be enclosed in a listed assembly or provide details i.e. framing details, roof framing and covering, minimum 2 ft door with high and low combustion air and wood framing to be a minimum of 6" above earth etc. Show or note T&P to terminate at the exterior. Could not locate the required carbon monoxide alarm outside of the bedroom? Show minimum underfloor access of 16" x 24". Section R408.4. Could not locate where size was noted. Show minimum underfloor ventilation equal to 1 sq. ft. for each 150 sq. ft. of underfloor area. One such opening shall be within 3' of each corner of the building. Section R408.1. Please verify this is shown on elevations. What is size service/sub panel to be provided for guest house and where is it to be located? If shown at a shear wall location then note if panel is flush or surface mounted. If flush mounted then detail opening in shear wall and engineer-of-record to address opening as well as top plate/ and or bottom plates where conduit and wiring will past thru. Carlsbad 14-1640 07/21/14 30. Sub panels if provided cannot be placed in fire wall, closets, bathrooms or in any area where that does not provide a minimum 30" clear width, 36" clearance in front and adequate head clearance. 31. Plans to reflect stairwell details i.e. maximum rise and minimum run. 32. Show or note that exterior doors may swing outward only if the exterior landing is not more than 11/2 inches lower than the top of the threshold. R311.3.1. 33. Window E to be tempered if less than 5 ft to grade as within 5 ft of exterior stairs? 34. Specify on the plans for any proposed plumbing fixtures being added or replaced : New water closets shall use no more than 1.28 gallons of water per flush, kitchen faucets may not exceed 1.8 GPM, lavatories are limited to 1.5 GPM, and showerheads may not exceed 2.0 GPM of flow. CPC Section 403 and 408. Please update notes on El for example. 35. Include on the plans the following specifications for any new electrical devices being installed : Tamper resistant receptacles required for all new locations Arc-faultorotection for all new outlets (not just receptacles) located in rooms described in NEC 210.12(B): Family, living, bedrooms, dining, halls, etc. Please update notes on El as refers to ol d rule of just bedrooms. 36. Note on the plans that prior to final inspection the licensed contractor, architect or engineer in responsible charge of the overall construction must provide to the building department official written verification that all applicable provisions from the Green Building Standards Code have been implemented as part of the construction. CGC 102.3. 37. Please include a gas pipe sizing design (isometric or pipe layout) for all gas loads. Gas line isometrics are required now as the gas pipe sizing for a tank type water heater shall also be based upon a minimum 199,000 Btu gas input rating. Energy Standards 150.0(n). All new water heaters including storage tanks have to be designed for 199,000 BTU's in order to convert to tankless at a future date). 38. Show or note on plans that all rake walls are to be ballooned framed. . CITY OF CARLSBAD REQUIREMENTS 39. All new residential buildings, including additions, require a soils report. An update letter is required if the report is more than 3 years old. If a room addition is less than 500 sq. ft. in area and only one story, then a soils report is not required. carbon monoxide detectors should not be required Carlsbad 14-1640 07/21/14 To speed up the review process, note on this list (or a copy) where each correction item has been addressed, i.e., plan sheet, note or detail number, calculation page, etc. Please indicate here if any changes have been made to the plans that are not a result of corrections from this list. If there are other changes, please briefly describe them and where they are located in the plans. Have changes been made to the plans not resulting from this correction list? Please indicate: Yes ( ) No () The jurisdiction has contracted with Esgil Corporation located at 9320 Chesapeake Drive, Suite 208, San Diego, California 92123; telephone number of 858/560-1468, to perform the plan review for your project. If you have any questions regarding these plan review items, please contact Ray Fuller at Esgil Corporation. Thank you. Carlsbad 14-1640 07/21/14 (DO NOTPAY- THIS IS NOTANINVOICEJ VALUATION AND PLAN CHECK FEE JURISDICTION: Carlsbad PLAN CHECK NO.: 14-1640 PREPARED BY: Ray Fuller DATE: 07/21/14 BUILDING ADDRESS: 1146 Magnolia Ave. BUILDING OCCUPANCY: R3 TYPE OF CONSTRUCTION: VB BUILDING PORTION AREA ( Sq. Ft.) Valuation Multiplier Reg. Mod. VALUE ($) Guest House 588 110.12 64,751 Air Conditioning Fire Sprinklers TOTAL VALUE 64,751 Jurisdiction Code jcb 1By Ordinance _•j Bldg. Permit Fee by Ordinance Plan Check Fee by Ordinance Type of Review: Complete Review Repetitive Fee El Other Repeats El Hourly EsGil Fee I $524.121 I $340.681 Structural Only Hr. @ * I $293.511 Comments: Add 1/2 hour for Cal Green $43.00 Sheet 1 of 1 macvalue.doc + CITY OF CARLSBAD PLAN CHECK REVIEW TRANSMITTAL Community & Economic Development Department 1635 Faraday Avenue Carlsbad CA 92008 www.carlsbadca.gov DATE: 10/09/14 PROJECT NAME: Thomas addition - SDU PROJECT ID: PLAN CHECK NO: CB141640 SET#: II ADDRESS: 1146 Magnolia APN: 205-210-34 VALUATION: $105,112 SCOPE OF WORK: 796 sf detached guest house/no cooking facilities >< This plan check review is complete and has been APPROVED by: LAND DEVELOPMENT ENGINEERING DIVISION Final Inspection by Construction Management & Inspection Division is required: Yes U No To determine status by one or more of these divisions listed below, please contact 760-602-2719. F~This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: Iotusmaxim@yahoo.com ENGINEERING 760-602-2750 Chris Sexton Kathleen Lawrence Greg Ryan ---i 760-602-4624 760-602-2741 760-602-4663 Chris.Sexton@carlsbadca.gov Ka Ieen.Lawrence@carlsbadca.gov Gregory.Ryan@carlsbadca.gov Gina Ruiz Linda Ontiveros ril 760-602-2773 Cindy Wong 760-602-4675 760-602-4662 Gina.Ruiz@carlsbadca.gov Linda.Ontiveros@carlsbadca.gov Cynthia.Wong@carlsbadca.gov - El Dale Willis Dominic Fieri 760-602-2784 L__! 760-602-4664 Dale.Wlllls@carlsbadca.gov Dominic.Fieri@carlsbadca.gov Remarks: Thomas addition - SDU PLAN CHECK NO # CB141640 Outstanding issues are marked with :X . Items that conform to permit i.e requirements are marked with '.J or have intentionally been left blank. 1. SITE PLAN Provide a fully dimensioned site plan drawn to scale. Show: LIIJ North arrow Driveway widths i:i LU Existing & proposed structures EI7IJ Existing or proposed sewer lateral EZIJ Existing street improvements EJ LU Existing or proposed water service Property lines (show all dimensions) E1111 Submit on signed approved plans: E:1 Easements DWG No. E1 Right-of-way width & adjacent streets Show on site plan: Drainage patterns =Building pad surface drainage must maintain a minimum slope of one percent towards an adjoining street or an approved drainage course. EJ ADD THE FOLLOWING NOTE: Finish grade will provide a minimum positive drainage of 2% to swale 5 away from building'. EZJ Existing & proposed slopes and topography LTi =size, location, alignment of existing or proposed sewer and water service(s) that serves the project. Each unit requires a separate service; however, second dwelling units and apartment complexes are an exception. EJ Sewer and water laterals should not be located within proposed driveways, per standards. Include on title sheet: LII =Site address E11 Assessor's parcel number 1 Legal description/lot number Lot/Map NO.:LS 22 Subdivision/Tract: Reference No(s): E-36 Page 2 of 6 REV 6/01/12 Thomas addition - SDU PLAN CHECK NO # CB141640 DISCRETIONARY APPROVAL COMPLIANCE Project does not comply with the following engineering conditions of approval for project no.: n/a DEDICATION REQUIREMENTS LZJ Dedication for all street rights-of-way adjacent to the building site and any storm drain or utility easements on the building site is required for all new buildings and for remodels with a value at or exceeding $ 24000.00 pursuant to Carlsbad Municipal Code Section 18.40.030. E2I Dedication required as follows: n/a IMPROVEMENT REQUIREMENTS El 1A11 needed public improvements upon and adjacent to the building site must be constructed at time of building construction whenever the value of the construction exceeds $120,000.00, pursuant to Carlsbad Municipal Code Section 18.40.040. El EJ Public improvements required as follows: n/a El Construction of the public improvements must be deferred pursuant to Carlsbad Municipal Code Section 18.40. Please submit a recent property title report or current grant deed on the property and processing fee, so we may prepare the necessary Neighborhood Improvement Agreement. This agreement must be signed, notarized and approved by the city prior to issuance of a building permit. -I El Future public improvements required as follows: E-36 Page 3 of 6 REV 6/01/12 El -I U. Thomas addition SDU PLAN CHECK NO # CB141640 GRADING PERMIT REQUIREMENTS The conditions that require a grading permit are found in Section 15.16 of the Municipal Code. Inadequate information available on site plan to make a determination on grading requirements. Include accurate grading quantities in cubic yards (cut, fill, import, export and remedial). This information must be included on the plans. If no grading is proposed write: "NO GRADING" Grading Permit required. NOTE: The grading permit must be issued and rough grading approval obtained prior to issuance of a building permit. [J Graded Pad Certification required. (Note: Pad certification may be required even if a grading permit is not required.) All required documentation must be provided to your Engineering Construction Inspector The inspector will then provide the engineering counter with a-release for the building permit. No grading permit required. EJ Minor Grading Permit required. See attached marked-up submittal checklist for project- specific requirements. MISCELLANEOUS PERMITS LZBIGHT-OF-WAY PERMIT is required to do work in city right-of-way and/or private work adjacent to the public right-of-way. Types of work include, but are not limited to: street improvements, tree trimming, driveway construction, tying into public storm drain, sewer and water utilities. El Right-of-way permit required for: E-36 Page 4of6 REV 6/01/12 Thomas addition - SDU PLAN CHECK NO # CB141640 7. STORM WATER Construction Compliance J Project Threat Assessment Form complete. El Enclosed Project Threat Assessment Form incomplete. 1211 Requires Tier 1 Storm Water Pollution Prevention Plan. Please complete attached form and return (SW14-256 El Requires Tier 2 Storm Water Pollution Prevention Plan. Requires submittal of Tier 2 SWPPP, payment of processing fee and review by city. Post-Development (SUSMP) Compliance El Q Storm Water Standards Questionnaire complete. El El Storm Water Standards Questionnaire incomplete. Please make the corrections, re-sign the questionnaire and resubmit with next submittal. El El Project is subject to Standard Storm Water Requirements. See city Standard Urban Storm Water Management Plan (SUSMP) for reference. http:llwww.carlsbadca.gov/business/building/Documents/EnQStandsw-stds-v014-ch2pdf El Project needs to incorporate low impact development strategies throughout in one or more of the following ways: Rainwater harvesting (rain barrels or cistern) J Vegetated Roof E1 Bio-retentions cell/rain garden lIJ Pervious pavement/pavers E11 Flow-through planter/vegetated or rock drip line LI Vegetated swales or rock infiltration swales 211 Downspouts disconnect and discharge over landscape El Other: E-36 Page 5 of 6 REV 6/01/12 Thomas addition - SDU PLAN CHECK NO # C8141640 WATER METER REVIEW Domestic (potable) Use 1 LJ What size meter is required? Where a residential unit is required to have an automatic fire extinguishing system, the minimum meter size shallbe a 1" meter. NOTE: the connection fee, SDCWA system capacity charge and the water treatment capacity charge will be based on the size of the meter necessary to meet the water use requirements. For residential units the minimum size meter shall be 5/8", except where the residential unit is larger than 3,500 square feet or on a lot larger than one quarter (1/4) acre where the meter size shall be %". FEES EJ I = Required fees have been entered in building permit. Drainage fee applicable Added square feet Added square footage in last two years? J yes no Permit No. Permit No. Project built after 1980 Jyes fl no Impervious surface >50% yes Eno Impact unconstructed facility FJyes F-1 no LIII Fire sprinklers required yes jno (is addition Upgrade yes Eno No fees required over 150' from center line) EJ ADDITIONAL COMMENTS Attachments Engineering Application Storm Water Form Right-of-Way Application/info Reference Documents E-36 Page 6 of 6 REV 6/01/12 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov I INSTRUCTIONS: To address post-development pollutants that may be generated from development projects, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMP's) into the project design per the City's Standard Urban Stormwater Management Plan (SUSMP). To view the SUSMP, refer to the Engineering Standards (Volume 4, Chapter 2) at www.carlsbadca.ciov/standards. Initially this questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision, discretionary permits and/or construction permits). The results of the questionnaire determine the level of storm water standards that must be app!ied to a proposed development or redevelopment project. Depending on the outcome, your project willeither be subject to 'Standard Stormwater Requirements' or be subject to additional criteria called 'Priority Development Project Requirements'. Many aspects of project site design are dependent upon the storm water standards applied to a project. Your responses to the questionnaire represent an initial assessment of the proposed project conditions and impacts. City staff has responsibility for making the final assessment after submission of the development application. If staff determines that the questionnaire was incorrectly filled out and is subject to more stringent storm water standards than initially assessed by you, this will result in the return of the development application as incomplete. In this case, please make the changes to the questionnaire and resubmit to the City. If you are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, please seek assistance from Land Development Engineering staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, you must also complete, sign and submit a Project Threat Assessment Form with construction permits for the project. Please start by completing Step I and follow the instructions. When completed, sign the form at the end and submit this with your application to the city. STEP I TO BE COMPLETED FOR ALL PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO Is your project LIMITED TO constructing new or retrofitting paved sidewalks, bicycle lanes or trails that meet the following criteria: (1) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas; OR (2) designed and constructed to be hydraulically disconnected from paved streets or roads; OR (3) designed and constructed with permeable pavements or surfaces in accordance with USEPA Green Streets guidance? Is your project LIMITED TO retrofitting or redeveloping existing paved alleys, streets, or roads that are designed and constructed in accordance with the USEPA Green Streets guidance? If you answered "yes" to one or more of the above questions, then your project is NOT a priority development project and therefore is NOT subject to the storm water criteria required for priority development projects. Go to step 4, mark the last box stating "my project does not meet PDP requirements" and complete applicant information. If you answered "no" to both questions, then go to Step 2. E-34 Page 1 of 3 Effective 6/27/13 CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov - STEP TO BE COMPLETED FOR ALL NEW OR REDEVELOPMENT PROJECTS To determine if your project is a priority development project, please answer the following questions: YES NO Is your project a new development that creates 10,000 square feet or more of impervious surfaces collectively over the entire project site? This includes commercial, industrial, residential, mixed-use, and public I' development projects on public or private land. Is your project creating or replacing 5,000 square feet or more of impervious surface collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surface? This includes commercial, industrial, publicdevelopment projectsonpublicor privateland. _residential, _mixed-use,_and Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a restaurant? A restaurant is a facility that sells prepared / foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a hillside development project? A hillside development project includes development on any natural slope that is twenty-five percent or greater. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a parking lot. A parking lot is a land area or facility for the temporary parking or storage of motor vehicles used personally for business or for commerce. Is your project a new or redevelopment project that creates 5,000 square feet or more of impervious surface collectively over the entire project site and supports a street, road, highway freeway or driveway? A street, road, highway, freeway or driveway is any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. Is your project a new or redevelopment project that creates or replaces 2,500 square feet or more of impervious surface collectively over the entire site, and discharges directly to an Environmentally Sensitive Area (ESA)? "Discharging Directly to" includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to_ the commingles from lands).* _ESA _(i.e._not _with _flows _adjacent Is your project a new development that supports an automotive repair shop? An automotive repair shop is a facility that is categorized in any one of the following Standard Industrial Classification (SIC) codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. Is your project a new development that supports a retail gasoline outlet (RGO)? This category includes RGO's that meet the following criteria: (a) 5,000 square feet or more or (b) a project Average Daily Traffic (ADT) of 100 or more vehicles per day. Is your project a new or redevelopment project that results in the disturbance of one or more acres of land and are expected to generate pollutants post construction? Is your project located within 200 feet of the Pacific Ocean and (1) creates 2,500 square feet or more of impervious surface or_(2)_ increases the more than _impervious _surface _on_ _property _by_ _10%? If you answered "yes" to one or more of the above questions, you ARE a priority development project and are therefore subject to implementing structural Best Management Practices (BMP's) in addition to implementing Standard Storm Water Requirements such as source control and low impact development BMP's. A Storm Water Management Plan (SWMP) must be submitted with your application(s) for development. Go to step 3 for redevelopment projects. For new projects, go to step 4 at the end of this questionnaire, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no" to all of the above questions, you ARE NOT a priority development project and are therefore subject to implementing only Standard Storm Water Requirements such as source control and low impact development BMP's required for all development projects. A Storm Water Management Plan (SWMP) is not required with your application(s) for development. Go to step 4 at the end of this questionnaire, check the "my project does not meet PDP requirements" box and complete applicant information. E-34 Page 2 of 3 Effective 6/27/13 WN CITY OF CARLSBAD STORM WATER STANDARDS QUESTIONNAIRE E-34 Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov STEP 3 TO BE COMPLETED FOR REDEVELOPMENT PROJECTS THAT ARE PRIORITY DEVELOPEMENT PROJECTS ONLY Complete the questions below regarding your redevelopment project: YES NO Does the redevelopment project result in the creation or replacement of impervious surface in an amount of less than 50% of the surface area of the previously existing development? If you answered "yes," the structural BMP's required for Priority Development Projects apply only to the creation or replacement of impervious surface and not the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. If you answered "no," the structural BMP's required for Priority Development Projects apply to the entire development. Go to step 4, check the "my project meets PDP requirements" box and complete applicant information. STEP 4 CHECK THE APPROPRIATE BOX AND COMPLETE APPLICANT INFORMATION U My project meets PRIORITY DEVELOPMENT PROJECT (PDP) requirements and must comply with additional stormwater criteria per the SUSMP and I understand I must prepare a Storm Water Management Plan for submittal at time of application. I understand flow control (hydromodification) requirements may apply to my project. Refer to SUSMP for details. My project does not meet PDP requirements and must only comply with STANDARD STORMWATER REQUIREMENTS per the SUSMP. As part of these requirements, I will incorporate low impact development strategies throughout my project. Applicant Information and Signature Box Address: 4p4 Applicant Name: U- AppUcarture. Accessor's Parcel Number(s): Zo- Zo -34-co Applicant Title: Date: I i ioi This Box for Ci)Jse Only /1 JEW * Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their quivalent under the Multi Species Conservation Program within the Cities and County of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. E-34 Page 3 of 3 Effective 6/27/13 4 AgN CITY OF CAR LSBAD STORM WATER COMPLIANCE FORM TIER I CONSTRUCTION SWPPP E-29 This form is required for all pools, retaining walls or whenever a building footprint is enlarged. Development Services Land Development Engineering 1635 Faraday Avenue 760-602-2750 www.carlsbadca.gov 371 4. STORM WATER POLLUTION PREVENTION NOTES ALL NECESSARY EQUIPMENT AND MATERIALS SHALL BE AVAILABLE ON SITE TO FACILITATE RAPID INSTALLATION OF EROSION AND SEDIMENT CONTROL BMPS WHEN RAIN IS EMINENT. THE OWNER/CONTRACTOR SHALL RESTORE ALL EROSION CONTROL DEVICES TO WORKING ORDER TO THE SATISFACTION OF THE CITY ENGINEER AFTER EACH RUN-OFF PRODUCING RAINFALL. THE OWNER/CONTRACTOR SHALL INSTALL ADDITIONAL EROSION CONTROL MEASURES AS MAY BE REQUIRED BY THE CITY ENGINEERING OR BUILDING INSPECTOR DUE TO UNCOMPLETED GRADING OPERATIONS OR UNFORESEEN CIRCUMSTANCES WHICH MAY ARISE. ALL REMOVABLE PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE FIVE (5) DAY RAIN PROBABILITY FORECAST EXCEEDS FORTY PERCENT (40%). SILT AND OTHER DEBRIS SHALL BE REMOVED AFTER EACH RAINFALL. ALL GRAVEL BAGS SHALL BE BURLAP TYPE WITH 3/4 INCH MINIMUM AGGREGATE. ADEQUATE EROSION AND SEDIMENT CONTROL AND PERIMETER PROTECTION BEST MANAGEMENT PRACTICE MEASURES MUST BE INSTALLED AND MAINTAINED. SPECIAL NOTES STORM WATER COMPLIANCE CERTIFICATE V My project is not in a category of permit types exempt from the Construction SWPPP requirements I My project is not located inside or within 200 feet of an environmentally sensitive area with a significant potential for contributing pollutants to nearby receiving waters by way of storm water runoff or non-storm water discharge(s). I My project does not require a grading plan pursuant to the Carlsbad Grading Ordinance (Chapter 15.16 of the Carlsbad Municipal Code) I My project will not result in 2,500 square feet or more of soils disturbance including any associated construction staging, stockpiling, pavement removal, equipment storage, refueling and maintenance areas that meets one or more of the additional following criteria: located within 200 feet of an environmentally sensitive area or the Pacific Ocean; and/or, disturbed area is located on a slope with a grade at or exceeding 5 horizontal to 1 vertical; and/or disturbed area is located along or within 30 feet of a storm drain inlet, an open drainage channel or watercourse; and/or construction will be initiated during the rainy season or will extend into the rainy season (Oct. 1 through April 30). I CERTIFY TO THE BEST OF MY KNOWLEDGE THAT ALL OF THE ABOVE CHECKED STATEMENTS ARE TRUE AND CORRECT. I AM SUBMITTING FOR CITY APPROVAL A TIER 1 CONSTRUCTION SWPPP PREPARED IN ACCORDANCE WITH THE REQUIREMENTS OF CITY STANDARDS. I UNDERSTAND AND ACKNOWLEDGE THAT I MUST: (1) IMPLEMENT BEST MANAGEMENT PRACTICES (BMPS) DURING CONSTRUCTION ACTIVITIES TO THE MAXIMUM EXTENT PRACTICABLE TO MINIMIZE THE MOBILIZATION OF POLLUTANTS SUCH AS SEDIMENT AND TO MINIMIZE THE EXPOSURE OF STORM WATER TO CONSTRUCTION RELATED POLLUTANTS; AND, (2) ADHERE TO, AND AT ALL TIMES, COMPLY WITH THIS CITY APPROVED TIER 1 CONSTRUCTION SWPPP THROUGHOUT THE DURATION OF THE CONSTRUCTION ACTIVITIES UNTIL THE CONSTRUCTION WORK IS COMPLETE AND APPROVED BY THE CITY OF CARLSBAD. &&c1' iL OWNER(S)/OWN'S AGENT NA (PRINT) u L t o 1(,1s ,4 OWNER(S)/OWNERS AGENT NAME (SIGNATURE) DATE PROJECT INFORMATION Site Address: 1 14'4 M AD t i Assessor's Parcel Number: S - Z 10 - -34 - Project ID: C? (14L. Construction Permit NoSAi t Estimated Construction Start Date Project Duration Months Emergency Contact: Name: M4* i14Lvi,4 S c Perceived Threat to Storm Water Quality t Mediu ifl—j\P "Low If medium box is checked, must attach a site plan sheet showing proposed work area and location of proposed structural BMPs E-29 Page 1 of 3 REV 4/30/10 Erosion Control Tracking Non-Storm Water Waste Management and Materials BMPs Sediment Control BMPs Control Management BMPs Pollution Control BMPs BMPs C C .2 0 C 2 o 0) ( cci E v C a, C cc 2 .2 • .2 o. cc a,CD cc BestManagementPractice ,,, E . a,CU 0 (BMP) Description - U) 0 Cl) . I— E cn . C 0 ( 0 Q) 0 U) 'I, U)CL .2 1) cc a = o cc ai 0 0 W a, > a, 0 C Cc I - - .9 a, o — .9'r CL 22 0) C,o 12 ' 5 Q)iG) 2 =j _ —( ci> O cc WO .2 CO ci) ii) .c 0 2 u.. C!) cc CO> cc ci) u)Q CO. COCK ci ccc CL( CL >( O Cl) COC CO I 0 CASQADesignation - Pr C9 C .- 'T U? 19 .7 '? '" C? .7 ? '1 U? C? C? o o 0 • W W W W W W W Lii Of Q CO CO CO (/) w w w 0 W CO (l) Cl) CO Cl) CO CO CO - z z z z Construction Activity Grading/Soil Disturbance Trenching/Excavation - Stockpiling - - - - - - - - - -- - Drilling/Boring - - - - - - - -- Concrete/Asphalt Saw - -- - cutting Concrete fiatwork - -- -:7 - Paving Conduit/Pipe Installation V Stucco/Mortar Work V - Waste Disposal - - - - - - - -- - - - Staging/Lay Down Area - - Equipment Maintenance ------ - and Fueling - - - - - - - -- - - - - - Hazardous Substance Use/Storage -- Dewatenng Site Access Across Dirt - Other (list): - - - - - - - - - - - - -- -- Instructions: Begin by reviewing the list of construction activities and checking the box to the left of any activity that will occur during the proposed construction. Add any other activity descriptions in the blank activity description boxes provided for that purpose and place a check in the box immediately to the left of the added activity description. For each activity descmbed, pick one or more best management practices (BMPs) from the list located along the top of the form. Then place an X in the box at the place where the activity row intersects with the BMP column. Do this for each activity that was checked off and for each of the selected BMPs selected from the list. For Example - If the project includes site access across dirt, then check the box to the left of "Site Access Across Dirt". Then review the list for something that applies such as "Stabilized Construction Ingress/Egress" under Tracking Control. Follow along the "Site Access Across Dirt" row until you get to the "Stabilized Construction Ingress/Egress" column and place an X in the box where the two meet. As another example say the project included a stockpile that you intend to cover with a plastic sheet. Since plastic sheeting is not on the list of BMPs, then write in "Cover with Plastic" in the blank column under the heading Erosion Control BMPs. Then place an X in the box where the "Stockpiling" row intersects the new "Cover with Plastic" column. To learn more about what each BMP description means, you may wish to review the BMP Reference Handout prepared to assist applicants in the selection of appropriate Best Management Practice measures. The reference also explains the California Stormwater Quality Association (CASQA) designation and how to apply the various selected BMPs to a project. E-29 Page 2 of 3 REV 4/301á0 PLANNING DIVISION Development Services leol!~k BUILDING PLAN CHECK Planning Division CITY OF REVIEW CHECKLIST 1635 Faraday Avenue (760) 602-4610 CARLSBAD P-28 DATE: 10-28-14 PROJECT NAME: PROJECT ID: PLAN CHECK NO: CB 14-1640 SET#: 3 ADDRESS: 114Magnolia Av APN: 205-210-34-00 This plan check review is complete and has been APPROVED by the Planning Division. By: Chris Sexton A Final Inspection by the Planning Division is required LI Yes M No You may also have corrections from one or more of the divisions listed below. Approval from these divisions may be required prior to the issuance of a building permit. Resubmitted plans should include corrections from all divisions. This plan check review is NOT COMPLETE. Items missing or incorrect are listed on the attached checklist. Please resubmit amended plans as required. Plan Check Comments have been sent to: lotusmaxim@yahoo.com For questions or clarifications on the attached checklist please contact the following reviewer as marked: PLANNING 760-602-4610 ENGINEERING 760-602-2750 FIRE PREVENTION 760-602-4665 Chris Sexton 760-602-4624 Chris.Sexton@carlsbadca.gov Kathleen Lawrence 760-602-2741 Kathleen.Lawrence@carlsbadca.gov Greg Ryan 760-602-4663 Gregory.Ryan@carlsbadca.gov Gina Ruiz 760-602-4675 Gina.Ruiz@carlsbadca.gov Linda Ontiveros 760-602-2773 Linda.Ontiveros@carlsbadca.gov Cindy Wong 760-602-4662 Cynthia.Wong@carIsbadca.gov Dominic Fieri 760-602-4664 Dominic.Fieri@carlsbadca.gov Remarks: Plan Check No. CB 14-1640 Address 1146 Magnolia Date 10-28-14 Review #3 Planner Chris Sexton Phone (760) 602-4624 APN: 205-210-34-00 Type of Project & Use: detached accessory structure Net Project Density: 1.0 DU/AC Zoning: R-1 General Plan: RLM Facilities Management Zone: 1 CFD (in/out) #_Date of participation: Remaining net dev acres:_____ (For non-residential development: Type of land use created by this permit: REVIEW #: 1 2 3 Legend: Z Item Complete Li Item Incomplete - Needs your action LI El Environmental Review Required: YES L NO L TYPE DATE OF COMPLETION: Compliance with conditions of approval? If not, state conditions which require action. Conditions of Approval: II] Li Discretionary Action Required: YES Li NO LI TYPE APPROVAL/RESO. NO. DATE PROJECT NO. OTHER RELATED CASES: Compliance with conditions or approval? If not, state conditions which require action. Conditions of Approval: 19 LI Li Coastal Zone Assessment/Compliance Project site located in Coastal Zone? YES D NO D CA Coastal Commission Authority? YES Q NO Ill If California Coastal Commission Authority: Contact them at - 7575 Metropolitan Drive, Suite 103, San Diego, CA 92108-4402; (619) 767-2370 Determine status (Coastal Permit Required or Exempt): IZI Li Li Habitat Management Plan Data Entry Completed? YES Li NO Li If property has Habitat Type identified in Table 11 of HMP, complete HMP Permit application and assess fees in Permits Plus (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, HMP Fees, Enter Acres of Habitat Type impacted/taken, UPDATE!) WIM Inclusionary Housing Fee required: YES Li NO Li (Effective date of Inclusionary Housing Ordinance - May 21, 1993.) Data Entry Completed? YES Li NO Li (A/P/Ds, Activity Maintenance, enter CB#, toolbar, Screens, Housing Fees, Construct Housing Y/N, Enter Fee, UPDATE!) Housing Tracking Form (form P-20) completed: YES Li NO D N/A Li P-28 Page 2 of 3 07/11 Site Plan: Provide a fully dimensional site plan drawn to scale. Show: North arrow, property lines, easements, existing and proposed structures, streets, existing street improvements, right-of- way width, dimensional setbacks and existing topographical lines (including all side and rear yard slopes). Provide legal description of property and assessor's parcel number. City Council Policy 44 - Neighborhood Architectural Design Guidelines LII [1] 1. Applicability: YES [I] NO LI L LII 2. Project complies: YES LI NOR Zoning: Setbacks: N/A Front: Interior Side: Street Side: Rear: Top of slope: Required Shown Required Shown Required Shown Required Shown Required Shown Accessory structure setbacks: Front: Required 20' Shown Interior Side: Required 10 Shown iL Street Side: Required Shown Rear: Required Shown Structure separation: Required 10 Shown i± LI 3. Lot Coverage: Required <40% Shown LI LI D 4. Height: accessory struc Required <14" with mm 3:12 roof pitch Shown 14' with 3:12 roof pitch 5. Parking: Spaces Required 2 Shown 2 (breakdown by uses for commercial and industrial projects required) Residential Guest Spaces Required Shown LI LI z Additional Comments 1) City staff cannot support the approval of this building permit unless the countertops, refrigerator, and sink are removed. The wording guest Be" must be removed from the plans. City staff could support a second dwelling unit however, the second dwelling unit must have a kitchen. (2) Please show the elevation from existing grade to the top of the roof peak. It cannot exceed 11 feet with a minimum 3:12 roof pitch. OK TO ISSUE AND ENTERED APPROVAL INTO COMPUTER Chris Sexton DATE 10-28-14 P-28 Page 3 of 3 07/11 David Thomas Engineering, A.P.C. Structural Engineering Services October 2, 2014 Mall & Jenifer Thomas Project: Thomas Pool House 834 S Tiat Street, Unit #5 1144 Magnolia Avenue Oceanside, California 92054 Carlsbad, California 92008 Dear Matt & Jenifer Thomas, In accordance with your request, we have compared the roof framing plan, prepared by our office, and the roof truss manufacturer's roof truss layout, prepared by Mission Truss for the above referenced project. Specifically, we were asked to verify that the roof truss manufacturer's truss layout is in general conformance to the truss layout shown on our approved structural drawings. Based on our review of the documents, we have determined that the roof truss manufacturer's truss layout generally conforms to the roof framing plan on the approved structural drawings prepared by our office. We realize that there may be some items of interest to you that have not been discussed in this letter. Therefore, we encourage you to call with any additional questions you may have. Respectfully submitted, David Thomas, S.E. President David Thomas Engineering, A.P.C. oFESS!QN Exr.6 /15 3525 Del Mar Heights Road, Suite 331, San Diego, CA 92130 Website: www.dtengsd.com Office: (619) 940-6257 / Cell: (858) 336-9902 Email: david@dtengsd.com 1tv 14 %to David Thomas Engineering, A.P.C. Structural Engineering Services Structural Calculations (Revisions) Project Thomas Pool House / 14174 1144 Magnolia Avenue Carlsbad, California 92008 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 ESS Exo. 6 /15 - RECEIVED OCT 06 2014 CITY OF CARLSBAD BUILDING DIVISION OCTO 0 OF- 9-17-14 3525 Del Mar Heights Rd. Suite 331 Office: (619) 940-6257 San Diego, CA 92130 Cell: (858) 336-9902 Web site: www.dtengsd.com Email: david@dtengsd.com CA14 IL4b LL1\jLE' David Thomas Engineering job Thomas Pool. House 14174 Sheet No. 1 of 4 Calculated by DT Date Beam Design DESIGN LEVEL: f LABEL: SPAN FT. W1= (& ?s ')( /7 SzZ ?f Wz = P2 USE: L GRADE: ALT: .. GRADE: C: tI - RL = Z7i lbs. RR = 7-19 lbs 7?!I lbs. E t & ksi M.MAX ft-It,s. 1REQ'Ø= 1G; j4 LABEL: SPAN =. FT. WI W2 = Pi= P2 = RL _______ lbs. RR = lbs USE: GRADE: C: VMAX tbs. E= ksi MM" ALT: GRADE: C:: . = ft-lbs. 'REQD ______ LABEL: ......SPAN .. FT. tbs. RR = lbs USE: ..... ., _. GRADE: .....C:____ VMAX ..tbs. E=.. ksi ALT: ..GRADE' .... __. C: MMAX = ________ ft-lbs. = in ZE IT David Thomas Engineering job Thomas Pool House 14174 Sheet No. 2 o 4 Calculated. by DT Date DESIGN LEVEL.: iL ° Beam Design LABEL: SPAN FT. P1 P2 = USE, 6x8DFL GRADE: C - ALT: GRADE: .C: LABEL if SPAN -FT. W,= P1 = P2 = RL= ZII lbs.RR = Z.1r11. lbs VM= z1L9Lj lbs. E= !c ksi MMAX ft-Lbs. 'REQ'D... Ifl4 RL = 5'Z-. tbs.: PIR= 3z lbs USE: 2x8DFL GRADE: #2 C: VMAX = Z lbs. E ksi ALT: GRADE; - C; 85 1 ft-IbS..IREQ'D in LABEL: - SPAN =FT. RL'________tbs. RR= lbs USE: ......GRADE__C: ALT: GRAM C: ..,.. tbs. E ksi 4 MMAX ..ft-lbs. 1REQ'O = ______ 1fl LDjLE T David Thomas Engineering Job _Thomas Pool House 14174 Sheet No. 3 of Calculated by DI Date Shearwall Design Story Shearwalls Direction Unit Lateral Load, v = psf Tributary Area (This .Level): (lJ2( ~_() t _sq ft Lateral Load (This Level): Lb Lbs Lateral Load (Level Above): Total Load (All Levels), F W(o Lbs Total Shearwall(s) Length, L za5' ft. Unit Wall Shear, V = F/L = 1 plf Shearwall Type: (4 Overturning: Panel Design Width ft OR -. Okay by Inspection Uplift= Lbs Holdown Anchor Type: IiJ Gridline _ Tributary Area (This Level) - sq. ft. Lateral LOad (This Level): . ç93 Lbs Lateral Load (Level Above): .- Lbs Total Load (All Levels), F 51 Lbs Total Shearwall(s) Length, L 5 ft. Unit Wall Shear, v = FIL = IDA pIt Shearwall Type; Overturning: Panel Design Width = ________ ft. OR Okay by Inspection Uplift . .. . Lbs Holdown Anchor Type: Gridkne z-3 Tributary Area (This Level): tZILi sq. ft Lateral Lbad (This Level): . ,., . Lbs - Lateral Load (Level Above): Lbs Total Load (All Levels), F,= Lbs Total Shearwall(s) Length, L II ft. Unit Wall Shear, v = F/L = IZ pIt Shearwall Type; \ Overturning: Panel Design Width . ft. OR . Okay by Inspection Uptift= . .. . ... . Lbs Holdown Anchor Type: El LThjth David Thomas Engineering job Thomas Pool. House 14174 - Sheet No. 4 of Calculated by DT Date Shearwall Design Story Shearwalls Direction Unit Lateral Load, V psi Gricthne I 1._\(__\Z_c q. ft. Tributary Area (This Level) _ Lateral Load (This Level): - Lbs Lateral Load (Level Above): Lbs (All Levels), .... . Lbs Total Shearwall(s) Length, L ....... ft. Unit Wall Shear, v = FIL plf Shearwall Shearwall Type: (I) Overturning: Panel Design Width = ft. OR -"kay by inspection Uplift = Lbs Holdown Anchor Type: U Grldline 2.. Tributary Area (This Level): (lq()( sq. ft. Lateral Load (This Level): . ,14.P Lbs Lateral Load (Level Above): . Lbs Total Load (AU Levels). F,= l Lbs Total Shearwall(s) Length, L = _(I_. ft. Unit Wall Shear, v = F/L = I 87 plf Shearwall Type: (4 Overturning; Panel Design Width = ft. OR. Okay by Inspection Uplift = Lbs Holdown Anchor Type: LI Griclline _ ZSCI Tributary Area (This Level) sq. ft. Lateral Load (This Level): V5 Lbs, Lateral Load (Level - Lbs Above): . Total Load (All Levels), F, 03 Lbs Total Shearwall(s) Length, L =... B k Unit Wall Shear, v = FIL plf Shearwall Type: (j Overturning: Panel Design Width ft. OR .,- Okay by Inspection Uplift= (110)(1 0) . . . 1/ 7O. . . Lbs Holdown Anchor Type: ri py2' David Thomas Engineering, A.P.C. Structural Engineering Services Structural Calculations (Detached Pool House) Project Thomas Pool House / 14174 1144 Magnolia Avenue Carlsbad, California 92008 Prepared For Sam Wright Wright Design 2911 State Street Carlsbad, California 92008 k'4 JUL 092014 CITY OF CARLSBAD BUILDING DIVISION 7-1-14 3525 Del Mar Heights Rd. Suite 331 Office: (619) 940-6257 San Diego, CA 92130 Cell: (858) 336-9902 Website: www.dtengsd.com Email: david@dtengsd.com TD E David Thomas Engineering Job Thomas Pool House 14174 Sheet No. 1 of I1 Calculated by DT Date TABLE OF CONTENTS PAGE 1. PROJECT SCOPE I DESIGN CRITERIA .......................................................... 2. DESIGN LOADS .......................................................................................... 3. VERTICAL ANALYSIS: HORIZONTAL MEMBER DESIGN (BEAMS, HEADERS, JOISTS, ETC.)..... VERTICAL MEMBER DESIGN (COLUMNS, STUDS, ETC.) ...................... .3 4. LATERAL ANALYSIS: A SEISMIC/WIND LOADING ANALYSIS & LATERAL DISTRIBUTION ......... B. LATERAL LOAD-RESISTING DESIGN: I SHEAR WALL DESIGN .............................................................. .- II CANTILEVERED STEEL COLUMN ELEMENTS ............................. III STEEL MOMENT FRAMES ...................................................... - IV. ...................................................... - 5. FOUNDATION DESIGN: CONTINUOUS & SPREAD FOOTINGS ................................................. RETAINING WALLS .......................................................................... CONCRETE GRADE BEAMS ............................................................... - DEEPENED CONCRETE PIERS/CAISSONS .......................................... - 6. SCHEDULES: SHEARWALL SCHEDULE ................................................................... HOLD DOWN SCHEDULE..................................................................... SPREAD FOOTING SCHEDULE ........................................................z._- Job Thomas Pool House 14174 Sheet No. 2 of_____________ Calculated by DT Date David Thomas Engineering PROJECT SCOPE Provide vertical and lateral load calculations for a proposed detached pool house to an existing one-story single family residence at 1144 Magnolia Avenue, Carlsbad, California 92008. Residence to be constructed utilizing primarily wood-frame construction. Roof framing to consist of pre-fabricated roof trusses (designed by other), and the foundation system to consist of raised-wood floor system with perimeter stem walls. A soils report was not provided for this project. Therefore, the foundation design will be based on the minimum soil bearing capacity as specified in the current version of the Governing Code —2013 California Building Code. David Thomas Engineering makes no representations concerning the suitability of the soils and/or minimum soil values allowed by the CBC. These calculations have been prepared for the exclusive use of Matt & Jenifer Thomas and their design consultants for the specific site listed above. Should modifications be made to the project subsequent to the preparation of these calculations, David Thomas Engineering should be notified to review the modifications with respect to the recommendations/conclusions provided herein, to determine if any additional calculations and/or recommendations are necessary. Our professional services have been performed, our findings obtained, and our recommendations prepared in accordance with generally accepted engineering principles and practices. DESIGN CRITERIA SUMMARY GOVERNING CODE: 2013 C.R.C. CONCRETE: f'c = 2500 PSI (MIN.), NO SPECIAL INSPECTION REQ'D, (U.N.O.) MASONRY: ASTM C90, fm = 1500 PSI, SPECIAL INSPECTION REQ'D, (U.N.O.) REINFORCING STEEL: ASTM A615, Fy = 60 KSI FOR #4 AND LARGER (U.N.O.) STRUCTURAL STEEL: ASTM A992, Fy = 50 KSI (ALL 'W' SHAPES, ONLY) ASTM A36, Fy =36 KSI (STRUCTURAL PLATES, ANGLES, CHANNELS) ASTM A500, GRADE B, Fy =46 KSI (STRUCTURAL TUBES-HSS) ASTM A53, GRADE B, Fy = 35 KSI (STRUCTURAL PIPES) SAWN LUMBER: DOUG FIR LARCH, ALLOWABLE UNIT STRESSES PER 2005 NDS. E.W.P.: BOISE-CASCADE: BCI-JOIST (1CC-ESR-1336), VERSA-LAM (ICC-ESR-1040) GLULAMS: DOUGLAS FIR OR DOUGLAS FIR/HEM GRADE 24F-V4 (SIMPLE SPANS) GRADE 24F-V8 (CANTILEVERS) SOIL: EXISTING NATURAL SOIL VALUES PER CBC TABLE 1806.2 (1,000 PSF) Job Thomas Pool House 14174 Sheet No. 3 of JJ Calculated by DT Date David Thomas Engineering DESIGN LOADS CASE I CASE II MATERIAL: ROOF SLOPE: DEAD LOAD: ROOFING MATERIAL ............................................................................(12,0 PSF PSF SHEATHING..................................................................................................1.5 1.5 RAFTERS/C.J. (or) TRUSSES .........................................................................4.0 4.0 INSULATION....................................................................................................1.5 1.5 DRYWALL........................................................................................................2.5 2.5 OTHER (ELEC., MECH., MISC.) ......................................................................0.5 0.5 TOTAL DEAD LOAD: (C.P .0 PSF .0 PSF LIVE LOAD: 1-o .0PSF .0PSF TOTAL LOAD: (j .0 PSF .0 PSF FLOOR DECK FLOOR MATERIAL: -r"-E- DEAD LOAD: FLOORING FINISH .........................................................................................(4jo PSF PSF LT. WEIGHT CONCRETE (_in.) ...................................... . ........................ - SHEATHING....................................................................................................2.0 2.0 JOISTS..............................................................................................................3.5 3.5 DRYWALL.........................................................................................................2.5 2.5 OTHER (ELEC., MECH., MISC.) ........................................................................ .3.0 3.0 TOTAL DEAD LOAD: zç .0 PSF .0 PSF LIVE LOAD: 4o.0 PSF .0PSF TOTAL LOAD: (p .0 PSF .0 PSF EXTERIOR WALL FINISH: f(i(cc' - STUDS..............................................................................................................1.0 PSF 1.0 PSF DRYWALL.......................................................................................................2.5 2.5 INSULATION....................................................................................................1.5 1.5 EXTERIORFINISH ......................................................................................t ° .0 .0 OTHER...............................................................................................................1.0 1.0 TOTAL LOAD: ('.P .0 PSF .0 PSF INTERIOR WALL STUDS.................................................................................................................................1.0 PSF DRYWALL............................................................................................................................5.0 OTHER......................................................................................................................................1.0 TOTAL LOAD: PSF ~TL ~ David Thomas Engineering Job Thomas Pool House 14174--- Sheet No. - k of____________ Calculated by DT Date Beam Design DESIGN LEVEL: LABEL: T_ SPAN 11,0 = (2,(p ?I (-tx /1.+i 4° W, ir W2 = ilk- P1 = P2 RL = __lbs. RR = lbs USE: GRADE: C: ______ lbs. E= /, °° ksi ALT: GRADE: C: MMAX = l, ft-lbs. IREQD = I' ifl4 LABEL: SPAN = _FT. WI W2 = P1 = P2 = R1 lbs. RR = ________ lbs USE: GRADE: C: VMAX = _______ lbs. E = ksi ALT: GRADE: C: MMAX = ________ ft-lbs. IREQD = in LABEL: SPAN= _FT. WI W2 = P1 = P2 = RL lbs. RR = lbs USE: GRADE: C: Vpqx ______ lbs. E= ksi ALT: GRADE: C: ______ MMAX = _______ft-lbs. IREQ'D = ______ in Job Thomas Pool House 14174 Sheet No. c of_____________ Calculated by DT Date David Thomas Engineering LATERAL DESIGN (Sheet 1) WindDesign Method _Used = Main Wind -Force Resisting System (MWFRS) - Method 2 Maximum Building Height (z) 4_Jfeet (110 mph for California) Design Wind Speed =_110_mph Exposure Category =[ C (per ASCE-7, 6.5.6.3) Importance Factor (1) =1 1.00 (per ASCE-7, Table 1.5-2) Ku = 1.00 (per ASCE-7, 26.8.2) 1.40 (per ASCE-7, Figure 28.6-1) Ps30 = 17.70_psf (per ASCE-7, Figure 28.6-1) 0.6 x Ps =1 14.871p5f Ps = Xx K1 x x P530 (per ASCE-7, 6.4.2.1, Equation 6-1) (reduced for ASD load combos) Adjust Factor A Table Mean Roof Exposure Height (ft) B C D 15 1.00 1.21 1.47 20 1.00 1.29 1.55 25 1.00 1.35 1.61 30 1.00 1.40 1.66 35 1.05 1.45 1.70 40 1.09 1.49 1.74 45 1.12 1.53 1.78 50 1.16 1.56 1.81 55 1.19 1.59 1.84 60 1.22 1.62 1.87 Seismic Design Method used = Equivalent Lateral Force Procedure Occupancy Category = 2 (per ASCE-7, Table 1-1) (Residential = 2.0) R = (per ASCE-7, Table 12.2-1) (Wood Shearwalls = 6.5) = 1.00 (per ASCE-7, Table 11.5-1) (Residential = 1.0) _6.5 Site Class = D (per ASCE-7, 11.4.2) (Assume Site Class = D" w/o Soils Report) (0.2 sec) Fa = 1.046 SDs = 0.792 g S1 = 0.436 g (1 sec) F = 1.564 J Syi = 0.455 g S =_1.136 g Seismic Design Category (SDS) =_D (Use the worst case seismic design category) Seismic Design Category (SD1) =_D Ta = 0.256 sec Ch' (per ASCE-7, Equation 12.8-7) C5 = 0.122 505/(R/1) (per ASCE-7, Equation 12.8-2) Csmax = 0.273 SD1/Ta(R/l (per ASCE-7, Equation 12.8-3) Csmtn =0.010 Csmtn> 0.01 or 0.5S1/(R/1) (per ASCE-7, Eq. 12.8-5 / 12.8-6) C5 0.122 ] Assumed Factor of Safety p =_1.3 V 0.113 1Wx (C5a *p)*Wx/1.4(ASD) x 1.20 = 10.136 Ix 16 psf = 0 psf ROOF = 7psf = 16 psf = NYorN Roof Project. Height Plate Height = ift = 8ft * Alternate Ext. Wall = I psf Roof= 588 sq. ft N S_1201ft. = so FL -= 14 f = 18,488.00 LBS. = 0.136 = 2,510.68 LBS. Deck= sq.ft. AIt= ]ft. E-W=I 2701 ft. TOTAL = 18488 LBS. See Lateral Design Loads Spreadsheet David Thomas Engineering Job Thomas Pool House 14174 Sheet No. ___of Calculated by DT Date LATERAL DESIGN (Sheet 2) BUILDING WEIGHTS Total Installed Roof Weight Total Installed Deck Weight Total Installed Interior Wall Weight Total Installed Exterior Wall Weight Commercial Partition Loads? ROOF LOADS Diaphragm Area Exterior Wall Length Interior Wall Length Minimum Diaphragm Dimension TOTAL BUILDING DEAD LOAD, WT. Cs(adjusted) BASE SHEAR,V LW1.I MAIM IIcI1IL1I1fl'JJ Story Area (A) 588 sq. ft. f"' •i.'i "F Story Unit Shear (v,) - 4.27 psf WIND VS. SEISMIC COMPARISON Wind Pressure (P) = 14.87 psf See Lateral Design Loads Spreadsheet Story Linear Forces = ROOF NORTH-SOUTH Wind = 14.87 psf x 5 ft 74 plf GOVERNS .L 4t..WIND NORTH-SOUTH Seismic = 4.27 psf x 14 ft 60 plf EAST-WEST Wind = 14.87 psf x 5 ft. : 74 plf SEISMIC GOVERNS EAST-WEST Seismic = 4.27 psf x 20 ft 85 plf LDTLE~ Sheet No. of__________ Job Thomas Pool House 14174 David Thomas Engineering Calculated by DT Date________ Shearwall Design Story Shearwalls 7q--5 Direction Unit Lateral Load, v = I psf Gridline 1 i''sq.ft. ) (15;) Tributary Area (This Level): , Lbs Lateral Load (This Level): Lbs Lateral Load (Level Above): Total Load (All Levels), F _ICe Lbs Total Shearwall(s) Length, L Unit Wall Shear, v = FJL = Shearwall Type: 0 Overturning: Panel Design Width = Uplift = Holdown Anchor Type: LI 77+ ,a ft pif ft. OR ______ Okay by Inspection Lbs Gridline 2- sq. ft. Tributary Area (This Level): Lateral Load (This Level): t7' cb Lbs Lbs Lateral Load (Level Above): Total Load (All Levels), F= I7 Lbs Total Shearwall(s) Length, L = IOr0 ft. Unit Wall Shear, v = FX/L = 7 'J pif Shearwall Type: (j / . Overturning: Panel Design Width = ft. OR ______ Okay by Inspection Uplift Lbs Holdown Anchor Type: LI Gridline Tributary Area (This Level): _ /-1 sq. ft. Lateral Load (This Level): 1, V zz Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), F= ,vi...t. Lbs Total Shearwall(s) Length, L = 4'7 ft. Unit Wall Shear, v = FIL = i5 plf Shearwall Type: Overturning: Panel Design Width = ft. OR ______ Okay by Inspection Uplift= ('i.57") (i 0') Lbs Holdown Anchor Type: E1 l 4 b L4 (z LDT\1L Job Thomas Pool House 14174 Sheet No. of____________ David Thomas Engineering Calculated by DT Date________ Shearwall Design Story Shearwalls Direction Unit Lateral Load, v = psi Gridline A Tributary Area (This Level): (t1'i-')(3)( i ,)(v') _sq. ft. Lateral Load (This Level): Lbs Lateral Load (Level Above): _________________________________________________________________ Lbs Total Load (All Levels), F= Lbs Total Shearwall(s) Length, L = r0 ft. Unit Wall Shear, v = FJL = pif Shearwall Type: Overturning: Panel Design Width ft. OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: LI 11-21 Gridline ______ r - ( \ Tributary Area (This Level): ____ -)_____1 sq. ft. Lateral Load (This Level): 5-1 (p Lbs Lateral Load (Level Above): - Lbs Total Load (All Levels), F= 'ic' Lbs Total Shearwall(s) Length, L Unit Wall Shear, v = FJL = 147 Of Shearwall Type: 0) Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: LI Gridline sq.ft. Tributary Area (This Level): L Lbs Lateral Load (This Level): z. - Lbs Lateral Load (Level Above): Total Load (All Levels), F = (,Z it. Lbs Total Shearwall(s) Length, L = i 0 Unit Wall Shear, v = FJL 13 (-P plf Shearwall Type: 0 Overturning: Panel Design Width = ft. OR Okay by Inspection Uplift = Lbs Holdown Anchor Type: LI David Thomas Engineering CONTINUOUS FOOTING DESIGN ALLOWABLE APPLIED LOADS Allowable Soil Bearing Pressure (ASBP) = ji 0 C' psf (Per Design Criteria) Continuous Footing (CF-1) Cont. Footing Width= I 5 . Cont. Footing Depth = 1 , . Allowable Line Load = ASBP x Footing Width = _ pif Maximum Line Load (Gridlirie = plf 5~0 Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = 41 0 lbs. USE: f 6 "WIDE X 12> "DEEP CONT. FOOTING wl (_1) - #_____ BARS (TOP & BOTTOM) Continuous Footing (CF-2) Cont. Footing Width = ft. Cont. Footing Depth Allowable Line Load = ASBP x Footing Width p11 Maximum Line Load (Gndline ) = ________ p11 Allowable Point Load = ASBP x Footing Width x 2 x Footing Depth = lbs. USE: "WIDE X "DEEP CONT. FOOTING wl ( ) - #_ BARS (TOP & BOTTOM) SPREAD FOOTING DESIGN P-I Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 0o' lbs. USE: 24" SQUARE X I S "DEEP CONT. FOOTING wI (2) - # 4 BARS (EA. WAY @ BOTTOM) P-2 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = (o,7' lbs. USE: 30" SQUARE X (Q, "DEEP CONT. FOOTING wl (3) - 4 BARS (EA. WAY @ BOTTOM) P4 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = ' 000 - lbs. USE: 36" SQUARE X (2, "DEEP CONT. FOOTING wl (4) - I- BARS (EA. WAY @ BOTTOM) P4 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 1Z-,t- lbs. USE: 42" SQUARE X "DEEP CONT. FOOTING w/(5) -# BARS (EA. WAY@ BOTTOM) P5 Spread Footing: Allowable Point Load = ASBP x Footing Width x Footing Width = 000 lbs. USE: 48" SQUARE X ______"DEEP CONT. FOOTING wl (6) _# 4 BARS (EA. WAY @ BOTTOM) Job Thomas Pool 1-louse 14174 Sheet No. of___________ Calculated by DT Date 5HEARV1ALLSIHEULE (20I (,) MARK VALUE MATERIAL RIA NAIL B.N.F N SILL PLATE ATATTACK SOT. PLATE ATTACH. TOP PLATE A 0ITI0NAL (PLF) SIZE E.N. 51b"O A.B. SPACIN& NAILS 4 SCREV(S CLIPS NOTES 20 11/32" COX (24/0) Sd 61, 12' 45" O.C.Id @ 4" O.C.ASS @ Is" O.C.- 9 340 15/32" COX (24/0) IOd " 12" 32' 0.C. Id @ 4" 0.C. A35 @ 2" O.C. - 550 11/32" COX (24/0) ad 4" 12" 32" O.C.Ibd @ 411 O.C.A35 @ 2" O.C.- () 550 11/32" STRUC 1(52/16) ad 3" 12" 24" O.C. SEE A35 @ & O.C.I4 NOTES 415 ()- 130 11/32" STRUC I (32/I6) Sd 2" 12" IS' O.C.LTP4 1/4110 X all (150511 @ 5' O.C.i445 SEE NOTES 510 5/32" STRUC I (32/I(o) IOd 2" 1211 IS" O.C. LTP4 @ S O.C. SEE NOTES IS I5,2" STRUC I (32/I6) (APPLY 50Th SIDES) I Od 2 12II SI O.C. 5/6" x &" LM SCREI'M @ 8" O.C. TP4 L @ S O.C. SEE NOTES 3, 14, 5, 4 IS I. PROVIDE 4-PLY SHEATHING o 11/32' THICKNESS 4 '5-PLY' 0 5/32' SHEATHING. MOOD STRI.11)RAL PANELS SHALL COMPLY I'IlTh DOG PSI OR DOG P92. ONLY GO*IOH HAILS ARE TO SE USED FOR. ALL SHEATHING ATTACHMENT. NAIL GUNS USING 'CLIPPED HEAD' OR 'SINKER' RAILS ARE NOT ACCEPTABLE. ALL SHEARI'(ALLS TO PENETRATE ThRCdJ6H CEILING JOIST AND ATrIG. TO TIE INTO UPPER HORIZONTAL DIAPHRAGM UNLESS ENGINEERED DRAG MEMBER IS PRESENT. MINIMUM EDGE DISTANCE FOR NAILS IN THE REIV1N& MEMBERS SHALL SE 3/6' FOR. 2' NOMINAL RECEIVING MEMBERS AND 112' FOR. 3' NOMINAL RECEIVING MEMBERS- 5, SHEAR PANELS SHALL SE APPLIED DIRECTLY TO STUD FRAMING AT 6' ON CENTER MAXIMUM AND ALL PANEL EDGES SHALL SE EA.OGKEP VIITH MINIMUM 2x BLOCKING, U.N.O. 6. NO PANS. MIDN LESS THAN 12' SHALL BE USED. 5HEARALL5 MITH MORE THAN ONE VERTICAL PANEL IN HEIGHT SHALL HAVE HORIZONTAL STAGGERED SPLICED JOINTS. 1. STSCGO Ai/OS EXTERIOR VENEER OVER. A MOOD SHEATHING SHEARP'IALL SHALL SE MATERPROOFED MITH A HINII4JM OF (2) LAY69 OF 151.5. FELT PAPER. S. USE DOUGLAS FIR NO.2 PRESSURE TREATED SILL PLATES THAT COMPLY KTH THE NDS. EN61HEER TO SE NOTIFIED IF OTHER SPECIES ARE USED OR PART OF EXISTING BUILDING. q. 3' x 3' x 0.2' (HiNIP4Jt4) PLATE VIASHERS SHALL BE USED AT ALL SHEAR}MALL ANCHOR DOLTS. MASHER. SHALL EXTEND TO MITHIN /2' OF EDGE OF THE SOrroM PLATE ON THE SHEATHED SIDE. (SIMPSON 'BPS-S'I 2 x 4 51W FRAMING 4 'SP54' 0 2 x 6 AND LARGER STUD FRAMING AGGEPTASLE) 10. ANCHOR DOLTS P4)ST SE EMDEPDED T' MINIMUM INTO HElM CONCRETE. MINIMUM EDGE DISTANCE AND CONCRETE PROTECTION SHALL COMPLY MITH CDC. AND ACI COPE PROViSIONS. (I. SILL PLATES TO SE ATTACHED USING A MINIMUM OF (2) ANCHOR DOLTS PER PIECE MITh ANCHOR DOLTS LOCATED 4-5/6' MlNlfrtft'1 4 12' MAXIMUM FROM EACH END. 12. HQLPOI'*4 ANCHOR IS IN ADDITION TO THE SILL ANCHOR DOLTS. IS, 3x SILL PLATES (SOTTOM PLATES TO REMAIN 2,, 3x 31.0G.KIM& 4 3x STUDS a ALL PANEL EDGES REWIRED. 14.4x SLOCKING OR SEAM REWIRED SELOYI SOTTOM PLATE SC.REM ATTACHMENT. SOR&O TO SE STAGGERED. IS. PERJODIG SPECIAL INSPECTION REWIRED PER CDG CHAPTER Ii. ONE 4 l'ftC) FAMILY PNELUNGS LESS THAN ThO STORIES IN HEIGHT ABOVE GRADE /o IRREGULARITIES ARE EXEMPT. lb. SHEATHING APPLIED TO EACH FACE OF 3x STUDS 0 16' 00. STAGGER HORIZONTAL 4 VERTICAL PANEL JOINTS EACH SIDE OF MALL. Il. ALL NAILS SHALL HAVE A MINIMUM PENETRATION INTO FRAMING MEMDERS OF 1-1/2 INCHES. Sd COMMON: 0.I3I'4 x 2-1/2', 108 COMMON 0.I484 x 3'. 0 cr Job Sheet No. t' of Calculated by Date (4i1+ David Thomas Engineering HOLPOVN SCIHEULE MARK H0LP-)0I'MN DEVICE VALUE [] 4x POST v4/ "M5TC.40" FLR-TO-FLR H.P. 2.800 LBS. [] 4x POST v/ "M5TG52" FLR-TO--FLR H.P. 4,400 LBS. 4x POST v/ "M5TC6" FLR-TO-FLR H.P. 5,60 LOS. 4x POST v/ "M5TC.48B3" FLR-TO-FLR H.P. 3,3Q LBS. [] 4x POST I "MSTChB" FLR-TO-FLR H.P. 4,440 LBS. U 4x POST v/ "Hti2" HOLD-POV'N ON SSTBI' A.B. (5/6"4' AB.) 3,015 LBS [I 4x POST y/ "HOU4° HOLD-POVN ON 5511320 A.B. (5/S"P AB) 4,565 LBS. ri Ui 4x POST v4/ "H17U5" HOLD-OV'N ON 55TB24 A.S. (5/5 AB) 5,115 LBS. El 'x POST vu 11HU8" HOLT7-170VIN ON 55TB2S A.B. (1/84) A.B) 1,S1O LBS. ri L_J 6x POST vu! "HUII" HOLD-POY'(N ON SB 1x30 A.S. (1"0 A.B.) q,Q45 LBS. x POST vu! °Ht)I4" HOLD-POkNN ON SB 1x3O A.S. (14) A.B.) I3,615 LBS. ------------------- -- - - ------------------ NOTES: I. HOLD DOM ANCHORS M,6T BE TIED IN PLACE PRIOR TO FOUNDATION INSPECTION. OPEN FOOTINGS TO PROVIDE 3 HIM. CONCRETE COVER MERE HOLD-POY4 ANCHORS ARE LONGER THAN THE FOOTING C)Th. USE (RJ) OPTION ON STHD HOLD-DOI*5 FOR RAIS OD SU6-19..00R 0N171 lION. MSTC HOW-17O*I5 MAY USE I6d SINKERS OR. IOd COMMON MAILS. MSTC HOLP-00316 TO BE CENTERED BETI'I LPFER 4 LOVER FWORS. HAXIMJM CLEAR SPAN = W. NAILS NOT REOUIRED IN CLEAR SPAN (RIM BOARD) AREAL 4-174 Job Sheet No. tZ_0f (Z Calculated by _________ Date David Thomas Engineering SPREAD F-00TI N6 SCHEDULE S'r'MBOL SPREAD FOOTING DIMENSIONS 4 REINF. ( 2500 PSI MIN. £'O KSI) <E>24 SQ. x L_" DEEP SPREAD FOOTING v/ (2)-#4 EARS (EACH frMAi') 30" SO. x .L" DEEP SPREAD FOOTING v/ (3)-4 BARS (EACH V4Ar') <9> 36' SO. x J" DEEP SPREAD FOOTING v/ (4)-#4 BARS (EACH V'1Ar') K9 42" SQ. x " DEEP SPREADFOOTING y./ (5)-*4 BARS (EACH HAY) $; 4S" SO. x " DEEP SPREAD FOOTING / ()44 BARS (EACH V4Ai') Re: 03677-14 THOMAS POOL HOUSE MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R42938777 thru R42938781 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. RECEIVED OCT 06 2014 CITY OF CARLSBAD BUILDING DIVISION g SOOoF ESS10 1 ( C 074486 rn EXP. 12-31-15 J October 2,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. 3.00 [12 3x6 3x6 3x6 5x8 II 5.8 II 3x6 1.50 a? Job Truss Truss Type Qty Ply THOMAS POOL HOUSE R42938777 03677-14 TOIA SCISSORS 1 1 Job Reference (oDtionafl mission truss, lakeside, ca (.63U soep , iou when IfloUsmeS, 515. flU 'JCI Ut U,.Mt. CU SM rage I ID:ImV?y6Rx4ClScvpXNNX6Fsi?o3M-Odi rwrlc3gxqTBlgul DyaRFQNx6c_tMdxYuHTapyXUol -2-0-0 6-' i 8-0-0 10-7-12 16-0-0 18-0-0 2-0-0 5-4-4 2-7-12 2-7-12 5-4-4 2-0-0 Scale = 1:34.8 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; TRUSSES IN THIS JOB COMPLY WITH HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED CBC 2010 SECTION 2303.4 7x14 M18SHS WITHIN 24" OF THE HEEL JOINTS. = LOADING (psO SPACING 2-0-0 CSI DEFL in (lc) I/defl Ud TCLL 20.0 Plates Increase 1.25 TC 0.27 Vert(LL) 0.00 4 nlr 120 TCDL 11.0 Lumber Increase 1.25 BC 0.23 Vert(TL) 0.03 5 n/i 120 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 69 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4OF No. 1&BtrG BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-00c purlins. BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS (lb/size) 2=337/16-0-0 (mm. 0-1-8), 6=530/16-0-0 (mm. 0-1-8), 4=337/16-0-0 (mm. 0-1-8) Max Horz 239(LC 19) Max Uplift2-21 1 (LC 19), 6-82(LC 20), 4=-219(LC 22) Max Grav2=412(LC 49), 6=615(LC 2), 4412(LC 51) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-535/553, 3-7=-260/308, 3-8=-258/286, 4-8=-51 0/541 BOT CHORD 2-6=-505/521, 4-6=-505/521 WEBS 36=522/130 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=ilOmph (3-second gust) Vasd=87mph; TCDL=6.6p51; BCOL=3.opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL1.25 All plates are MT20 plates unless otherwise indicated. Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.opsI on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 2=211 ,4219. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live toads. This truss has been designed for a total drag load of 1000 lb. Lumber DOL=(i .33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-0-0 for 62.5 plf. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 9OFESSI Soo C 074486 2-31-15 OFC October 2,20 ---= WARNING -VeiN y design palantetno and READ /X)TES ON THIS AND INUOED HIIEI( REFERENCE PAGE MJ'I-1473 ins 1/29/2014 BEFOREUSE Design void for use only with liJTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design parameters and proper incorporation of component Is responsibility, of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control storage, detveiy, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building component 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 If Southern Pine (WI lumber is specified, the design ,.ratuesare those effective 06/01/2018 byALSC 0 Job Truss Truss Type Qty Ply THOMAS POOL HOUSE R42938778 03677-14 T01 SCISSORS 6 1 Job Reference (optional) 1,,' fl, Oct fl') fl7.AS5't '4flld P,.,,n I 2014 P- mission truss, lakeside, ca , ........ ... -2-0-0 5,4-4 8-0-0 10-7-12 16-0-0 18-0-0 2-0-0 5-4-4 2-7-12 2-7-12 5-4-4 2-0-0 Scale = 1:33.7 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. 6x6 = 3x8 1.50 LOADING (ps TCLL 20.0 . TCDL 11.0 BCLL 0.0 BCDL 5.0 I SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code lBC2012ITPl2007 I CSI TC 0.43 I BC 0.46 WB 0.09 I (Matrix) DEFL in (lc) I/deft Ud I Vert(LL) -0.20 8 >958 240 I Vert(TL) -0.51 6-8 >371 180 I Horz(TL) 0.20 6 n/a n/a PLATES GRIP MT20 220/195 I Weight 61 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-9-90c bracing. WEBS 2x4 DF No. 1&Btr G I MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS (lb/size) 2=600/0-3-6 (mm. 0-1-8), 6=600/0-3-8 (mm. 0-1-8) Max Horz 2=42(LC 4) Max Uplift2-199(LC 4), 6-199(LC 5) Max Grav2=701(LC 2), 6=701 (LC 2) FORCES (lb) -Max. Comp.IMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-2531/472, 392483I484, 3-1 0=-20721269, #10=-20521275, 4-11 =_2052/280, 5-11=-2072/273,5-12=-2483/453,6-12=2531/441 BOT CHORD 2-8=-467/2422, 6-8=-397/2422 WEBS 4-8=-64/731, 3-8=-714/248, 5-8=-714/256 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=6.6psf; BCDL=3.opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1 .25 plate grip DOL1.25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 2,6 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=199, Soo 6=199. Code 2306.1 standard ANSI/TPI 1.Co This truss is designed in accordance with the 2012 International Building section and referenced c This truss hasbeen designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. w "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Iv ' t:-0 r'0 October 2,20 WARNING -Verify design paianre tots and READ NOTES ON THIS AND INCLUDED HI1EK REFERENCE PAGE Hf1-7473 ,aic 1/29/2014 0ffOREUSE. I -- Design valid for use only with MIT ek connectors. This design is based only upon parameters shown, and is loran individual building component. I Applicability of design parameters and proper incorporalion at 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 responsibiltly at the erector. Additional permanent bracing of the overall structure Is the responsibitly of the building designer. For general guidance regarding MiTe k fabrication, quality conlrol, storage, delivery, erection and bracing, consult ANSlfTPt1 Quality Criteria, DSB-89 and BCSI Building component I 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312. Alexandria, VA 22314. tt6outhorn Pine ISPI lumber is specified, the design values are those affective 06,01/2013 byALSC I Citrus Heights, CA, 95610 3.00 3x4 5x8 = 3x4 3x6 = 1ox14 M18SHS - 3X4 1.50 I JobTruss Truss Type Qty Ply THOMAS POOL HOUSE R42938776 03677-14 TO2A SCISSORS 1 1 Job Reference (optional) mission truss, IaIce5Iee,Ca ,. ---------------------------------------- lD:YLwtavUloZgltMjsBjcsC4pZ?kLll?9bLXmJCY4BR3qG6e?2WgWdbWFV78SE0CmafiYXU0i -2-0-0 7-8-7 13-0-0 18-2-15 26-0-0 28-0-0 2-0-0 7-8-7 5-3-9 5-2-15 7-9-1 Scale = 1:50.4 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. I 7-8-7 13-0-0 13-1113 18-2-15 26-0-0 7-8-7 5-3-9 0-1-13 5-1-2 7-9-1 Plate Offsets MY): 12:0-11-13,0-1-81. [2:1-2-14, Edge], 16:17-5-7,6-3-141, 18:1-0-13,0-1-81, 110:0-4-0,0-3-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) I/deft Lid PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.65 Vert(LL) 0.31 12 >700 240 MT20 220/195 TCDL 11.0 Lumber Increase 1.25 I BC 0.42 I Vert(TL) -0.43 2-12 >502 180 M18SHS 220/195 BCLL 0.0 * Rep Stress Incr YES I \NB 0.54 I Horz(TL) 0.12 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) I Weight 116 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-0oc puffins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 4-6-0oc bracing. WEBS 21(4 DF No. 1&Btr G , MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF No.1 &Btr -G 2-10-8, Right 2x4 DF No.1 &Btr -G 574 be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS (lb/size) 2=624/0-3-8 (mm. 0-1-8), 8=227/10-3-8 (mm. 0-1-8), 10=972/10-3-8 (mm. 0-1-8) Max Hors 2=-75(LC 30) Max Uplift2-450(LC 19), 8=-357(LC 22), 10-465(LC 21) Max Grav2=729(LC 2), 8=355(LC 55), 10=1127(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2641/2149, 3-13=-2420/1786, 3-4=-2407/1709, 4-14=-1381/1181, 5-14=-1159/930, 5-15=-1000/638, 6-15=-1044/212, 6-7=-1128/1328, 7-16=-1266/1398, 8161907/2044 BOT CHORD 2-12=-2131/2648, 11-12=-213312649, 11-17=-1123/961, 10-17-984/465, 8-10=-2018/1877 WEBS 5-11=-291/394, 6-10=-1024/495, 4-11=-141111/532, 6-11=-1256/1719 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=ilomph (3-second gust) Vasd=87mph; TCDL=6.6p5f; BCDL=3.opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; 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 2-0-0 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) Bearing at joint(s) 2, 8, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ,(/' ,,./6 so capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt1b) 2=450, CO 10) This truss has been designed for a moving concentrated load of 250.0110 live located at all mid panels and at all panel points along the (( 8=357,10=465. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ( 0o74486Q) Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 2500 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 15-8-8 to 26-0-0 for 242.9 plf. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard October 2,2C WARNThG -Verify design Parameters and READ KITES ON THIS AND INClUDED Fl/TEN REFERENCE PAGE t'ffl-1413 sec 1/29/2014 BEFORE USE. I -- Design valid for use only with Milek connectors. This design Is based only upon parameters shown, and is for an Individual building component. I Ii I Apptcablllly of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the I erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding i IV1iTe k I fabrication, quality control storage, delivery, erection and bracing, consult ANSI/TPt1 Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 I Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria. VA 22314. I If Southern Pine 4SPl lumber is specified, the design values are strove effective 06/01/2023 byALSC Citrus Heights, CA, 95610 Job Truss Truss Type Qty Ply THOMAS POOL HOUSE R42938780 03677-14 T02B SCISSORS 10 1 Job Reference (optional) mission truss, lakeside, ca .JbU s Sep ii LUlL ruin err unausmes, inc. Thu Oct liz ur;..c.:a Luin Page lD:YLwtavUloZgftMjsBjcsC4pz?kUDcjzYtnxySC22DPTiLWH2U2nXKWSCqNESW7B8yXU0t -2-0-0 '-8- 13-0-0 18-3-9 26-0-0 28-0-0 2-0-0 7-8-7 5-3-9 5-3-9 7-8-7 2-0-0 Scale = 1:50.4 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. 646 = 3.00 h 3x4 4 13 i12 2x4 II 1.50 14 3x4 15 4x12 ZZ 16 M18SHS = 10 9 2x4 II 5x10 0 4x12 I 13-- I ° I LOADING (psi) TCLL 20.0 TCDL 11.0 BCLL 0.0 BCDL 5.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TP12007 CSI TC 0.76 BC 0.74 WB 0.46 (Matrix) DEFL in (lc) I/defl Ud Vert(LL) -0.57 10-11 >545 240 Vert(TL) -1.49 10-11 >207 180 Horz(TL) 0.59 8 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight 105 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 7-4-00c bracing. WEBS 2x4 DF No.i&Btr G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF No.1&Btr -G 2-10-8, Right 2x4 DF No.1 &Btr -G 210-8 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=910/0-3-8 (mm. 0-1-9), 8=910/0-3-8 (mm. 0-1-8) Max Horz 2=-61 (LC 9) Max Uplift2=-270(LC 4), 8=-270(LC 5) Max Grav 2=1 061 (LC 2), 81061(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-4846/847, 3-13=-4786/847, 3-4=-4771/859, 4-14-3665/556, 5-14-3633/565, 5-15=-3633/572, 6-15=-3665/563, 6-7-4771/810, 7-16=4785/797, 8-16=-4846/797 BOT CHORD 2-112=-824/4667,11-12=-825/4671, 10-11=-718/4671, 8-10=-717/4667 WEBS 5-11=-184/1409,4-11=-1222/371. 6-1 1=-i 222/380 NOTES 1) Unbalanced roof live loads have been considered for this design. 2)'uMnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=6.6p5f; BCDL=3.opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.25 plate grip DOL=11.25 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at-lb) 2270, 8'°270. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. ii) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OFESS/ OSOO Os, OFC October 2,20 WARNIIIG 'Verily design parameters and READ IVO1ES ON THIS AND INCLUDED I/flEX REFERENCE PAGE Hf1-7413 rev. 1/29/2014 BEFORE USE -- Design valid for use only with MOek connectors. This design is based only upon parameters shown, and is loran individual building component. ' Applicability 01 design parameters and proper incorporation 01 component is responsibiFity, 01 building designer - not truss designer. Bracing shown Dot is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the FA ilek' erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding lob/cation, quality control storage, delivery, erection and bracing, consult ANSlfTPI1 Qualify Criteria, 058.89 and B5l Building component I 7777 Greenback Lane, Suite 109 Safety Information available from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 It Southern Pine 45P} lumber is specified, the design values are those effective 06/00/2053 byALSC 4x12 II 10x14 M18SHS = F. 3.00 1.50 oF ESS1 SOO LU C 074486 ITT (-31-15 October 2,20 Job Truss Truss Type City Ply THOMAS POOL HOUSE R42938781 03677-14 T02C GABLE 1 1 Job Reference mission truss, lakeside, Ca , ID:YLwtavUloZglWJsBjcsC4pz?kLl-9arkzZoBUTSllWYrpmVl8J8FS7JZKCkgiA?EG1YXUOg I 7-8-13 13-0-0 18-2-9 26-0-0 28-0-0 2-0-0 7-8-13 5-3-3 5-2-9 7-9-7 2-0-0 Scale = 1:51.2 TOP CHORD NOTCHING ALLOWED IN AREAS WITH STACKED TOP CHORD ONLY; HOWEVER, NO TOP CHORD NOTCHING IS ALLOWED WITHIN 24' OF THE HEEL JOINTS. 5x8 7-8-13 13-0-0 13-1113 18-2-9 26-0-0 I 7-8-13 5-3-3 0-1-13 5-0-12 7-9-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) 1/defi Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.22 Vert(LL) 0.00 8 fIr 120 MT20 220/195 TCDL 11.0 Lumber Increase 1.25 BC 0.21 Vert(TL) 0.01 9 n/i 120 M18SHS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code 1BC201211P12007 (Matrix) Weight 127 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purbins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-00c bracing. WEBS 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF No.1&Btr -G 2-10-8, Right 2x4 DF No.1 &Btr -G 574 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 26-0-0. (lb) - Max Horz 2=-58(LC 30) Max Uplift All uplift 100 lb or less at joint(s) 11 except 2=-189(LC 19), 8=-204(LC 22), 12-243(1_C 27), 10-237(LC 30) Max Gray All reactions 250 lb or less at joint(s) except 2=401 (LC 51), 8=403(LC 55), 12565(LC 45), 10561(LC 46), 11=358(LC 53) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-491/499, 3-13=-2431261, 4-14=-321/365, 6-15=-3221360, 7-16-2341270, 8-16=-481/486 BOT CHORD 2-12=-455/476,11-12=-339/362, 10-11=-328/356, 8-10=-446/461 WEBS 5-11=-328/55, 4-12=-480/285, 6-10=-476/278, 4-11-311/345, 6-11=-320/353 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=6.6p5f; BCDL=3.opsf; h=25ft; Cat II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL1.25 plate grip DOLI .25 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 ANSIITPI 1. All plates are MT20 plates unless otherwise indicated. All plates are 3x4 MT20 unless otherwise indicated. Gable requires continuous bottom chord bearing. Gable studs spaced at 1-4-0 oc. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jtlb) 2=189,8=204.12=243,10=237. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 10, 11. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip DOL(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-0-0 for 57.7 plf. Continued on page 2 WARNING -Verify design parameters and READ NO YES ON THIS AND INCLUDED HITEK REFERENCE PAGE If11-1413 rue 1/29/2014 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is loran Individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilIty, at the erector. Additional permanent bracing at the overall structure is the responsibilty of the building designer. For general guidance regarding Milek' tabricalion. quality control storage. delivery, erection and bracing, consult ANStftPl1 Quality Criteria, DSB-89 and BCSI BuIldIng Component 7777 Greenback Lane, Suite Safety Information available from Truss Plate Institute, 781 H. Lee Street, Suite 312, Alexandria, VA 22314. Citrus Heights, CA, 95610 It Southern Pine IS PI lumber is specified, the design valuesare these effective 06/01/2013 byALSC Job Truss Truss Type City Ply THOMAS POOL HOUSE R42938781 03677-14 T02C GABLE 1 1 Job Reference (oøtional) mission truss, lakeside, ca lD:YLwtavUloZglWusBcsC4pz?kL19arkZZOBUTSliVlTYrpmYi8J8FS7JZKCkgb\?EG1yXUO9 NOTES 16) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNTMS -Verify design patante tern and READ NOTES ON THIS AND INCLUDED ZITIEK REFERENCE PAGE H17- 7473 tee 1/29/2014 OEFORE USE Design votd for use only with Mirek connectors. This design is bated only upon parameters shown, and is loran individual building component. Applicability of design parameters and proper incorporation at component is responsibility at building designer - not truss designer. Bracing shown is for lateral support at individual web members only. Additional temporary bracing to insure stability during construction is the responsiblility at the erector. Additional permanent bracing of the overall structure is the responsibility at the building designer. For general guidance regarding tabricalion, quality control, storage, delivery, erection and bracing, consult ANSI/SPIt Quality Criteria, DSB-8? and SCSI Building Component Safety Information available from Truss Plate Institute, 781 N. tee Street. Suite 312, Alexandria, VA 22314. 11 Southern Pine ISPI lumber in specified, the design values are those effective 06/01/2013 byAL.SC MiTek' 7777 Greenback Lane, Suite 109 Citrus Heights, CA, 95610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. L Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. J For 4 x 2 orientation, locate plates 0- ' from outside edge of truss. - This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 v 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING cf' Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. . Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSl: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS a 0 = 0 0 0 BOTTOM CHORDS JOINTS ARE ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS.. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, E5R1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Pine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1. 2013 © 2012 Milek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 01/29/2013 a General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tar I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSl/TPI 1. Design assumes trusses will be suitably protected from the environment in accord with ANSl/TPI 1. unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. Top chords must be sheathed or purlins provided at spacing indicated on design. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of an engineer. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 16-0-0 SPAN = - = - \\\S' \\ " - I I I \ I - I I \\\ \ I \\\ I I \ 1500# DRAG 26-0.0 SPAN 2x NAILER BIOS 2XLEDGER BIOS I.! Re: 03677-14 THOMAS POOL HOUSE MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Mission Truss Company. Pages or sheets covered by this seal: R42347000 thru R42347004 My license renewal date for the state of California is December 31, 2015. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. JUL 09 2014 so LU C07 86 M EXP. 12-31-15 J CITY OF CARLSBAD BUILDING DIVISION July 7,2014 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. c3.oFESSIo,v CO LU C074486 .\ EXI 12-31-15 1. Truss Truss Type Oly Ply TIIOMAS POOL HOUSE R42347000 I 03677-14 TO1 SCISSORS 1 1 Job Reference (ootionall 7 17 n1 7 MiTok Industries Inc Thu Jul 03 13:54:29 2014 F.Q. I mission truss, iaWslae, no - - 0-0 6- 2-0-0 4-5-14 7-0-0 9-6-2 14-0-0 1 T 6-0-0 2- 4-5-14 2-2 2-6-2 4-5-14 2-0-0 Scale 1:30.3 TRUSSES IN THIS JOB COMPLY WITH CBC 2013 SECTION 2303.4 4x8 = 3.00 1.50 LOADING (psf) SPACING 2-0-0 CSI DEFL in (lc) b/deD Ud PLATES GRIP TCLL 20.0 Plates Increase 1.25 TC 0.34 Vert(LL) 0.00 6 fIr 120 MT20 220/195 TCDL 14.0 Lumber Increase 1.25 BC 0.27 Vert(TL) 0.01 7 n/i 120 BCLL 0.0 * Rep Stress Incr NO WB 0.13 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight: 55 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [Installation guide. REACTIONS (lb/size) 2=330/14-0-0 (mm. 0-1-10), 6=330/14-0-0 (mm. 0-1-10), 8=669/14-0-0 (mm. 0-1-10) Max Horz 2=-38(LC 22) Max Uplift2-170(LC 19), 6=-177(LC 22), 8=-11(LC 20) Max Gray 2=438(LC 51), 6=438(LC 55), 6=755(LC 2) FORCES (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-586/578, 3-9=-569/386, 3-10=-325/568, 4-10=-188/597, 4-11=-170/597, 5-11=-318/568, 5-12=-569/405, 6-12=-5861596 BOT CHORD 2-8=-5751605, 6-8=-556/585 WEBS 4-8=-511/86, 3-8=-1080/264, 58=-1080/264 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llOmph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1 .25 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.0p5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 170 lb uplift at joint 2, 177 lb uplift at joint 6 and 11 lb uplift at joint 8. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1000 lb. Lumber DOLn(1.33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 14-0-0 for 71.4 p8. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard July 7,20 14 WARNJNG f design pai-0rneht13 and READ NO IES ON 7}fIS AND INCLUDED MIIEK REFERENCE PAGE P411-1473 reK 1/29/2014 BEFORE USE I -- I Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Dot I is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibritty of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding MiTk' I fabrication, quality control. storage. delivery, erection and bracing. consult ANSI/11`11 Quality Criteria. 058-89 and BCSI Bonding Component I 7777 Greenback Lane, Suite 109 I Safety Information available from Truss Plate institute. 781 N. lee Street. Suite 312. Alexandria. VA 22314. [ Citrus Heights, CA. 95610 If Southern Pine t5P1 lumber is specified, the design voluevare those effective 06/01/2013 byAlS( Job Truss Truss Type Qty Ply THOMAS POOL HOUSE R42347001 03877-14 TOIA SCISSORS 5 1 Job Reference (oDliOnall mission truss, lakeside, ca r,,eevee. ,,,,.. ID:lmY?y6Rx4ClScvpXNNX6Fzz?03M-dnGnONW3kR?M23uZDBJnJlUqPVNEddZmLXZdaCZ?IZS -2-0-0 4-5-14 7-0.0 9-6-2 6-0 14-0-0 1-0 2-0-0 4-5-14 2-6-2 2-6-2 4-5-14 2-10 Scale 1:30.3 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. 4s4 = 3.00 36 7-0-0 14-0-0 I I 7-0-0 7-0-0 Plate Offsets (X,Y): I2:0-3-6,Edae, (6:0-3-6,Edgel LOADING (psfl SPACING 2-0-0 CSI I DEFL in floc) l/defl Lid PLATES GRIP TCLL 20.0 J Plates Increase 1.25 TC 0.38 I Vert(LL) -0.14 8 >999 240 MT20 220/195 TCDL 14.0 I Lumber Increase 1.25 I BC 0.48 Vert(TL) -0.47 6-8 >353 180 I BCLL 0.0 * I Rep Stress lncr YES I WB 0.09 Horz(TL) 0.18 6 n/a n/a I BCDL 10.0 Code 1BC2012/TP12007 (Matrix) Weight: 55 lb FT =0% LUMBER BRACING TOP CHORD 2x4 DF No. 1&Btr G TOP CHORD Structural wood Sheathing directly applied or 4-0-13oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No. 1&Btr G I MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS (lb/size) 2=661/0.3.8 (mm. 0-1-8),6=661/13-3-8 (mm. 0-1-8) Max Harz 2=-38(LC 5) Max Uplift 2=.112(LC 4), 6-112(LC 5) Max Gray 2=752(LC 2), 6=752(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-2478/128, 3-9=_2429/140, 3-1I0=-2187/0,4-10=-2165/0, 4-11=-2165/0, 5-11=-2187/0, 5-12=-2429/117, 6-12=-2478/103 SOT CHORD 2-8=-134/2369, 6-8=-74/2369 WEBS 4-8=0/733, 3-8=-654/197, 5.8=.654/206 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd87mph; TCDL=8.4p51; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLe1.25 plate grip DOL1 .25 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. SO 04, Provide truss to bearing capable 112 lb at 2 and 112 lb uplift at mechanical connection (by others) of plate of withstanding uplift joint 6. joint This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. EXP, 12-31-15 LOAD CASE(S) Standard OFC July 7,2014 WASP/INS -Verify deüga parameters and READ NOTESON 11115 AND 11fli.lIDEOtl11EK REFEREE/CS PAGE MIT- 7473 ruts 1/29/201/ BEFORE filE - I Design valid for use only with Mitch connectors. This design is based only upon parameters shown, and is for an Individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown 1 I Is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction Is the responsibility of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding IVIlTe k' I fobrtcolion, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Cifterla, 059-89 and BCSI Building Component I 7777 Greenback Lane, Suite 109 I Safety Information available from Truss Plate Instilufe, 781 N. Lee Street. Suite 312, Alexandria. VA 22314. Citrus Heights, CA, 95610 I If Southern Pine (SF1 lumber is specified, the design natsrea are Shone effective 08/03/2003 byA1SC OFESS, 03 500/v 00 G,1 LU ( 0074486 *\ ER12-31-15 J July 7,2014 Job Truss Truss Type Qty Ply THOMAS POOl. HOUSE I R42347002 03677-14 102 SCISSORS 1 1 Job Reference (optional) mission truss, lakeside, ca I.,ssu s sup i 2U1 Mu i err Inausirles, inc. no Jul 555 s.a:an:JJ LU SU Pageii tD:VLwtavUloZgtWusBsC4pz?kLI-Z9NYr3YJG3F4t-tN1YLbMF0Aa5jJ135XT2OF2jfUZ?ilq -2-0-0 6-2-14 10-6-0 14-9-2 19-0-4 21-0-0 23-0-0 2-0-0 6-2-14 4-3-2 4-3-2 4-3-2 1-11-12 2-0-0 Scale = 1:42.0 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. 5x8 = 3.00 F12 4 3x8 113x8 II 2x4 II 3x6 1.50 LOADING (psi) SPACING 2-0-0 TCLL 20.0 Plates Increase 1.25 TCDL 14.0 Lumber Increase 1.25 BCLL 0.0 * Rep Stress Incr NO BCDL 10.0 Code IBC20121TPI2007 CSI DEFL in floc) I/defl L/d TC 0.65 Vert(LL) -0.27 8 >652 240 BC 0.58 Vert(TL) -0.94 8 >187 180 WB 0.07 Horz(TL) 0.22 6 n/a n/a (Matrix) PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 91 lb FT = 0% LUMBER BRACING TOP CHORD 2x4 OF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-14 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No. 1&Btr G MiTek recommends that Stabilizers and required cross bracing WEDGE I be installed during truss erection, in accordance with Stabilizer Left: 2x4 OF No. 1&Btr Installation guide. SLIDER Left 2x4 DF No.1&Blr -G 4-1-15, Right 2x4 DF No.1&Btr -G 4-2-14 REACTIONS (lb/size) 2=460/7-3-8 (mm. 0-1-8),6=740/0-3-8 (mm. 0-1-8), 10=672/7-3-8 (mm. 0-1-8) Max Horz 2=48(LC 38) Max Uplift 2=-195(LC 19), 6=-252(LC 22), 10=-65(LC 27) Max Grav2=525(LC 2), 6=841 (LC 2), 10=757(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-2000/1051, 311=_1759/518, 3-12=-1974/469, 4-12=-1940/167, 4-13=-1860/357, 5-13=-1895/519, 5-14=-1911/756, 6-14=-2085/1113 BOT CHORD 2-10=-977/1944, 0-10=-384/1868,8-9=47311880, 6-8=-1061/2055 WEBS 49=0/535, 3-10=-585/145 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vutt=llomph (3-second gust) Vasd=87mph; TCDL=8.4p5f; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1 .25 All plates are MT20 plates unless otherwise indicated. This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 2, 6, 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 2, 252 lb uplift at joint 6 and 65 lb uplift at joint 10. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 2000 lb. Lumber DOL=(1.33) Plate grip DOL=(1 .33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 95.2 p11. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING -tten'ty design psrsarelun and READ NOTES ON THIS AND TM1UDED MI INK REFEREMI PAGE f'f1I-7413nss1/29/20148tFOhilEtJSE - Design valid for use only with Muck connectors. This design is based only upon parameters shown, and is loran individual building component. Applicability 01 design parameters and proper incorporation at component is responsibility 01 building designer- not truss designer. Bracing shown 10 is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility, of the erector. Additional permanent bracing at the overall structure is the responsibilty at the building designer. For general guidance regarding I Fvlilek fabrication. quality control, storage, delivery, erection and bracing, consult ANSI/TPIl Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane, Suite 109 Solely Information available from Truss Plate Institute. 781 N. Lee Street. Suite 312. Alexandria, VA 22314. Citrus Heights, CA, 95610 If Southern Pine ISPI lumber is specified, the design values are these effective 06/01/2013 byAL5( Job Truss Truss Type Qty Ply THOMAS POOL HOUSE R42347003 03677-14 T02A SCISSOR 9 1 Job Reference (oDlionalt 7 n1 uil'k Ind,,515i55 Inc This Jul 03 13:54:34 2014 Parse 1 mission truss, IaKesuae, ca ID:ImY?y6Rx4ClScvpXNNX6FZZ?03M-1 Mxw3PYx1 MNxvWc8vJtUwO6FfiJNqXPC1 voHBxz?jzp 21-0-0 T 23-0-0 14-9-2 2 6-2-14 10-6-0 I 0-0 6-2-14 4-3-2 4-3-2 6-2-14 2-0-0 Scale = 1:42.0 4x8 = 3.00 [ii' 1.50 6-2-14 10-6-0 14-9-2 21-0-0 6-2-14 4-3-2 4-3-2 6-2-14 WARNING:ANY DAMAGE TO THE BUILDING DUE TO THE DEFLECTION OF THE TRUSS IS THE RESPONSIBILITY OF THE PROJECT ENGINEER, THE BUILDING DESIGNER, OR OTHERS. LOADING (psi) TCLL 20.0 TCDL 14.0 BCLL 0.0 * BCDL 10.0 SPACING 2-0-0 Plates Increase 1.25 Lumber Increase 1.25 Rep Stress Incr YES Code IBC2012/TPl2007 CSI TC 0.77 BC 0.77 WB 0.28 (Matrix) DEFL in Vert(LL) -0.39 Vert(TL) -1.34 Horz(TL) 0.51 (lc) I/deft Ud 9-10 >643 240 9-10 >185 180 6 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 79 lb FT = 0% LUMBER TOP CHORD 2x4 DF No.1&Btr G BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-10oc purlins. BOT CHORD 2x4 DF No. 1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=934/0-3-8 (mm. 0-1-8), 6=934/0-3-8 (mm. 0-1-8) Max Horz 2=-51 (LC 13) Max Uplift 2-127(LC 4), 6=-127(LC 5) Max Gray 2=1060(LC 2), 6=1060(LC 2) FORCES (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-4549/124, 3-11=-4490/137, 3-12=-3535/33, 4-12=-3506/48, 4-13=-3506/54, 5-13=-3535/39, 5-14=-4490/96, 6-14=-4549/83 BOT CHORD 2-10=-13014380,9-10=-130/4387,8-9=-40/4387. 6-8=-40/4380 WEBS 4-9=0/1381, 5-9=-1115/177, 3-9=-1115/168 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCDL=8.4psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOLI .25 plate grip DOLI.25 V All plates are MT20 plates unless otherwise indicated. SOOi This truss has been designed for a 10.0 psI bottom chord live load nonconcurrent with any other live loads. This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle tall by 2-0-0 wide will fit between the bottom chord and any other members. w A plate rating reduction of 20% has been applied for the green lumber members. Bearing at joint(s) 2, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify E 12-31-15 capacity of bearing surface. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint 2 and 127 lb uplift at joint 6. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSlITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. July 7,2014 I a WARNING -Verify design pamnselers and READ NOTES ON THIS AND 15aug11) MIIEK REFERENCE PAGE 1111-1473 Inst //29/20/4 BEFORE USE I I Design valid for use only with Mitch connectors. This design is bored only upon parameters shown, and is for an individual building component. I I Appicobility of design parameters and proper incorporation at component is responsibility of building designer - not truss designer. Bracing shown I is for lateral support of individual web members only. Additional temporary bracing to insure stability durtng construction Is the responslbifity, of the I erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding i MiTek I fabrtcaflon, quality control, storage. delivery, erection and bracing, consult ANSIITP11 Quality Criteria, 059-89 and SCSI Building Component I 7777 Greenback Lane, Suite 109 I Safety Information available fromilruss Plate Institute. 761 N. lee Street, Suite 312. Alexandria. VA 22314. I Citrus Heights. CA, 95610 If Southern Pine (WI lumber is specified, the design values are those effective 06/01/2013 byAL5C I 6 OFESS/o,V (.00 ' .( ) July 7,2014 Job Truss ss Oty Ply IType THOMAS POOL HOUSE R42347004 03677-14 TO2B PutSSORS 1 1 Job Reference (optional) mission truss, latesise, ca vu nc ,,,ca v,nv, U. 'U ID:YLwtavUloZglWusBjcsC4pz?kLt-_k3gU5aBZ_ee8qmXOkvy?pCeXW8ktvlVVDHOGpZ?izfl -2-0-0 6-2-14 10-6-0 14-9-2 19-0-4 21-0-0 23-0-0 2-0-0 6-2-14 4-3-2 4-3-2 4-3-2 1-11-12 2-0-0 Scale = 1:42.0 4x8 = 3.00 3x8 II 3x8 lb 2x4 II 2x4 lb 3x4 1.50 Ri LOADING (psf) SPACING 2-0-0 CSI TCLL 20.0 Plates Increase 1.25 TC 0.55 TCDL 14.0 Lumber Increase 1.25 BC 0.20 BCLL 0.0 * Rep Stress Incr NO INS 0.04 BCDL 10.0 Code 1BC20121TP12007 (Matrix) LUMBER TOP CHORD 2x4 DF No.1&Btr G BOT CHORD 2x4 DF No.1&BtrG WEBS 2x4 OF No. 1&Btr G WEDGE Left: 2x4 DF No.1&Btr SLIDER Left 2x4 OF No.1&Btr-G 4-1-15, Right 2x4 OF No.1&Btr-G 4-2-14 REACTIONS All bearings 21-0-0 DEFL in floc) Well Lid PLATES GRIP Vert(LL) 0.00 6 n/r 120 MT20 220/195 Vert(TL) -0.00 7 fIr 120 Horz(TL) 0.01 9 n/a n/a Weight: 91 lb FT = 0% 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 be installed during truss erection, in accordance with Stabilizer Installation guide. (lb) - Max Harz 2=48(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 10,8 except 2=-177(1-C 19), 6=-199(LC 22) Max Gray All reactions 250 lb or less at joint(s) except 2=436(LC 51), 9=374(LC 53), 6=442(LC 55), 10=575(LC 45), 8=551(LC 54) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-761/745, 3-11=-516/541, 3-12=-286/325, 5-13=-3951428, 5-14=-6091612, 6-14=-856/836 BOT CHORD 2-10=-713/741, 9-10=-264/285, 8-9=-360/382, 6-8=-811/830 WEBS 4-9=-315/37, 3-10=-455/152, 5-8=424/137 NOTES Unbalanced roof live loads have been considered for this design. Wind: ASCE 7-10; Vult=llomph (3-second gust) Vasd=87mph; TCOL=8.4p5f; BCOL=6.opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) automatic zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .25 plate grip DOL=1 .25 Gable requires continuous bottom chord bearing. This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A plate rating reduction of 20% has been applied for the green lumber members. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 8 except (jt=lb) 2=177,6=199. Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 10, 8. This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. This truss has been designed for a moving concentrated load of 250.olb live located at all mid panels and at all panel points along the Top Chord, nonconcurrent with any other live loads. This truss has been designed for a total drag load of 1500 lb. Lumber DOL=(1.33) Plate grip OOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 21-0-0 for 71.4 pIt. "Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard WARNING -Verify design pa10n1ew5 and READ NOTES ON THIS AND rivauoEo MI TEll REFERENCE PAGE 9111- 1473 rug 1/29/2014 BEFORE USE -- Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. I I Appticobllity of design parameters and proper Incorporation 01 component is responsibility of building designer - not truss designer. Bracing shown I is for lateral support of individual web members Only. Additional temporary bracing to insure stability during construction Is the responsiblitly, of the 1 I erector. Additional permanent bracing of the overall slructure is the responsibility of the building designer. For general guidance regarding I Milek I fabrication. quality control. storage, delivery, erection and bracing, consult ANSI/TEll Quality Crtterlo. 058-89 and BCSt Building Component I 7777 Greenback Lane, Suite 109 Safely Information available from Truss Plate Institute, 781 N. Lee Street. Suite 312. Alexandria. VA 22314. It Southern Pine ISPI lumber is specified, the design values are those effective 06/03/2013 bVALSC Citrus Heights, CA, 95610 Symbols PLATE LOCATION AND ORIENTATION - - 1 Center plate an joint unless x, y offsets are indicated. L IF 1 Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 ''16 For 4 x 2 orientation, locate plates 0- '' from outside edge of truss. - This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 y 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION 7 Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING c\fl Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. I 't Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Goad Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 3 0 0 (3 0- 0 0 0 0 a- 0 I- BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Southern Fine lumber designations are as follows: SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 © 2012 MiTek® All Rights Reserved ial MiTek MiTek Engineering Reference Sheet: Mll-7473 rev. 01/29/2013 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury I. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tar I bracing should be considered. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. Cut members to bear tightly against each other. Place plates an each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/WI 1. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead toad deflection. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. Lumber used shall beat the species and size, and in all respects, equal to or better than that specified. Top chords must be sheathed or purtins provided at spacing indicated on design. Bottom chords require lateral bracing at 10 ft. spacing, or less, it no ceiling is installed, unless otherwise noted. Connections not shown are the responsibility of others. Do not cut or alter truss member or plate without prior approval of an engineer. Install and load vertically unless indicated otherwise. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. Design assumes manufacture in accordance with ANSI/TPI I Quality Criteria. 21-0-0 b 7-0-0 14-0-0 1 .7Th..: :--- , Ll iLl I I IIII CAL HIP SUB GIRDER CkfOP- GDER L FSUPPORT OF B.C. OF STANDARD OPEN END M11/ AC -7 j JACK USING PRESSURE BLOCKS , ' 3/30;2004 PAGE I Loading (PSF): BCDL 10.0 PSF MAX 2x4botchord ier trus 14 } of lack t "/7'7'"/'"f--v-5 2-(.13VX3O"MJN) - H 'NS(typ) - ' 2x4 block 1 Jack between Jacks, 14J truss nailsdtocarrlerbclt- wIG WI(,131'X$.o" MIN) _nails aëd'at 3" o. MiTek lndustrlea, inc. Western Division PARTIAL FRAMING PLAN OF CALIFORNIA HIP SET WITH SUB GIRDER BofcarrIerfruss V "\ \. 241'31"X3.O"MJN)'NAlL$(typ) BOTTOM CHORD OF 'OPEN END JACK 24 block between jacks, nailed to carrier BC wt 64.131'X3.0' MIN) NAILS @ 3' o.c.' O46433 EXP. 3-3M6 ) h1i PR 0 3 2013 A WlsPJWs'O Y'rify 4eu9fl p"Wacum wdlwats NO?55 ON Th1ED ZNOOUPVD M1i CD FF.RV tPAGJm74O3 5fORE D1n void tar use onis' with t,lllat connecto0, Thtdedcjn Is bused onitr upon pa Trrelers shown, 00h loran IndMduaI buIIdIng.conponnI. AppOcobISly ol deign polomenlan and psope uSpaotrr DI component Is sesponsibttty ol buildIng deagrrus - not russ designer. 8roc1ng 5rOWA is tc lotnralsuppcnl at tMtvldsrolweb r rnbBrs oal. dIt tiempolaty bodeQ to Insure loblIlIy during comlcucflon Mhe reipomlbl5ly at Iti .,00io.. #.dd,II.,5 p.erI bo..n.o4 Ihol ruck,,o I. ho ponIbI5ly ol IhdbuSdlno Oe.ignos. ho goem5 guidonce euid5no tabucoflon. auolty GIrDS. stosoge. daWafy. eseclk,n and eyocth. ansustl ArrJTr1l QualIty CdtcdO. DSD.89 ond aces soltdt'sp Cpon.& lafstlp 1r0m5n,ss P1e W40K i8300w5io Ot,m.Modluafl. 'Al $3759. -- BOTTOM CHORD LENGTH MAY BE 20 3x4 CONN W1216dCOMt4ON WIRE(0.18ZtF X351 OR A BEARING BLOCK TOE-NAILS OR SEE DETAIL 111SAC.7 FOR PRESSUREBLOCXING INFO. "00 . NOTE'NAILING SHALL BE SUCH THAT THE LUMBER DOES NOT SPLIT.. 4PR 032013 [ DETAIL FOR COMMON AND END JACKS M11/SAC -8 -I6PSF 3130/2004 JPAGE 1 .2.8.0 MAX LOADING (151) ISPACING 244 I BRACING MiTek Industries, Inc. TCLL 18.0 jPlatea Increase 1.25 TCDL 14.0 jLumbar Increase 125 I TOP CHORD Sheathed. Western Division BCLL 0.0 Rep Stress incr YES BOT CHORD Rigid ceiling directly applied. MINIMUM LUMBER SIZE AND GRADE TOP CHORD 2 X 4 SPF, HF1 DF-L No.2 BOT CHORD 2 X 4 8FF, HF, DF-L No.2 SPLICE CAN EITHER BE 3X6 MTZO PLATES OR Zr LONG 2X4 SCAB CENTERED AT SPLICE W/SAME LUMBER AS TOP CHORD ATTACH TO ONE FACE W/ (13rX30 MIN) NAILS @ 3' D.C. 2 ROWS LENGTH OF EXTENSION AS. DESIGN REO'D 201.0 MAX NOTE: TOP CHORD PITCH: 4/12-8112 BOTTOM CHORD-PITCH: 0/12-4/12 PITCH DIFFERENCE BETWEEN 'TOP AND BOTTOM CHORD TO BE "2' MIN. SPACING 24" O.C. N / •\ _...- / SUPPORT AND CONNECTION BY OTHERS OR 2-16d COMMON WIRE / (0. 18Z'OIP X 3,5.LOJ TOE NAILS SUPPORTS SHALL BE-PROVIDED / 4-O O.C.ALONGTHE EXTEf4SiON OF TOCHORO.. CONk W/3 l6d COMMON W(dE (0.162"O1k X 3.5" LGT) TOENAILS — --- 3l 3x4 CONK W12 I8d COMMON WIRE X3.E' LOT) TOE NAILS 80-0 8-0-0 6-O.O -. EKT: I I 2.00 F EXT. 240 2.00 / CONN.W(316d COMMON WIRE (0.152'DIA.X3.5 LOT)TOENAILS I - w1lP.ArJri0. VeI1f dalilgn pgrarnetrnandilX40 not & bNt7SI5A!(D litCtu088 SK &5&NC04405 m.T-7473 851088 Qo.Ign ..e5d imum on), e.41h M3ol cafl,ecIofl.ThI, dn1 b,sed a* open paromQtom thewe .a,.4 1% tr 085 4dioibu85n c0eoneni. p5leab,1IydI dedn porornonleri and proper Incorpaailon 0? componehlb reipOnhl0llly at bull0lfllj cleilgnw nal Iude5go0c. )rae19 ,hal'n In lalerol nopperl 01 IndMth,ol n.ab men,bern AddiHonol t.n,ponay br0OSOC to 1,-ewe dab15ydu4r,o conslruclloith the reuporuSlsly of f1w on,01er. Adff00oI pansonanI broolno at the oneial onwiwe 6 Iha ,8,poN0Iy at the buffilno dasIner. Fog ge.w* thbdce8en qooSly controL ,Ioog. 451vay. eiact,en and h.ocli, corqsS ANSI/11`111 Cuottly C8Irtn. OU.l? and 8(1551 1,ultdlr,g Cernp.nont Oofaty tnIn,n,otlos o',-o2ablo framirun Pta?; In,liluI. 5B3 I2Oneb10 Olive. Madison. WI S710. 4x6 TOP CHORD PITCH-- 34112 LENGTH OF O.H D '\\ " TOP CHORD TIE PLATES (TYP.) BOTTOM CHORD 197%3 1/2' NOTCH © 24" O.C. ALONG ADDED 2iUMBER / / 44_\ *?th \ -i - A r DROP TOP CHORD TRUSS MUJSAC - 1.3 f 3/31/2004 J PAG I WITH CONT. BEARING MiTek Industries, hic. WesterA Division TRUSS CRITERIA: LOADING: 16-14-0-10 (PSF) /30-15-0-10 (PSF) DURATION FACTOR: 1.25/1.15 SPACING: 24" OX. 80170M CHORD PITCH— 0-4112 NOTE: (1) REF. TO INDIVIDUAL TRUSS DESIGN FOR LUMBER AND Sr. PLATING INFO. (2) TIE PLATES FOR TOP CHORDS (M20) 2X4 @ 24" O.G. FOR 2X4 LUMBER 3X6 @ 24" OC. FOR 2X6 LUMBER 04633 1*1 EXP,341-'I5 I A CN ~OF MC:,g OR 0 32013 - WA.UNG V.emot.r$ oden4o No?ga O, JD D.OLUO C MflX 7ZJ(5NC PAO fl(.74fl WORE USE. Deen ofd-for use Only wllh MIlek COflfleCIO7. this design Is based o11( upon paffl( thown and u for an indMCuOI builthig con.ponont ApotoSIy ot o•lø p ,IIc and ptpet flCOPOnIROn otcampenoni Is respor$bWy usE bt4dni9 dir.qI. not 'ions dusgigoer. (hocfng shown Is IC I5TOI nippou( O(lnCSISUI Wet) menTubern only, Addrlond Ierçuouoy bOcln5 IOIu,Ouro .Jobimh oouQ cOogTn..011on tiuuusop,gib(5IiuoI the ereclo'. AdllOr'Ol IffPOfleflI bracing of the ovroJI SIIWILTO b (ho roupobeOSlyol (ho bi,Idb,g de.gnor. To çeno101 uidcunce regoog tetr.1offon. qtxtly conicaL tioge. delvery, erection end bocbr ccnwP ANSI/IPIl ouorfly CdheI 03549 and 5C31f 5uuld(,.5 Componani f.iy rot onoflon onoObto on,-tn,n ulolo n.,ll1,u.. 3 rtOnotf b,Wo. Mdhon. WI S3.I9. Suits 300 ClluuaHnlfg$Is. CA. DROP TOP CHORD TRUSS L WITHOUT CONT. BEARING I . MU/SAC -14 [3I31/2o IPAGEI 1 I+i MITek Industries, Inc. Western Division TRUSS CRITERIA: LOADING: 15-1.4.0-10 (PSF) I 30-15-0-10 (PSF) DURATION FACTOR: 1.25 /1.i5 SPACING: 24" O.C. TOP CHORD PITCH-- 3-8112 LENGTH OF O.H & 12' MIN PAST THE SCARF I 112"X3 1/2" NOTCH @ 24" D.C. ALONG ADDED 2X LUMBER I I I 4x4\ \ - 4x6 TIE PLATES (TYP.) CHORD" CHORD \ \ \ \ , BOTTOM CHORD PITCH-0-'4112 10 co NOTE: (1). REF. TO INDIVIDUAL TRUSS DESIGN FOR LUMBER AND JT. PLATING INFO (2). TIE PLATES FOR TOP CHORDS (M20) 2X4 @ 24" O.C. FOR 2X4 LUMBER 3X6 @ 24"O.C. FOR 2X6 LUMBER C046433 1XP. 3-3i6 -w4JoNØ W.t .fdpo m±,rn ce,fjt&kD NOTO$ OW 7RIO AND LNCL0000 MflJ Design VCd ic VIe only vi)h Mick cOlkrloclGø. IM deel9nh bawd only upon prncrnoic,, ,Ie DDk0tY t (t5Sin pclD erlikik 111$ io0e1 tcclpUOton ci conpoWInt hcrnpornbIy ol k Ioirn0Iw01 OIIn0h1QUQiWOO ..ornbQ1' only. dIn,o1 I.,nporn.v ookg I., .no. erncioy. LddIiknl pcznnenI ochlg vi he ove1c0zkvctte II Ike re onnibW)v ci be bejidi t,icoIbt quell, coniloi..,iocoge. do sy.rneciion.011d b1001119 canneS AftIVTII Oodlly Sobly IntCnnOCOfl coollobW born TIoU pk!. k,Iiin4.. D'flkellio O1WO Modi1nfl, WI 53719. PAob JT.14V3 Bt.FQREUSF,. Fn indMduoi buldkng component. ocr - not Ircu dovww. ttacimlg . howl In iha .I,DOnIINDtV oi ills APR 0 3 Q13' I Sub ooa I ttrueHeiah5. CA. OS8i LOADlNGps SPACING 2-0-0 TCLL 20.0 Plates Increase. 125 TCDL 14.0 Lumber increase 1.25 BCLL 0.0 Rep Stress Iñcr YES BCDL 10.0 Code ASCE7-02 TOP CHORD 2 X 4 DFL/SPFIHF - f')o.2 BOT CHORD 2 X 4 DFL/SPFIHF - STUDJSTID OTHERS 2 X 4 DFL!SPFIHF - STUDJSTD r STANDARD GABLE END DETAIL MU/SAC - 20F 11/18/2004 JPAGE I OF 2 *DIAGONAL OR L -BRACING REFER TO TABLE BELOW SEE PAGE 2)2 FOR - ALTERNATE BRACING DETAIL - 1X4 OR 2X3 (TYP) OR 2X3 ONE FACE AND 3 TOE-NAlLED71l6X1-3/4 SENCO STAPLES OR EQUIV. MiTek.)ndustrles, Inc. Western Division SHEATHING (BY OTHERS) 24° MAX 2X4 LATERAL BRACING AS REQUIRED PER TABLE BELOW END -- fl / WALL FIGID CILING MATERIAL DETAIL •A CONT.BRG SPAN TO MATCH COMMON TRUSS E —VERTICAL STUD PIL 4 L RACE NAILED TO 2x4 VERTICALS W/8d NAILS I SPACED ATB°O.C. I VARIES T000M 1.2 TRUSS 3x5 = 3 , 2 1/2 NOTCH AT 24° O.C. (MIN.) TOP CHORD NOTCH DETAIL LATERAL BRACING NAILING SCHEDULE VER HEIGHT # OF NAILS AT END UPTO7'-O" 2 — 16d 7'Q" — 86u 3 — 16d OVER 81-6" 4 16d fl I MAXIMUM VERTICAL STUD HEIGHT SPACING OF VERTICALS WITHOUT BRACE WITH LATERAL BRACE1 -1O-O I 8-1 16 WITH L4BRAC 12INCHO.C. 11-8-0 INCH 0.C. 24 INCH O.C. 4-i-U -8-2-0 6-4 c0a6433 EXP. 3-31-16 NOTES VERT, STUDS HAVE. BEEN CHECKED FOR liD MPH WIND EXP. B. HEIGHT 30 Ft C0)siNEOTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. FURNISH COPY OF ThIS DRAWING TO CONTRACTOR FOR BRACING INSTALLATION. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. DETAIL A (SHOWN ABOVE) APPLIES TO STRUCTURAL (ABLE ENDS AND TO GABLE ENDS WITH A MAX. VERT. STUD HEIGHT OF 8-6°. TOP CHORD NOTCHING NOTES OF RPR 0 3 2013 l)THE GABLE MUST BE FULLY SHEATHED W/RIGID MATERIAL (SHEATHING OR STUCCO BY OTHERS) ON ONE FACE BEFORE- NOTCHING. IF STUDS ARE TO BE SPACED AT 24"0.C. A1TAC'rl SCAB (EQUAL OR GREATER TO THE TRUSS T.c.) TO ONE FACE OF THE TOP-CHORD WITH 100 NAILS SPACED AT 8° 0.0. IF STUDS ARE SPACED AT 24° O.C. ANDFACE OF TRUSS IS NOT FULLY SHEATHED. NO LUMBER DEFECTS ALLOWED AT OR ABOUT NOTCHES. LUMBER MUST MEET OR EXCEED VISUAL GRADE 42 LUMBER AFTER NOTCHING. NO NOTCHING IS PERMITTED WITHIN 12° OFTHE HEEL. Continued on pap 2 . WAPJH0 - V.rl Oi4I540NO70 0N 'TAU AI1D 2ArjAMgD M!TZJC RSFSRSHCS PACW W7473 SFJORS U. un vo14 tot use only 4th Mtlnk an nanIo 51* dn.lan l bo,.01 ontf lOn pera51t0l0fl SISOWIS, ond Is tot cm bsdMOW blng component. IcobilSy of degn posomonteriond opotsoo0loft0n ol component Is pCnSIbUIY at bUdIitg dslgr no! hull daotwes; usouin0 ø.ewn I tmoIsuppOn at tdlslduaI wob .nemoen only. Addfllanut I.rrwoasy bracIng to Insure slabtily dwtng a psiruollonbitur suspossdblhty olt)so nto.c jdntrroIpormonenl bracIng 0! the ovesudstsuctvsels the responstblltv ot the butlsltnQ d&gn. rot gnnnrol9uld0000 ordlng Ic0tlo0, qsso!Iyoenlnd. ,1o,oe. d.1v.,y. .0051* ,d hwoM. .,.ndl ,ssns/rPn o.nnv a. 0S949 and hchtl Isuildtn Component frintunmahon asol5ob from sm Plate nsiflute. 583 (lOnobio l)tuo. Modbon. WI 5ZlI?. STANDARD GABLE END DETAIL Mit/SAC - 20F t 9h17'2004 kN3E29F2 4. lOd NAILS MIN. .PLYWOOD SHEATHING TO 2X4 STD. DF-L BLOCK 2- 10d (TYP) 2X4 BLOCK SIMPSON A34 - OR EQUIVALENT 2X4 No.2 OR BTR GABLE MAX TO BEARING WALL ±45 2X4 Sr)JD OR BTR SPACED © 5'-0" O.C. SHALE PROVIDED AT EACH END OF BRACE.:EXCEPT FOR BRACE EXTENDED STRONGBACK FNTO lINE CHORDS & CONNECTED TO 2X4 No.2 OR BTR CHOF4(S W, 4- lOd NAILS. MAX. NGTH = 7'-O' STANDARD TRUSSES SPACED 24" o(C; O4ó433 EXP. 3-3-15 ALTERNATE BRACING DETAIL NOTES 1)2X4 NO.2 OR BTR, FOR LEDGER AND STRQNGBACK NAILED TOGETHER WITH 100 t'AILS.@ 6 O.C. 4PR 03 2013 2)2X4 LEDGER NAILED TO EACH STUD WITH 4- 1 O NAILS. , 3)2X4 STRONGBACK TO BE CONNECTED TO EACH VERT. STUD WITH 2- lOd Tb NAILS 4)THE lOd NAILS SPECIFIED FOR LEDGER AND STRONGBACK ARE lOd BOX NAILS (0.131" DIA. X 3.0" LOT) THIS ALTERNATE BRACING 'DETAIL IS APPLICABLE TO STRUCTURAL GABLE END IF THE FOLLOWING CONDITIONS ARE MET: I. MAXIMUM HEIGHT OF TRUSS = 8.6e, UNLESS OTHERWISE SPECIFIED BY PROJECT ENG, OR QUALIFIED BUILDING DESIGNER. MAXIMUM PANEL LENGTH. ON TOP AND 801. CHORDS = 7 -0" THE HORIZONTAL TIE MEMBER AT THEVENT OPENING. SHALL BE BRACED® 4'-O" O.C. MAX. PLEASE CONTACT TRUSS ENGINEER IF THERE ARE ANY QUESTIONS. tcrih dMqapm-mwUm wi4RAD ROM ON TAW AND 1NDLUDD ,P.7XJ5O 4OE'ND?413AN7OP.A OND. F use onty wflb )Mets C eciNI.Te da o&eSaose onS sssaA Tontess soum. ondts t onhidS'4udbssdleg onqrsaenI, C dl" y at design pwomentern and jxopeebcespaoflon at compenenl Is mapandelly c biNding desgnor -.nóS hWa a.ean.4 h.osi.,o lime HSN5. CA. fn Yb" tes suppat o hdvlthol wcb m.nbas anSi. Addillalsal I.mpceczy biocing to insure slainl3ly ,u1519 cemirucllon Is She reomIlily& She at 55w 0V105 IIIUCINC Is lisa su adblllY 0155w buliibsg designer. F9geneo goldanca wgnsdlng s rdeflofl obio 5O WuI AN On Mpd 5w'NDtO. clot. Addiflonci pesmoneni _- BCS8 eatdeoConspenant deatlme quolhly caninsl. ii a F'Jalilng Pattern ce size Nail Size Neil Spacing 1x4 0r6 lOd (0.148X3") 8" D.C. 2x4, 6 or8 6d(0,162X3 1/2") 8v Note: Nall along entire length of L-Braoe orT-Brace (On Two-Plies Nail to Both Piles) 1-BRACE AND L-BRACE Nih/SAC. - 23 1 8/27/2004 MiTek 1nduet1es1 !nc. Weetocn Divielon L-Brace Or T-Brace Slzar One-Ply Truss PR 03 2013 Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3or2x4 1x4 2x4. 2x8 lx6 2x8 2x8 2x8 DIRECT SUBSTITUTION NOT APUCABLE. Nails S ecilon Detail Web—r .1- Walls y/' . . Web L-Brace T-Brace T-Brace or i-Brace Size for.Two-Ply Trues Specified Continuous Rows of Lateral Bracing Web Size 1 2 (I-Brace) 2x30r2x4 2x4 •2x4 2x6 •2x6 2x0 28 48 2x8 Nails .- lOd (0.148X3') @9" O.C. Web I-Brace Nails Seikfl Detail 1-BRACE or T-BRACE H Note: 1.-Bracing or 1-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace or 1-Brace must be same species grade (or better) as web member The Stabilizer or Eliminator of MiTek Ind, Inc. can replace the bracing members. Please refer to engineering document provided by MiTek Ind. Inc. fl QfY5 cennactart. iNn dntn banad on'y upn paromelern nimwn. end k Inc on bdMdil btdkce cornpa candrucAlan 1i T" dai'.er .noi aignec,b 111 ioaIton qua5ycoI ilooe, flo and cIDg odI Oufls OB and 5I Wdng c C. anal peumnani not the erePnIlUcIte K Oto reiportnthill el Iha bul4b dndanaf Waly hnler 4r.bflOVOBOi Iron1rUi ?Inle ind1M. e3 oando Cno. Uodhon. WI • UPLIFT TOE-NAIL DETAIL 11/18/2004 1 PAGE 1 MiTek Industries, Inc. ® NOTES: Western Division TOE-NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE BOTTOM CHORD SPECIES OR TOP PLATE SPECIES FOR MEMBERS OF DIFFERENT SPECIES. END VIEW MU/SAC -24 PRO3 2013 e ,_ NEAR SIDE SIDE VIEW SIDE TOI OF /Y I V1ES SHOWN ARE FOR FAR SIDE [ ILLUSTRATION PURPOSES OI'41Y TOE-NAIL WITHDRAWAL VALUES _PER NDS 2001 (lb/nail) 1 [SIAM. . s' OF HF SPF .1 SPF-S Al 6&6 46.1 31.6 298 20, .135 80.3 47.5 32.8 30.7 20.9 , .162 72.3 57.0 Al 36,8 .25.1 .128 53.1 41.8 28.7 27.0 15.4 2 .131 54.3 42,8 29.3 27.7 18.6. .148 61.4 48.3 33.2 31.3 21.3 - -.120 45.9 3.2 24.8 23.4 15:9 0 .128 49.0 58.8 26,8 1 25.0 17.0 b .131 50.1 . 39.5 27.1 J 25:6 17.4 " .148 556 44.6 30.8 1 20.9 19.8 VALUES SHOWN ARE CAPACITY PER TOE-NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)- 16d NAILS (.162' clam. x 3.5) WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 36.8 (lb/nail) X 1.33 COOL for wind) = 146.81b Maximum Allowable Uplift Reaction Oue To Wind For Wind DOL of 1.60: 3 (nails) X 36,8 (lb!niI))< 1.60 (DOL for wind) = 176.61b Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing Is more than 146.8 lbs (176.6 Ibs) another mechanIcal upflft connection must be used. USE (3) TOE-NAILS ON 2x4. BEARING WALL USE (4) TOE-NM-S ON 2x6 BEARING WALL .WARW) Yrf drdgn psir ters andRFAD NOTES ON THIS AND WCL.LIDED M77& EJTI1ZJ10E ?AA2 111 7473 I4EVRS OA DeiigI 'iad Ins use or1jw111s MllekeonnedoiL This design h boned oei upon patcinales omm and icr cnsIndUo1bufld1fl9 component. âl desIgn posomefllers and psopol Inc In cl ml IiroiponiIbSI oIbngdegmses - rot runs designee. giaderg shown Is lot Ioho'otPJDPo(t olifldMdu(*WOb mnmbe prA'- &dd5Ionu11nnp0t bioetrlg Iobtttu5 itobSty dudne oem'' 55w sonponsSrdlI ud Won ereclee AddThe alp rreinenl loDGing J d,unir,e It the raspsimiA8v nt the bulkllng desIgnee. For general gnIdonco IrgO.dng In,b,Ineitos, qually cofltto& etooge, deloOrerOIlOn and btOC.IsO. COneUC Mgf1Pfl QualIty c,Itar1a,PDer end iCIS uflrdn CoiepoIrI ..lt... I,deenmOtbfl ovolilsyle lronsTruu Pluto ImlUol.. 5e3 DOnolla Crino. Madison. WI S1IP. Suha 109 tnssIlelghI. CA. 9581 Mall fz TOE-NAIL SINGLE ShEAR VALUES PER ND 2001 (lb/nail) DIM. SYP OF HF }_SPF spF-s 0 .131 86.1 80.6 - 69.9 66.4 1 59.7 o .135 93.5 85.6 74.2 72.6 63.4 , .162 118.3 105.3 93.9 81.9 80.2 .128 84.1. 78.9 88.7 65.3 J 57.0 .131 88.1 80.6 69.9 68,4 J 59.7 .148 106,8 97.6 64.7 82.6 723 .120 f .73.9. 678 58.7 57.4 50.1 0 .128 84.1 8.9 66.7 65.3 57.0 .131 88.1 -80:6 69.9 68.4 69.7 " .148 - 100.8 97.8 84.7 82.8 72.3 SIDE VIEW (2x4, 24) 3 NAILS I1 -NEAR SIDE j--i FAR SIDE xj NEAR SIDE SIDE ViEW (2x3) 2 NAILS -i NEAR SIDE -' FAR SIDE 4 p. UPLIFT TOE-NAIL DETAIL MU/SAC - 25 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 113 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH 1.,. 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. SQUARE CUT] VALUES SHOWN ARE CPACtY PER TOE-NAIL APPUCA$LE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3)-16d NAILS (.162' dlarn. x 3.5) WITH SPF SPECIES BOTTOM CHORD Foi load duration Increase of 1.15: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0 lb Maximum Capacity R DEGREE ANGLE BEVEL CUT SIDE VIEW .ocSS!ok . (2%3,20) 2 NAILS I'vl 1 NEAR SIDE I NEAR SIDE CO4 3 45.00 EXP 5-31-15 . cw '7/. SIDE VIEW (2x6) 3 NAILS i A NEARSIDE APR .0 32013 \/\ NEARSIDE NEAR SIDE I __- 1 VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY . Ak W128NG. UeriJ9 8eilgn pnramdus nnrtP$,D No'r58 ON 'BUS AND LNCUJDED 6I7 gZFtRSNtE PMIR LUI-1413 9EF098 (JS&. e,ee 108 O.In voId I o.o oI,, ,oIh I.c1911 c nclOr. 1911 dell9fl Ii 90,50 oqtly Won paramslo. ,ho, 9nd on h,dMdool bottd)ng Apploobtily jpb do,n pao Cwfl Io90oIsIt dl Indiv1duaIw e,ecI.or,al pe.Tronnl bracing al [he IItse 9 thratpcmIb9ty at the buticIng dsttlpne', Pa g nero)guldonc.e regn,dlng Inb,kollon. q lcst*c1 1101058. dslhelv. ereclbn and tacbig. cotevl AKU/TPII 000llly C,fto,in. 0S349 ond 8C011 buIlding Cernpcnnnt !.oMylnlo,mnllon ovaI0Ina train true PIe buifluin. 565 D'cnobto Dçh'e, M*d11on WI .19. [T REPAIR TO NOTCH 2X-4 TOP . I CHORD ON A GABLE. TRUSS. MIIISAC -31 11118/20b4 PAGE 1 Milek Industkies, Inc. 1. THIS IS A SPECIFIC REPAIR DETAIL TO BE USED ONLY FOR ITS ORIGINAL Western Dlvt$ion 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 jLOADS INDICATED. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID SPLITTING OF THE WOOD. LUMBER MUST BE CUT CLEANLY AND ACCURATELY AND THE REMAINING WOOD MUST BE-UNDAMAGED. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES 114 THE 2X_ bRIENTATlON ONLY. CONNECTOR PLATES MUST BE FULLY IMBEDDED AND UNDISTURBED LUMBER-TO BE CUT CLEANLY AND ACCURATELY, NO PLATES ARE TO BE DISTURBED. APPLY 2X4 N6.2 SCAB TO ONE FACE OF TOP CHORD OF TRUSS WITH CONSTRUCTION QUALITY ADHESIVE AND I ROW OF 104(3W X 0.13.1W) NAILS SPACED 6" O.C. MAXIMUM STIJDSPACINO = 24" O.C. THE OUTSIDE FACE OF THE GABLEMUST BE SHEATHED WI (MIN) 7116" O.S.B OR PLYWOOD. SEE MITEK STANDARD GABLE END DETAILS FOR WIND BRACING REQUIREMENTS. IMPORTANT This repair to be used only with trusses (spans less than 50) spaced 24" o.c. maximum, having pitches-between 3)12 and 12/1.2, total top chord loads less than 50.psf and maximum wind speeds of 100-mph. Trusses not fitthg these criteria should be examined individually. TRUSS CRI1tR1A LOADING :40-10-0-10 (MAX) . DURATION FACTOR 1.15 . . SPACING: 24 MAXIMUM TOP CHORD: 2X 4 (NO 2 MIN) PITCH: 3112-12/12 . . . 4 BEARING: CONTINUOUS STUD SPACING :24 O.C. (MAX) EXP. 3-3-15 REFER TO If4DlVIDUAL TRUSS DESIGN L FOR PLATE IZESAND LVMBER GRADES APR 03 2013 I WWI?JG V.rIfj4i.tn u-=rW J%L40 ON ND DJCLLIDED M s1ePo2 aRE usL' I Oilgn void (orue only jIh WTak connacle=.1ld dena bOsed only upon rOIO dwwn.ond b for on IndMd,o1 IWgng cat SulO9 I Aao&oblllY al desJQn parorrIers and p70p0f InCclpOloIlCWn 01 cornpoocnl Is responlbIty at buflng deslgna-nol bu datInar. rachg shown I tonI co conTo iecl ndcn5. eoott 4flPII GSM a 21 utdMØ Ceoflt I Is ( blerdllvppotl l bsdlul000l eb rnnflCWW, only. Addulunal 5nponY b.=dno so .Ib5I5. K.jng ol,ran Is IIs= biOIv àl Iha eieclor. AOUIIIOnOI poiririnl b5Dusn5 or lIsa overon .W'=hoa Is Sho rorpoflWibWlv 01 l.a l.ldro danu. Foi uorsorol ouldonce regardIng 0re1y lnlofmUuon ongUablu Ison. T.o. P5010 In,111.4& 50) 0OW.MW. 0,50.. ModIWon. 5 I — [ CONVENTIONAL VALLEY FRAMING DETAIL j Mu/SAC -47 3/6/2007 JPAGE 1 1 Mi GABLE END COMMON TRUSS OR GIRDER TRUSS RIDGE BEAM (SEE NOTE #6) MITQk Industries, Inc. Western Division TRUSS TYPICAL (24"O.C.} /. I[ 11 4 RUN Ifr17 - Li T1 - I - - .- VALLEY PLATE (SEE NOTE.#4) POST. VALLEY RAFTERS (SEE NOTE ff8 24" 0.6. MAX L —L POST SHALL BE-LOCATED ON - • 6 (SEE POST A NOTE #8)1 \ / POST /SHEAThINGABOVEThETOP flF PACk TRI Itm BE SHEATHED GABLE END, COMMON TRUSS CONSTRUCTION SEQUENCE (ALL MATERIAL MINIMUM #2 OR BETTER) LIVE LOAD =O PSF (MAX) OR GIRDER TRUSS DEAD LOAD = 15 PSF (MAX) 1. INSTALL BASE TRUSSES. Q.O.L. INC = 1.15 ASCE 7-98, ASCE 7-02, ASCE 7-05 (MWFRS) 100 MPH 2. APPLY SHEATHING TO TOP CHORD OF SUPPORTING TRUSSES. NOTE: BRACE BOTTOM CHORD AND WEBMEMBERS PER TRUSS DESIGNS, 48" O.C. MAXIMUM POST SPACING INSTALL 2 x 4 VALLEY PLATES. FASTEN TO EACH SUPPOR11NG TRUSS WITH (2) 16d NAILS (MIN, 3112 LONG). 6. DEFINE VALLEY RIDGE BY RUNNING A LEVEL STRING FROM THE INTERSECTING RIDGE OF / THE ( a:) GABLE END, (b.) GIRDER TRUSS OR (c.)COMMON TRUSS TO THE ROOF SHEATHING. ç. s'r 2 x6#2 RIDGE BEAM. SUPPORT WITH 2 x 4 POSTS SPACED 48" D.C.. BEVEL BOT1OM OF POST TO SET EVENLY ON THE SHEATHING, LOCATED ABOVE THE TOP CHORD OF TRUSS. FASTEN TOP OF POISTTO. RIDGE WITh (4) lOd NAILS. FASTEN BOTTOM OF POST TO ROOF SHEATHING AND TOP CHORD OF TRUSS WITH (3) 16d TOE-WAILS MIN. 3 1/2' LONG). 7, FRAME-VALLEY RAFTERS FROM VALLEY PLATE TO RIDGE SEAM. MAUMUM RAFTER SPACING IS 24" O.C.. FASTEN VALLEY RAFTER TO RIDGE BEAM WITH (3) 16d TOE-WAILS, FASTEN VALLEY CCk 6433 RAFTER TO VALLEY PLATE. WITH (3) 16d TOE-NAILS. XP.r31-15 / . SUPPORT THE VALLEY RAFTERS WITH 2x 4 POSTS 48"0.0 (OR LESS) ALONG EACH RAFTER. INSTALL POSTS IN A STAGGERED PATTERN AS SHOWN ON PLAN DRAWING. ALLIGN POSTS WITH TRUSSES BELOW. FASTEN VALLEY RAFTER TO POST WITH. (3) lOd NAILS. FASTEN POST TO SHEATHING AND TOP CHORD OF TRUSS WITH( 3) l6d TOE-NAILS. NAILING SCHEDULE FOR ROOF DIAPHRAM AND TRANSFER OF LATERAL LOADS SHALL BE DESIGNED BY OTHERS. POSTS SHOULD BE 2 x 4 #2 OR BETTER SPRUCE PINE FIR, DOUG FIR LARCH OR SOUTHERN APR 0 3 2013 YELLOW PINE. POSTS EXCEEDING 75" SHALL BE INCREASED TO 4 x 4 OR BE FRE-ASSEMBLED (2) PLY 2 x8s FASTENED TOGETHER WITH 2 ROWS OF lOd WAILS 9" O.C.. - ----_.- ' - ________________ 77.71 Oteenback tle \ 'I be.I9r. uld Ieo,n unfy u4, f,IIT.!a connecton.1W' deufen It bawd onI, upon pniomaluft ih0Vfl. ond It kcstndiufdu01buhdh,a corrocwnI, /.ppcoo6flIy of den pramafl$an Sad pmperhcotporotbn of coniponeni It retpontlb8ly of buldifiB dsslonen noI hun dcihOttc. coc'9 shown 1ncosIwcttSn b Inn w neuflf1y of lw JIE I~A 0561 I 9h10. I, IarIoIiai zuop6ll o4 IndMduotwob membarn onf/. Add not Ienip zy-bnactng lolruwe slobary ddthuad permanent bnidnof the ouaraf 'InicItre h ha aeocufbBv of the bliig deWref. forgenatol ysddclrice leg wctbig IublcIIot quotly canlra lo'cge. deWwy. ereciton and btai*iZJ nwfl AN)I/TRI QualIfy Cdludo, 9364? and )I sUlIdlrlg eiTlpOflnt 54.Iy tafoiwduh oval IQb horn lain Plate hInlilule. 83 D'Onolio DrIve. Modtio.nd S3719. _________________ I OCTQBER 1'.Z.0,06 L WEB BRACING REC0MMENDA110NS I__MU/SAC-51 I 1"TTrl,flfl MiTekindustries nc . . . . . . MiTe)1ndusfle5 Ctet Page '1 of I I L!JLJLJ I :== == MAXIMUM TRUSS WEB FORCE (Ib ) (Sqe note 7)) X BR 24"05.c. 480 —87 72' 0 C BRACING -MATERIAL TYPE BRACING MATERIAL TYPE BRACING MATERIAL TYPE .. C D . B C 0. . .0 i 16W 1886 1888 . ..• .- : . .• . ••.......• 343 4715 -•- .. :... :'. 3. 1TU 134 1572 1572 2358. 15 H. --... .: . -- - 14'4)r.. 1150 1347 j 347 zoi --- J 1888 5988 289 3143 4 15 1119 — 1768 94 --I-- 20.0 805 943 943 iia '88y size shall be measured In-between the.centers of a pair of dIagonals q'bnaørn. . . . (PE BRACING MATERIALS 1X4(ND -458Yp A -oR- 1.x4s2 SRO, (olper:SpF) B 2X3e3.STO.cON8T(SP1'.DIr.HF.OSSYP, C 2X483,SiTJ.CoN61SP, OF. HF.OR.SYP) 0 I 2X6pOR8EtTRSPF.DF;HF.OR5YP) RS'fAthLtZERB: FTO9P5U -i wM Ii. RE -TO SP5C t.a T8vu np (TlVg%4Tsf4B*ACEFORcEIPffoTHE DEE 0GAOUalFi80 2%O TIwWEEfORCE. 4MP4GFO(Wze,.*9eRFORcE. mlAOoL-I;I1 .. Re ease - •.../ . . ., u..- (SEENOTE4) I •. \ 7 & I . Horizontal Blocking \• XANRUIR5D.FORfl) :- •-'... fO24'p4aClE-NA1-lSSUFfJctENT. (Ofbrc.tWtff9r.drawIag.clanit?. R s Tk4 Ilqd(rRnus1zon1a1b)ocklng IJEMBERS nest to the top s, oftam ohôvo so IteUaCtxa5tO (ha otace pthna) Thinfçrmatnon c onthhdationIo assist in the . requirement Yo perninentbracffi of D,o e4iiat (russ web members AddiIionalradng tnly sEll b aqt,k4d4or the sthty 01; 4 the.OYe(afl rOof stem. m(hIiQtVIc here Is lust aria met iod.Uiat esn b used o.ro'idoetnblUt. 0951 1 web balding. .APR O3103 TIMBER PRODUCTS INSPECTION, INC 'H dba. .5 GENERAL TESTING AND. INSPECTION AGENCY.' 105 SE 124th AVENUE ': '• VANCOUVER WA 98684 5 H Timber Products Inspection (TP) and General Testing and Inspection (Gil) are.. code recognized by the International Conferenceof Building Officials •(ICBO ES.) which as of January 1, 2003' became the International Accreditation SWV:ice, Ind." (lAS) with the new assigned S number of AA-664. S 5 5 S This is to verify. that MISSION TRUSS •' • :1 LAKESIDE, CA Is currently an active member in good stanlding in the TP Third Party. Truss. Auditing Program and has been since • . ••i :.JANUARY,2014 ":' •: • • Brian Hensley Zuaøt____dAJ1.11 Truss Manager- Western Division • • ...:::' 5 January 7, 2014 • •• :• • • •:. • •' 071 (Cityof Carlsbad CERTIFICATION OF SCHOOL FEES PAID B-34 Development Services Building Department 1635 Faraday Avenue 760-602-2719 www.carlsbadca.gov This form must be completed by the City, the applicant, and the appropriate school districts and returned to the City prior-to issuing a building permit. The City will not issue any building permit without a completed school fee form. Project Name THOMAS RESIDENCE Building Permit Plan Check Number: CB141640 Project Address: 1144 MAGNOLIA AV A.P.N 205-210-34-00 Project Applicant (Owner Name): MATT & JENNIFER THOMAS Project Description: NEW DETACHED ACCESSORY STRUCTURE Building Type Residential: NEW DWELLING UNIT(S) Square Feet of Living Area in New Dwelling/s Second Dwelling Unit: Square Feet of Living Area in SDU Residential Additions: 796 Net Square Feet New Area Commercial/Industrial: Net Square Feet New Area City Certification of Applicant Information: YpUL9rJ2.. Date 10/09/2014 SCHOOL DISTRICTS WITHIN THE CITY OF CARLSBAD Carlsbad Unified School District J Vista Unified School District D San Marcos Unified School District 6225 El Camino Real 1234 Arcadia Drive 2 5 5 Pico A v e S t e . 1 0 0 Carlsbad CA 92009 (760-331-5000) Vista CA 92083 (760-726-2170) San Marcos, CA 92069 (760-290-2649) Contact: Nancy Dolce (By Appt. Only) J Encinitas Union School District San Dieguito Union High School District-By Appointment Only 101 South Rancho Santa Fe Rd 684 Requeza Dr. Encinitas, CA 92024 Encinitas, CA 92024 (760-944-4300 x1166) (760-753-6491 x 5514) Certification of Applicant/Owners. The person executing this declaration ('Owner") certifies under penalty of perjury that (1) the information provided above is correct and true to the best of the Owner's knowledge, and that the Owner will file an amended certification of payment and pay the additional fee if Owner requests an increase in the number of dwelling units or square footage after the building permit is issued or if the initial determination of units or square footage is found to be incorrect, and that (2) the Owner is the owner/developer of the above described project(s), or that the person executing thi eclaration is authorized to sign on behalf of the Owner. Signature: Date: B-34 Page 1 of 2 Rev. 03109 SCHOOL DISTRICT SCHOOL FEE CERTIFICATION (To be completed by the school district(s)) THIS FORM INDICATES THAT THE SCHOOL DISTRICT REQUIREMENTS FOR THE PROJECT HAVE BEEN OR WILL BE SATISFIED. SCHOOL DISTRICT: The undersigned, being duly authorized by the applicable School District, certifies that the developer, builder, or owner has satisfied the obligation for school facilities. This is to certify that the applicant listed on page 1 has paid all amounts or completed other applicable school mitigation determined by the School District. The City may issue building permits for this project. SIGNATURE OF AUTHORIZED SCHOOL DISTRICT OFFICiAL TITLE NAME OF SCHOOL DISTRICT DATE /\. LLpØio. kLPk Lk CARLSBAD UNIFIED SCHOOL DISTRICT 6225 EL CAMINO REAl. ..... CARLSBAD1 CA 92009 PHONE NUMBER B-34 Page 2 of 2 . Rev. 03/09 Final Inspection required by U Plan U CM&j/ U Fire U SW /1/ ZS& 1ISSUED Ucv. Approved , Pate r By BUILDING 1j / Al ) PLANNING fo /z, 9z/ 6-5 ENGINEERING Iq (_O FIRE Expedite? Y N - - DIGITAL FILES Required? V N HazMat APCD Health Forms/Fees Sent Rec'd Due? By Encina V N Fire V N HazHeaIthAPCD V N PE&M 4/ MJ/!,%/c( V N School C4k i.ot V N Sewer V N Storniwater V N Special Inspection V N LandUse: CEO: V N Density ImpArea: FY: Annex: Factor: PFF: V N Comments Date Date Date Date Building I 11 1113(" Planning Engineering 7) J'4 I Fire Need? C€k't -QL Done Done S,7L.f —J,iJ Done 1h ) 3J13JI fl VZ, i9/i UI 6 H/o -